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| {{#Wiki_filter:CHAPTER 2.0 SITE CHARACTERISTICS tion Page GEOGRAPHY AND DEMOGRAPHY ............................................................. 2.1-1 | | {{#Wiki_filter:}} |
| .1 SITE LOCATION AND DESCRIPTION ..................................................... 2.1-1
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| .1.1 Specification of Location ...................................................................... 2.1-1
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| .1.2 Site Area Map....................................................................................... 2.1-1
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| .1.3 Boundaries for Establishing Effluent Release Limits............................ 2.1-9
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| .2 EXCLUSION AREA AUTHORITY AND CONTROL .................................. 2.1-9
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| .2.1 Authority ............................................................................................... 2.1-9
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| .2.2 Control of Activities Unrelated to Plant Operation ................................ 2.1-9
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| .2.3 Arrangements for Traffic Control ........................................................ 2.1-10
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| .2.4 Abandonment or Relocation of Roads ............................................... 2.1-10
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| .3 POPULATION AND POPULATION DISTRIBUTION .............................. 2.1-10
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| .3.1 Population Within 10 Miles ................................................................. 2.1-11
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| .3.2 Population Between 10 and 50 Miles ................................................. 2.1-12
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| .3.3 Transient Population .......................................................................... 2.1-13
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| .3.4 Low Population Zone.......................................................................... 2.1-13
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| .3.5 Population Center............................................................................... 2.1-14
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| .3.6 Population Density ............................................................................. 2.1-14
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| .3.7 Projections of Industrial Growth ......................................................... 2.1-15 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES ..................................................................................................... 2.2-1
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| .1 LOCATIONS AND ROUTES ..................................................................... 2.2-1
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| .1.1 Military Facilities ................................................................................... 2.2-1
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| .1.2 Manufacturing Plants, Storage Facilities, and Mining .......................... 2.2-1
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| .1.3 Airports and Air Routes ........................................................................ 2.2-5
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| .1.4 Land Transportation Routes................................................................. 2.2-6
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| .1.5 Water Transportation............................................................................ 2.2-7
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| .1.6 Pipelines............................................................................................... 2.2-7 2.0-i
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| tion Page
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| .2 DESCRIPTIONS........................................................................................ 2.2-8
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| .2.1 Hydrogen System................................................................................. 2.2-8
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| .3 EVALUATION OF POTENTIAL ACCIDENTS ......................................... 2.2-10
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| .3.1 Design Basis Events .......................................................................... 2.2-10 METEOROLOGY ............................................................................................ 2.3-1
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| .1 REGIONAL CLIMATOLOGY ..................................................................... 2.3-1
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| .1.1 General Climate ................................................................................... 2.3-1
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| .1.2 Regional Meterological Conditions for Design and Operating Bases... 2.3-2
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| .2 LOCAL METEOROLOGY........................................................................ 2.3-19
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| .2.1 Normal and Extreme Values of Meteorological .................................. 2.3-20
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| .2.2 Potential Influence of the Plant and Its Facilities on Local Meteorology........................................................................................ 2.3-28
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| .3 ON-SITE METEOROLOGICAL MEASUREMENT PROGRAMS ............ 2.3-48
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| .3.1 Preoperational and Operational Monitoring Programs ....................... 2.3-48
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| .3.2 Representativeness of the Data Base................................................ 2.3-58
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| .4 SHORT-TERM DIFFUSION ESTIMATES ............................................... 2.3-59
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| .4.1 Objective ............................................................................................ 2.3-59
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| .4.2 Calculations........................................................................................ 2.3-60
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| .4.3 Data Representativeness ................................................................... 2.3-63
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| .5 LONG-TERM DIFFUSION ESTIMATES ................................................. 2.3-64
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| .5.1 Objective ............................................................................................ 2.3-64
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| .5.2 Calculations........................................................................................ 2.3-64 HYDROLOGIC ENGINEERING...................................................................... 2.4-1
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| .1 HYDROLOGIC DESCRIPTION ................................................................. 2.4-1
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| .1.1 Site and Facilities ................................................................................. 2.4-1 2.0-ii
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| tion Page
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| .1.2 Hydrosphere......................................................................................... 2.4-2
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| .2 FLOODS .................................................................................................... 2.4-7
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| .2.1 Flood History ........................................................................................ 2.4-7
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| .2.2 Flood Design Considerations ............................................................... 2.4-8
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| .2.3 Effects of Local Intense Precipitation ................................................... 2.4-9
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| .3 PROBABLE MAXIMUM FLOOD (PMF) ON STREAMS AND RIVERS... 2.4-14
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| .3.1 Probable Maximum Precipitation (PMP) ............................................ 2.4-15
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| .3.2 Precipitation Losses ........................................................................... 2.4-15
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| .3.3 Runoff and Stream Course Models .................................................... 2.4-15
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| .3.4 Probable Maximum Flood Flow.......................................................... 2.4-16
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| .3.5 Water Level Determinations ............................................................... 2.4-16
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| .3.6 Coincident Wind Wave Activity........................................................... 2.4-20
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| .4 POTENTIAL DAM FAILURES, SEISMICALLY INDUCED ...................... 2.4-20
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| .4.1 Reservoir Descriptions ....................................................................... 2.4-20
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| .4.2 Dam Failure Permutations.................................................................. 2.4-21
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| .4.3 Unsteady Flow Analysis of Potential Dam Failures............................ 2.4-22
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| .4.4 Water Level at Plant Site.................................................................... 2.4-23
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| .5 PROBABLE MAXIMUM SURGE AND SEICHE FLOODING .................. 2.4-23
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| .6 PROBABLE MAXIMUM TSUNAMI FLOODING ...................................... 2.4-23
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| .7 ICE EFFECTS ......................................................................................... 2.4-24
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| .7.1 UHS Retention Pond .......................................................................... 2.4-24
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| .7.2 UHS Pond Structures ......................................................................... 2.4-24
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| .7.3 River Structures.................................................................................. 2.4-25
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| .8 COOLING WATER CANALS AND RESERVOIRS.................................. 2.4-25
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| .8.1 Canals ................................................................................................ 2.4-25
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| .8.2 Reservoirs .......................................................................................... 2.4-25
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| .9 CHANNEL DIVERSIONS ........................................................................ 2.4-29
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| .10 FLOODING PROTECTION REQUIREMENTS ....................................... 2.4-30 2.0-iii
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| tion Page
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| .11 LOW WATER CONSIDERATIONS ......................................................... 2.4-30
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| .11.1 Low Flow in Streams .......................................................................... 2.4-30
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| .11.2 Low Water Resulting from Surges, Seiches or Tsunami.................... 2.4-32
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| .11.3 Historical Low Water .......................................................................... 2.4-32
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| .11.4 Future Controls................................................................................... 2.4-32
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| .11.5 Plant Requirements............................................................................ 2.4-35
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| .11.6 Heat Sink Dependability Requirements.............................................. 2.4-37
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| .12 DISPERSION, DILUTION, AND TRAVEL TIMES OF ACCIDENTAL RELEASES OF LIQUID EFFLUENTS IN SURFACE WATERS.............. 2.4-39
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| .12.1 Accident Effects.................................................................................. 2.4-39
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| .13 GROUND WATER................................................................................... 2.4-42
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| .13.1 Description and On Site Use .............................................................. 2.4-42
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| .13.2 Sources .............................................................................................. 2.4-46
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| .13.3 Accident Effects.................................................................................. 2.4-57
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| .13.4 Results of Analysis ............................................................................. 2.4-65
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| .13.5 Design Bases for Subsurface Hydrostatic Loadings .......................... 2.4-66
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| .14 TECHNICAL SPECIFICATION AND EMERGENCY OPERATION REQUIREMENTS.................................................................................... 2.4-67 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL ENGINEERING ........... 2.5-1
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| .1 BASIC GEOLOGIC AND SEISMIC INFORMATION ................................. 2.5-3
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| .1.1 Regional Geology................................................................................. 2.5-3
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| .1.2 Site Geology....................................................................................... 2.5-45
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| .2 VIBRATORY GROUND MOTION............................................................ 2.5-74
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| .2.1 Seismicity ........................................................................................... 2.5-75
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| .2.2 Geologic Structure and Tectonic Activity............................................ 2.5-81
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| .2.3 Correlation of Epicenters with Geologic Structures............................ 2.5-85
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| .2.4 Maximum Earthquake Potential ....................................................... 2.5-106
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| .2.5 Engineering Properties of Materials Underlying the Site.................. 2.5-109
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| .2.6 Safe Shutdown Earthquake.............................................................. 2.5-109
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| .2.7 Operating Basis Earthquake ............................................................ 2.5-112
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| .2.8 Response Spectra............................................................................ 2.5-113 2.0-iv
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| tion Page
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| .3 SURFACE FAULTING........................................................................... 2.5-115
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| .3.1 Geologic Conditions of the Site ........................................................ 2.5-115
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| .3.2 Evidence of Fault Offset ................................................................... 2.5-115
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| .3.3 Earthquakes Associated with Capable Faults .................................. 2.5-115
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| .3.4 Investigation of Capable Faults ........................................................ 2.5-115
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| .3.5 Correlation of Epicenters with Capable Faults ................................. 2.5-115
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| .3.6 Description of Capable Faults .......................................................... 2.5-115
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| .3.7 Zone Requiring Detailed Faulting Investigation................................ 2.5-116
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| .3.8 Results of Faulting Investigations..................................................... 2.5-116
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| .4 STABILITY OF SUBSURFACE MATERIALS........................................ 2.5-116
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| .4.1 Geologic Features ............................................................................ 2.5-117
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| .4.2 Properties of Subsurface Materials .................................................. 2.5-117
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| .4.3 Exploration ....................................................................................... 2.5-135
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| .4.4 Geophysical Surveys........................................................................ 2.5-146
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| .4.5 Excavation and Backfill .................................................................... 2.5-149
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| .4.6 Ground Water Conditions................................................................. 2.5-156
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| .4.7 Response of Soil and Rock to Dynamic Loading ............................. 2.5-157
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| .4.8 Liquefaction Potential ....................................................................... 2.5-159
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| .4.9 Earthquake Design Basis ................................................................. 2.5-160
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| .4.10 Static Stability................................................................................... 2.5-160
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| .4.11 Design Criteria.................................................................................. 2.5-164
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| .4.12 Techniques to Improve Subsurface Conditions................................ 2.5-165
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| .4.13 Subsurface Instrumentation ............................................................. 2.5-165
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| .4.14 Construction Notes........................................................................... 2.5-165
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| .5 STABILITY OF SLOPES ....................................................................... 2.5-165
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| .5.1 Slope Characteristics ....................................................................... 2.5-166
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| .5.2 Design Criteria and Analyses ........................................................... 2.5-170
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| .5.3 Logs of Borings ................................................................................ 2.5-173
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| .5.4 Compacted Fill ................................................................................. 2.5-173 2.0-v
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| mber Title
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| -1 Population of Cities and Towns within 50 Miles of the Site
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| -2 Resident Population Distribution by Sector and Radial Distance up to 10 Miles from the Site
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| -3 Resident Population Distribution by Sector and Radial Distance Between 10 and 50 Miles from the Site
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| -4 Distribution of Population within the Low Population Zone 1970 and 1980
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| -5 Public Facilities within Ten Miles
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| -6 Projected Cumulative Population Density (Persons per Square Mile)
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| -7 Distribution of the Population Within the Low Population Zone 1970 through 2030
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| -1 Storage Facilities for Hazardous Materials within 5 Miles of the Callaway Plant
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| -2 Low and High Altitude Federal Air Routes, Arrival Routes, and Peak Daily Traffic within 10 Miles of the Callaway Plant Site
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| -3 Land Water Transportation Routes within 5 Miles of the Callaway Plant
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| -4 Deleted.
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| -5 Hazardous Materials Transported on the Missouri River from Kansas City to the Mouth in 1977
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| -6 Propane Accident
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| -1 Average Thunderstorm Days for Columbia, Missouri (Period of Record:
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| 1941 to 1970)
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| -2 Maximum Short-Period Rainfall for Columbia, Missouri (Period of Record:
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| 1898 to 1961)
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| -3 Estimated Maximum Point Rainfall Extrapolated for the Callaway Plant Site, Units 1 and 2
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| -4 Extreme Snowfall for Stations in the Region of the Callaway Plant Site 2.0-vi Rev. OL-17 4/09
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| mber Title
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| -5 Total Number of Days with Freezing Precipitation in Columbia, Missouri
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| -6 Annual Number and Probability of Tornado Occurrences per One-Degree, Latitude-Longitude Square in Missouri
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| -7 Extreme Wind Speeds Columbia, Missouri
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| -8 Fastest Mile Quantities Using Fisher-Tippet Type I (Frechet) Distribution
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| -9 Extreme Fastest Mile Wind Speeds for Some Meteorological Stations Within a Radius of 250 Miles of the Callaway Plant Site, Units 1 and 2
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| -10 Variation of 100-Year Return Period Wind Speed and Associated Gust Factors with Height in Vicinity of Callaway Site
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| -11 Percent Frequency of Surface-Based Inversions by Season at Selected Time Periods and Total Time for Columbia, Missouri
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| -12 Mean Seasonal and Annual Morning and Afternoon Mixing Depths and Wind Speeds for Columbia, Missouri (1960 to 1964)
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| -13 Worst Case Meteorology Date for Pond Temperature Performance (Minimum Heat Transfer Period)
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| -14 Meteorological Data for 30 Days Antecedent to Worst Pond Temperature Performance Period
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| -15 Worst Case Meteorology Data for Evaporative Water Loss (Maximum Evaporation Period)
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| -16 Joint Wind Speed, Wind Direction Frequency Distribution (in Percent)
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| -17 Statistics and Diurnal Variation of Meteorological Parameters
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| -18 Persistence of Wind Direction Frequency Distribution (In Percent)
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| -19 Wind Direction Persistence - 10 Meters
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| -20 Wind Direction persistence - 60 Meters
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| -21 Wind Direction Persistence - 90 Meters 2.0-vii Rev. OL-17 4/09
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| mber Title
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| -22 Temperature Summary for Columbia, Missouri
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| -23 Temperature Summary for Fulton Airport
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| -24 Relative Humidity Summary for Columbia, Missouri
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| -25 Dew-Point Temperature and Heavy Fog Summary for Columbia, Missouri
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| -26 Mean Wet-Bulb Temperature Summary for Columbia, Missouri
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| -27 Precipitation Summary for Fulton and Columbia, Missouri
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| -28 Precipitation (Inches) at Columbia, Missouri Coincident with the Period of On-Site Data Collection
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| -29 Frequency Distribution of Precipitation
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| -30 Number of Hours with Measurable Precipitation at Columbia, Missouri Coincident with the Periods of On-Site Data Collection
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| -31 Relation of Pasquill Stability Classes to Weather Conditions
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| -32 Atmospheric Stability Classes
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| -32a Callaway Generating Station Reform, Missouri Union Electric Company Dames and Moore Job No. 7677-066-07
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| -33 Monthly Stability Class Frequency Distributions (in Percent)
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| -34 Joint Wind Speed, Wind Direction Frequency Distribution (in Percent)
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| -35 Persistence of Stability Frequency Distribution (in Percent)
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| -36 On-Site Atmospheric Stability
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| -37 Stability Persistence Summary May 1973 to May 1974
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| -38 Stability Persistence Summary March 1978 to March 1979
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| -39 Annual Precipitation Wind Roses
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| -40 Annual Precipitation Wind Roses 2.0-viii Rev. OL-17 4/09
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| mber Title
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| -41 Monthly Precipitation Wind Roses
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| -42 Summary of Observed and Predicted Cooling Tower Plume Lengths
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| -43 Frequency Distribution of Visible Plumes Per Affected Sector (100 Percent Load)
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| -44 Frequency Distribution of Ground Fogging Per Affected Direction Sector (100 Percent Load)
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| -45 Frequency Distribution of Ground Fogging Per Affected Direction Sector (50 Percent Load)
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| -46 Drift Drop Size Spectrum for Natural Draft Cooling Towers
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| -47 Instantaneous Total Dissolved Solids Drift Droplet Concentration at Ground Level Based on Wind Speed of 5.17m/Sec
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| -48 Instantaneous Total Dissolved Solids Drift Droplet Concentration at Ground Level Based on Wind Speed of 10m/Sec
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| -49 Maximum Off-Site Annual Total Dissolved Solids Deposition
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| -50 On-Site Meteorological Instrumentation Program May 4, 1973 to May 4, 1975
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| -51 On-Site Meteorological Instrumentation Program March 16, 1978 to March 16, 1979
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| -51a On-Site Meteorological Instrumentation Program July 1983
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| -51b On-Site Meteorological Instrumentation Program october 2007
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| -52 Data Recovery Rate Data Periods May 4, 1973 to May 4, 1975 and March 16, 1978 to MARCH 16, 1979 Combined
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| -53 Concurrent Data Recovery Rates: Wind Speed, Wind Direction, and Temperature Difference Combined
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| -54 Comparison of On-Site Data with Long-Term Conditions at Columbia, Missouri 2.0-ix Rev. OL-17 4/09
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| mber Title
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| -55 Comparison of On-Site Stability Measurements with Long-Term Stability at Columbia, Missouri
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| -56 Joint Wind Frequency Distribution by Stability Class (Data Period: May 4, 1973 to May 4, 1974)
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| -57 Joint Wind Frequency Distribution by Stability Class (Data Period: May 4, 1974 to May 4, 1975)
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| -58 Joint Wind Frequency Distribution by Stability Class (Data Period: March 16, 1978 to March 16, 1979)
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| -59 Joint Wind Frequency Distribution by Stability Class [Data Period: 3 Years Combined (Annual)]
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| -60 Joint Wind Frequency Distribution by Stability Class [Data Period: 3 Years Combined (Monthly)]
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| -61 Two-Hour Average Accident /Q Values at the Exclusion Area Boundary Exceeded 0.5 Percent of the Time
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| -62 Accident /Q at the Low Population Zone Exceeded 0.5 Percent of the Time
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| -63 Absolute Maximum /Q Values Two-Hour Averaging Period
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| -64 Fifty-Percent /Q Values Two-Hour Averaging Period
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| -65 Deleted
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| -66 Terrain/Recirculation Factors-Standard Distances Ground Release Based on May 4, 1974 to May 4, 1975
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| -66a Deleted
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| -67 Deleted
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| -68 Terrain/Recirculation Factors - Special Distances Based on May 4, 1974 to May 4, 1975 Data Ground Release
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| -69 thru 2.3-80 Deleted 2.0-x Rev. OL-17 4/09
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| mber Title
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| -81 Average Meteorological Relative Concentration Analysis Standard Distances, Radwaste Building Vent Release
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| -82 Average Meteorological Relative Concentration Analysis Special Distances, Unit Vent Release
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| -83 Average Meteorological Relative Concentration Analysis Standard Distances, Unit Vent Release Data Period: May 4, 1973 to May 4, 1975 and March 16, 1978 to March 16, 1979 Combined
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| -84 Average Meteorological Relative Concentration analysis Special Distances, Radwaste Building Vent Release
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| -85 Atmospheric Relative Concentrations Unit Vent Release Grazing Season
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| -86 Atmospheric Relative Concentrations Radwaste Building Release Grazing Season
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| -1 Four Tributary Stream Systems of the Missouri River Near the Callaway Plant Site
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| -2 Missouri River Drainage Basin
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| -3 Missouri River and Alluvium Water Supplies
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| -4 Missouri River Discharges
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| -5 Major Recorded Floods at Hermann, Missouri
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| -6 Estimated Magnitude and Frequency of Floods in Missouri River for Existing Conditions
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| -7 Probable Maximum Precipitation (PMP) at the Site
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| -8 Hourly Distribution of Maximum 6-Hour Increment Within 48-Hour PMP Storm
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| -9 Rainfall Intensities at Callaway Plant Site for 100-Year Storm and Probable Maximum Precipiation Storm
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| -10 Estimated Magnitude and Frequency of Consecutive Annual Low Flows for Various Durations in the Missouri River 2.0-xi Rev. OL-17 4/09
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| mber Title
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| -11 Estimated Minimum Discharges and Stage Elevations During Low Flow Conditions for the Missouri River Near the Callaway Plant Site at Missouri River Mile 115
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| -12 Recorded Minimum Discharges and Stages on the Missouri River at Boonville and Hermann, Missouri
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| -13 Projected Estimated Low Flow Probabilites of Missouri River at River Mile 115
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| -14 Comparison of Regulatory Position of Regulatory Guide 1.127, Revision 1, Dated March 1978, Titled Inspection of Water-Control Structures Associated with Nuclear Power Plants and Snupps - Callaway Position for Ultimate Heat Sink Retention Pond
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| -15 Pertinent Details of Refueling Water Storage Tank
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| -16 Parameter Values Used in Surface-Water Transport of Liquid Radwaste in Missouri River Following Postulated Rupture of Refueling Water Storage Tank
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| -17 Aquifer Characteristics in Callaway Plant Site Vicinity
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| -18 Municipal Water Supplies Withing 50 Miles of Plant
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| -19 Municipal water Supplies Withing 50 Miles of Plant
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| -20 Well Inventory Within 5 Miles of Plant
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| -21 Permeability of Site Geologic Units Based on Preconstruction Borehole Pressure Tests
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| -22 Permeability of Site Geologic Units Based on Preconstruction Falling Head Permeameter Tests
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| -23 Preconstruction Piezometer Water Level Readings
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| -24 Average Permeability for Permanent Monitoring Piezometers
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| -25 Permanent Piezometer Water Level Readings 2.0-xii Rev. OL-17 4/09
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| mber Title
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| -26 Selected Ground Water Quality Analyses From Public and Domestic Water Supplies
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| -27 Ground Water Quality Analyses of Samples From the Graydon Chert Conglomerate
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| -28 Details of Tanks Postulated to Rupture in Accident Analysis for Callaway Plant
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| -29 Parameter Values Used in Modeling Ground-Water Transport of Radionuclides Following Postulated Rupture of Liquid Radwaste Tanks at Callaway Plant
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| -30 Results of Computer Simulation of Ground-Water Movement of Radionuclides to Discharge Locations in Nearest Streams
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| -31 RESULTS OF COMPUTER SIMULATION OF MOVEMENT OF RADIONUCLIDES TO WELL 23a
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| -32 DETAILS OF DILUTION CALCULATIONS FOR GROUND WATER DISCHARGING TO TRIBUTARIES
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| -1 Geologic Time Scale
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| -2 Summary of Folids
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| -3 Summary of Faults
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| -4 Folds Within 50 Miles of Site
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| -5 Faults Within 50 Miles of Site
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| -6 Modified Mercalli Intensity Scale of 1931 (Abridged)
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| -7 Earthquake Epicenters
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| -8 Historic Earthquakes Significant to the Site
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| -9 Seismotectonic Regions
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| -10 Seismic Events in Area Surrounding New Madird by Year, Modified Mercalli Intensity, Latitude and Longitude 2.0-xiii Rev. OL-17 4/09
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| mber Title
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| -11 Columnar Section Southeastern Missouri, Mississippi Embayment Area
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| -12 Information From Wells Near New Madrid
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| -13 Fault Plane Solution Parameters for Central United States Earthquakes
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| -14 Parameters for Analysis of Rock-Fill-Soil Structure Interaction
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| -15 Summary of Soil Properties Index and Shear Strength Properties
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| -16 Summary of Soil Properties Compressibility Properties and Stress-Strain Relationships
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| -17 Summary of Soil Properties (Remolded Samples)
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| -18 Engineering Properties for Crushed Stone Structural Fill and Backfill
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| -18a Field Permeability Test Results
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| -19 Consolidated-Undrained Triaxial Test Results with Pore Pressure Measurements (Undisturbed Samples)
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| -20 Consolidated-Undrained Triaxial Test Results with Pore Pressure Measurements (Accretion-Gley Samples Allowed to Swell)
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| -21 Consolidated-Undrained Triaxial Test Results with Pore Pressure Measurements (Remolded Samples)
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| -22 Results of Consolidated - Undrained Triaxial Tests with Pore Pressure Measurements Crushed Stone Fill and Backfill (at Maximum )
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| -23 Results of Consolidated-undrained Triaxial Tests With Pore Pressure Measurements Crushed Stone Fill And BackFill (At Peak )
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| -24 Consolidated-Drained Triaxial Test Results
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| -25 Unconfined Compression Test Results Rock Samples from Plant Area
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| -26 Unconfined Compression Test Results Rock Samples from On-Site Mine Area 2.0-xiv Rev. OL-17 4/09
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| mber Title
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| -27 Results of Compaction and Relative Density Tests Crushed Stone Fill and Backfill
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| -28 Relative Density Test Results (Preliminary Studies)
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| -29 One-Dimensonal Compression Tests Crushed Stone Fill and Backfill
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| -30 Expansion (Swelling) Test Results
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| -31 Laboratory Permeability Test Results (Undisturbed Samples)
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| -32 Laboratory Permeability Test Results (Remolded Samples)a
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| -33 Resonant Column And Shockscope Tests
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| -34 Clay Mineralogy
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| -35 Results of Tetrographic Analysis Rock Core Samples from On-Site Mine Area
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| -36 Results of Petrographic Analysis Hand Samples from On-Site Mine Area
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| -37 Resonant Column Test Results (Soil)
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| -38 Strain-Controlled Dynamic Triaxial Compression Test Results Undisturbed Samples
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| -39 Strain-Controlled Triaxial Compression Test Data Crushed Limestone (Preliminary Studies)
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| -40 Strain-Controlled Dynamic Triaxial Compression Test Results Crushed stone fill and backfill
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| -41 Stress-Controlled Dynamic Triaxial Compression Test Results (Accretion-Gley Samples)
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| -42 Stress-Controlled Dynamic Triaxial Compression (Liquefaction) Test Results (Crushed Stone Fill and Backfill)
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| -43 Summary of Test Conditions and Results Plate Load Tests on Graydon Chert Conglomerate Units 1 and 2 Power Block Areas 2.0-xv Rev. OL-17 4/09
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| | |
| mber Title
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| -44 Menard Pressuremeter Test Results
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| -45 Tabulation of Boring Data
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| -46 Tabulation of Quarry Boring Data
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| -47 Surface Wave Characteristics
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| -48 Ambient Ground Motion Measurements
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| -49 Bearing Capacity Factor of Safety
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| -50 Estimated Total Settlements
| |
| -51 Lateral Earth Pressures Category I Granular Structural Backfill
| |
| -52 Minimum/Maximum/Average Thicknesses of Soil and Rock Units at the UHS Retention Pond as Determined by Test Borings
| |
| -53 Summary of Conditions Studied
| |
| -54 Factors of Safety
| |
| -55 Estimated, Measured, and Allowable Settlements 2.0-xvi Rev. OL-17 4/09
| |
| | |
| mber Title
| |
| -1 Reginal Topographic Map
| |
| -2 Site Layout
| |
| -3 Site Plan Showing Detailed Plant Layout
| |
| -4 Plan Showing Protected Area, Exclusion Area, Restricted Area, and Low Population Zone
| |
| -5 Plan Showing Distances to Protected Area, Exclusion Area, Low Population Zone, Restricted Area and Plant Site Area Boundary
| |
| -6 Regional Census Map Showing Cities and Towns
| |
| -7 Site Vicinity Map
| |
| -8 Current and Projected Distribution of Resident Population, 0 to 10 Miles, 1980
| |
| -9 Current and Projected Distribution of Resident Population, 0 to 10 Miles, 1980 to 1990
| |
| -10 Current and Projected Distribution of Resident Population, 0 to 10 Miles, 1980 to 2000
| |
| -11 Current and Projected Distribution of Resident Population, 0 to 10 Miles, 1980 to 2010
| |
| -12 Current and Projected Distribution of Resident Population, 0 to 10 Miles, 1980 to 2020
| |
| -13 Current and Projected Distribution of Resident Population, 0 to 10 Miles, 1980 to 2030
| |
| -14 Current and Projected Distribution of Resident Population, 10 to 50 Miles, 1980
| |
| -15 Current and Projected Distribution of Resident Population, 10 to 50 Miles, 1980 to 1990
| |
| -16 Current and Projected Distribution of Resident Population, 10 to 50 Miles, 1980 to 2000 2.0-xvii Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -17 Current and Projected Distribution of Resident Population, 10 to 50 Miles, 1980 to 2010
| |
| -18 Current and Projected Distribution of Resident Population, 10 to 50 Miles, 1980 to 2020
| |
| -19 Current and Projected Distribution of Resident Population, 10 to 50 Miles, 1980 to 2030
| |
| -20 Comparison of Cumulative Populations
| |
| -21 Projected Cumulative Resident Populations, Series II, Migration
| |
| -22 Projected Cumulative Resident Populations, Series II, No Migration
| |
| -23 Projected Cumulative Resident Populations, Series I, Migration
| |
| -24 Projected Cumulative Resident Populations, Series I, No Migration
| |
| -25 Deleted
| |
| -26 Deleted
| |
| -27 Public Facilities, 0 to 10 Miles
| |
| -1 Low Altitude Air Routes and Airports
| |
| -2 Approach and High Altitude Air Routes
| |
| -3 Land and Water Transportation Routes
| |
| -4 Hydrogen System Storage & Distribution
| |
| -5 Hydrogen System Flow Diagram
| |
| -1 Climatological Stations
| |
| -2 Total Number of Hail Reports 3/4 Inch and Greater, 1955 to 1967 by 1-Degree Squares
| |
| -3 Total Tornadoes 1955 to 1967 by 1-Degree Squares 2.0-xviii Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -4 Total Number of Windstorms 50 Knots and Greater, 1955 to 1967 by 1-Degree Squares
| |
| -5 Surface Wind Roses for the Period 1951 to 1959, Columbia, Missouri
| |
| -6 Surface Wind Rose at Columbia, Missouri (Annual)
| |
| -7 Wind Roses Monthly - 3 Years Combined
| |
| -8 Wind Roses Annual - 1973 to 1974
| |
| -9 Wind Roses Annual - 1974 to 1975
| |
| -10 Wind Roses Annual - 1978 to 1979
| |
| -11 Detailed Topographic Features within a 5-Mile Radius of the Site
| |
| -12 Topographic Features within a 50-Mile Radius of the Site
| |
| -13 Topographic Cross Sections within a 5-Mile Radius of the Site
| |
| -14 Topographic Cross Sections within a 50-Mile Radius of the Site
| |
| -15 Observed Versus Predicted Cooling Tower Visible Plume Lengths
| |
| -16 Saturation Moisture Content of Air as a Function of Temperature
| |
| -17 Drift Droplet Dispersion Versus Relative Humidity
| |
| -18 Locations of Tower, Mechanical Weather Station, and Plant
| |
| -19 Plot Plan of Permanent Meteorology Tower Facility
| |
| -20 Schematic Diagram of Data Processing
| |
| -21 Temperature Versus Difference between Cooled Mirror and Lithium Chloride Dew Points
| |
| -1 Index Map Showing Locations of Topographic Profiles on Figure 2.4-2 2.0-xix Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -2 Topographic Profiles Showing Relationship Between Plant Site and Missouri River Valley
| |
| -3 Grading and Drainage
| |
| -4 Sections-Site Drainage
| |
| -5 Local Surface Water Drainage Map
| |
| -6 Missouri River Basin
| |
| -7 Regional Hydrologic Features
| |
| -8 Locations of Downstream Water Withdrawals and Discharges to the Missouri River
| |
| -9 Locations of Upstream Water Withdrawals and Discharges to the Missouri River
| |
| -10 Stage-Discharge Rating Curve for the Missouri River at Hermann, Missouri
| |
| -11 Stage-Discharge Rating Curve for the Missouri River at Boonville, Missouri
| |
| -12 Stage-Discharge Rating Curve for the Missouri River Near The Callaway Plant Site
| |
| -13 Flow-Duration Curves for the Missouri River at Hermann, Missouri, During Winter Season
| |
| -14 Water Resource Organization and Communication, State of Missouri
| |
| -15 Plant Water Use Diagram
| |
| -16 Peak I-131 Concentrations in the Missouri River Downstream of Logan Creek (0.005-1 Mile)
| |
| -17 Peak I-131 Concentrations in the Missouri River Downstream of Logan Creek (1-50 Miles)
| |
| -18 Ground Water Provinces of Missouri 2.0-xx Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -19 Regional Potentiometric Surface Map
| |
| -20 Regional Aquifer Systems Generalized Schematic Diagram
| |
| -21 Site Hydrogeologic Environment Generalized Schematic Diagram
| |
| -22 Regional Ground Water Users Within 50 Miles
| |
| -23 Location of Well Inventory Within 5-Mile Radius
| |
| -24 Potentiometric Surface Contours Cotter-Jefferson City Formation
| |
| -25 Potentiometric Surface Contours Graydon Chert Conglomerate
| |
| -26 Potentiometric Surface Contours Bushberg Sandstone/Snyder Creek Shale
| |
| -27 Potentiometric Surface Contour Callaway Limestone
| |
| -28 Domestic Water Supplies from Enclosed Springs in Site Vicinity
| |
| -29 Location of Preconstruction Piezometers
| |
| -30 Location Map of Permanent Monitoring Piezometers
| |
| -31 Riprap and Filter Details
| |
| -32 Grain Size Distribution Riprap and Filter Gradation
| |
| -1 Regional Geologic Map
| |
| -2 Regional Physiography
| |
| -3 Regional Surface Sediment Map Limits of Glaciation
| |
| -4 Central Stable Region
| |
| -5 Regional Tectonic Map
| |
| -6 Contours on Precambrian Surface
| |
| -7 Regional Loess Distribution and Thickness 2.0-xxi Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -8 Generalized Geologic Column of Missouri
| |
| -9 Generalized Geologic Column of Illinois
| |
| -10 Generalized Geologic Column of Iowa
| |
| -11 Generalized Geologic Column of Kansas
| |
| -12 Regional Folding
| |
| -13 Regional Faulting
| |
| -14 Tectonic Features Within 50 Miles of the Site
| |
| -15 Titled Fault Blocks of the Eastern Ozark Region
| |
| -16 Structure Contours on Top of Roubidoux Formation
| |
| -17 Structure Contours on Top of St. Peter Formation
| |
| -18 Browns Station Anticline Contours on Top of Sedalia Formation
| |
| -19 Southeastern Terminus of the Fish Creek Anticline from Contours on Top of Sedalia Formation
| |
| -20 Pershing-Bay-Gerald Area Contours on Top of the Roubidoux Formation
| |
| -21 Jeffriesburg Fault and Contours on Top of the Roubidoux Formation
| |
| -22 Caves and Springs of Missouri
| |
| -23 Springs in Southern Missouri
| |
| -24 Regional Topographic Map
| |
| -25 Reconnaissance Geologic Map - Site Area
| |
| -26 Areal Plot Plan
| |
| -27 Site Plot Plan 2.0-xxii Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -28 Plot Plan Units 1 and 2
| |
| -29 Site Stratigraphic Column
| |
| -30 Subsurface Section S
| |
| -31 Subsurface Cross Section I-I'
| |
| -32 Subsurface Cross Section J-J'
| |
| -33 Subsurface Cross Section K-K'
| |
| -34 Subsurface Cross Section L-L'
| |
| -35 Subsurface Cross Section M-M'
| |
| -36 Generalized Subsurface Sections
| |
| -37 Regional Geologic Cross Section Rolla, Missouri to Florida, Missouri
| |
| -38 Contours on Top of Graydon Chert Conglomerate - Site Area
| |
| -39 Contours on Top of Graydon Chert Conglomerate - Plant Site
| |
| -40 Isopach of Graydon Chert Conglomerate
| |
| -41 Contours on Top of Rock - Site Area
| |
| -42 Contours on Top of Rock - Plant Site
| |
| -43 Contours on Top of Snyder Creek Formation - Site Area
| |
| -44 Contours on Top of Snyder Creek Formation - Plant Site
| |
| -45 Contours on Top of Callaway Formation - Site Area
| |
| -46 Contours on Top of Callaway Formation - Plant Site
| |
| -47 Structure Contours on Base of Callaway Formation
| |
| -48 Oil and Gas Wells of Record State of Missouri 1860-1969 2.0-xxiii Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -49 "Epicenter Map"
| |
| -50 Isoseismal Map for New Madrid Earthquake of December 16, 1811
| |
| -51 Plat of Town of St. Louis in 1804
| |
| -52 View of Town of St. Louis
| |
| -53 Settlements in Missouri-1811
| |
| -54 Isoseismal Map for New Madrid Earthquake of December 16, 1811
| |
| -55 Isoseismal Map for New Madrid Earthquake of January 7, 1812
| |
| -56 Composite Isoseismal Map for New Madrid, Missouri Earthquakes
| |
| -57 Isoseismal Map for Charleston, Missouri Earthquake of October 31, 1895
| |
| -58 Isoseismal Map for the Earthquake of April 9, 1917 in Missouri and Illinois
| |
| -59 Isoseismal Map for the St. Louis, Missouri Earthquake of October 20, 1965
| |
| -60 Isoseismal Map for the Southern Illinois Earthquake of November 9, 1968
| |
| -61 Seismotectonic Map of the Upper Mississippi Valley
| |
| -62 Earthquake Epicenters as Related to Seismotectonic Regions
| |
| -63 Perceptible Seismic Events Near New Madrid - 1811-1973
| |
| -64 Surficial Geology of New Madrid
| |
| -65 Seismotectonic Map of the Northern Mississippi Embayment and Surrounding Regions
| |
| -66 Faults and Folds Near New Madrid
| |
| -67 Magnetic Map of the New Madrid Area 2.0-xxiv Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -68 Gravity Map of the New Madrid Area
| |
| -69 Linear Features of Mississippi Enbayment and Surrounding Region
| |
| -70 Location of Drill Holes Near New Madrid
| |
| -71 Fuller's Map of New Madrid
| |
| -72 Fault Plane Solutions for Seismic Events in the Region of Interest
| |
| -73 Proposed and Existing Seismograph Stations Within 200 Miles of the New Madrid Seismic Zone
| |
| -74 Regional Epicenter Locations - Cumulative Events July 1, 1974 to March 31, 1978
| |
| -74.1 Regional Epicenter Locations - Cumulative Events 01 Jan. 1978 to 31 Dec. 1978
| |
| -74.2 Regional Epicenter Locations - Cumulative Events 01 Jan. 1979 to 31 Dec. 1979
| |
| -74.3 Regional Epicenter Locations - Cumulative Events 01 Jan. 1980 to 31 Dec. 1980
| |
| -75 Structure Contour Map of the Pascola Arch
| |
| -76 Geologic Cross-Section of the Mississippi Embayment
| |
| -77 Structure Contours on Top of Paleozoic Rocks
| |
| -78 Structure Contours on Top of Porter's Creek Clay
| |
| -79 Anomalous Areas from Structure Contour Maps
| |
| -80 Structure Contours on Top of Paleozoic Rocks with Interpretive Fault Offsets
| |
| -81 Structure Contours on Top of Porter's Creek Clay with Interpretive Fault Offsets 2.0-xxv Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -82 Pleistocene and Younger Faults with Limits of Northeast-Trending Faults
| |
| -83 Structure Areas and Bending Zones as Shown by Structure Contours
| |
| -84 Features Controlling Limits of the Reelfoot Seismotectonic Structure
| |
| -85 Sand Blow Area and Vicinity
| |
| -86 Cross-Section of Mississippi Embayment Quaternary Alluvium
| |
| -87 Bounds of the Reelfoot Seismotectonic Structure (Stearns)
| |
| -88 Structure Contours on Top of Precambrian Basement in Illinois, Indiana, Kentucky, and Tennessee
| |
| -89 Relative Strain-Release - New Madrid Area
| |
| -90 Composite Geologic Features at New Madrid
| |
| -91 New Madrid Seismotectonic Region
| |
| -92 Recurrence Relations for Seismotectonic Regions
| |
| -93 Attenuation of Intensity XII New Madrid Earthquake of December 16, 1811
| |
| -94 Attenuation of Intensity XII New Madrid Earthquake of February 7, 1812
| |
| -95 New Madrid 1811-1812 Earthquake Attenuation in an Easterly Direction from the New Madrid Epicenter
| |
| -96 New Madrid 1811-1812 Earthquake Attenuation in Southeasterly Direction from the New Madrid Epicenter
| |
| -97 Attenuation Curves for New Madrid 1811-1812
| |
| -98 Attenuation of Earthquake at Hamilton County, Illinois, November 9, 1968 2.0-xxvi Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -99 Comparison of Intensity/Acceleration Relationship of Trifunac and Brady, and O'Brien et al. - Darcy component
| |
| -100 Response Spectra - SSE
| |
| -101 Response Spectra - OBE
| |
| -102 Tokachioki, Japan Earthquake Time History
| |
| -103 Comparison of Hachihoe Response Spectra with NRC Response Septra for 0.20g
| |
| -104 Areal Plot Plan
| |
| -105 Site Plot Plan
| |
| -106 Ultimate Heat Sink Retention Pond Plan and Section
| |
| -106.1 Ultimate Heat Sink Retention Pond Plan and Section of Compacted Fill
| |
| -107 Plot Plan, On-Site Quarry Borings South of Plant
| |
| -108 Plot Plan, On-site Quarry Borings Northeast of Plant
| |
| -109 Off-Site Quarries Location Plan
| |
| -110 Plot Plan - Boring Locations Auxvasse Quarry
| |
| -111 Plot Plan - Boring Locations Mertens Quarry
| |
| -112 Subsurface Section A-A'
| |
| -113 Subsurface Section B-B'
| |
| -114 Subsurface Section C-C'
| |
| -115 Ultimate Heat Sink Retention Pond Sections for Stability Analyses
| |
| -115.1 UHS Retention Pond Stability Analyses, Critical Circles Case 1, End of Excavation 2.0-xxvii Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -115.2 UHS Retention Pond Stability Analyses, Critical Circles Case 2, Excavation, 250 PSF Surcharge
| |
| -115.3 UHS Retention Pond Stability Analyses, Critical Circles Case 3, Maximum Pond Level
| |
| -115.4 UHS Retention Pond Stability Analyses, Critical Circles Case 4, Maximum Pond, 250 PSF Surcharge
| |
| -115.5 UHS Retention Pond Stability Analyses, Critical Circles Case 5, Partial Pond Level
| |
| -115.6 UHS Retention Pond Stability Analyses, Critical Circles Cases 6 and 7, Earthquake Conditions
| |
| -116 Subsurface Section D-D'
| |
| -117 Subsurface Section E-E'
| |
| -118 Subsurface Profile N-N'
| |
| -118a Subsurface Profile N-N ESW System
| |
| -118b Boring Location Map ESW System
| |
| -119 Excavation Plan
| |
| -120 Excavation Profile F-F'
| |
| -121 Excavation Profile G-G'
| |
| -122 Excavation Profile H-H'
| |
| -123 Excavation Profiles J-J', K-K', L-L', and M-M'
| |
| -124 Unit 1 Excavation Typical Photographs
| |
| -125 UHS Retention Pond Typical Slope Photograph
| |
| -125a Detail Geological Map Slopes and Bottom UHS Retention Pond
| |
| -125b UHS Area Plan 2.0-xxviii Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -126 Unified Soil Classification System
| |
| -127 Key to Log of Borings
| |
| -128 Dames & Moore Soil Sampler Type U
| |
| -129 Log of Boring Notes
| |
| -393 Log of Test Pits - TP1, TP2, TP3, and TP4
| |
| -394 Compaction Test Data
| |
| -395 Compaction Test Data
| |
| -396 Compaction Test Data
| |
| -397 Compaction Test Data
| |
| -398 Compaction Test Data
| |
| -399 Consolidation Test Data
| |
| -400 Consolidation Test Data
| |
| -401 Consolidation Test Data
| |
| -402 Consolidation Test Data
| |
| -403 Consolidation Test Data
| |
| -404 Consolidation Test Data
| |
| -405 Consolidation Test Data
| |
| -406 Consolidation Test Data
| |
| -407 Consolidation Test Data
| |
| -408 Consolidation Test Data
| |
| -409 Consolidation Test Data 2.0-xxix Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -410 Consolidation Test Data
| |
| -411 Consolidation Test Data
| |
| -412 Consolidation Test Data
| |
| -413 Consolidation Test Data
| |
| -414 Consolidation Test Data
| |
| -415 Consolidation Test Data
| |
| -416 Consolidation Test Data
| |
| -417 Consolidation Test Data
| |
| -418 Consolidation Test Data
| |
| -419 Consolidation Test Data
| |
| -420 Consolidation Test Data
| |
| -421 Consolidation Test Data
| |
| -422 Consolidation Test Data
| |
| -423 Consolidation Test Data
| |
| -424 Consolidation Test Data
| |
| -425 Consolidation Test Data
| |
| -426 Consolidation Test Data
| |
| -427 Consolidation Test Data
| |
| -428 Consolidation Test Data
| |
| -429 Consolidation Test Data
| |
| -430 Consolidation Test Data 2.0-xxx Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -431 Consolidation Test Data
| |
| -432 Consolidation Test Data
| |
| -433 Consolidation Test Data
| |
| -434 Consolidation Test Data
| |
| -435 Consolidation Test Data
| |
| -436 Consolidation Test Data
| |
| -437 Consolidation Test Data
| |
| -438 Swelling Test Results Accretion-Gley
| |
| -439 Grain Size Distribution
| |
| -440 Grain Size Distribution
| |
| -441 Grain Size Distribution
| |
| -442 Grain Size Distribution
| |
| -443 Grain Size Distribution
| |
| -444 Grain Size Distribution
| |
| -445 Grain Size Distribution
| |
| -446 Grain Size Distribution
| |
| -447 Grain Size Distribution
| |
| -448 Grain Size Distribution
| |
| -449 Particle Size Analyses
| |
| -450 Particle Size Analyses
| |
| -451 Results of Strain-Controlled Dynamic Triaxial Tests, Shear Modulus vs. Shear Strain 2.0-xxxi Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -452 Results of Strain-Controlled Dynamic Triaxial Tests, Shear Modulus vs. Shear Strain
| |
| -453 Results of Strain-Controlled Dynamic Triaxial Tests, Shear Modulus vs. Shear Strain
| |
| -454 Results of Strain-Controlled Dynamic Triaxial Tests, Shear Modulus vs. Shear Strain
| |
| -455 Results of Strain-Controlled Dynamic Triaxial Tests, Damping Ratio vs. Shear Strain
| |
| -456 Results of Strain-Controlled Dynamic Triaxial Tests, Damping Ratio vs. Shear Strain
| |
| -457 Results of Strain-Controlled Dynamic Triaxial Tests, Damping Ratio vs. Shear Strain
| |
| -458 Results of Strain-Controlled Dynamic Triaxial Tests, Damping Ratio vs. Shear Strain
| |
| -459 Results of Strain-Controlled Dynamic Triaxial Tests, Crushed Stone Fill and Backfill
| |
| -460 Results of Strain-Controlled Dynamic Triaxial Tests, Crushed Stone Fill and Backfill
| |
| -461 Results of Stress-Controlled Dynamic Triaxial Tests, Accretion-Gley
| |
| -462 Results of Stress-Controlled Dynamic Triaxial Tests, Structural Fill and Backfill
| |
| -463 Plate Load Test
| |
| -464 Plate Load Test Results
| |
| -465 Plate Load Test Results
| |
| -466 Plate Load Test Results
| |
| -467 Plate Load Test Results 2.0-xxxii Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -468 Plate Load Test Results
| |
| -469 Plate Load Test Results
| |
| -470 Plate Load Test Results
| |
| -471 Plate Load Test Results, Structural Fill Test Pad
| |
| -472 Plate Load Test Results, Structural Fill Test Pad
| |
| -473 Plate Load Test Results, Structural Fill Test Pad
| |
| -474 Plate Load Test Results, Structural Fill Test Pad
| |
| -475 Plate Load Test Results, Structural Fill Test Pad
| |
| -476 Plate Load Test Results, Structural Fill Test Pad
| |
| -477 Plate Load Test Results, Structural Fill Test Pad
| |
| -478 Location of Geophysical Studies
| |
| -479 Time-Distance Plot Seismic Profile 1
| |
| -480 Time-Distance Plot Seismic Profile 2
| |
| -481 Time-Distance Plot Seismic Profile 3
| |
| -482 Time-Distance Plot Seismic Profile 4
| |
| -483 Uphole Compressional Wave Velocity Survey Boring P-1
| |
| -484 Birdwell Geophysical Logs of Boring P-1, 3-D Velocity and Elastic Properties
| |
| -485 Birdwell Geophysical Logs of Boring P-1, Caliper, Density, and Electric Logs
| |
| -486 Uphole Compressional Wave Velocity Survey Boring P-31
| |
| -487 Birdwell Geophysical Logs of Boring P-31, 3-D Velocity and Elastic Properties 2.0-xxxiii Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -488 Birdwell Geophysical Logs of Boring, P-31 Caliper, Density, and Electric Logs
| |
| -489 Uphole Compressional Wave Velocity Survey Boring P-48
| |
| -490 Birdwell Geophysical Logs of Boring P-48, 3-D Velocity and Elastic Properties
| |
| -491 Birdwell Geophysical Logs of Boring P-48, Caliper, Density, and Electric Logs
| |
| -492 Uphole Compressional Wave Velocity Survey Boring P-62
| |
| -493 Birdwell Geophysical Logs of Boring P-62, 3-D Velocity and Elastic Properties
| |
| -494 Birdwell Geophysical Logs of Boring P-62, Caliper, Density, and Electric Logs
| |
| -495 Uphole Compressional Wave Velocity Survey Boring R-2
| |
| -496 Uphole Shear Wave Velocity Survey Boring P-2
| |
| -497 Uphole Shear Wave Velocity Survey Boring R-2
| |
| -498 Surface Shear Wave Survey Boring P-2
| |
| -499 Surface Shear Wave Survey Boring R-2
| |
| -500 Typical Geologic Column Boring P-1
| |
| -501 Typical Geologic Column Boring R-2
| |
| -502 Geophysical Test Results, Structural Fill Test Pad
| |
| -503 Geophysical Test Results, Structural Fill Test Pad
| |
| -504 Geophysical Test Results, Structural Fill Test Pad
| |
| -505 Computed Settlements
| |
| -506 Measured Settlement 2.0-xxxiv Rev. OL-14 12/04
| |
| | |
| mber Title
| |
| -507 Settlement Monitoring Plate Locations Category I Structures
| |
| -508 ough Have been deleted
| |
| -530 2.0-xxxv Rev. OL-14 12/04
| |
| | |
| SITE CHARACTERISTICS GEOGRAPHY AND DEMOGRAPHY
| |
| .1 SITE LOCATION AND DESCRIPTION
| |
| .1.1 Specification of Location site of the Callaway Plant is approximately 10 miles southeast of Fulton, Missouri, in laway County (Figure 2.1-1) and 80 miles west of the St. Louis metropolitan area. The souri River lies 5 miles south of the site within a flood plain about 2.4 miles wide.
| |
| center of the Callaway Plant Unit 1 reactor is located at 38°-45'-40.7"N latitude and
| |
| -46'-50.5"W longitude. Universal Transverse Mercator Zone 15 Coordinates of the nt are 4,290,786.0 meters north and 605,939.6 meters east. The Missouri State Plane ordinates are X 705,108.0 feet and Y 1,066,832.9 feet.
| |
| on Electric Company in October 1981, cancelled Unit 2 of the Callaway Plant, ever the midpoint between the two reactors will still be used, this midpoint is located 8°-45'-42.3"N latitude and 91°-46'-52.4"W longitude. Universal Transverse Mercator e 15 Coordinates of the point are 4,290,834.4 meters north and 605,893.2 meters
| |
| : t. The Missouri State Plane Coordinates are X 704,956.4 feet and Y 1,066,992.4 feet.
| |
| .1.2 Site Area Map
| |
| .1.2.1 Site Boundaries undaries for the plant site area, the plant site peripheral area and the plant corridor a are described in the following sections and are shown on Figure 2.1-2.
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| .1.2.1.1 Plant Site Area site area is described as beginning at a point in the South line of Section 1, nship 46 North, Range 8 West which point is located at the Southeast corner of the uthwest Quarter of the Southwest Quarter of said Section 1; thence running West ng the South line of Sections 1, 2, and 3, Township 46 North, Range 8 West, a ance of 7350 feet, more or less, to a point in the West line of the East Half of the East f of the Southeast Quarter of said Section 3; thence South along the West line of the t Half of the East Half of the Northeast Quarter and the West line of the East Half of East Half of the Southeast Quarter of Section 10, Township 46 North, Range 8 West, the West line of the East Half of the East Half of the Northeast Quarter and the West of the East Half of the East Half of the Southeast Quarter of Section 15, Township 46 th, Range 8 West, a distance of 10,560 feet, more or less, to a point in the South line aid Section 15; thence East along the South line of Sections 15, 14, and 13, 2.1-1 Rev. OL-17 4/09
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| stance of 2,640 feet, more or less, to the point of intersecton of the East and West terline of Section 18, Township 46 North, Range 7 West with the said East line of tion 13; thence East along the East and West centerline of said Section 18 a distance
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| ,565 feet, more or less, to the East line of Lot 2 of the Northwest Quarter of said tion 18; thence North along the East line of said Lot 2 of the Northwest Quarter of tion 18 and the East line of Lot 2 of the Southwest Quarter of Section 7, Township 46 th, Range 7 West a distance of 5,280 feet, more or less, to a point in the East and st centerline of said Section 7; thence West along said East and West centerline and East and West centerline of Section 12, Township 46 North, Range 8 West, a ance of 2,885 feet, more or less, to a point in the East line of the West Half of the theast Quarter of said Section 12; thence North along the East line of the West half of Northeast Quarter of Section 12, a distance of 1,320 feet, more or less to the utheast corner of the Northwest Quarter of the Northeast Quarter of said Section 12; nce West along the South line of said Northwest Quarter of the Northeast Quarter of tion 12 a distance of 1,320 feet, more or less, of the Southwest corner of said thwest Quarter of the Northeast Quarter of Section 12; thence North along the West of said Northwest Quarter of the Northeast Quarter of said Section 12, a distance of 20 feet, more or less, to a point in the North line of said Section 12; thence West along North line of said Section 12, a distance of 1,320 feet, more or less, to the point of inning.
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| CEPTING from the aove described property approximately 1.34 acres sold to Central ctric Power Cooperative by General Warranty Deed dated October 31, 1975, orded in Book 234, Page 130 of the Callaway County Records described as: All that t of the Northeast 1/4 of Section 10, Township 46 North, Range 8 West, Commencing stone at the Northwest corner of the Southwest 1/4 of said Section 10 and run thence uth 88º4340 East 367.10 feet: thence South 85º4340 East 522.03 feet; thence th 87º1340 East 2,000.00 feet; thence South 88º1340 East 2385.18 feet to a point he centerline of relocated State Highway CC (proposed); thence North 3º23 East ng said relocated Highway CC centerline a distance of 1,894.30 feet to a point; nce West at right angles to said highway centerline a distance of 60 feet to a point on West highway right of way line and the true point of beginning; thence West at right les to said highway centerline a distance of 60 feet to a point of beginning; thence th 3º23 minutes West along said West right of way line a distance of 220 feet to a nt; thence North 3º23 East a distance of 220 feet to a point; thence East at right les to said last described line a distance of 265 feet, more or less, to the point of inning.
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| proximately 2765 acres are owned in fee in the above described site area.
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| nature and source of authority to determine all activities on this property is by virtue he rights of ownership thereof.
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| 2.1-2 Rev. OL-17 4/09
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| ddition, the following described properties were acquired in our acquisition efforts r to determination of the site boundaries to insure adequate coverage and to otiate for part of the properties within the site area:
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| Westerly 98 acres of the Southwest Quarter of Section 6, Township 46 North, Range est.
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| s 1 and 2 of the Northwest Quarter and Lot 1 of the Southwest Quarter of Section 7, nship 46 North, Range 7 West.
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| Southeast Quarter and the East 20 acres of the Southwest Quarter, and the West f of the Southwest Quarter of Section 1, Township 46 North, Range 8 West.
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| that part of the South Half of Section 2, Township 46 North, Range 8 West, which lies uth of Highway "O" excepting approximately 1 1/2 acres in the East part of the theast Quarter of the Southwest Quarter of said Section 2 lying South of Highway
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| , on which negotations are not in progress, pending or contemplated.
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| Southeast Quarter, and the East Half of the Southwest Quarter of Section 3, nship 46 North, Range 8 West all lying South of Highway "O".
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| West 40 acres of the North 50 acres of the Northeast Quarter, the West Half of the t Half of the Southeast Quarter, the West Half of the Southeast Quarter, and the utheast Quarter of the Southwest Quarter of Section 10, Township 46 North, Range 8 st.
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| East Half of the Northwest Quarter, the Northeast Quarter of the Southwest Quarter, Southwest Quarter of the Northeast Quarter, the West 30 acres of the Southeast arter of the Northeast Quarter and the West 24 acres of the South 30 acres of the th One Half of the Northeast Quarter of Section 10, Township 46 North, Range 8 st.
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| 7 acres lying North of the County Road in the Northeast Quarter of the Northwest arter, the West Half of the Northeast Quarter and the West Half of the East Half of the theast Quarter of Section 15, Township 46 North, Range 8 West.
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| East Half of the Northwest Quarter of Section 18, Township 46 North, Range 7 st.
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| West Half of the Southwest Quarter and the Southeast Quarter of the Southwest arter of Section 18, Township 46 North, Range 7 West.
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| East Half of the Southwest Quarter of the Northeast Quarter and the East Half of tne theast Quarter of Section 22, Township 46 North, Range 8 West.
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| 2.1-3 Rev. OL-17 4/09
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| Northwest Quarter of the Northwest Quarter of Section 19, Township 46 North, nge 7 West.
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| East 16 acres of the Northeast Quarter of the Northwest Quarter of Section 15, nship 46 North, Range 8 West, lying South of the County Road.
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| East Half of the Northeast Quarter and the Northwest Quarter of the Northeast arter of Section 12 and one acre in the Southwest corner of the East 20 acres of the t Half of the Southwest Quarter of Section 1, all in Township 46 North, Range 8 West.
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| se properties comprise a total of approximately 2,454 acres.
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| .1.2.1.3 Plant Corridor Area corridor area is described as beginning at the point of intersection of the North and uth centerline of Section 23, Township 46 North, Range 8 West and the North line of d Section 23 and running thence South along the North and South centerline of said tion 23 and Section 26 a distance of 9240 feet, more or less, to the South line of the thwest Quarter of the Southeast Quarter of said Section 26; thence East along said uth line a distance of 1320 feet, more or less, to the West line of the East half of the utheast Quarter of said Section 26; thence South along the West line of the East Half he Southeast Quarter of said Section 26 a distance of 1320 feet, more or less, to the uth line of said Section 26; thence East along the South line of said Section 26 a ance of 660 feet, more or less, to the West line of the East half of the Northeast arter of the Northeast Quarter of Section 35, Township 46 North, Range 8 West; nce South along the West line of the East Half of the Northeast Quarter of the theast Quarter of said Section 35 a distance of 1320 feet, more or less, to the South of the North Half of the Northeast Quarter of said Section 35; thence West along the uth line of the North Half of the Northeast Quarter of said Section 35 a distance of 0 feet, more or less, to the North and South centerline of said Section 35; thence uth along the North and South centerline of said Section 35, a distance of 1320 feet, re or less, to the center of said Section 35; thence West along the East, and West terline of said Section 35 a distance of 1500 feet, more or less, to the Easterly line of
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| . Survey 1712; thence Southeast along said survey line a distance of 1675 feet, more ess, to the North line of the MK & T Railroad Right of Way; thence Easterly along the th line of said Right of Way a distance of 2900 feet, more or less, to the centerline of an Creek; thence continuing Easterly downstream along the centerline of said creek stance of 4200 feet, more or less, to the intersection of the centerline of said creek the North and South centerline of Section 36, Township 46 North, Range 8 West; nce North along said centerline of Section 36 a distance of 4500 feet, more or less, to North line of said Section 36; thence West along the North line of said Section 36 a ance of 1320 feet, more or less, to the Southeast corner of the Southwest Quarter of 2.1-4 Rev. OL-17 4/09
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| stance of 1320 feet, more or less, to the North line of the Southwest Quarter of the thwest Quarter of said Section 25; thence West along the North line of the Southwest arter of the Southwest Quarter of said Section 25 a distance of 660 feet, more or less, he East line of the West Half of the Northwest Quarter of the Southwest Quarter of d Section 25; thence North along the East line of the West Half of the Northwest arter of the Southwest Quarter of said Section 25 a distance of 1320 feet, more or s, to the East and West centerline of said Section 25; thence East along the said East West centerline of Section 25 a distance of 3300 feet, more or less, to the East line he West Half of the Northeast Quarter of said Section 25; thence North along the East of the West Half of the Northeast Quarter of said Section 25 and the East line of the st Half of the East Half of Section 24, Township 46 North, Range 8 West a distance of 0 feet, more or less, to the North line of said Section 24; thence West along the North of said Section 24 and said Section 23 a distance of 6600 feet, more or less, to the nt of beginning.
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| SO the East Half of the Southeast Quarter of the Northwest Quarter of Section 26, nship 46 North, Range 8 West; and a 41.91 acre tract of land lying between M.K.T.
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| . right of way and Missouri State Highway 94 extending Easterly from the East line of
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| . Survey 1712 to Logan Creek as aforesaid being located in U.S. Survey 1736 and ctional Section 35, Township 46 North, Range 8 West and 57 acres in Fractional tion 5, Township 45 North, Range 7 West and in Fractional Section 32, Township 46 th, Range 7 West and Toe Head Island together with all accretions thereto.
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| SO 16.20 acres in the Southwest Quarter of the Southwest Quarter of Section 32, nship 46 North, Range 7 West, lying South of Missouri State Highway 94 and North he M.K.T. Railroad right of way. EXCEPTING from said property approximately 0.63 e sold to the Missouri Highway and Transportation Commission on April 20, 2004 by t Claim Deed recorded as Document No. 404463 in Book M387, Page 949 of the laway County Records and more particularly described as: A tract of land located in West Half of the Southwest Quarter of Section 32, Township 46 North, Range 7 West he County of Callaway State of Missouri and being bound on the North by erenUE's Northerly property line, bounded on the West by AmerenUE's Westerly perty line (also known as existing right of way); and bounded on the South and East a line described as follows: Beginning at a point 80.60 feet radial distance utheasterly of Station 1388+34.78; thence Southeasterly to a point 130.1 feet radial ance Southeasterly of Station 1388+43.60; thence Northeasterly to a point 53.68 feet ial distance Southeasterly of Station 1393+62.09; thence Northeasterly to a point 35 t radial distance Southeasterly of Station 1394+51.21.
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| SO 12 acres more or less located in the West part of the Southwest Quarter of Section Township 46 North, Range 7 West.
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| SO a 0.82 acre, more or less, tract of land in the Southeast Quarter of the Southeast arter of Section 31, Township 46 North, Range 7 West South of Logan Creek and 2.1-5 Rev. OL-17 4/09
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| t Claim Deed recorded as Document No. 404463 in Book M387, Page 949 of the laway County Records and more particularly described as: A tract of land located in Southeast Quarter of the Southeast Quarter of Section 31, Township 46 North, nge 7 West, in the County of Callaway, State of Missouri and being bound on the st by AmerenUE's Westerly property line (also known as existing right of way line),
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| nded on the South by AmerenUE's Southwesterly property line, and on the North and t by a line described as follows: Beginning at a point 88.96 feet radial distance utheasterly of Route 94 Station 1374+00; thence Southeasterly to a point 185 feet ial distance Southeasterly of Station 1375+00; thence Northeasterly to a point 286.03 t perpendicular distance Southeasterly of Station 1379+37.55; thence Northwesterly point 105 feet perpendicular distance Southeasterly of Station 1379+06.53.
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| SO an 11 acre tract of land in the Southwest Quarter of the Southwest Quarter of tion 31, Township 46 North, Range 7 West lying between Logan Creek and Missouri te Highway 94, bounded on the North and West by Logan Creek, on the South by souri State Highway 94 and on the East by the East line of the Southwest Quarter of Southwest Quarter of said Section 31. EXCEPTING from said property roximately 0.34 acre sold to the State of Missouri acting by and through the County of laway County Commission on August 2, 1996 by Quit Claim Deed recorded in Book
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| , Page 502 of the Callaway County Records and more particularly described as:
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| mmencing from the South Quarter corner of Section 31, Township 46 North, Range 7 st; thence North 41° 26'28" West, 1,816.25 feet more or less to a point on the souri State Right of Way of State Highway 94; thence on a curve to the left the radius ng 1,185.92 feet, an arc distance of 1,185.92 feet, the chord being South 72º09'21" onds West, 12.31 feet; thence leaving said Missouri State Right of Way North 02°13' East, 68.79 feet; thence on a curve to the left, having a radius of 233.00 feet, an arc ance of 109.24 feet; the chord being North 11º11'57" West, 108.25 feet; thence North 37'51" West, 155.76 feet; thence North 35º09"05" West, 33.94 feet; thence North 62º 6" East 71.29 feet; thence South 02º37'28" West, 231.48 feet to the point of inning.
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| SO a 125.18 acre tract of land acquired from Cruz Properties, L.L.C. by Warranty ed dated June 28, 2006, recorded as Document No. 605167 in Book M403, Page 293 he Callaway County Records and according to Survey No. 701247 recorded in Book Page 275 of the Callaway County Records is described as follows: Part of Lots 1 and f the Southwest Fractional Quarter of Section 31, Township 46 North, Range 7 West; part of the Southeast Quarter of Section 36, Township 46 North, Range 8 West, all in laway County, Missouri, being more particularly described as follows: From the nter of said Section 31; thence South 1º12'00" East, along the Quarter Section Line, 01.70 feet to the Southerly right-of-way line of the K.A.T.Y. Trail (formerly the MKT lroad) and the Point of Beginning for this description; thence South 1º12'00" East, tinuing along the Quarter Section Line, 274.79 feet to the center of Logan Creek, also ng the Northerly line of the tract described in Book 113, Page 155, Callaway County corder's Office; thence along the center of Logan Creek and along the boundary of the 2.1-6 Rev. OL-17 4/09
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| .36 feet; thence North 71º46'21" West, 199.08 feet; thence North 87º42'07" West, 86 feet; thence South 75º08'20" West, 145.68 feet; thence South 70º48'10" West,
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| .72 feet; thence leaving the center of Logan Creek, South 1º 08'46" West, 115.75 feet he center of the county road as located in 1917 by the survey recorded in Survey cord Book P, Page 552, Callaway County Recorder's Office; thence leaving the ndary of said tract described in Book 113, Page155 and along the center of said unty Road, also being the Northerly line of the tract described in Book 252, Page 835, following courses: South 64º02'38" West, 384.10 feet; thence South 76º 17'38" West,
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| .21 feet; thence South 61º32'38" West, 263.79 feet; thence South 41º32'38" West,
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| .38 feet; thence South 36º02'38" West, 302.70 feet; thence South 43º02'38" West
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| .99 feet; thence South 65º17'38" West, 244.01 feet to the Range Line; thence leaving center of said County Road and the Northerly line of said tract described in Book 252, ge 835, North 1º 07'26" East, along the Range Line, 96.17 feet to the center of Logan ek, also being the Northerly line of the tract described in Book 298, Page 773, laway County Recorder's Office; thence along the center of Logan Creek and the therly line of said tract described in Book 298, Page 773 the following courses: South 49'16" West, 44.31 feet; thence South 72º54'41" West, 416.02 feet; thence South 08'48" West 279.13 feet; thence South 52º36'07" West, 176.40 feet; thence South 26'41" West, 100.94 feet; thence South 76º25'59" West, 107.53 feet; thence South 14'39" West, 207.90 feet; thence South 89º39'43" West, 199.67 feet; thence North 48'51" West, 144.08 feet; thence North 74º03'17" West, 230.34 feet; thence North 29'10" West, 162.13 feet; thence North 55º15'40" West, 447.13 feet; thence North 59'57" West, 221.40 feet; thence North 54º08'19" West, 75.34 feet; thence North 41'12" West, 118.62 feet; thence North 7º18'55" West, 202.51 feet; thence North 36'32" West, 181.13 feet to the Quarter Section Line of said Section 36; thence ving the center of Logan Creek and the Northerly line of said tract described in Book
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| , Page 773, North 1º25'01" East, along said Quarter Section Line, 559.90 feet to the utherly right-of-way line of the K.A.T.Y. Trail (formerly the MKT Railroad); thence ng said Southerly right-of-way line the following courses: South 82º55'54" East, 89.12 t; thence Easterly, on a spiral curve to the left, a spiral distance of 203.49 feet
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| =South 84º16'34" East, 203.45 feet); thence Easterly, on a simple curve to the left, ing a radius of 1,482.69 feet, an arc distance of 31.10 feet (Ch=South 87º 31'54" t, 31.09 feet); thence Easterly, on a spiral curve to the left, a spiral distance of 203.49 t (Ch=North 89º12'46" East, 203.45 feet); thence North 87º52'06" East, 961.60 feet; nce Easterly, on a spiral curve to the left, a spiral distance of 182.43 feet (Ch=North 56'03" East, 182.41 feet); thence Easterly, on a simple curve to the left, having a ius of 1,902.13 feet, an arc distance of 357.38 feet (Ch=North 79º42'06" East, 356.86 t); thence Easterly, on a spiral curve to the left, a spiral distance of 182.43 feet
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| =North 72º28'09" East, 182.41 feet); thence North 71º32'06" East, 489.90 feet; nce Easterly, on a spiral curve to the right, a spiral distance of 177.58 feet (Ch= North 27'13" East, 177.56 feet); thence Easterly, on a simple curve to the right, having a ius of 1,808.47 feet, an arc distance of 580.27 feet (Ch= North 83º30'06" East, 577.78 t); thence Easterly, on a spiral curve to the right, a spiral distance of 177.58 feet
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| =South 85º27'01" East, 177.56 feet); thence South 84º31'54" East, 525.80 feet; 2.1-7 Rev. OL-17 4/09
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| 87.28 feet, an arc distance of 104.16 feet (Ch= South 79º29'54" East, 104.14 feet);
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| nce Easterly, on a spiral curve to the right, a spiral distance of 177.25 feet (Ch=South 30'24" East, 177.23 feet); thence South 74º27'54" East, 485.16 feet; thence Easterly a spiral curve to the left, a spiral distance of 121.05 feet (Ch=South 74º52'00" East,
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| .04 feet); thence on a simple curve to the left, having a radius of 2,914.93 feet, an arc ance of 174.68 feet (Ch= South 77º22'54" East, 174.65 feet); thence Easterly on a al curve to the left, a spiral distance of 121.05 feet (Ch=South 79º53'48" East, 121.04 t); thence South 80º17'54" East, 221.32 feet to the point of beginning.
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| CEPTING THEREFROM the following tracts of land on which negotiations are not in gress, pending, or contemplated at this time.
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| cre being the Southwest 1 acre of the Southeast Quarter of the Southeast Quarter of tion 26, Township 46 North, Range 8 West.
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| /2 acres being one acre wide on the East side of the county road and 1 1/2 acres p to the East of said road and located in the Northwest corner of the Southeast arter of the Southeast Quarter of Section 26, Township 46 North, Range 8 West.
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| cres in the Northeast corner of the Northwest Quarter of the Southeast Quarter of tion 26, Township 46 North, Range 8 West.
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| proximately 2135 acres of land are owned in fee within the corridor area.
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| nature and source of authority to determine all activities on this property is by virtue he rights of ownership thereof.
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| .1.2.2 Site Description site, which contains approximately 2,765 acres of rural land owned by Union ctric, is located on a plateau which lies north of the Missouri River. Peripheral lands access corridor comprise an additional 4,589 acres of land. The plateau has an area bout 8 square miles. The boundaries of the site, and the overall site layout are shown Figures 2.1-2, 2.1-3, and 2.1-4. Mineral rights to the land in the site area have been ained by Union Electric.
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| site lies about 325 feet above the flood plain of the Missouri River. The area ween the plateau and the Missouri River flood plain is highly dissected. Mud Creek its intermittent stream branches have incised deeply into the southern flank of the eau with steep stream gradients. Topographic relief varies from about 150 to 325 feet more.
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| character of the area is rural. The land is used for farming wherever the terrain is flat ugh for cultivation and has suitable soil conditions. Such land generally lies on the 2.1-8 Rev. OL-17 4/09
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| d associated with farming occupies another 17 percent. The remainder, and dominant fraction of the land, lies in slopes unsuitable for farming and consequently is upied by forest growth. These forests are not harvested commercially and occupy ut 59 percent of the area within 5 miles of the site. Less than 2 percent of the ilable area is built-up or used for other purposes.
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| .1.3 Boundaries for Establishing Effluent Release Limits ddition to the 1,200-meter Exclusion Area and the Low Population Zone of 2.5-mile ius, a Protected Area and a Restricted Area are defined herein.
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| .1.3.1 The Restricted Area Restricted Area is coincident with the plant site area described in Section 2.1.1.2.1.1 shown on Figure 2.1-4 and will be controlled in accordance with 10 CFR 20. No dence or dairying operations are permitted in this area. Future developments may ude public attractions without entry restrictions. Figure 2.1-5 shows the distance from midpoint of the reactor buildings to various points on the Restricted Area boundary.
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| .1.3.2 The Protected Area Protected Area is a fenced area surrounding the reactor buildings. The boundary of Protected Area is at least 50 feet from any safety-related structure. This area is rded and access is granted only to authorized personnel. The Protected Area is wn on Figures 2.1-4 and 2.1-5.
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| .2 EXCLUSION AREA AUTHORITY AND CONTROL
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| .2.1 Authority Exclusion Area encompasses the land area surrounding the plant to a radius of 0 meters (3,937 feet) from the midpoint between the two reactor buildings (See tion 2.1.1.1). The Exclusion Area lies entirely within the plant site area described in tion 2.1.1.2.1.1. Control of access to the Exclusion Area is by virtue of ownership and accordance with 10 CFR 100. All property within the Exclusion Area is within Union ctric ownership. As the plant lands are owned in fee simple, Union Electric enjoys plete ownership of the minerals on or under their lands.
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| .2.2 Control of Activities Unrelated to Plant Operation sidence within the Exclusion Area will be prohibited. No developments attracting ontrolled public activity in the area will be permitted.
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| 2.1-9 Rev. OL-17 4/09
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| ooperation with Union Electric, the Missouri Department of Conservation in 1976 pared a plan for the development and management of the forest, fish, and wildlife ources within the Callaway Plant property. Because of the zone controls and the need ffect evacuation procedures in the event of postulated accidental radiation releases, land use programs ultimately recommended for the Callaway Plant site are of a
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| -intensity nature. Recommendations included the following: forest management, iculture, research, wildlife management, hunting, fishing, picnicking, vistas and cial areas. The plan is flexible, and recommended activities can be further phasized or modified to accommodate additional priorities or restrictions.
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| 977, Union Electric and the Missouri Conservation Commission entered into an eement for an initial 5-year management plan that could be self-supporting and less nsive than the original plan. This plan presently allows public recreational use on ignated lands within the Callaway Plant property boundaries; however, camping and of firearms (firing a single projectile) are not permitted. User data on the Reform dlife Management Area is given in FSAR Section 2.1.3.3.
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| .2.3 Arrangements for Traffic Control on Electric has negotiated with the Callaway County Court with respect to traffic trol on County Roads 448 and 459 traversing the Exclusion Area. Union Electric has eived assurances that traffic on county roads traversing the Exclusion Area can be quately controlled in case of emergency.
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| .2.4 Abandonment or Relocation of Roads re are no public roads presently within the Exclusion Area which, because of their ation, have to be abandoned or relocated.
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| .3 POPULATION AND POPULATION DISTRIBUTION land within 50 miles of the Callaway Plant (Figure 2.1-6) encompasses portions of counties in east-central Missouri. Population studies are directed toward estimating population distribution within 50 miles of the plant from 1990 to 2030 by 10-year ements, which effectively covers the life of the plant. Data from the 1980 Census S. Bureau of Census, 1981) are presented for base-data comparison.
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| total population distribution is allocated using a rose format. It is based upon a bination of rays and concentric circles which divides the 50-mile area around the nt into 160 segments. Circles are at 1-mile increments out to 5 miles and at 10-mile ements from 10 to 50 miles. The segments formed were centered about the 16 dinal compass points.
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| 2.1-10 Rev. OL-17 4/09
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| in 5 miles of the plant between 1973 and 1979. A second windshield survey was ducted in 1982 as part of the incorporation of 1980 census data. Other than the struction activities associated with the plant, no significant changes were found.
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| .3.1 Population Within 10 Miles area within 10 miles of the plant is rural and includes portions of Callaway, Osage, sconade, and Montgomery Counties. Figure 2.1-6 shows that the only incorporated munities within 10 miles of the site are Chamois, part of Fulton, and Mokane. The 0 and 1980 census populations for these locations are shown in Table 2.1-1.
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| 1970 population distribution within 5 miles of the plant was obtained by a field survey
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| : 73) that located each occupied house and tallied the number of residents. Within 5 es of the plant, segments range in size from 0.1 to 4.5 square miles and are often prised solely of uninhabited areas. The population in 1980 was estimated based on 0 census data and a brief survey of the area conducted in 1982.
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| ond 5 miles, where the segment area is large enough to include both inhabited and ant lands, the area distribution method is used uniformly. The area distribution thod assumes that the population of a minor civil division (MCD) is distributed equally r the area of the MCD.
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| 980, the resident population within 5 miles of the plant totaled 882 with a resulting sity of 11 people per square mile. The population within 10 miles was 8,996 in 1980, ch is a density of 29 people per square mile and also reflects the rural nature of the
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| : a. The segment totals are shown on Figure 2.1-8.
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| ulation projections were based on U.S. census projections (U.S. Bureau of the nsus, 1977, 1978) stepped-down from the national and state levels to the county el. Projections selected from census reports for this study are of a Series II fertility rate children per woman) for both the nation and the State of Missouri. Migration umption A was used, which assumes a continuation of 1965 to 1975 migration rates.
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| projections of state population were extended to the year 2030 using a step-down hnique (Greenburg, et al., 1973). This method involved a reapportioning of state jections based on changes in the share of the state's overall population relative to the on.
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| fertility assumption is somewhat conservative. Demonstrated fertility trends in the
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| . have been less than 2.1 children per woman in the last few years. The average nthly fertility rate in 1978 was 66.5 live births per 1,000 women aged 15 to 45 years tional Center for Health Statistics, 1979). This fertility translates into an equivalent pleted fertility of 2.0 children per woman. Therefore, the fertility assumption of 2.1 dren per woman is slightly conservative.
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| 2.1-11 Rev. OL-17 4/09
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| Planning, Office of Administration (1977).
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| toric growth trends since 1930 were evaluated and extended for each MCD with a trol or ceiling at the county level due to the step-down technique.
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| projected populations were allocated to the rose sectors using the proportion found he 1980 base population. The distributions are shown in Table 2.1-2. Figures 2.1-9 ugh 2.1-13 compare the 1980 population with the projections for the succeeding six ades.
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| ng the systematic projections based on historic trends, the area within 10 miles of the nt should experience slow growth through the year 2030 (0.21 percent per year or 10 cent from 1980 to 2030). This is considerably less than the national rate of about 0.7 cent per year in the same period (Series II).
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| .3.2 Population Between 10 and 50 Miles orporated cities, towns, and unincorporated places with more than 2,500 inhabitants in 50 miles of the Callaway Plant are located on Figure 2.1-6, and their populations listed in Table 2.1-1.
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| area from 10 to 50 miles in the population rose is divided into 64 segments ranging ize from 50 square miles to 177 square miles. The area distribution method, cribed in Section 2.1.3.1, was used for this division.
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| projected populations for the 50-mile area were calculated using the step-down and oric growth trend procedure described above.
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| projections were allocated to the population rose, and the results are shown in Table
| |
| -3. Figures 2.1-14 through 2.1-19 compare the 1980 population with the populations the succeeding five decades.
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| total cumulative population for the area within 50 miles of the site was 367,079 in
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| : 0. A comparison of accumulated population of this site and other nuclear plant sites hown on Figure 2.1-20. The rural nature of the region is seen in the low profile of the ve.
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| 980, Jefferson City recorded a population of 33,554 residents, an increase of 3.5 cent over the 1970 population of 32,407 residents. Jefferson City will remain the ulation center for the life of the facility. No area closer to the Callaway Plant is jected to reach a population of 25,000.
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| 2.1-12 Rev. OL-17 4/09
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| | |
| re are two sources of seasonal or transient population within the Low Population e: the Reform Wildlife Management Area and Lost Canyon Lakes.
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| Reform Wildlife Management Area was established jointly by the Missouri partment of Conservation and the Union Electric Company. The area includes all of exclusion zone and the protected area, as well as immediately adjacent land rounding the plant in all directions.
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| mitted activities in specifically designated areas include hunting, fishing, and ping. Camping is not permitted, and no Department of Conservation personnel de on the area. Those activities which have any potential to interfere with the power duction process would be excluded. All other activities will be reviewed and approved Union Electric prior to implementation. The area was opened for public use in vember 1977, and preliminary estimates indicated peak use occurs on weekends ing the fall hunting season. Observations indicated 10 to 15 cars parked in the area ing this period, translating to approximately 25 to 45 hunters using the area (Hutton, 9).
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| t Canyon Lakes is a recreational vehicle and trailer park development located roximately 2.2 miles north of the site.
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| total number of camper sites planned for Lost Canyon Lakes is 1,720. In January 1 approximately 1,100 of the sites had been sold. The developer has plans for 110 cre homesites. However, he indicated in January, 1981 that the homesites are not ing.
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| proximate 600 people use Lost Canyon Lakes on a typical weekend, while usage is ut 200 people on an average weekday. Maximum usage on a holiday is about 1,400.
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| m December 15 through February 15 there is very little usage (Lewis, 1981).
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| ads in the Callaway Plant site area are local and primarily serve the residents. There no commercial or industrial facilities in the LPZ that would attract transients (see ure 2.1-27). As the area is rural, transient population within 50 miles would move marily as vehicular traffic along main highways. Since the Callaway Plant site is ated more than 70 miles from St. Charles, the closest suburb of St. Louis, no e-scale daily shifts of commuting transients will occur within 50 miles of the Callaway nt site.
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| .3.4 Low Population Zone radius of the Low Population Zone (LPZ), as defined in 10 CFR 100, is 2.5 miles.
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| ure 2.1-4 shows the extent of the zone and all transportation routes available for cuation purposes. No commercial or industrial facilities are located within the LPZ. In 2.1-13 Rev. OL-17 4/09
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| | |
| re are no sources of seasonal populations in the LPZ with the exception of Lost nyon Lake, nor working-day concentration which would create significant transient ulation. Table 2.1-4 lists resident population by segment; Figure 2.1-27 and Table
| |
| -5 show and list the public facilities within 10 miles, respectively.
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| noted previously, the Reform Wildlife Management Area does attract hunters and ermen into the Low Population Zone. The seasonal peak occurs during the fall ting season. However, the numbers are not significant, with a peak seasonal use of s than 50 hunters per day during a fall weekend.
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| .3.5 Population Center population center, or city closest to the site with a population greater than 25,000 sons, is Jefferson City, Missouri, 25 miles west-southwest as shown on Figure 2.1-6.
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| s complies with 10 CFR 100 definitions, in that the population center distance eeds one and one-third the radius of the LPZ, which is 2.5 miles.
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| 970, Jefferson City recorded a population of 32,407 residents, an increase of 14.8 cent over the l960 population of 28,228 residents. Jefferson City will remain the ulation center for the life of the facility. No area closer to the Callaway Plant is jected to reach a population of 25,000.
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| .3.6 Population Density ure 2.1-21 compares the projected cumulative resident population in all directions for ances up to 50 miles from the Callaway Plant with cumulative populations resulting m uniform densities of 500 people per square mile and 1,000 people per square mile.
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| s comparison is for the Series II (2.1 children per woman) fertility and Migration A umptions (continuation of 1965 to 1975 rates) that are used in this document. The ves indicate clearly that at no time during the plant's operating life will the projected ulative resident population approach those associated uniform densities of 500 ple per square mile and 1,000 people per square mile.
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| population projections indicate the highest projected cumulative population density uld be approximately 76 persons per square mile (Table 2.1-6).
| |
| comparative purposes, Figures 2.1-21 through 2.1-24 show the population curves for e other fertility and migration assumptions: Series II fertility and Migration C (no ration); Series I fertility (2.7 children per woman) and Migration A; and Series I fertility Migration C (no migration). These cumulative populations are compared to those ves for the 500 and 1,000 people per square mile uniform density assumptions. The parison clearly shows that even under the highest fertility assumption, Series I, the 2.1-14 Rev. OL-17 4/09
| |
| | |
| .3.7 Projections of Industrial Growth Callaway Plant is located in a sparsely populated rural area, with little existing or jected urban or industrial development within a 5-mile radius.
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| primary land use trend in Callaway County has been the continued abandonment consolidation of farms. Approximately 7 percent of the county's land area went out of m production within the 10-year period from 1964 to 1974.
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| trends have been identified that would disturb the rural agriculture and forested racteristics present today within 5 miles of the Callaway Plant. This projection is ed on population projections and trends observed over several years. A field onnaissance by Dames & Moore in 1979 noted only minor new developments since 3 within 5 miles of the Callaway Plant, not including site construction activities. New elopments include approximately six homes, two taverns, four small trailer parks, two stations, a cafe, and two small trucking companies. A review of 1979 aerial tographs indicated a conversion of approximately 1,240 acres of pasture to cropland in 5 miles of the Callaway Plant since 1973. Changes in all other land use types were s than 1 percent during the same period.
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| 2.1-15 Rev. OL-17 4/09
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| | |
| lished References enberg, M.R., and others, 1973, Long-range population projections for minor civil divisions: computer programs and user's manual. Center for Urban Policy Research, Rutgers University, New Brunswick, New Jersey (May).
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| te of Missouri, 1977, Estimates and projections of population in Missouri, 1970 to 1990. State of Missouri, Division of Budget and Planning, Office of Administration, in cooperation with Public Affairs Information Service, College of Business and Public Administration, University of Missouri, Columbia (September).
| |
| . Bureau of the Census, 1971, Number of inhabitants, Missouri in U.S. census of population, 1970. U.S. Bureau of the Census, Final Report PC(1)-A27.
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| _, 1977, Projections of the population of the United States, 1977 to 2050. Current Population Reports, Series P-25, no. 704 (July).
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| _, 1978, Illustrative projections of state populations, 1975 to 2000. Current Population Reports, Series P-25, no. 735 (October).
| |
| . Department of Health, Education, and Welfare, National Center for Health Statistics, 1979, Vital statistics report: births, marriages, divorces, and deaths for January 1979. DHEW Publication (PHS)79-1120, vol. 28, no. 1 (April 10).
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| sonal Communications derickson, D., 1979, Manager, Reform Village Square, personal communication (March 30 and April 9).
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| do, L., 1979, Manager and Groundskeeper of Harmony Hill Youth Camp, personal communication (April 9).
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| ton, T., 1979, Wildlife Biologist, Missouri Department of Conservation, personal communication (April 7).
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| dley, P., 1979, Kingdom of Callaway Estates, written communication (April 3).
| |
| is, R. L., 1981, written communication (January 28).
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| 2.1-16 Rev. OL-17 4/09
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| | |
| TABLE 2.1-1 POPULATION OF CITIES AND TOWNS WITHIN 50 MILES OF THE SITE PERCENT MILES LOCATION 1980 1970 CHANGE FROM SITE drain County ton City 155 121 28.1 25 N ber 503 470 7.0 38 NNE donia 726 745 2.6 34 NNE rtinsburg 309 318 2.8 24 NNE xico 12,276 11,807 4.0 28 N sh Hill 140 151 - 7.9 30 N dalia 3,170 3,160 0.3 40 NNE diver 88 102 - 13.7 27 N ne County land 1,021 769 32.8 25 W ntralia1 3,537 3,623 - 2.4 36 NNW umbia1 62,061 58,812 5.5 30 WNW leville 624 790 - 21.0 33 NW risburg 283 150 88.7 44 NW tsburg 118 120 - 1.7 38 W cheport 272 307 - 11.4 44 WNW rgeon 901 787 14.5 41 NW laway County vasse 858 808 6.2 19 NNW dar City 427 454 - 5.9 25 WSW ton 11,046 12,248 - 9.8 10 WNW gdom City 146 53 175.5 16 NW kane 293 398 - 26.4 7 SW w Bloomfield 519 427 21.5 17 W e Mykee2 188 2 >1000.0 20 WSW ts Summit2 2,540 1,296 96.0 21 WSW e County ntertown 304 277 9.7 35 WSW ene 220 163 35.0 43 SW Rev. OL-13 5/03
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| | |
| PERCENT MILES LOCATION 1980 1970 CHANGE FROM SITE nley3 --- 64 --- 40 SW erson City 33,594 32,407 3.5 25 WSW man 168 109 54.1 35 WSW ssellville 667 557 19.7 39 WSW Martins2 739 431 71.0 33 WSW Thomas4 337 195 73.0 36 SW s2 759 528 44.0 24 SW rdsville 535 460 16.3 28 SW oper County irie Home 279 231 20.8 43 SW olridge 79 97 - 18.6 41 WNW nklin County ger 214 226 - 5.3 25 ESE ald 921 762 20.9 36 SE lie 108 81 33.3 38 SE w Haven 1,581 1,474 7.3 33 ESE k Grove 386 340 13.5 49 SE on 5,506 5,183 6.2 47 ESE shington 9,251 8,499 8.8 42 ESE sconade County nd 662 621 6.6 32 SSE sconade 250 235 6.4 15 ESE mann 2,695 2,658 1.4 20 E rrison 169 234 - 27.8 10 SE ensville 2,241 2,416 - 7.2 32 SSE sebud 326 305 6.9 32 SE coln County wk Point 386 354 9.0 38 ENE scow Mills 484 399 21.3 49 ENE x 287 306 - 6.2 47 ENE y 2,624 2,538 3.4 46 ENE Rev. OL-13 5/03
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| | |
| PERCENT MILES LOCATION 1980 1970 CHANGE FROM SITE ries County le 1,099 1,042 5.5 34 S nna 514 505 - 1.8 40 SSW er County an 128 151 - 15.2 47 WSW Elizabeth 312 287 8.7 43 SW niteau County5 ifornia 3,381 3,105 8.9 43 W rksburg 352 343 2.6 49 W estown 317 243 30.5 37 W us 50 68 - 26.5 37 W nroe County3 dle Grove --- 55 --- 50 NNW is 1,598 1,442 10.8 50 NNW ntgomery County5 lflower 403 360 11.9 29 NE h Hill 254 192 32.3 23 ENE esburg 614 479 28.2 28 ENE Kittrick 87 101 - 13.9 20 E dletown 268 235 14.0 32 NE ntgomery City 2,101 2,187 - 3.9 22 NE w Florence 731 635 15.1 21 ENE neland 172 190 - 9.5 15 E llsville 1,546 1,565 1.2 25 ENE age County yle 206 262 - 21.4 34 SSW amois 546 615 - 11.2 6 SSE eburg 554 577 - 4.0 32 SSW n 1,211 1,289 - 6.1 20 S ta 336 387 - 13.2 37 SW Rev. OL-13 5/03
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| | |
| PERCENT MILES LOCATION 1980 1970 CHANGE FROM SITE stphalia 285 332 - 14.2 25 SSW e County wling Green 3,022 2,936 2.9 50 NE ryville 323 337 - 4.2 47 NNE ls County ry 836 839 - 0.4 46 N ndolph County rk 304 271 12.2 47 NW Charles County t Hill2 219 218 < 1.0 49 E w Melle2 168 175 - 4.0 48 E rren County rthasville 543 415 30.8 41 ESE esdale 297 262 13.4 37 E rrenton 3,219 --- --- 35 E ght City 1,179 943 25.0 41 E The 1970 population was revised after publication of the 1970 Census report.
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| Towns were incorporated after 1970.
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| The towns of Henley and Middle Grove became inactive after 1970.
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| The town of St. Thomas was not returned in the 1970 Census report.
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| Lathan, Sandy Hook and Buell were erroneously defined in the 1970 Census report as incorporated towns, and have been removed from this table.
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| urce: U.S. Bureau of the Census, 1981.
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| Rev. OL-13 5/03
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| | |
| TABLE 2.1-2 RESIDENT POPULATION DISTRIBUTION BY SECTOR AND RADIAL DISTANCE UP TO 10 MILES FROM THE SITE RADIAL DISTANCE FROM REACTORS (miles)
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| TOR/YEAR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL 1980 0 7 2 0 0 160 169 1990 0 7 2 0 0 160 169 2000 0 7 2 0 0 151 160 2010 0 7 0 0 0 142 149 2020 0 7 0 0 0 133 140 2030 0 7 0 0 0 124 131 1980 5 5 5 (400) 5 4 68 92 1990 5 5 5 (700) 5 4 57 81 2000 5 5 5 (700) 5 4 46 70 2010 5 5 5 (700) 5 4 35 59 2020 5 5 5 (700) 5 4 23 47 2030 5 5 5 (700) 5 4 12 36 1980 5 0 7 15 32 39 98 1990 5 0 7 8 32 29 81 2000 5 0 7 8 21 19 60 2010 5 0 7 8 21 19 60 2020 5 0 7 8 11 10 41 2030 5 0 7 8 11 10 41 1980 5 0 5 2 7 71 90 1990 5 0 5 2 7 71 90 2000 5 0 5 2 7 61 80 2010 5 0 5 0 7 51 68 2020 5 0 5 0 7 41 58 2030 5 0 5 0 7 31 48 Rev. OL-13 5/03
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| | |
| RADIAL DISTANCE FROM REACTORS (miles)
| |
| TOR/YEAR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL 1980 0 2 0 5 2 108 117 1990 0 2 0 5 2 98 107 2000 0 2 0 5 2 88 97 2010 0 0 0 5 0 68 73 2020 0 0 0 5 0 58 63 2030 0 0 0 5 0 48 53 1980 0 0 5 2 20 93 120 1990 0 0 5 2 20 93 120 2000 0 0 5 2 10 84 101 2010 0 0 5 0 10 65 80 2020 0 0 5 0 10 56 71 2030 0 0 5 0 10 47 62 1980 2 2 7 7 81 158 257 1990 2 2 7 7 69 176 263 2000 2 2 7 7 58 158 234 2010 0 0 7 7 46 140 200 2020 0 0 7 7 35 123 172 2030 0 0 7 7 23 114 151 1980 2 2 5 15 2 198 224 1990 2 2 5 8 2 215 234 2000 2 2 5 8 2 198 217 2010 0 0 5 8 0 172 185 2020 0 0 5 8 0 146 159 2030 0 0 5 8 0 129 142 Rev. OL-13 5/03
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| | |
| RADIAL DISTANCE FROM REACTORS (miles)
| |
| TOR/YEAR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL 1980 2 2 7 5 7 183 206 1990 2 2 7 5 7 200 223 2000 2 2 7 5 7 183 206 2010 0 0 7 5 7 166 185 2020 0 0 7 5 7 140 159 2030 0 0 7 5 7 114 133 1980 0 0 7 30 66 184 287 1990 0 0 7 20 55 193 275 2000 0 0 7 20 44 184 255 2010 0 0 7 20 33 166 226 2020 0 0 7 10 22 149 188 2030 0 0 7 10 11 131 159 1980 0 0 17 2 24 297 340 1990 0 0 17 2 24 287 330 2000 0 0 9 2 16 267 294 2010 0 0 9 0 16 237 262 2020 0 0 9 0 16 207 232 2030 0 0 9 0 16 187 212 1980 2 5 7 0 33 347 394 1990 2 5 7 0 33 337 384 2000 2 5 7 0 25 317 356 2010 0 5 7 0 25 277 314 2020 0 5 7 0 25 237 274 2030 0 5 7 0 25 198 235 Rev. OL-13 5/03
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| | |
| RADIAL DISTANCE FROM REACTORS (miles)
| |
| TOR/YEAR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL 1980 2 20 0 37 51 460 570 1990 2 20 0 37 43 470 572 2000 2 10 0 28 43 460 543 2010 0 10 0 28 34 431 503 2020 0 10 0 19 34 393 456 2030 0 10 0 10 34 364 418 1980 0 10 2 49 79 2252 2392 1990 0 10 2 49 87 2586 2734 2000 0 10 2 57 95 2836 3000 2010 0 10 0 57 95 2919 3081 2020 0 10 0 57 103 2919 3089 2030 0 10 0 57 111 3002 3180 1980 0 5 12 0 36 2823 2876 1990 0 5 12 0 36 3238 3291 2000 0 5 12 0 43 3570 3630 2010 0 5 12 0 43 3736 3796 2020 0 5 12 0 43 3819 3879 2030 0 5 12 0 43 3985 4045 1980 0 2 10 0 79 673 764 1990 0 2 10 0 87 759 858 2000 0 2 10 0 95 819 926 2010 0 0 10 0 95 845 950 2020 0 0 10 0 95 854 959 2030 0 0 10 0 95 871 976 Rev. OL-13 5/03
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| | |
| RADIAL DISTANCE FROM REACTORS (miles)
| |
| TOR/YEAR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL ND 1980 25 62 98 174 523 8115 8996 L 1990 25 62 98 150 508 8969 9812 2000 25 52 90 149 472 9441 10229 2010 15 42 86 143 436 9469 10191 2020 15 42 86 124 412 9308 9987 2030 15 42 86 115 397 9367 10022 E: Figures in parentheses are the projected average summer weekend usage figures for the Lost Canyon Lakes development. No development plans beyond the present expansion to a total of 1,400 sites have been formulated.
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| Rev. OL-13 5/03
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| | |
| TABLE 2.1-3 RESIDENT POPULATION DISTRIBUTION BY SECTOR AND RADIAL DISTANCE BETWEEN 10 AND 50 MILES FROM THE SITE RADIAL DISTANCE FROM REACTORS (miles)
| |
| TOR/YEAR 10-MILE TOTALS 10-20 20-30 30-40 40-50 50-MILE TOTAL 1980 169 1,200 5,641 6,137 2,238 15,385 1990 169 1,200 5,923 6,338 2,496 16,126 2000 160 1,200 6,205 6,439 2,410 16,414 2010 149 1,080 6,205 6,238 2,152 15,824 2020 140 960 6,111 5,936 1,980 15,127 2030 131 840 6,111 5,735 1,980 14,797 1980 92 737 2,562 4,763 2,086 10,240 1990 81 737 2,654 4,560 2,185 10,217 2000 70 737 2,562 4,459 2,086 9,914 2010 59 737 2,379 4,054 1,987 9,216 2020 47 614 2,105 3,649 1,788 8.203 2030 36 614 1,922 3,345 1,689 7,606 1980 98 962 3,320 1,569 3,866 9,815 1990 81 1,058 3,679 1,569 3,965 10,352 2000 60 962 3,769 1,464 3,965 10,220 2010 60 962 3,679 1,255 3,767 9,723 2020 41 866 3,500 1,150 3,569 9,126 2030 41 866 3,321 1,045 3,371 8,644 1980 90 804 2,229 3,294 8,329 14,746 1990 90 804 2,441 4,323 10,035 17,693 2000 80 704 2,335 4,735 10,938 18,792 2010 68 704 2,229 5,044 11,440 19,485 2020 58 604 2,017 5,250 11,741 19,670 Rev. OL-13 5/03
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| | |
| RADIAL DISTANCE FROM REACTORS (miles)
| |
| TOR/YEAR 10-MILE TOTALS 10-20 20-30 30-40 40-50 50-MILE TOTAL 2030 48 604 1,911 5,559 12,142 20,264 1980 117 803 1,617 7,135 12,407 22,079 1990 107 803 2,324 11,155 17,262 31,651 2000 97 703 2,627 13,366 21,308 38,101 2010 73 603 2,829 15,376 25,084 43,965 2020 63 503 3,132 17,386 29,400 50,484 2030 53 403 3,435 19,798 34,525 58,214 1980 120 2,182 3,100 5,171 21,881 32,454 1990 120 2,444 3,488 6,309 28,029 40,390 2000 101 2,444 3,488 6,930 32,911 45,874 2010 80 2,357 3,391 7,137 36,708 49,673 2020 71 2,270 3,197 7,447 40,596 53,581 2030 62 2,183 3,100 7,757 45,117 58,219 1980 257 962 1,575 5,095 9,911 17,800 1990 263 1,049 1,800 6,135 12,701 21,948 2000 234 962 1,800 6,551 14,914 24,461 2010 200 875 1,688 6,655 16,550 25,968 2020 172 788 1,575 6,759 18,282 27,576 2030 151 700 1,463 6,863 20,206 29,383 1980 224 1,015 1,075 3,491 3,646 9,451 1990 234 1,184 1,173 3,990 3,906 10,487 2000 217 1,184 1,173 4,090 3,906 10,570 2010 185 1,184 1,075 3,990 3,776 10,210 2020 159 1,184 1,075 3,791 3,516 9,725 2030 142 1,184 1,075 3,691 3,386 9.478 Rev. OL-13 5/03
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| | |
| RADIAL DISTANCE FROM REACTORS (miles)
| |
| TOR/YEAR 10-MILE TOTALS 10-20 20-30 30-40 40-50 50-MILE TOTAL 1980 206 1,235 2,189 2,716 2,812 9,158 1990 223 1,482 2,778 3,007 2,924 10,414 2000 206 1,564 2,862 3,007 2,812 10,451 2010 185 1,564 2,862 2,813 2,587 10,011 2020 159 1,564 2,862 2,619 2,362 9,566 2030 133 1,564 2,862 2,425 2,137 9,121 1980 287 1,267 1,820 2,156 2,069 7,599 1990 275 1,520 2,216 2,450 2,172 8,633 2000 255 1,520 2,295 2,450 2,069 8,589 2010 226 1,520 2,295 2,352 1,862 8,255 2020 188 1,520 2,216 2,156 1,655 7,735 2030 159 1,520 2,216 2,058 1,448 7,401 1980 340 1,089 13,769 4,630 4,855 24,683 1990 330 1,198 16,154 5,291 5,681 28,654 2000 294 1,198 17,997 5,622 5,784 30,895 2010 262 1,198 18,973 5,732 5,681 31,846 2020 232 1,198 19,840 5,842 5,474 32,586 2030 212 1,198 20,816 5,952 5,371 33,549 1980 394 2,374 31,594 11,095 5,232 50,689 1990 384 2,691 37,052 12,770 6,037 58,934 2000 356 2,849 41,251 13,921 6,138 64,515 2010 314 3,007 43,770 14,444 5,836 67,371 2020 274 3,007 45,869 14,758 5,534 69,442 2030 235 3,165 48,388 15,177 5,232 72,197 Rev. OL-13 5/03
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| | |
| RADIAL DISTANCE FROM REACTORS (miles)
| |
| TOR/YEAR 10-MILE TOTALS 10-20 20-30 30-40 40-50 50-MILE TOTAL 1980 570 2,589 4,052 4,721 4,118 16,050 1990 572 2,707 3,546 5,094 4,540 16,459 2000 543 2,825 3,377 5,342 4,434 16,521 2010 503 2,707 3,039 5,342 4,117 15,708 2020 456 2,589 2,701 5,342 3,800 14,888 2030 418 2,471 2,363 5,342 3,483 14,077 1980 2,392 3,380 21,198 39,998 12,089 79,057 1990 2,734 3,718 21,419 45,092 13,308 86,271 2000 3,000 3,943 24,290 56,884 16,254 104,371 2010 3,081 3,943 25,946 68,110 18,997 120,077 2020 3,089 3,830 27,381 80,185 21,943 136,428 2030 3,180 3,830 29,037 95,184 25,499 156,730 1980 2,876 5,039 12,127 8,268 3,986 32,296 1990 3,291 5,669 12,354 8,017 4,411 33,742 2000 3,630 6,029 13,827 8,769 4,358 36,613 2010 3,796 6,209 14,734 9,145 4,119 38,003 2020 3,879 6,209 15,527 9,396 3,853 38,864 2030 4,045 6,299 16,434 9,772 3,614 40,164 1980 764 1,540 4,451 6,249 2,568 15,572 1990 858 1,643 4,451 6,147 2,853 15,952 2000 926 1,643 4,557 6,249 2,758 16,133 2010 950 1,643 4,345 6,044 2,568 15,550 2020 959 1,540 4,133 5,839 2,283 14,754 2030 976 1,540 3,921 5,634 2,093 14,164 Rev. OL-13 5/03
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| | |
| RADIAL DISTANCE FROM REACTORS (miles)
| |
| TOR/YEAR 10-MILE TOTALS 10-20 20-30 30-40 40-50 50-MILE TOTAL ND 1980 8,996 27,178 112,319 116,488 102,093 367,074 L 1990 9,812 29,907 123,452 132,247 122,505 417,923 2000 10,229 30,467 134,415 150,278 137,045 462,434 2010 10,191 30,293 139,439 163,731 147,231 490,885 2020 9,987 29,246 143,241 177,505 157,776 517,755 2030 10,022 28,981 148,375 195,337 171,293 554,008 Rev. OL-13 5/03
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| | |
| TABLE 2.1-4 DISTRIBUTION OF POPULATION WITHIN THE LOW POPULATION ZONE 1970 AND 1980 RADIAL DISTANCE FROM REACTORS (MILES)
| |
| CTOR/YEAR 0-1 1-2 2-2.5 TOTAL 1980 0 7 0 7 1990 0 7 0 7 E 1980 5 5 0 10 1990 5 5 0 10 1980 5 0 0 5 1990 5 0 0 5 E 1980 5 0 0 5 1990 5 0 0 5 1980 0 2 0 2 1990 0 2 0 2 E 1980 0 0 5 5 1990 0 0 5 5 1980 2 2 6 10 1990 2 2 6 10 E 1980 2 2 0 4 1990 2 2 0 4 1980 2 2 3 7 1990 2 2 3 7 W 1980 0 0 0 0 1990 0 0 0 0 1980 0 0 5 5 1990 0 0 5 5 Rev. OL-13 5/03
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| | |
| RADIAL DISTANCE FROM REACTORS (MILES)
| |
| CTOR/YEAR 0-1 1-2 2-2.5 TOTAL W 1980 2 5 0 7 1990 2 5 0 7 1980 2 20 0 22 1990 2 20 0 22 W 1980 0 10 0 10 1990 0 10 0 10 1980 0 5 6 11 1990 0 5 6 11 W 1980 0 2 7 9 1990 0 2 7 9 TAL 1980 25 62 32 119 1990 25 62 32 119 Rev. OL-13 5/03
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| | |
| TABLE 2.1-5 PUBLIC FACILITIES WITHIN TEN MILES FACILITY LOCATION CAPACITY OR ATTENDANCE DISTANCE/DIRECTION GRADES CAPACITY ENROLLMENT STAFF ols outhern Callaway County R-2 School, Mokane 7.8 SW K-12 630 630 47 sage County R-1 School, Chamois 6.0 S K-12 500 333 30 h Facilities tate Hospital No. 1, Fulton 10.0 NW 1,500 1,300 iverview Nursing Home, Mokane 7.5 SW 60 28 ctional Facilities hamois Jail (Temporary Lockup) 6.0 S 2 VISITORS DISTANCE/DIRECTION YEARLY PEAK DAY STAFF eation Facilities iverside Park and Chamois Access 6.0 S 5,000-10,000 2,000-3,000 AVERAGE WEEKLY SUMMER armony Hill Youth Campa 3.0 WNW Peak Daily Capacity: 500 16 ions Club Community Park, Mokane 7.5 SW Attendance statistics currently unavailable ions Ballfield, Mokane 7.5 SW Attendance statistics currently unavailable un Club, Mokane 7.5 SW Attendance statistics currently unavailable okane Access 9.0 SW Attendance statistics currently unavailable lover Spring Lake 8.0 NW Attendance statistics currently unavailable ost Canyon Lake 2.2 N Peak Capacity: Presently 1,000 persons peak usage; 800 sites developed, 600 more planned.
| |
| hunderbird Lake 5.0 NW 1 Permanent Home; 7 Summer Homes eform Wildlife Management Areab -- -- Peak Use: 25-45 hunters on all fall weekends Harmony Hill Youth Camp is open for summer activities and for weekend retreats with 50 adults in attendance the remainder of the year.
| |
| The Reform Wildlife Management Area includes the exclusion and security zones, as well as immediately adjacent lands surrounding these zones.
| |
| RCES: Fredrickson, 1979; Hodo, 1979; Hutton, 1979; Medley, 1979; Utley, 1979.
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| Rev. OL-13 5/03
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| | |
| TABLE 2.1-6 PROJECTED CUMULATIVE POPULATION DENSITY (PERSONS PER SQUARE MILE)
| |
| RADIAL DISTANCE (MILES FROM PLANT)
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| EAR 1 2 3 4 5 10 20 30 40 50 980 8.0 6.9 6.5 7.1 11.2 28.6 28.8 52.5 52.7 46.8 990 8.0 6.9 6.5 6.7 10.7 31.2 31.6 57.7 58.8 53.2 000 8.0 6.1 5.9 6.3 10.0 32.6 32.4 62.0 64.8 58.9 010 4.8 4.5 5.1 5.7 9.2 32.5 32.2 63.7 68.4 62.5 020 4.8 4.5 5.1 5.3 8.6 31.8 31.2 64.6 71.7 66.0 030 4.8 4.5 5.1 5.1 8.3 31.9 31.1 66.3 76.2 70.6 E: These cumulative population densities are to be compared to the regulatory guidelines of 500 persons per square mile and 1,000 persons per square mile.
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| Rev. OL-13 5/03
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| TABLE 2.1-7 DISTRIBUTION OF THE POPULATION WITHIN THE LOW POPULATION ZONE 1970 THROUGH 2030 Radial Distance from Reactors (Miles) tor Year 0-1 1-2 2-2.5 Total 1970 0 7 0 7 1980 0 10 0 10 1990 0 10 0 10 2000 0 10 0 10 2010 0 10 0 10 2020 0 10 0 10 2030 0 10 0 10 E 1970 5 5 0 10 1980 10 10 0 20 1990 10 10 0 20 2000 10 10 0 20 2010 10 10 0 20 2020 10 10 0 20 2030 10 10 0 20 1970 5 0 0 5 1980 10 0 0 10 1990 10 0 0 10 2000 10 0 0 10 2010 10 0 0 10 2020 10 0 0 10 2030 10 0 0 10 E 1970 5 0 0 5 1980 10 0 0 10 1990 10 0 0 10 2000 10 0 0 10 2010 10 0 0 10 2020 10 0 0 10 2030 10 0 0 10 Rev. OL-13 5/03
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| tor Year 0-1 1-2 2-2.5 Total 1970 0 2 0 2 1980 0 10 0 10 1990 0 10 0 10 2000 0 10 0 10 2010 0 0 0 0 2020 0 0 0 0 2030 0 0 0 0 E 1970 0 0 2 2 1980 0 0 10 10 1990 0 0 10 10 2000 0 0 10 10 2010 0 0 10 10 2020 0 0 10 10 2030 0 0 10 10 1970 2 2 6 10 1980 10 10 10 30 1990 10 10 10 30 2000 10 10 10 30 2010 0 0 10 10 2020 0 0 10 10 2030 0 0 10 10 E 1970 2 2 0 4 1980 10 10 0 20 1990 10 10 0 20 2000 10 10 0 20 2010 0 0 0 0 2020 0 0 0 0 2030 0 0 0 0 1970 2 2 3 7 1980 10 10 10 30 1990 10 10 10 30 2000 10 10 10 30 2010 0 0 10 10 Rev. OL-13 5/03
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| tor Year 0-1 1-2 2-2.5 Total 2020 0 0 10 10 2030 0 0 10 10 W 1970 0 0 0 0 1980 0 0 0 0 1990 0 0 0 0 2000 0 0 0 0 2010 0 0 0 0 2020 0 0 0 0 2030 0 0 0 0 1970 0 0 5 5 1980 0 0 10 10 1990 0 0 10 10 2000 0 0 10 10 2010 0 0 10 10 2020 0 0 10 10 2030 0 0 10 10 1970 0 0 5 5 1980 0 0 10 10 1990 0 0 10 10 2000 0 0 10 10 2010 0 0 10 10 2020 0 0 10 10 2030 0 0 10 10 W 1970 2 5 0 7 1980 10 10 0 20 1990 10 10 0 20 2000 10 10 0 20 2010 0 10 0 10 2020 0 10 0 10 2030 0 10 0 10 1970 2 20 0 22 1980 10 20 0 30 Rev. OL-13 5/03
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| tor Year 0-1 1-2 2-2.5 Total 1990 10 20 0 30 2000 10 10 0 20 2010 0 10 0 10 2020 0 10 0 10 2030 0 10 0 10 W 1970 0 10 0 10 1980 0 10 0 10 1990 0 10 0 10 2000 0 10 0 10 2010 0 10 0 10 2020 0 10 0 10 2030 0 10 0 10 1970 0 5 6 11 1980 0 10 10 20 1990 0 10 10 20 2000 0 10 10 20 2010 0 10 10 20 2020 0 10 10 20 2030 0 10 10 20 W 1970 0 2 7 9 1980 0 10 10 20 1990 0 10 10 20 2000 0 10 10 20 2010 0 0 10 10 2020 0 0 10 10 2030 0 0 10 10 als 1970 25 62 29 116 1980 80 120 60 260 1990 80 120 60 260 2000 80 110 60 250 2010 30 60 60 150 2020 30 60 60 150 2030 30 60 60 150 Rev. OL-13 5/03
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| .1 LOCATIONS AND ROUTES
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| .1.1 Military Facilities military bases, missile sites, or military firing ranges are within 5 miles of the site.
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| .1.2 Manufacturing Plants, Storage Facilities, and Mining
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| .1.2.1 Manufacturing Plants re are no known manufacturing or chemical plants that store or contain hazardous micals within 5 miles of the site such that if released, would result in exceeding city limits in the control room.
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| .1.2.2 Off-Site Storage Facilities all quantities of gasoline and petroleum products are stored in underground tanks at al service stations within 5 miles of the site (Table 2.2-1).
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| .1.2.3 On-Site Storage Facilities following chemicals will be stored on-site in individual storage vessels:
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| Fuel Oil Hydrogen Sulfuric Acid Nitrogen Carbon Dioxide Gasoline Oxygen Sodium Hydroxide Sodium Hypochlorite escription of each commodity is given in the following sections:
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| .1.2.3.1 Fuel Oil l oil is stored on site in a 300,000-gallon fuel oil storage tank, designed and structed in accordance with the American Petroleum Institute Standards and licable fire codes. The tank is located above ground and is surrounded by a dike igned to contain the contents of the tank.
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| distance from the fuel oil storage tank to the Unit 1 control building is about 500 feet.
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| distance to the UHS cooling tower is 300 feet.
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| l oil is delivered to the site by tank truck and is transferred to the storage tank by ied piping and a pump for fueling the auxiliary boilers.
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| 2.2-1 Rev. OL-24 11/19
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| ons each.
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| re is a 1,000-gallon underground diesel fuel storage tank located near the security sel generator building. The tank is over 700 feet from the Unit 1 control building. A all (4-hour supply) diesel fuel tank is located within the generator building. The tanks be filled from an over-the-road trailer. The generator building is provided with fire ection devices, automatic sprinklers, and two fire hydrants, within 190 feet. Fire ting equipment is supplied by two mobile units.
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| re is a 1000-gallon above-ground diesel fuel storage tank located plant west of the es building. The tank is divided into two compartments, with 700 gallons for #2 diesel and 300 gallons for #1 diesel fuel. This diesel fuel is used for onsite vehicles and
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| -plant equipment and is dispensed through a fuel pump adjacent to the tank. The k is adjacent to the 2000-gallon gasoline tank and about 860 feet from the control ding and over 500 feet from the ESW Pump House. The tank is filled by an over-the-d trailer. A fire hydrant is located within 75 feet of the diesel fuel tank.
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| o 100,000-gallon emergency fuel oil storge tanks are located 24 feet south from the sel generator building. (See SNUPPS Standard Plant FSAR Section 9.5.4 for a ailed description.)
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| ditional quantities of bulk storage of fuel oil may be stored on site. These additional ks will be evaluated by Engineering and will not be stored within 50 feet of any safety ted structure.
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| .1.2.3.2 Nitrogen ogen is stored on site in liquid form in a high pressure vessel. It is piped to the power ck as a gas through Schedule 80 steel pipes laid in a vented masonry trench with the gen lines. The supply lines are fitted with pressure relief valves (PRVs).
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| rage capacity, adequate to support plant requirements, is maintained. The storage sels are refilled from an over-the-road trailer as required.
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| liquid storage is in insulated vertical, cylindrical vessels located more than 300 feet m the nearest Category I structure.
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| .1.2.3.3 Oxygen ygen is stored on site (adjacent to the nitrogen storage area) in gaseous form in a e trailer and eight 330 SCF cylinders. It is piped to the power block through Schedule stainless steel pipes laid in a vented masonry trench with the nitrogen lines. Supply 2.2-2 Rev. OL-24 11/19
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| storage vessels are an over the road trailer and D.O.T. standard gas cylinders. The er is refilled at the vendor's factory approximately every 10 weeks.
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| .1.2.3.4 Hydrogen er to Section 2.2.2 for a description of the hydrogen system.
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| .1.2.3.5 Carbon Dioxide bon dioxide is stored on site as a pressurized refrigerated liquid in an insulated age vessel. It is vaporized electrically as required and piped to the power block ugh Schedule 80 steel pipes laid in the same vented masonry trench as the rogen pipes. These supply lines are fitted with pressure relief valves.
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| storage vessel is refilled with liquid from an over-the-road trailer as required. The cipated refill cycle is four weeks.
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| storage tank is of the horizontal cylindrical type. The axes are not directed towards buildings within the plant site.
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| total storage quantity is 6 tons at 0°F.
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| bon dioxide is a simple asphyxiant. A few minutes of exposure to an atmospheric centration of 100,000 ppm (10 percent) can produce unconsciousness and death m oxygen deficiency. The immediately dangerous to life or health (IDLH) centration specified for carbon dioxide by the National Institute for Occupational ety and Health (NIOSH) is 40,000 ppm (NIOSH, 1997).
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| .1.2.3.6 Sodium Hydroxide 2.2-3 Rev. OL-24 11/19 Withheld per RIS 2015-17
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| densate polisher and to the demineralized water building for regeneration of the ke-up demineralizer.
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| dium hydroxide is extremely alkaline and very corrosive to body tissues. Dermatitis y result from repeated exposure to dilute solutions in the form of liquids, dusts, or ts. The Federal Standard for airborne sodium hydroxide is 2 mg/m3 (NIOSH, 1997).
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| .1.2.3.7 Sulfuric Acid furic acid is delivered to the site by tank truck. Pumps or gravity transfer the sulfuric d from the storage tanks to the point of use indicated above.
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| furic acid causes burning and charring of the skin as a result of its great affinity for strong reaction with water. It is rapidly injurious to mucous membranes and eedingly dangerous to the eyes. The Federal Standard for sulfuric acid is one igram per cubic meter of air (1 mg/m3) (NIOSH, 1997).
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| .1.2.3.8 Gasoline 2.2-4 Rev. OL-24 11/19 Withheld per RIS 2015-17
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| .1.2.3.9 Deleted
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| .1.2.3.10 Sodium Hypochlorite dium hypochlorite, at a concentration of approximately 13% by weight, is stored in two ks on-site. One tank with a capacity of 6650-gallons is located at the Water Treatment nt, 12 feet plant east of the Parshall Flume. The sodium hypochlorite from this tank is ed with an ammonium sulfate compound (Oxamine) in an adjacent building to form nochloramine which is then added to the Intake flow just upstream of the Parshall me as a biocide. This double-walled tank is made of crosslinked polyethylene (XLPE) is placed within a concrete berm designed to contain incidental spillage.
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| other tank has a capacity of 6000 gallons located at the Circ and Service Water mphouse approximately 20 feet plant west of the C Service Water pump. The sodium ochlorite from this tank is mixed with sodium bromide and fed to the Circulating Water Service Water systems as an oxidizing biocide. The tank is double walled with a 3/
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| inch chlorobutyl rubber liner on the inner surface. The tank is surrounded by a berm in which a drain is provided that drains to a ventilated sump in the Circ and Service ter pumphouse. The sump, in turn, is automatically pumped down to the cooling tower in.
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| ostulated on-site sodium hypochlorite storage tank failure would not be a hazard to plant due to the chemical form of the contained chlorine and the distance of the age tanks from the outside air inlet plenum for the Control Building.
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| .1.2.4 Mining closest mining activity to the site is Mertens Quarry, a limestone quarry located 4.5 es northwest of the plant site. The quarry employs 15 persons and has a potential erve of 10 to 20 million tons of rock. The current rate of extraction is approximately
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| ,000 tons per year (Mertens, 1979).
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| inactive limestone quarry owned by Union Electric is located approximately one mile t of the site. No explosives are stored at the quarry (Wilson, 1979).
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| 2.2-5 Rev. OL-24 11/19 Withheld per RIS 2015-17
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| clay was once mined in the vicinity, and a number of abandoned fire-clay pits have n located.
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| .1.3 Airports and Air Routes
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| .1.3.1 Airports airports are located within 5 miles of the site.
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| nearest commercial airport, Fulton Memorial, is approximately 12.5 miles northwest he site (Figure 2.2-1) and had three total operations (Instrument Flight Rules (IFR)
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| Visual Flight Rules (VFR) for their current peak day, April 3, 1979 (McQueen, 1979).
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| o private airstrips are located near Williamsburg 12.2 miles northeast of the site ure 2.2-1), and each has approximately 100 operations per year (Eckert, 1979).
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| .1.3.2 Air Routes center lines of eight federal airways pass within 10 miles of the plant site. Four of se are low altitude (below 18,000 feet) airways. Four are high altitude (18,000 feet L through 45,000 feet pressure altitude). Three transition routes which converge to route are also within 10 miles of the plant site. No military routes pass within 10 miles he plant site.
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| altitude federal air routes, also known as Victor air routes, are flown primarily by eral aviation aircraft. These routes generally have a width of 8 nautical miles and upy the airspace between 18,000 feet and the floor of controlled airspace, 700 to 00 feet. Traffic counts for these air routes were taken on the peak traffic day in 1978, include only those aircraft operating under Instrument Flight Rules (IFR). No data available on aircraft operating under Visual Flight Rules (VFR), which may also use se federal airways (Bumstead, 1979). Low Altitude Federal Airways within 10 miles of site are shown on Figure 2.2-1 and their distance from the plant site and peak daily is listed in Table 2.2-2.
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| h altitude jet routes are primarily used by commercial air carriers, the military, and h performance general aviation aircraft. These routes have a width of 8 nautical miles are flown from 18,000 feet to the top of controlled airspace, 45,000 feet. All flights ve 18,000 feet are required to be IFR flights; hence, all altitudes and routes are igned by air traffic controllers. High Altitude Jet routes within 10 miles of the plant site shown on Figure 2.2-2 and their distances from the plant site and peak daily use are d in Table 2.2-2.
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| val routes are used primarily by commercial air carriers, the military, and high formance general aviation aircraft. These routes generally are flown from 18,000 to 2.2-6 Rev. OL-24 11/19
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| ances to the plant site and peak daily use are listed in Table 2.2-2.
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| .1.4 Land Transportation Routes state roads are within 5 miles of the plant site and they are listed in Table 2.2-3 and wn on Figure 2.2-3.
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| rage daily traffic (ADT) counts in 1978 (Rankin, 1979) indicate traffic flow is primarily ng Routes O, CC and Highway 94. One thousand five hundred and fifty (1,550) icles traveled Route O east of Fulton, and apparently most traffic turned south onto as only 410 vehicles were counted east of the junction of Routes CC and O (Figure
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| -3). On Route CC, 2 miles south of Route O, at the immediate plant vicinity the ADT e 960 vehicles. One thousand one hundred and twenty (1,120) vehicles were nted on Highway 94 southwest of Mokane. Apparently the bulk of the traffic turned th onto Route CC as the traffic decreased to 500 vehicles east of the Highway 94 and ute CC intersection. Further east (east of Route D), 420 vehicles were counted on hway 94 (Rankin, 1979).
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| majority of traffic noted is associated with construction of the plant. Upon completion onstruction, the ADT counts will decrease substantially.
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| most hazardous materials that may be shipped by highway are labeled Class A losives and include such matrerials as dynamite, blasting caps, bombs, and other h explosives. The maximum amount of explosives that may be shipped by truck is 000 to 48,000 pounds. These shipments are routed through less populated areas to r destination. The closest route to the plant site that would be used by firms shipping h materials would be U.S. Highway 94. U.S. Highway 94 is located approximately 3.7 es from the plant site at its closest point. The amount of explosives shipped along
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| . Highway 94 is unknown. There are no federal, state, or local agencies that are uired by law to keep records of transportation of hazardous materials and no data are ilable (Doyle, 1978).
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| roads nearest the plant site are County Roads 448 and 459, which are shown on ure 2.2-3. County Road 448 is approximately 1,900 feet to the northeast of the reactor and County Road 459 is approximately 2,300 feet to the southwest. Several gas panies use these roads when delivering propane to residences near the plant site.
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| iveries on each of these roads may be expected to approach approximately 50 per r, and more frequent deliveries occur during winter months (Whyte, 1979; Bregg, 9; Sundermeyer, 1979; Winingear, 1979; and Davis, 1979). Local propane delivery ks are expected to range in size from 1,800 to 2,600 gallons (Davis, 1979).
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| 2.2-7 Rev. OL-24 11/19
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| Missouri River, approximately 5 miles southeast of the site, is a transportation artery barge traffic. Maximum cargo loads are a function of barge size and river depth. The est cargo load reported by Sioux City and New Orleans Barge Lines was 1,600 short s during a period of seasonally high water levels. Maximum cargo loads are usually 00 short tons, and the maximum number of barges in a single tow as many as 8 to 10 ending on barge size and water levels (Hynes, 1979). Nine hundred fifty-five usand four hundred and eighty-three (955,483) tons of hazardous commodities, listed able 2.2-5, were shipped on the Missouri River between Kansas City and St. Louis in
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| : 9. Forty-one thousand nine hundred and seventy-four (41,974) passengers used the r between Kansas City and the mouth of the river in 1977 (U.S. Army Corps of ineers, 1977).
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| .1.6 Pipelines pipelines or tank farms are located within 5 miles of the site. The nearest pipeline, iams Brothers' 8-inch diameter products pipeline, approximately 8 miles north of the
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| , runs from St. Charles to Columbia, Missouri, and carries refined petroleum products.
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| pipeline route is shown on Figure 2.2-3 (Steuerwalz, 1979).
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| .2 DESCRIPTIONS description of products (other than hydrogen) manufactured, stored, or transported ite as well as the maximum quantities of hazardous materials likely to be processed, red, or transported on site, are fully described in Section 2.2.1. Hazardous materials listed in Tables 2.2-1, 2.2-4, and 2.2-5. The description of the hydrogen system ows.
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| .2.1 Hydrogen System hydrogen system (HS) is designed to provide low pressure gaseous hydrogen tinuously to the turbine and auxiliary buildings for volume control tank purge, erator fill and generator leakage make-up. This system description relates only to ponents of the site HS outside the Standard Power Blocks.
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| .2.1.1 Design Basis
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| .2.1.1.1 Safety Design Basis HS has no Safety Design Basis.
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| .2.1.1.2 Power Generation Design Basis HS is designed to provide hydrogen continuously to the Standard Power Block as uired for components related to power generation.
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| 2.2-8 Rev. OL-24 11/19
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| following codes and standards are used as guidelines in the design of the Hydrogen tem and equipment and, where required by law, the system and equipment conform he applicable standards:
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| National Fire Protection Association (NFPA)
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| Occupational Safety and Health Standards (OSHA)
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| American Nuclear Insurers (ANI)
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| .2.1.2 System Description
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| .2.1.2.1 Location location of the HS bulk storage facility and the distribution piping outside the ndard Power Blocks are shown on Figure 2.2-4. A flow diagram of the HS is shown in ure 2.2-5. The hydrogen storage system is located plant South of and approximately feet away from the Power Block. The axes of the pressure vessels and tube trailer oriented plant East-West and are not directed at any of the buildings within the plant
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| . Due to the distance between the Power Block and the hydrogen storage area a fire he storage area does not pose any hazard to systems required for safe shut-down.
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| hydrogen storage system for each unit will sit on its own grade-level concrete ndation slab and the rest of the fenced gas storage area will be rock-covered and kept sh free to prevent any brush fire from impinging on the storage tanks. There is a fire rant and hose house within 160 feet of the storage facility.
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| .2.1.2.2 Facilities HS consists of multiple pressure vessels and a tube trailer with appurtenances, ssure regulators, excess flow control valves, unloading facilities and distribution lines ach turbine building.
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| .2.1.2.2.1 Storage hydrogen is stored in gaseous form at a maximum pressure of 2400 psig and the ign usable storage capacity is 212,700 scf. This capacity is divided between two ks (secondary and reserve) of six high pressure tubes and a tube trailer. The ondary bank of tubes does not provide gas until the useful capacity of the trailer is sumed. Additional storage capacity is provided by the reserve bank during periods of h use of unanticipated delays in delivery. The two banks of high pressure tubes and tube trailer are independent in the sense that a problem in one will not affect the ration of the other. Each high pressure storage tank is fitted with a rupture disc ssure relief device. There are two pressure relief valves in the high pressure header 2.2-9 Rev. OL-24 11/19
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| .2.1.2.2.2 Supply storage vessels and tube trailer will be refilled or replaced by an over-the-road tube er as required. The anticipated refill cycle is two weeks. The truck unloading nchion will have equipment to electrically ground the trucks to the site grounding tem to which also the control cabinet, piping, steel framing and the storage tubes are nected. The unloading stanchion will be provided with a check valve, a shut-off valve, urge valve and a pressure regulator. The purge gas will be piped away from the rator and vented upwards to the atmosphere. The open end of the purge line will be tected against the entrance of the precipitation, dust and other debris.
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| .2.1.2.2.3 Transfer and Distribution pressure regulators reduce the pressure of the gas to the levels required by the er blocks. The gas is piped to the power blocks in Schedule 80 carbon steel pipes in ventilated masonry surface trenches wherever possible but buried when it is essary to cross roads, drainage ditches and other interferences. An excess flow ve is provided in the line to each unit to shut off the supply of hydrogen at excessively h flow rates. The pressure relief valves fitted to the supply lines are 200 feet from the gen pressure relief valves and vent 10.5 feet above ground. The hydrogen piping is in the same trench as the carbon dioxide piping.
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| .2.1.2.2.4 Source on Electric has contracted with a reputable and qualified company, experienced in the dling of this product, to replenish the storage vessels as required.
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| .3 EVALUATION OF POTENTIAL ACCIDENTS the basis of the information provided in Section 2.2.1 and 2.2.2, potential design is accidents have been evaluated. As demonstrated in the following sections, there no onsite or offsite hazards which have an adverse effect on the plant structures or trol room habitability at the Callaway site.
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| .3.1 Design Basis Events sign basis events external to the nuclear power plant are defined as those accidents t have a probability of occurrence on the order of about 10-7 per year or greater and e potential consequences serious enough to affect the safety of the plant to the ent that Part 100 guidelines could be exceeded.
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| occurrence of each accident was postulated to involve only a single chemical. The st meteorological conditions for dispersion, low wind (1.5 m/s) and very stable 2.2-10 Rev. OL-24 11/19
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| cts due to explosions used a mass equivalence of 240 percent of the vapor clouds
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| : g. Guide 1.91).
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| .3.1.1 Explosions described in Section 2.2.1.4, the closest land transportation route to the plant site that uld be used by trucks carrying explosive materials through the area would be U.S.
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| hway 94. The maximum probable hazardous cargo for a single highway truck ermined by the Department of Transportation is approximately 50,000 pounds uivalent TNT). The distance beyond which an exploding truck will not prevent a safe tdown is 1,700 ft. (0.32 miles) as indicated in Regulatory Guide 1.91, Revision 1, Feb.
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| 8, Figure 1. Since the closest point of U.S. Highway 94 to the Callaway plant site is roximately 3.7 miles, no hazard to the plant due to highway explosion is expected.
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| abandoned Missouri-Kansas-Texas Railroad passes about 3.5 miles south of the nt site.
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| nearest bank of the Missouri River is located 4.9 miles from the plant site. The ardous materials that were transported on the Missouri River from Kansas City to the uth in 1977 are listed in Table 2.2-5. The largest probable quantity of explosive terial transported by ship or barge is about 5,000 tons (equivalent TNT). The distance ond which an exploding ship or barge will not have an adverse effect on the plant ration or will not prevent a safe shutdown is about 9,000 ft. (1.7 miles) (Ref. 1).
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| refore, physical distance of the plant from transport rights-of-way negates the losives hazard.
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| closest mining activity to the site is at Mertens Quarry, a limestone quarry located miles from the plant site. As described in Section 2.2.1.2.4, the explosives stored at quarry site are in small quantities. Therefore, no hazard to the plant exists due to ing or detonation of mine explosives.
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| ostulated onsite hydrogen storage vessel failure will not produce a hazard to the nt. The axis of the hydrogen storage tubes and trailer are pointed away from the plant dings and an unconfined hydrogen release will not explode. Adequate fire equipment cated within 200 feet of the gas storage area.
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| re are no military bases, missile sites, military firing ranges, manufacturing or mical plants, pipelines or tank farms, or major gasoline-storage areas within 5 miles he Callaway site.
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| pressure effect of potential explosions in the vicinity of the plant site are estimated to ult in less than 1.0 psi overpressure on plant structures. Therefore, the effects of such losions can be neglected.
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| 2.2-11 Rev. OL-24 11/19
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| mmable gases in the liquid or gaseous state can form a vapor cloud which can drift ard the plant before ignition occurs. The possibility of the cloud then exploding ends upon its concentration being within the flammability limits for the particular gas ased.
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| lysis both the railroad and truck accidents, the initial expansion of the liquid to a vapor ud upon rupture of the tank is determined based on the model presented in erence 2.
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| the propane tank is initially ruptured, part of the liquid will flash to vapor and the rest be entrained into the cloud in the form of droplets. The expansion to atmospheric ssure is assumed to be isentropic. For propane initially stored at 70°F, the amount orized is 30 percent (Ref. 2, Fig. 5 and Ref. 5, Fig. 1) and when the entire tank is mped the cloud density will be approximately equal to the air density. The tank dump e is determined from Ref. 2, Fig. 7 and Ref. 5, Fig. 2 assuming the size of the tank ture. The total momentum release is determined from Ref. 2, Fig. 7 and Ref. 5, Fig. 2 the total weight of the propane. The radius of the propane cloud when all of the tank been dumped is given by:
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| 2P (Ref. 2) r = ------------------------ 1 4 D 1 2 air D ere r = radius (m)
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| P = total momentum (kg m/sec)
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| D = tank dump time (sec) air = density of air (kg/m) 2.2-12 Rev. OL-24 11/19 Withheld per RIS 2015-17
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| cloud, is 1/2 r, with the cloud center r meters from the initial release point.
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| cloud is then dispersed according to the equation for an instantaneous ground level f release:
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| 1 (Ref. 3)
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| ------ = ----------------------------------------------------------------------------
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| Q 7.87 ( x, y + 2 ) ( z 2 + 2 ) 1 2 2
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| ere Q = the mass of propane released (g)
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| I = the puff center concentration g/m x,y,z = the standard deviation of pollutant concentration in the x, y, and z directions, (m)
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| I = the initial standard deviation of the puff (m) f center concentrations were calculated as the cloud moves towards the plant site er the worst meteorological conditions (G stability). The vapor cloud can be onated when the concentration of propane is 2.2 to 9.5 percent by volume (Ref. 4); all he propane is assumed to be involved in the explosion. To determine the blast effects, equivalent TNT weight of the propane cloud is determined using a 240 percent mass ivalency (Ref. 1,5).
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| distance to a peak overpressure of 1 psi from an explosion of a specific weight of T is then given by:
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| RS = (18WTNT) 1/3 (Rev. 1) ere RS = distance to peak overpressure of 1 psi (m)
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| WTNT = equivalent TNT weight of propane (kg) sults of these calculations are given in Table 2.2.3-1. For the propane truck accident, explosion could not occur closer to the plant site than 420 m. The peak overpressure his distance is less than 1 psi. It is also noted that as the land surrounding the site is el, no increased hazard is expected due to topographic channeling of the propane ud.
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| 2.2-13 Rev. OL-24 11/19
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| site and offsite accidents involving the release of the following toxic chemicals have n postulated and analyzed:
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| Benzene Sulfuric Acid Carbon Dioxide toxic chemical analysis of a fuel oil fire is presented in Section 2.2.3.1.4. Chlorine been shipped in the past on the Missouri-Kansas-Texas Railroad but this line has n abandoned.
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| nzene ostulated railroad accident producing a benzene spill was evaluated but deleted when Missouri-Kansas-Texas line was abandoned.
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| bon Dioxide ostulated onsite CO2 storage tank failure will not produce a hazard to the plant as 2 is stored in a well-ventilated area.
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| furic Acid ostulated sulfuric acid storage tank failure will not be a hazard to the plant as all of the ks are enclosed by concrete retention dikes.
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| .3.1.4 Fires 00,000 gallon No. 2 fuel oil storage tank is located on the site, above ground, 500 feet m the control building. As the tank is designed in accordance with applicable fire es and No. 2 fuel oil is very stable, the probability of an accident occurring which uld ignite the oil is extremely small. If the tank did fail and the oil was ignited, the oil uld be contained by the surrounding dike and the only impact would be due to smoke heat flux from the fire.
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| ause heat generated by the fire causes a very high plume rise, no danger to control m personnel would occur from smoke as the air intake for the control building is just 5 feet above the ground.
| |
| peratures imposed on surrounding buildings due to the fire were estimated; radiation he only significant mode of heat transfer in this case. The Stefan-Boltzman law was d to determine heat flux from the fire, assuming a flame temperature of 1800°F and ssivity of 0.4. The temperature of surrounding buildings is maximum when heat flux 2.2-14 Rev. OL-24 11/19
| |
| | |
| to 600 feet away from the fire would not experience surface temperature rise.
| |
| ause the land surrounding the plant site is relatively clear and adequate fire fighting ipment is available, no threat to the plant is posed from brush or forest fires.
| |
| .3.1.5 Collisions With Intake Structure Callaway plant is located approximately five miles from, and 300 feet above, the souri River. An intake structure located on the Missouri River provides makeup water the circulating water and service systems at the plant. This structure is not required safe shutdown of the plant. Water required for emergency shutdown of the plant is vided by the essential service water system which draws from an excavated, onsite ntion pond. This Category I retention pond and associated mechanical draft cooling ers and pumping facilities comprise the ultimate heat sink. It can be postulated that a ge or ship could damage the water intake structure to the extent that it could no ger provide adequate makeup to the plant. The normal circulating water cooling tower ins, however, contain enough water to allow approximately 6 to 9 hours of normal ration to continue without the addition of makeup water. If, in this period, the tulated damage of the makeup water intake structure cannot be rectified, the plant then switch to the essential service water system for an orderly and safe shutdown.
| |
| .3.1.6 Liquid Spills accidental release of petroleum products or corrosive liquids upstream of the laway water intake structure will not affect operation of the plant. Normal operation of water intake structure pumps requires submergence. Liquids with a specific gravity s than unity, such as petroleum products, will float on the surface of the river and sequently are not likely to be drawn into the makeup water system. Liquids with a cific gravity greater than unity could be drawn into the intake pipes. However, such ids would be diluted by the large quantity of river flow as they move toward the intake cture. In addition, makeup water is treated at the water treatment facility located at plant site prior to entering the plant circulating water system. The circulating water tem in turn is monitored; therefore, continued inflow of containments would be ected before any damage occurs.
| |
| 2.2-15 Rev. OL-24 11/19
| |
| | |
| lished References pesen Airway Manual, 1979. Jeppesen approach chart, standard terminal arrival, Jeppesen Sandersen, Inc., Denver (April 13).
| |
| ional Oceanic and Atmospheric Administration (NOAA), 1978, Kansas City sectional aeronautical chart: U.S. Department of Commerce, Washington, D.C., 21st edition (December 28, 1978).
| |
| _, 1979, H-3 Northeast, H-4 Southeast enroute high altitude - U.S. Chart, U.S.
| |
| Department of Commerce, Washington, D.C. (June 14).
| |
| SH, NIOSH Pocket Guide to Chemical Hazards, National Institute for Occupational Safety and Health, 1997..
| |
| ted States Army Corps of Engineers, 1977, Waterborne commerce of the United States Calender year 1977, Part 2 Waterways and harbors gulf Coast, Mississippi River System and Antilles.
| |
| sonal Communications gg, B.W., 1979, Manager, Empiregas, Inc., Cedar City, Missouri, personal communication (August 10).
| |
| mstead, C., 1979, Chief, Air Route Traffic Control Center, Federal Aviation Administration, Olathe, Kansas, personal communication (June 13).
| |
| vis, D., 1979, Manager, Bouyer Oil & Gas Company, Fulton, Missouri, personal communication (August 3).
| |
| yle, D., 1979, Operating Department, Missouri-Kansas-Texas Railroad Company, Denison, Texas, Personal Communication (August 10).
| |
| yle, R., 1978, American Trucking Association, Safety and Security Department, Washington, D.C., personal communication (December 18).
| |
| ert, C., 1979, Owner, Eckert Ranch, Williamsburg, Missouri, personal communication (June 29).
| |
| pps, J., 1979, Research Department, Missouri Division of Commerce and Industrial Development, Jefferson City, Missouri, personal communication (May 22).
| |
| es, J, 1979, Vice-President of Administration, Sioux City and New Orleans Barge Lines, Inc., St. Louis, Missouri, 12680, personal communication (June 5).
| |
| ovec, M.L., 1979, General Manager, Missouri-Kansas-Texas Railroad Company, Denison, Texas, personal communication (June 22).
| |
| Queen, R.W., 1979, Chief, Kansas City ARTC Center, Olathe, Kansas, personal communication (August 30).
| |
| 2.2-16 Rev. OL-24 11/19
| |
| | |
| rtens, K., 1979, President, Mertens Quarry, Fulton, Missouri, personal communication (June 1).
| |
| itt, L., 1979, East Area Officer, Air Route Traffic Control Center, Olathe, Kansas, personal communication (June 21).
| |
| nkin, J., 1979, Missouri State Highway Department, Division of Planning, Jefferson City, Missouri, personal communication (March 39).
| |
| nell, D.F., 1979, Manager - Nuclear Engineering, Union Electric Company, St. Louis, Missouri, personal communication (May 9).
| |
| nner, J., 1979, Train Master, Operating Department, Missouri-Kansas-Texas Railroad, St. Louis, Missouri, personal communication (June 4).
| |
| uerwalz, D., 1979, Terminal Superintendent, Williams Brothers Pipeline Company Terminal, Columbia, Missouri, personal communication (June 1).
| |
| mmer, J., 1979, Division of Planning, Missouri State Highway Department, Jefferson City, Missouri, personal communication (June 4).
| |
| ndermeyer, W, 1979, Plant Manager, Williams Energy Company, Kingdom City, Missouri, personal communication (August 10).
| |
| yte, K., 1979, Driver, MFA Propane Company, Mokane, Missouri, personal communication (August 10).
| |
| son, H., 1979, Senior Construction Engineer, Callaway Plant, Fulton, Missouri, personal communication (June 4).
| |
| ingear, G., 1979, Driver, Empiregas, Inc., Fulton, Missouri, personal communication (August 10).
| |
| 2.2-17 Rev. OL-24 11/19
| |
| | |
| Regulatory Guide 1.91.
| |
| Hardee, H. C. and Lee, D. O., "Expansion of Clouds from Pressurized Liquids."
| |
| Accident Analysis & Prevention; Vol. 7, pp 91-102. Pergamon Press, 1975.
| |
| Regulatory Guide 1.78.
| |
| Fire Protection Handbook. National Fire Protection Association, G. H. Tryon Editor NFPA NO. FPH 1359. 1969.
| |
| Eichler, T. V., Napadensky, H. S., "Accidental Vapor Phase Explosions on Transportation Routes Near Nuclear Power Plants." U.S. Nuclear Regulatory Commission, Division of Engineering Standards; NUREG/CR-007S. January-April 1977.
| |
| Wing, J., "Toxic Concentrations in the Control Room Following a Postulated Accidental Release," U.S. Nuclear Regulatory Commission, Division of Site Safety and Environmental Analysis; NUREG-0570. June 1969 2.2-18 Rev. OL-24 11/19
| |
| | |
| TABLE 2.2-1 STORAGE FACILITIES FOR HAZARDOUS MATERIALS WITHIN 5 MILES OF THE CALLAWAY PLANT MMODITY DISTANCE FROM PLANT SCRIPTION NAME MILES DIRECTION Rev. OL-13 5/03 Withheld per RIS 2015-17
| |
| | |
| TABLE 2.2-2 LOW AND HIGH ALTITUDE FEDERAL AIR ROUTES, ARRIVAL ROUTES, AND PEAK DAILY TRAFFIC WITHIN 10 MILES OF THE CALLAWAY PLANT SITE DISTANCE AT NUMBER OF CENTERLINE AIRCRAFT IN PEAK ROUTE SEGMENTa TO PLANT TRAFFIC DAY Low Altitude V12b Columbia-Foristell 6.2 52 V12 South Jefferson City - Readsville Intersection 8.4 0 V175 Hallsville-Vichy 9.2 2 V44 Jefferson City - Foristell 9.7 20 High Altitude J105 Springfield-Bradford 9.6 42 J19/134/110 Butler-St. Louis (31/23/29) 4.7 83 Arrival TRAKEc Arrival TRAKE Intersection-Foristell 4.7 98 Includes Napoleon Transition-TRAKE Intersection 31 Butler Transition-TRAKE Intersection 23 Springfield Transition-TRAKE Intersection 43 Between VORTAC's (navigational aid giving VHF and UHF course and distance information) or intersections.
| |
| Aircraft file from the Columbia Regional (COU) Airport direct to Foristell, and have been included in that count.
| |
| TRAKE Standard Terminal Arrival Route (STAR) rce: Bumstead, 1979.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.2-3 LAND WATER TRANSPORTATION ROUTES WITHIN 5 MILES OF THE CALLAWAY PLANT LOCATION FROM PLANT NAME MILES DIRECTION te Highway 94 3.7 S te Route D 3.8 E te Route O 1.8 N te Route AD 0.9 NW te Route CC 0.3 N te Route VV 4.0 SW souri-Kansas-Texas Railroad andoned in 1987) 3.5 S souri River 4.9 SE Rev. OL-13 5/03
| |
| | |
| TABLE 2.2-4 DELETED.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.2-5 HAZARDOUS MATERIALS TRANSPORTED ON THE MISSOURI RIVER FROM KANSAS CITY TO THE MOUTH IN 1977 COMMODITY DESCRIPTION SHORT TONS al and Lignite 1,467 dium Hydroxide 14,520 de Tar, Oil, Gas Products 1,161 ohols 25,445 zene and Toluene 1,120 ic Chemicals and Products 17,165 ogenous Chemical Fertilizers 180,854 assic Chemical Fertilizers 2,394 osphatic Chemical Fertilizers 73,323 ecticides, Disinfectants 457 tilizer and Materials 201,711 soline 59,279 tillate Fuel Oil 11,398 sidual Fuel Oil 15,501 ke, Petroleum Coke 349,688 al 955,483 urce: U.S. Army Corps of Engineers, 1977.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.2-6 PROPANE ACCIDENT Truck al Liquid (Gal) 2,600 k Rupture Size (m2) .04645 mp Time D (sec) 28 al Momentum Release (kg m/sec) 0.243 x 105 dius @ D (m) 59.3
| |
| @ (100 m + r)
| |
| I (% by Vol) 1.3 tance from Explosion at (100 + r) Meters from ident to Plant Site (m) 420 (m) 412 Rev. OL-13 5/03
| |
| | |
| .1 REGIONAL CLIMATOLOGY information used in the analyses contained in this section consisted of climatological maries, meteorological data, and technical studies and reports. The regional atology was based on climatological data summaries from National Weather Service WS) stations in Missouri. The locations of the NWS stations, which were used to racterize the regional climatology, are depicted on Figure 2.3-1.
| |
| .1.1 General Climate climate of the region is continental and characterized by warm, humid summers with siderable convective rainfall and highly changeable winter weather with moderate ounts of rain and snow.
| |
| ritime tropical air originating over the Gulf of Mexico is the dominant air mass from e through August when only infrequent incursions of continental polar air occur. The ritime tropical air is very humid, which results in warm nights, frequent daytime udiness, and considerable thunderstorm activity. From November through February, tinental polar air passes over the region most frequently, although there are equent incursions of maritime tropical air and maritime polar air; the latter is a mild, air mass when it reaches Missouri. During the transition months (March, April, May, tember, and October), either air mass may dominate during individual months.
| |
| h and low pressure systems pass over the region generally from west to east. They rnate every few days, except during late summer and autumn when high pressure tems occasionally stagnate over the region for a week or more. These stagnating h pressure conditions provide the worst macro-scale diffusion conditions. Locally, usion is worst during strong inversion situations and light winds. Such conditions, ch commonly last only a few hours, occur most frequently during predawn hours of umn and winter. The low pressure systems promote atmospheric mixing and provide orable diffusion conditions. The path of low pressure systems is generally to the north he region during summer and near or just to the south of the region during winter. Low ssure systems reach their maximum intensity during winter and spring but are weak ing summer.
| |
| ntal systems are frequently strong during all seasons except summer. A strong cold t is often preceded by a shower or thunderstorm and followed by a shift in wind ction from south to north and drops in temperature of as much as 11°C (20°F) in 2 rs. Warm fronts usually are preceded by general rainfall and followed by a shift from th to north winds and warmer temperatures. Frontal systems are usually weak and ch the region less frequently during the summer months.
| |
| low is primarily from southwest to southeast during most of the year; however, during ter and spring months, winds from the west to northwest occur frequently and may 2.3-1 Rev. OL-24 11/19
| |
| | |
| his region, summers are warm with the midsummer months averaging in the upper
| |
| °C (mid-70s°F); temperatures reach 32°C (90°F) on nearly half of all summer days frequently do not drop below 21°C (70°F) at night. Temperatures average below zing during midwinter, and several subzero nights generally occur each winter son. The transition seasons are characterized by rapid temperature changes.
| |
| cipitation is moderate; heaviest amounts usually fall during late spring, and lightest ounts occur during midwinter. Summer precipitation and spring precipitation, to some ent, is commonly convective and occasionally very intense.
| |
| umn, winter, and some spring precipitation is lighter, but of greater duration which is racteristic of synopticscale precipitation producing systems. Snowfall is generally t to moderate but is heavy during some winters. Freezing rain and sleet may occur m November through March. On infrequent occasions, heavy accumulation of freezing causes substantial damage.
| |
| Callaway Plant site is on a plateau between nearby shallow river valleys. The souri River flows in a 3.2-km (2-mile) wide, east-west valley approximately 8.0 km (5 es) south of the site at an elevation of approximately 100 meters (328 feet) below the laway Plant site. During light wind situations, some air drainage from the Callaway nt site into the Missouri River Valley may occur; however, such drainage is expected e minimal due to the distance separating the site from the edge of the valley.
| |
| rominent climatic feature of the region is the occurrence of severe thunderstorms and adoes. These storms may occur at any time of year but are most frequent during ng and early summer. Severe thunderstorm winds may gust in excess of 161 km/hr 0 mph), and tornadic winds, though they are rare, may be substantially higher (U.S.
| |
| pt. of Commerce, 1968, 1973).
| |
| .1.2 Regional Meterological Conditions for Design and Operating Bases
| |
| .1.2.1 Heavy Precipitation ing, summer, and early fall precipitation occurs largely in the form of heavy showers hunderstorms. Table 2.3-1 presents the monthly variations of thunderstorm days at umbia, Missouri and shows April through September as having the greatest nderstorm frequency, averaging 44 thunderstorm days during these 6 months.
| |
| ximum short period rainfall for durations of 5 minutes to 24 hours at Columbia, souri (U.S. Weather Bureau, 1963) is presented in Table 2.3-2, and maximum fall, estimated by statistical analysis of regional precipitation data (Hershfield, 1961) extrapolated for the Callaway Plant site area, is presented in Table 2.3-3 for urrence intervals of 1 to 100 years and for rainfall durations of 1/2 hour to 1 day.
| |
| ditional precipitation data are presented in Section 2.3.2.1.
| |
| 2.3-2 Rev. OL-24 11/19
| |
| | |
| owfall may occur in the region of the site from October through May. The extreme hour and single-storm snowfall of 70.1 cm (27.6 inches) for the entire state of souri occurred March 16 to 17, 1970, at Neosho in the west Ozark Mountains. The eme monthly snowfall of 120.7 cm (47.5 inches) occurred in January 1918 at Poplar ff, Missouri, in the east Ozark Mountains. The extreme seasonal snowfall of 178.6 cm
| |
| .3 inches) occurred during the winter of 1911 to 1912 at Maryville, Missouri, 242 km 0 miles) northwest of the site area (American Meteorological Society, 1970). The eme snowfalls for various durations and maximum observed snowpack for certain s within the site region are presented in Table 2.3-4. Snow-on-ground data were ained from the U.S. Department of Commerce (1949 to 1973, 1974 to 1978). Section
| |
| .1.2.11 further discusses snowload for the 100-year return period combined with ximum 48-hour winter precipitation.
| |
| .1.2.3 Hail most commonly reported hailstones are less than 1.9 cm (3/4 inch) in diameter and se little or no property damage. Hailstones larger than 1.9 cm (3/4 inch) in diameter associated with severe thunderstorms. From 1955 through 1967, 478 hailstorms ing hailstones exceeded 1.9 cm (3/4 inch) in diameter were reported in 230 days in souri, according to Pautz (1969). Figure 2.3-2 shows the total number of reported storms by 1-degree latitude-longitude squares for the site area. This figure indicates tal of 28 occurrences of hailstones greater than 1.9 cm (3/4 inch) in diameter for the year period (1955 through 1967), or an average of slightly more than two per year for site area. The diurnal distribution of these hailstorms indicates that most occurred ween 1500 and 1800 Central Standard Time.
| |
| ed on data from the U.S. Department of Commerce (1959-1973) for the period 1959 ugh 1973, the hail appeared most frequent in late spring and early summer (May ugh July) within a 161-km (100-mile) radius of the plant. A secondary frequency peak sts in early fall. In the 15-year period surveyed, hail of golf-ball size and smaller eared often. Hail of 7.6-cm (3-inch) diameter to baseball size has been recorded e often, and the dates and places of some of these occurrences are as follows:
| |
| ntgomery City (October 3, 1973); Columbia (May 6, 1971, and May 10, 1973); near Louis (June 27, 1972); near Fulton (July 15, 1971); in northeast Missouri (June 28, 0); Marshall (May 16, 1960); and Franklin (September 26, 1959). Some reports of n largersized hail were noted. In southwest Randolph County, hailstones up to 12.7 (5 inches) in diameter fell on July 5, 1969. Again in Randolph County, hailstones ater than baseball size fell on July 20, 1971. In Montgomery City on October 3, 1973, ice cluster was measured at 17.8 cm (7 inches) in diameter. Hail occasionally ered the ground to some depth and drifted in strong winds. For example, hail 15.2 cm nches) deep was reported near Steelville on October 4, 1969.
| |
| ummary, the site area appears to be subject to frequent hail. Hailstones up to 7.6 cm nches) in diameter are not infrequent. Occasionally, larger-sized hail may occur.
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| 2.3-3 Rev. OL-24 11/19
| |
| | |
| ezing rain may occur in the region of the Callaway Plant site from November through rch. Table 2.3-5, based on a study by Bennett (1959), shows that during the 10-year iod 1939 through 1948 there were 69 days of freezing rain in Columbia, Missouri.
| |
| the 9-year period, 1928 to 1937, the extreme radial thickness of glaze on utility wires the 1-degree latitude-longitude square encompassing the site area was between 2.5 (1.00 inch) and 3.1 cm (1.24 inches). The mean duration of ice on utility lines for the re state was 32 hours (Bennett, 1959).
| |
| leman and Gringorten (1973) evaluated probabilities of accretion of ice to various knesses and coincident maximum wind gusts based on glaze storm reports over a year period. The evaluation must be considered tentative because of the absence of ective reporting of glaze thickness; nevertherless, it is the best available roximation. For any point in the site region, the probabilities of accretion of ice to ous thicknesses during a single year are as follows:
| |
| ANNUAL RADIAL ICE THICKNESS (cm) PROBABILITY 0.4 0.9 1.4 0.5 2.5 0.1
| |
| >7.5 0.01 any point in the site region, the return periods of ice accretion to various radial knesses coincident with wind gusts of 20 m/sec (44.8 mph) or more are given in the owing:
| |
| RADIAL ICE THICKNESS (cm) RETURN PERIOD (YEARS)
| |
| <2.5 25 3.5 50 5.6 100 roximately 25 percent of all ice storms in the region were exacerbated by wind gusts 0 m/sec (44.8 mph) or more.
| |
| ixture of freezing rain, sleet, and snow occurred in the entire state of Missouri on cember 11 to 12, 1972. This was the worst ice storm at many locations in thwestern and central Missouri since 1949. Ice accumulation ranged from an 2.3-4 Rev. OL-24 11/19
| |
| | |
| souri. Considerable damage to utilities was reported in many areas of the Ozarks and Missouri River Valley (U.S. Dept. of Commerce, 1972).
| |
| .1.2.5 Thunderstorms nderstorms are observed during every month of the year. During the summer they most frequent, and usually occur on one day out of four. From November through ruary, they seldom occur. The most damaging thunderstorms are usually those ociated with the passage of a cold front or a squall line. Table 2.3-1 presents the rage monthly and annual number of days with thunderstorms for Columbia, Missouri.
| |
| annual average frequency of thunderstorms is 55 days per year.
| |
| .1.2.6 Tornadoes and Waterspouts plant site is located in a region of relatively numerous and severe tornadoes. The ion of maximum worldwide tornado occurrence is located just to the west in Kansas Oklahoma. A total of 608 tornadoes were reported throughout the state of Missouri r the 13-year period, 1955 through 1967 (Pautz, 1969). Tornadoes have been erved during every month of the year, however, approximately 60 percent of the ual total occurred during April, May, and June, which is the period of greatest ospheric instability. While tornadoes have occurred during all 24-hour increments of day, 82 percent occur between noon and midnight, and the hours of greatest uency are 4 to 6 p.m. (Poultney, 1973).
| |
| er the 20-year period ending in 1968, the mean path length of Missouri tornadoes was 3 km (9.5 miles). The longest tornado path exceeded 161 km (100 miles), and four ers exceeded 80 km (50 miles). Tornado path width has averaged slightly less than
| |
| .5 meters (300 yards) (Pautz, 1969).
| |
| occurrence of waterspouts requires a substantial body of warm water. Since such er bodies do not exist in the site region, waterspouts do not present a hazard.
| |
| .1.2.6.1 Tornado Strike Probability annual probability, PS , that a tornado will strike a particular point may be computed m the following formula (Thom, 1963):
| |
| (2.3-1)
| |
| P S = 2.821E A
| |
| 2.3-5 Rev. OL-24 11/19
| |
| | |
| A = Area in square miles of a 1-degree longitude-latitude square centered on the point; and E = Mean annual frequency of tornadoes in area A ure 2.3-3, presents tornado frequency by 1-degree latitude-longitude squares for the ire contiguous United States, and indicates the plant site experienced 13 tornadoes ing the 13 years covered by the study (Pautz, 1969); thus, E = 1.0. Since A = 9,726 2 (3,752 mi), PS = 7.5x10-4. A more recent data base (Poultney, 1973) covering ado frequency over the period, 1956 through 1971, indicates a greater annual ado strike probability ( PS = 1.21x10-3). This value is in close agreement with a U.S.
| |
| mic Energy Commission study (Markee and Beckerly, 1974). Table 2.3-6 lists values for each month, based on the Poultney data.
| |
| nadoes that have occurred in the vicinity of the site since 1971 and estimates of the nsity and path area of each, along with a comparison of the strike probability for this iod with that of previous periods of record are discussed below in the response to C Item 451.2C.
| |
| publication Storm Data, published by the National Oceanic and Atmospheric ministration (NOAA), was consulted to obtain information concerning tornado strikes he vicinity of the site for the period 1972 through 1980. The area comprising this nity was assumed to include Callaway County and the seven-county area rounding Callaway County. The counties investigated are Audrain, Boone, Callaway, e, Gasconade, Montgomery, Osage, and Waren counties.
| |
| tornadoes recorded in these counties are shown below, along with an estimate of path area of each. No estimate of the maximum wind speed that occurred was ilable from this source. In order to provide some indication of the intensity of the ado, an estimate of property and crop damage is included, also obtained from the AA publication. The parameters of the design basis tornado for the Callaway Plant, ch were obtained from Regulatory Guide 1.76 (1974), are shown in Section
| |
| .1.2.6.2 of the FSAR Addendum.
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| 2.3-6 Rev. OL-24 11/19
| |
| | |
| PATH PATH DAMAGE*
| |
| OCATION LENGTH WIDTH COUNTY) DATE (km) (M) PROPERTY CROPS one 09/07/72 0.2 46 4 -
| |
| one 03/13/73 11.3 46 4 -
| |
| one 05/26/73 4.8 46 5 -
| |
| laway 07/20/73 1.6 46 3 ?
| |
| e, Boone 05/12/80 40.2 46 4 4 Callaway ntgomery 05/12/80 1.6 91 5 2 orm damages are placed in nine categories Less than $50 6- $500,000 to $5 million
| |
| $50 to $500 7- $5 million to $50 million
| |
| $500 to $5,000 8- $50 million to $500 million
| |
| $5,000 to $50,000 9- $500 million to $5 billion
| |
| $50,000 to $500,000 this 9-year period, six tornadoes were recorded. Using this method of Section
| |
| .1.2.6.1 and assuming that the eight-county area corresponds to the 1-degree, gitude-latitude square, the annual strike probability (PS) is computed from the data iod 1972 through 1980:
| |
| 2.821E -4 P s = ------------------- = 5.01 x 10 A
| |
| s figure is comparable to the strike probability computed using the Pautz (1969) data ere PS = 7.5x10-4 and is somewhat less than the value determined by Poultney (1973) ere the annual strike probability was found to be 1.21x10-3 2.3-7 Rev. OL-24 11/19
| |
| | |
| Design Basis Tornado is defined as the tornado that is exceeded in intensity no re than once per 10 million years (Markee and Beckerly, 1974). Regulatory Guide 6 (1974) indicates that the site is in Region I, the region with the greatest Design is Tornado intensity. The characteristics of the Region I Design Basis Tornado cified by Regulatory Guide 1.76 are the following:
| |
| PARAMETER DESCRIPTIONS DESIGN VALUES ximum Wind Speed 580 km/hr (360 mph) ximum Rotational Speed 467 km/hr (290 mph) ximum Translational Speed 113 km/hr (70 mph) imum Translational Speed 8 km/hr (5 mph) dius of Maximum Rotational Speed 45.7 m (150 ft) ssure Drop 236 g/cm2 (3 lb/in2) e of Pressure Drop 156 g/cm2 /sec (2 lb/in2/sec)
| |
| .1.2.7 Hurricanes ricanes typically develop over tropical ocean waters and dissipate rapidly when sing over land masses and regions of cooler temperatures. Hence, the influence of ricanes on the climatology of the site and the surrounding area is insignificant.
| |
| .1.2.8 Extreme Wind Speeds ept for tornadoes, which are discussed in Section 2.3.1.2.6, extreme winds occur in souri as a result of thunderstorms and, to a lesser extent, extratropical cyclones and adoes.
| |
| ximum monthly fastest-mile wind speeds for Columbia, Missouri, are shown in Table
| |
| -7. The direction of these winds is typically from the northwest. Extratropical cyclones ally produce their fastest wind speeds in winter, because they are energized by perature contrasts between air masses.
| |
| ording to Pautz (1969), there were 616 reports of wind gusts 50 knots and greater t occurred on 323 days in Missouri for the 13-year period of record, 1955 through
| |
| : 7. The diurnal distribution of these wind gusts indicates a concentrated maximum in evening-to-midnight period. The total number of windstorms 50 knots and greater for 2.3-8 Rev. OL-24 11/19
| |
| | |
| area.
| |
| extreme fastest-mile wind speed is defined as the highest wind speed sustained ugh 1 mile of wind at an elevation of 30 feet above ground level. Thom (1968) has sen the annual extreme fastest-mile wind speed as the best available measure of d for design purposes. From 21 years of annual extreme fastest-mile wind speeds, he culated extreme fastest-mile wind speed values and mean recurrence intervals using Frechet probability distribution.
| |
| m's probability calculations do not include the effect of tornadoes and assume that surface friction is relatively uniform for a fetch of about 25 miles. Based upon these umptions, the extreme fastest-mile wind speed intervals for the site are presented in le 2.3-8. The fastest mile, 100-year return period wind speed is 85 mph (136 km/hr) olumbia. For comparison, the greatest recorded fastest-mile wind speed over umbia, which occurred in September 1952, was 63 mph (101 km/hr) (U.S.
| |
| partment of Commerce, 1969). Fastest-mile wind speeds for several stations within a
| |
| -km (250-mile) radius of the site are listed in Table 2.3-9.
| |
| gust factor, GF, is a function of exposure, height, and wind speed. The formula for gust factor is presented in the following (ANSI, 1972):
| |
| qF (2.3-2)
| |
| = ---------------------------------------------
| |
| 2 K Z ( 0.00256 V30 )
| |
| ere:
| |
| qF = Effective velocity pressure for flat open country (m2/sec2);
| |
| KZ = Velocity pressure coefficient at height, Z; and V = Extreme fastest-mile wind speed at 9.1 meters (30 feet) (m/sec).
| |
| variation of wind speed with height follows a power law equation of the following m:
| |
| z2 X (2.3-3)
| |
| = V 1 -----
| |
| z 2.3-9 Rev. OL-24 11/19
| |
| | |
| V2 = Wind speed at the upper level (m/sec);
| |
| V1 = Wind speed at the lower level (m/sec);
| |
| z2 = Height of the upper level (meters);.
| |
| z1 = Height of the lower level (meters); and x = Exponent variable with surface friction. For open country, x = 0.14 (ANSI, 1972), which is representative of the site environs.
| |
| ed on the above equations, 100-year return period extreme wind speeds and the ociated gust factor vary with height as shown in Table 2.3-10.
| |
| .1.2.9 Dust ce the region receives appreciable precipitation and is extensively cultivated, the land ell covered by vegetation. Accordingly, dust does not become airborne during windy ditions, except on a limited scale. Occasional convectively induced "dust devils" ur during the warm months; however, winds produced by these phenomena are ly strong enough to cause damage and visibility is reduced only within the "dust il" which constitutes a local hazard.
| |
| .1.2.10 Air Pollution Potential teorological conditions that favor high air pollution potential are light winds, surface ersions, and stable layers aloft. The surface-based inversion is generally a transient nomenon and results from radiational cooling, prolonged fog, prolonged snow cover, the cooling of the ground by a sudden shower. Surface heating on most days usually aks up this type of inversion and creates a uniform mixing layer by midafternoon. If ming aloft (caused by subsiding air of warm, slow-moving anticyclones) occurs, a ble layer aloft, known as a subsidence inversion, may result. This condition limits the ing depth, or the surface layer in which relatively intense vertical mixing occurs. Since h surface and subsidence inversions usually occur in conjunction with light winds, the pollution potential is, therefore, amplified.
| |
| plant site area is characterized by frequent storm passages, cloudiness, high winds, thermal instability, all of which favor the rapid transport and dispersion of ospheric pollutants. Hosler (1961) has presented a climatological study on the uency of occurrence of low-level inversions in the contiguous United States based on iosonde data. Based on data from Columbia, Missouri, for the period, June 1955 ugh May 1959, the seasonal summary of the percent frequency of inversions at ected times and for the total time is shown in Table 2.3-11. The annual inversion 2.3-10 Rev. OL-24 11/19
| |
| | |
| zworth (1972) has computed mean seasonal and annual morning and afternoon ing depths based on surface and upper air meteorological data from selected ional Weather Service stations throughout the contiguous United States for the ear period, 1960 through 1964. Associated wind speeds throughout this layer were puted as arithmetic mean wind speeds observed at the surface and throughout the ing layer. Table 2.3-12 presents mean seasonal and annual morning and afternoon ing depths and associated wind speeds for Columbia, Missouri, from 1960 through 4 (Holzworth, 1972). These data demonstrate that generally the greatest air pollution ential (lowest mixing depth and lowest wind speed) can be expected on summer rnings.
| |
| critical limiting conditions used by Holzworth are as follows:
| |
| : a. All mixing heights are 1,500 meters or less;
| |
| : b. All mixing layer mean wind speeds are 4.0 meters per second or less;
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| : c. No significant precipitation occurs; and
| |
| : d. The above conditions are satisfied continuously for at least 2 days.
| |
| total number of these episode days in the 5-year period, 1960 through 1964, for umbia, Missouri, was 22. This is in qualitative agreement with objectively derived terns and the actual forecast days of high air pollution potential for the region by NWS pollution meteorologists.
| |
| .1.2.11 Probable Maximum 48-Hour Winter Precipitation (PMP) and 100-Year Return Period Snowload probable maximum 48-hour winter precipitation (PMP) reported by U.S. Department ommerce (1956) is as follows:
| |
| PRECIPITATION MONTH (mm) (in.)
| |
| December 500.3 19.7 January 475.0 18.7 February 497.8 19.6 ce only winter (defined as December, January, and February) precipitation is relevant, vember and March PMP values are not specified above. The weight of the 2.3-11 Rev. OL-24 11/19
| |
| | |
| 2).
| |
| 100-year return period snowload, unadjusted, is 11.74 g/ cm2 (21.0 lb/cm2). The ic snowload coefficient of 0.8 (ANSI, 1972), applicable to flat-roofed unexposed dings, may be applied to the unadjusted snowload to yield an effective snowload of 9 g/cm2 (16.8 lb/cm2).
| |
| required by NRC Regulatory Guide 1.70, the 48-hour winter PMP is retained by the
| |
| -year return period snowload to yield a combined weight of 60.2 g/cm2 (119.2 lb/
| |
| 2).
| |
| .1.2.12 Meteorological Input to the Ultimate Heat Sink Analysis analysis of 3-hourly meteorological data (temperature, relative humidity, solar iation, cloud cover) collected at Columbia, Missouri (NWS, 1945-69) over the period, 5 through 1969, was performed to determine the meteorological conditions which uld result in (1) the smallest heat transfer from the retention pond for a single day and 30 consecutive days, and (2) the greatest evaporation from the retention pond over consecutive days.
| |
| minimum heat transfer rates and evaporation rates were determined by 3-hourly ative calculations based on existing temperature, wind speed, relative humidity, solar cipitation, and cloud cover.
| |
| le 2.3-13 presents the combination of historical meteorological conditions which uld result in the smallest heat transfer from the retention pond for a single day and for consecutive days. The most critical single day in the 26-year period was July 12,
| |
| : 9. The period July 7 through August 5, 1955 was the most critical 30-day period. This iod was used to calculate the maximum water temperature in the retention pond. The teorological conditions 30 days prior to the most critical 30-day period were evaluated etermine the prior water temperature. The meteorological conditions during the ecedent 30-day period, June 7 through July 6, 1955, are presented in Table 2.3-14.
| |
| le 2.3-15 provides the historical meteorological conditions during the 30-day period ch would result in the greatest evaporative loss from the retention pond. This period s July 2 through 31, 1954. The wind speed is given as 20.44 km/hr (12.78 mph) in
| |
| -15, because this is the value of the greatest average wind speed during the period.
| |
| greatest daily average wind speed during the period is used as input in the culation of total evaporative water loss. The average wind speed during the 30-day iod was 16.8 km/hr (10.5 mph).
| |
| procedures used for determining the meteorological conditions which would result in minimum heat transfer rates and the greatest evaporation from the retention pond discussed in Section 2.3.1.2.13.
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| 2.3-12 Rev. OL-24 11/19
| |
| | |
| design parameters for the plant site which were developed in Section 2.3.1, and the pective sections in which they are used, are listed below:
| |
| d Loadings (Refer to Section 3.3.1) laway Design Parameters:
| |
| -Year Return Period Fastest Mile of Wind: 85 mph iation of 100-Year Return Period Fastest Mile of Wind Speed and Total Structural sponse Gust Factor with Height:)
| |
| HEIGHT WIND SPEED (ft) (mph) GUST FACTOR 30 85.0 1.30 100 100.6 1.20 200 110.9 1.15 300 117.3 1.12 400 122.2 1.11 500 126.0 1.10 600 129.3 1.09 nado Loadings (Refer to Section 3.3.2) laway Design Parameters:
| |
| nual Probability of Occurrence: 1.21 x 10-3 sign Basis Tornado:
| |
| ximum Wind Speed: 360 mph ximum Rotational Speed: 290 mph ximum Translational Speed: 70 mph dius of Maximum Rotational Speed: 150 ft ximum Pressure Drop Rate: 3 lb/in2 2.3-13 Rev. OL-24 11/19
| |
| | |
| imum Translational Speed: 5 mph uipment Identification and Environmental Conditions (Refer to Section 3.11.1) ods (Refer to Section 2.4.2) bable Maximum Flood (PMF), Potential Dam Failures Seismically Induced (Refer to tion 2.4.3) bable Maximum Surge and Seiche Flooding (Refer to Section 2.4.5) laway Design Parameters:
| |
| ight of 100-Year Return Period Snowload 119.2 lb/ft2 48-Hour PMP:
| |
| -Year Return Period Fastest Mile of Wind: 85 mph mate Heat Sink (Refer to Section 9.2.5) laway Design Parameters:
| |
| iod of Meteorological Conditions Resulting in Minimum Heat Transfer from tention Pond: Single Day: July 12, 1969 30 Days: July 7 through August 5, 1955 iod of Meteorological Conditions Resulting in Maximum 30-Day Evaporation m Retention Pond: July 2 through July 31, 1954 er to Tables 2.3-13 through 2.3-15 for design values.
| |
| following procedures were used to obtain the meteorological data required for the sgn of the ultimate heat sink. All average and extreme values of meteorological ameters were based on 3-hourly data for Columbia, Missouri, for the 25-year period uary 1, 1945 to October 31, 1969. The data were obtained from the U.S. Department 2.3-14 Rev. OL-24 11/19
| |
| | |
| ce many of the calculations are concerned with daily averages of meteorological ameters, an additional data file was compiled consisting of average values of the owing meteorological parameters for each calendar day of the data period: cloud er, wind speed, dry-bulb, wet-bulb, and dew point temperatures, and relative midity. A separate dew point temperature value was calculated for each 3-hourly ervation using dry-bulb and wet-bulb values, and the daily averages for the culated dew point appear in the daily average data file, together with daily averages the depression of the wet bulb and the depression of the calculated dew point.
| |
| calculated dew point was used in the data analysis instead of the original dew point, ce wet-bulb measurements are generally more reliable than direct measurements of point.
| |
| ere 30-day average values of a parameter were required, the 30-day periods were ained by taking each consecutive day as the beginning of a particular 30-day period.
| |
| example, after June 1 - 30, the 30-day period of June 2 - July 1 was considered er than July 1 - 30. The data set of daily average values was used in computing day averages.
| |
| omputing averages, a minimum of four 3-hourly average values were considered essary for a valid daily average, and 15 valid daily values were used as the minimum a valid 30-day average.
| |
| r the highest 30-day average period for a given parameter was determined, the daily ues of the parameter were determined, the daily values of the parameter were ermined. The daily values of the parameter for the period were obtained by listing the uired portion of the data set.
| |
| vaporative heat flux for each day within the summer months of June to September s calculated using the following equation from "An Analytical and Experimental Study ransient Cooling Pond Behavior" by P.O. Ryan and D.R.F. Harleman, Ralph Parsons
| |
| , MIT Report No. 161, January 1973:
| |
| = f ( w ) ( eS - e )
| |
| ere: = evaporative heat flux (Btu/ft2/day);
| |
| es = saturation vapor pressure (mm Hg);
| |
| e = actual vapor pressure (mm Hg); and 2.3-15 Rev. OL-24 11/19
| |
| | |
| where w = wind speed (mph).
| |
| period of minimum heat transfer was determined by finding the period of highest ilibrium temperature for the retention pond. The equilibrium temperature, as defined Ryan and Harleman, is a function of net radiation, wind speed, ambient temperature, dew point temperature, in accordance with the following equation:
| |
| r + f ( w ) [ Td + 0.255 Ta ] - 1600 T E = ------------------------------------------------------------------------------------
| |
| 23 + f ( w ) ( + 0.255 )
| |
| ere: TE = equilibrium temperature toward which the pond tends
| |
| (°F);
| |
| = net radiation term (BTU/ft2/day;
| |
| = sn+1.16 x 10-13(460+Ta)6 (1+0.17c 2);
| |
| sn = net incident solar radiation (BTU/ft2/day);
| |
| = (1 - 0.71c2) HO x 24; HO = average hourly absorbed solar radiation for clear sky (BTU/ft2/hour);
| |
| = 68.362-40.982 x sin [2 x (DAY/366)+1.739] for 39° latitude; DAY = sequential number of the day of the year beginning with 1 for January 1 and ending with 365 or 366 for December 31; c = average cloud cover (in tenths);
| |
| f(w) = wind function (BTU/ft2/day/mm Hg);
| |
| = 70 + 0.70 x ws2; The Brady form of f(w) instead of the Lake Hefner form [f(w) = 12.4 x ws2] in the above reference was used because the latter is physically unrealistic and gives excessive values of TE for low wind speeds.
| |
| ws = wind speed (mph) 2.3-16 Rev. OL-24 11/19
| |
| | |
| T* = 1/2 (Ts + Td ) (°F);
| |
| Td = dew point (°F);
| |
| Ta = ambient temperature (°F); and Ts = surface temperature of the pond (°F).
| |
| 3-hourly observations for ambient temperature, wet-bulb temperature, cloud cover, wind speed were averaged to obtain daily values. The dew point temperature was n calculated from the ambient temperature and wet-bulb temperature.
| |
| equilibrium temperature was calculated for each day using the above parameters.
| |
| initial value of Ts was assumed and T* and were calculated. Then, for given values r, Td, Ta, and f(w), the value of TE was calculated. The difference, (TE - Ts)/2, was n used as an improved estimate of the value of Ts and the process was repeated until difference became less than or equal to 0.5 °F. Generally, the equilibrium peratures are found within 4 to 5 iterations.
| |
| 40 highest daily equilibrium temperatures were found, as well as the 40 highest day equilibrium temperatures. The 30-day equilibrium temperature is the average of a consecutive-day period between June 1 and September 30.
| |
| .1.2.14 Lightning Strikes frequency of the lightning strikes to an area is related to the number of thunderstorm s in that area. In order to characterize the expected frequency of lightning strikes to area of the Callaway Plant, data from Columbia, Missouri regarding the average mber of thunderstorm days over a 30-year period were used. These data were sented in Table 2.3-1 of the FSAR and are summarized below.:
| |
| 2.3-17 Rev. OL-24 11/19
| |
| | |
| ter (January through March) 5 ing (April through June) 22 mmer (July through September) 22 (October through December) 6 ual Total 55 following discussion, which estimates the number of lightning strikes to ety-related structures at the site, was developed following the methodology presented J. L. Marshall in Lightning Protection, published in 1973. The "attractive area" of the ctures was determined for a lightning strike with an electrical current magnitude of 000 amperes, which corresponds to the current magnitude of 50 percent of lightning hes. The attractive area (A) of a structure is:
| |
| A = LW + 4H (W + L + H) where: L = structure length, meters; W = structure width, meters; and H = structure height, meters.
| |
| grouping of safety-related structures that maximizes the attractive area is composed ve structures. These are the reactor building, control building, auxiliary building, sel generator building, and fuel building. For simplicity, this grouping has been umed to have the following dimensions:
| |
| L = 99.1 m W = 91.4 m H = 63.4 m assumed dimensions are the maximum linear dimensions of this grouping and, thus, ximize the attractive area of the structures.
| |
| se dimensions yield an attractive area of 0.108 km2. The number of lightning strikes arth per thunderstorm day per square kilometer (NE) is given by NE = (0.1 + 0.35 sin x) (0.40 +/- 0.20) where: x = the geographic latitude 2.3-18 Rev. OL-24 11/19
| |
| | |
| ation is NE = 0.128. Then, the number of lightning strikes per square kilometer per r is:
| |
| Thundersorm days flashes-N E x 55 -------------------------------------------------- = 7.04 -----------------------
| |
| years km year 2
| |
| ce the safety-related structures of interest have an attractive area of 0.108 km , the bability is that there will be:
| |
| flashes- 2 flashes 7.04 ----------------------- x 0.108km = 0.76 ---------------------
| |
| km year 2 year ne lightning flash every 1.32 years (480 days).
| |
| m the Wolf Creek FSAR, it was seen that the number of flashes to ground per square e per year is between 0.05 and 0.8 times the number of thunderstorm days per year.
| |
| the Callaway Plant area, this is between 3 and 444 lightning strikes per square mile year, or between 1 and 17 lightning strikes per square kilometer per year. The mber previously calculated (7.04 lightning strikes per square kilometer per year) falls in this range.
| |
| seasonal estimate of lightning strikes to safety-related structures considering their active area is presented below:
| |
| SEASON NUMBER OF FLASHES PER SEASONS FOR SEASON ONE FLASH Winter 0.07 14.5 Spring 0.30 3.3 Summer 0.30 3.3 Fall 0.08 12.1
| |
| .2 LOCAL METEOROLOGY teorological data were collected from observing stations at the Fulton Airport, umbia Municipal Airport, and Columbia Regional Airport. The meteorological erving station at Fulton Airport, 8 miles northwest of the Callaway Plant site, collects perature and precipitation data only. The Columbia Municipal Airport (latitude, 58'N; longitude, 92°22'W; and elevation, 778 feet mean sea level (MSL) was a 2.3-19 Rev. OL-24 11/19
| |
| | |
| vation, 887 feet MSL). At both the old location and the new location, the Columbia face meteorological data are presented either in climatical summary form or on gnetic tape. There are no major terrain feature differences between Fulton Airport, umbia Regional Airport, Columbia Municipal Airport, and the Callaway Plant site, ts 1 and 2. Hereafter, meteorological data from the two airports in Columbia are rred to as Columbia, Missouri.
| |
| ough these off-site data generally typify local meteorological conditions, local ations in the distributions of wind speed and wind direction probably exist. These al variations are identified in an on-site meteorological monitoring program, the results hich are analyzed in this section.
| |
| .2.1 Normal and Extreme Values of Meteorological ameters he following sections, monthly and annual average and extreme summaries of wind ed and direction, temperature, water vapor, precipitation, fog, atmospheric stability mixing height, as well as persistence of wind direction and atmospheric stability, are vided. The data summaries are based on both regional data (Columbia, Missouri, roximately 56 km (35 miles) west-northwest of the site) and on-site data. Three years ombined on-site data are used: May 4, 1973 to May 4, 1975; and March 16, 1978 to rch 16, 1979. For a discussion of the on-site meteorological data monitoring program, r to Section 2.3.3.
| |
| .2.1.1 Wind Speed and Direction
| |
| .2.1.1.1 Regional Wind Roses le 2.3-16 presents joint frequencies of wind speed and direction at Columbia, souri (1960 through 1969) on a monthly and annual basis. Wind speed and direction a are summarized on Figure 2.3-5 in the form of seasonal wind roses based on umbia data, 1951 through 1959. The annual wind rose for Columbia, based on ourly data (1960 through 1969) is provided on Figure 2.3-6. Winter and spring winds w primarily from west-southwest through northwest and from south through theast. During summer, the prevailing direction is markedly from south-southwest ugh south-southeast, while autumnal flow is primarily from the south-southwest ugh southeast with a secondary maximum from the west-northwest and northwest.
| |
| an annual basis, the prevailing direction is markedly from the south, and the least valent direction is from the north-northeast. Light winds occur most frequently during summer; calms occur 2.5 percent of the time during July, and only 1.3 percent of the e annually. The strongest winds blow during the spring, especially when the wind ction is from the west-northwest. The mean annual wind speed is 16.8 km/hr (10.5 h).
| |
| 2.3-20 Rev. OL-24 11/19
| |
| | |
| nthly and annual wind roses at the 10- and 60-meter levels, based on the 3 years of bined on-site data are presented on Figure 2.3-7. Figures 2.3-8 and 2.3-9 present ual wind roses at 10 and 60 meters based on the periods May 4, 1973 to May 4, 4 and May 4, 1974 to May 4, 1975, respectively. Figure 2.3-10 presents the annual d rose at 10, 60, and 90 meters based on the period March 16, 1978 to March 16,
| |
| : 9. The diurnal variation of monthly and annual on-site wind data based on 3 years of site data combined is presented in Table 2.3-17.
| |
| ed on 3 years of on-site data combined, the annual wind roses at 10 and 60 meters cate that winds are predominantly southerly at the site, with a weak secondary peak irectional frequency from west to northwest. The direction with the lowest frequency ast-northeast. When winds do blow from the east-northeast, they are among the est in average speed, along with northeast and north-northeast winds. The direction m which winds blow at the greatest speeds is west-northwest. West to northwest ds predominate during winter (December through February). These directions ome progressively less favored through the spring months so that winds are dominantly from south through southeast by May. Through the summer, southwest ugh southeast winds become increasingly frequent, reaching peak frequency during ober. During the summer and early autumn months, east through northeast winds w even less frequently than during winter and spring. A rapid transition to the winter tern occurs during November as west through northwest winds become more valent at the expense of winds with southerly components. The greatest wind speeds ur during winter and early spring and the lowest during summer and early autumn.
| |
| lowest average monthly wind speed, based on the 3 years of combined data, was 7 m/sec from the northeast at the 10-meter level during June.
| |
| .2.1.1.3 Interannual Variability ual variations of wind speed and direction among the 3 years of data were gnificant. The predominant direction at 10 meters was from the southeast during 4 through 1975 and 1978 through 1979, while south-southeasterly winds dominated during 1973 through 1974. At the 60-meter level, the predominant ction also coincided during 2 years and differed by only 22.5 degrees during the aining year. The secondary west through northwest frequency peak was evident in h of the years at both levels. The sector experiencing the lowest average speed at h levels was northeast in 1973 to 1974 and 1974 to 1975, and northnortheast in 1978 979.
| |
| .2.1.1.4 Regional Wind Persistence asonal relative frequency distributions of wind direction persistence for Columbia, souri, for the period, 1959 to 1969 have been prepared and are presented in Table
| |
| -18. The single sector analysis shows wind direction persistence in hours for all wind ed groups within that sector. Results of this analysis show the following:
| |
| 2.3-21 Rev. OL-24 11/19
| |
| : b. Calm conditions persisted no more than 6 hours in the winter and fall and no more than 9 hours in the summer and spring;
| |
| : c. The maximum 5 percent wind direction persistence was the following:
| |
| SEASON EXTRAPOLATED INTERPOLATED SECTOR PERSISTENCE (HOURS)
| |
| Winter ENE 25.0 WNW 20.8 Spring SE 21.4 WNW 20.8 Summer N 14.1 WNW 14.6 Autumn NW 20.2 N 18.6
| |
| : d. The maximum seasonal percentage frequency of occurrence of wind direction persistence for a single sector was as follows:
| |
| PERSISTENCE SEASON SECTOR (HOURS) PERCENT Winter ENE 42 6.25 Spring W 30 3.97 Summer N 27 3.45 Autumn S 39 1.73
| |
| .2.1.1.5 On-Site Wind Persistence d direction persistence data, based on the May 4, 1973 to May 4, 1974 on-site data 0 and 60 meters, are presented in Tables 2.3-19 and 2.3-20, respectively. Wind ction persistence, based on March 16, 1978 to March 16, 1979 on-site data at 90 ters, is presented in Table 2.3-21. Each table provides wind persistence in hours by tor for each of the three stable Pasquill stability classes (E, F, and G) and for all 2.3-22 Rev. OL-24 11/19
| |
| | |
| d persistence at the site is greatest during conditions when winds blow from the thern quadrant. The greatest consecutive number of hours of wind blowing from a gle direction during six stability conditions was 9 hours at 10 meters, 10 hours at 60 ters, and 8 hours at 90 meters. Isolated instances of persistence exceeding 24 hours ing unstable or neutral conditions occurred at each of the three levels. At the meter level, wind speeds averaged no lower than 1.75 m/sec during persistence sodes exceeding 7 hours and during stable conditions. At the 60- and 90-meter els, wind speeds averaged 4 m/sec and 6 m/sec, respectively, under the same eria.
| |
| .2.1.2 Temperature
| |
| .2.1.2.1 Regional Temperatures nthly and annual values of the regional daily mean temperature and the average and eme daily maximum and minimum temperatures are shown in Tables 2.3-22 and
| |
| -23, respectively. Values in these tables are based on data records from Columbia nicipal Airport and Fulton Airport and are considered to be representative of the laway Plant site area. The annual mean temperature at Columbia, Missouri is 12.4°C
| |
| .4°F). The highest average daily maximum temperature, 30.8°C (87.4°F), occurs ing the month of July, while the lowest average daily minimum temperature, -6.3°C
| |
| .6°F), occurs during the month of January.
| |
| peratures over 37.8°C (100°F) are rare but have occurred in every section of the
| |
| : e. In the summer, temperatures rise to 32.2°C (90°F) or higher on the average of 35 s per year, while in the winter temperatures below -17.7°C (0°F) are observed on the rage of 7 days per year. There are an average of 28 days per year when the daily ximum temperature is less than 0°C (32°F) and 103 days when the daily minimum perature is less than 0°C (32°F).
| |
| .2.1.2.2 On-Site Temperatures monthly and annual diurnal variation of temperature (measured at the 10-meter el) for the 3 years of on-site data combined is presented in Table 2.3-17. The mean ximum and minimum temperatures of the coldest month, February, were 3.4°C
| |
| .1°F) and -5.6°C (22.1°F), respectively. The mean maximum and minimum peratures of the warmest month, July, were 30.3°C (86.5°F) and 20.4°C (68.7°F),
| |
| pectively. The average annual temperature was 13.1°C (55.6°F). The extremes for 3 years of data were 35.9°C (96.6°F) and -24.0°C (-11.2°F).
| |
| 2.3-23 Rev. OL-24 11/19
| |
| | |
| .2.1.3.1 Regional Water Vapor nthly and annual average relative humidity for midnight, 6 a.m., noon, and 6 p.m. for umbia from 1941 through 1970 are presented in Table 2.3-24. The lowest relative midity values are found during the afternoon hours, while the highest occur in the early rning just before sunrise. The annual average relative humidity is 70 percent.
| |
| nthly and annual average dew-point temperatures for Columbia (Environmental Data vice, 1968b) from 1946 through 1965 are shown in Table 2.3-25. Monthly and annual rage wet-bulb temperatures for four different times per day for Columbia for the iod 1951 through 1970 are shown in Table 2.3-26. For cooling tower design and ciency criteria, the wet-bulb temperatures that were exceeded 5, 2.5, and 1 percent of time are 25.0°C (77°F), 25.9°C (78°F), and 26.8°C (79°F), respectively (American iety of Heating, Refrigeration, and Air-Conditioning Engineers, 1965).
| |
| .2.1.3.2 On-Site Water Vapor le 2.3-17 presents monthly and annual diurnal variability of dew-point and relative midity for the 3 combined years of on-site data. The mean dew point was 6.1°C
| |
| .0°F) at the 10-meter level and 3.5°C (38.3°F) at the 90-meter level. The highest dew nt, which was recorded at the 10-meter level, was 27.5°C (81.5°F). The lowest dew nt, also recorded at the 10-meter level, was -27.8°C (-18.0°F). Mean relative humidity the period was 66.2 percent and varied from a minimum of 6.5 percent to a maximum 00 percent.
| |
| .2.1.4 Precipitation asonal precipitation varies with the position of the polar front. The primary precipitation ximum occurs in May and June, when the mean position of the polar front is retreating thward from the region and water vapor content of the air is relatively high. As the ar front retreats north of the region, a secondary precipitation minimum occurs despite high moisture content of the air. During September and October, a secondary ximum occurs as the mean position of the polar front passes southward through the ion. The primary precipitation minimum occurs from December through February, en dry polar air frequently covers the region. Precipitation means and extremes for umbia and Fulton, Missouri, are presented in Table 2.3-27.
| |
| ual precipitation wind roses based on 1978 through 1979 data at 10, 60, and 90 ters are presented in tabular form in Table 2.3-39. Table 2.3-40 provides annual cipitation wind roses based on 1973 through 1974, 1974 through 1975, and all 3 rs of data combined at 10 and 60 meters. Monthly precipitation wind roses based on 3 years of data combined are provided in Table 2.3-41.
| |
| 2.3-24 Rev. OL-24 11/19
| |
| | |
| November and the end of March. Although snowfall during most winter months is ally light, averaging 10 to 12 cm (4 to 5 inches) per month, as much as 60 cm (24 hes) has fallen during a single month and 168 cm (66 inches) during a single season.
| |
| maximum 24-hour snowfall of 32.9 cm (12.8 inches) fell in March, 1937. Means and emes for snowfall at Columbia are shown in Table 2.3-27.
| |
| e to instrument malfunctions, no on-site precipitation data are available (refer to tion 2.3.3). Table 2.3-28 presents monthly precipitation totals at Columbia coincident the periods of on-site data collection. Since the terrain at the plant site and Columbia nly gently rolling and they are within 40 km (25 miles) of each other, Columbia is sidered representative of on-site precipitation. Total amounts for each of the 3 years e as follows:
| |
| : a. June 1973 through May 1974 110.16 cm (43.37 in.)
| |
| : b. June 1974 through May 1975 104.60 cm (41.18 in.)
| |
| : c. March 16, 1978 through March 15, 1979 98.37 cm (38.73 in.)
| |
| : d. .30-Year Average 94.97 cm (37.39 in.)
| |
| June 1973 through May 1974 period, the wettest of the 3 years, was 16 percent ter than the long-term average; the remaining 2 years were also wetter than the g-term average, but by a smaller percentage. The wettest month during the 3-year iod was May 1974, which had 19.69 cm (7.75 inches) of rainfall. This amount was y 7.8 cm (3.07 inches) above the 30-year average and far below the May record of 78 cm (13.30 inches). The greatest 24-hour amount, 7.57 cm (2.98 inches), occurred y 30, 1974. This amount was well below the record 24-hour rainfall of 11.1 cm (4.37 hes). The greatest 1-hour amount, 3.79 cm (1.50 inches), occurred during a nderstorm on June 14, 1974 (U.S. Dept. of Commerce, 1973 through 1979). Table
| |
| -29 presents the number of hours with precipitation and precipitation rate distributions olumbia by month for all 3 years of data combined. Table 2.3-30 presents the mber of hours with precipitation for each of the 36 months of data. The 12-month iod, June 1973 through May 1974, had the greatest number of hours with cipitation: 615 hours.
| |
| 2.3-25 Rev. OL-24 11/19
| |
| | |
| monthly average number of heavy fog days, based on 30 years of data (1931 ugh 1960) at Columbia, is given in Table 2.3-25. Heavy fog is fog that reduces bility to 1/4 mile or less. The data indicate that the number of heavy fog days reaches eak in January and that the annual average frequency of heavy fog days is 16. During 4-year period ending in 1973, heavy fog days averaged 27 days per year (U.S. Dept.
| |
| ommerce, 1973).
| |
| .2.1.6 Atmospheric Stability
| |
| .2.1.6.1 Regional Atmospheric Stability bility Classes A through F used in this section are based on Pasquill's classification rner, 1964) defined in Table 2.3-31. The Turner-Pasquill classification is only crudely roximated by the criteria shown in Table 2.3-31. These definitions may be identified east qualitatively with those given in Table 2 of Regulatory Guide 1.23 (U.S. Atomic ergy Commission, 1972), which is reproduced here as Table 2.3-32. However, in the gulatory Guide 1.23 criteria, moderately stable and extremely stable categories are ded into Class F and Class G, respectively, rather than identified as one class. The C Regulatory Guide 1.23 criteria are used for the on-site data which include asurement of vertical temperature difference.
| |
| ed on 3-hourly observations from Columbia Municipal Airport for the period 1959 ugh 1969 (National Climatic Center, 1970), the monthly and annual percentage uency distributions of stability classes are presented in Table 2.3-33. The stability s neutral 53.6 percent of the time and stable 29.8 percent of the time on an annual is. Stable conditions ranged from a minimum of 19.1 percent of the time in April to a ximum of 38.7 percent of the time in October.
| |
| annual joint frequency distribution of wind speed and direction at Columbia (Table
| |
| -16) is further stratified with respect to thermal-stability classes and is presented in le 2.3-34. Results show that the maximum frequency of inversion winds squill-Turner Stability Classes, E and F) was predominantly from the south-southeast south sectors. Calm conditions comprised 27.6 percent of the extremely unstable ss, and 72.4 percent of the wind speed observations in this class were less than 5 ts. Calm conditions comprised 5.9 percent of the moderately stable to extremely ble class; 56.3 percent of the wind speed observations within this class were less than nots.
| |
| asonal relative frequency distribution of the persistence of Pasquill-Turner Stability sses for Columbia for the period 1959 through 1969 have been prepared and are sented in Table 2.3-35. Results of this analysis show the following:
| |
| 2.3-26 Rev. OL-24 11/19
| |
| | |
| maximum of 141 hours in fall;
| |
| : b. Slightly stable conditions persisted no longer than 15 hours in any season;
| |
| : c. Moderately stable to extremely stable conditions persisted no longer than 12 hours in spring and summer and no longer than 15 hours in fall and winter; and
| |
| : d. In fall and winter, extremely unstable conditions persisted no longer than the 3-hour surface observations.
| |
| .2.1.6.2 On-Site Atmospheric Stability nthly and annual summaries of on-site stability frequency are presented in Section
| |
| .3 in the form of joint frequency distributions of wind speed, wind direction, and ospheric stability. Annual and monthly percentages of stability occurrence by Pasquill bility class, based on each of the 3 years of data and on all 3 years combined, are vided in Table 2.3-36. Stability frequency by Pasquill class is quite consistent over the ears of observation. Approximately 2/3 of all hours fall in Pasquill classes D or E.
| |
| roximately 20 percent of all hours were classes F or G, and nearly 12 percent were table (Classes A, B, or C). F and G stabilities occurred most often during late summer early autumn. Neutral stability (class D) occurred most frequently during midwinter.
| |
| site stability persistence, based on vertical temperature difference between 60- and meter levels (backed by 90-meter minus 10-meter vertical temperature differences ere necessary) for the period May 4, 1973 to May 4, 1975 is provided in Table 2.3-37, for the period March 16, 1978 to March 16, 1979 in Table 2.3-38. Persistent stability ditions for greater than 12 hours for Classes F and G is discussed in the following ponse to NRC Item 451.4C.
| |
| analysis of the two FSAR years 1973-1975 occurred after a portion of the 90-10m a temperature values, which are misaligned and located in a data file used to culate stability, were corrected. The results are shown in Table 2.3-32a, and the responding instances where F and G stability persisted for a period of greater than 12 rs are presented below. These were:
| |
| HOURLY ABILITY TIME PERIOD PERSISTENCE 05/27/73-1400 to 05/28/73-0900 20 07/05/73-1900 to 07/06/73-0700 13 10/25/73-2100 to 10/26/73-0900 13 2.3-27 Rev. OL-24 11/19
| |
| | |
| ABILITY TIME PERIOD PERSISTENCE 12/21/73-2000 to 12/22/73-1000 14 02/12/74-1800 to 02/13/74-0700 14 11/01/74-1900 to 11/02/74-0800 14 bility persistence time periods ending on 12/22/73 at 1000 and on 11/02/74 at 0800 urred in advance of a low pressure system. Prevalent meteorological conditions were udly skies with very little surface heating, all of which increased stability of the rounding air. There was no evidence of instrument malfunction.
| |
| bility persistence time periods ending on 07/06/73 at 0700, 10/26/73 at 0900, and 02/
| |
| 74 at 0700 occurred during strong high pressure system passage. Meteorological ditions were clear skies, which promoted radiational cooling and thereby increased bility. Again, there was no evidence of an instrument malfunction.
| |
| ally, the most persistent stability time period of 20 hours occurred between May 27 May 28, 1973. Although the stability classes determined by the two delta perature sensors differ, this could be accounted for by the weather system that sed through Missouri over that 2-day period. During that time period, a slow-moving d front from a deep low pressure system moved through Missouri. A low-level ersion does occur during these episodes and causes fog. Because this slow-moving pressure system traveled almost directly over Fulton, Missouri, the large spread in a temperature values was possible. Fog and light rain showers were reported from system on May 27, 1973 in Springfield, Missouri and Omaha, Nebraska. Although weather map data only reproduce conditions at one time period on May 27, it is bably safe to assume that fog did occur before the advancing cold front. If this is the e, then a low-level inversion would have occurred and caused the great difference in a temperature values. The slow movement of the system would have caused a sistent F stability for the 60-10m delta temperature.
| |
| greatest hourly persistence of a single stability class occurred during Pasquill Class onditions, because Class D is the dominant class. Class E persisted for more than 24 secutive hours during both the 1973 to 1975 and 1978 to 1979 data periods. Class F sisted a maximum of 20 consecutive hours during the earlier data period and 13 secutive hours during the later data period. Class G maximum persistence was 19 12 consecutive hours, based on the earlier and later data periods, respectively.
| |
| .2.2 Potential Influence of the Plant and Its Facilities on Local Meteorology only element of the Callaway Plant which could significantly affect the local teorology is the operation of the natural draft cooling tower.
| |
| 2.3-28 Rev. OL-24 11/19
| |
| | |
| structed and operated. Thus, the effects described below will generally be less for tower operation.
| |
| .2.2.1 Regional Topography site is located on a slight plateau; there is no significantly higher ground within 5 es of the site. Figures 2.3-11 and 2.3-12 provide maps of the regional topography in 8 km (5 miles) and 80 km (50 miles) of the site, respectively. To further specify the ional topography, Figure 2.3-13 provides cross sections of elevation in each of eight tors radiating from the plant out to a distance of 8 km (5 miles). Figure 2.3-14 vides elevation cross sections in 16 sectors to a distance of 80 km (50 miles).
| |
| .2.2.2 Cooling Tower Effluents Analysis omputer model is used to estimate the frequency of occur-rence of the following nomena as a function of direction and distance from the natural draft cooling towers:
| |
| : a. The length of visible plumes downwind of the tower(s);
| |
| : b. Ground-level fogging;
| |
| : c. Ground-level icing;
| |
| : d. Increase in ground-level ambient relative humidity; and
| |
| : e. Increase in ground-level ambient temperature.
| |
| model uses surface meteorological observations from either NWS first-order ather stations or on-site meteorological monitoring installations as input. The teorological parameters required are wind speed, wind direction, ambient perature, ambient pressure, dew point, and atmospheric stability class. On-site teorological data for 3 years combined were used: May 4, 1973 to May 4, 1975; and rch 16, 1978 to March 16, 1979.
| |
| design parameters of the system are as follows:
| |
| : a. Tower height, 555 feet;
| |
| : b. Diameter of top of tower, 252.7 feet;
| |
| : c. Heat rejection rate, 8.04x109 Btu/hr per tower; and
| |
| : d. Water flow rate, 568,000 gpm per tower.
| |
| 2.3-29 Rev. OL-24 11/19
| |
| | |
| Tower Plumes cooling tower effluents computer program has been compared with and tuned to a ted number of full-scale field observations of large cooling tower plumes of both the ural and mechanical draft type. These observations were made by ground-based tographic methods that were designed to provide quantitative information on visible me length and vertical plume trajectory. Observations on natural draft plume behavior e made in the winter of 1973 by the Tennessee Valley Authority (TVA) at the adise Steam Plant in Paradise, Kentucky. Mechanical draft plume observations were de in the winter of 1975 by Southern Company Services, Inc., at Alabama Power's ston Plant near Childersburg, Alabama. Specifications for each of the observed types given below.
| |
| ECIFICATION NATURAL DRAFT MECHANICAL DRAFT er Height (ft) 435 55.3 meter (ft) 203 30 (per cell) mber of Towers 3 2 ls per Tower - 9 gth (ft) - 324 th (ft) - 72.7 ter Flow per Tower m, approx.) 285,000 193,000 ical Heat Rejection Tower (Btu/hr) 1.902x109 3.004x109 ough the Union Electric towers will have considerably larger water flow rates and t rejection rates than the Paradise Steam Plant tower, validation of the cooling tower me model (as described below) indicates that the model is reasonable and that it may reasonably applied to a cooling tower operating with greater water flow and heat ction rates, based on the specifications of the Paradise Steam Plant tower. The site have two 555-foot towers with an exit diameter of 252.7 feet, a water flow rate of
| |
| ,000 gpm per tower, and a heat rejection rate of 8.04 x 109 Btu/hr per tower.
| |
| results of the comparisons between the plume lengths predicted by the program and observed plume lengths are shown on Figure 2.3-15. A total of ten comparisons were de: six for natural draft plumes and four for mechanical draft plumes. The quality of fit enerally good, and most predictions were within 20 percent of the observed lengths.
| |
| 2.3-30 Rev. OL-24 11/19
| |
| | |
| ospheric stability classification was between 4 and 5, then the range of predicted me lengths will vary accordingly between those obtained with stability class 4 and bility class 5.
| |
| le 2.3-42 summarizes the results of both the observations and the model predictions.
| |
| own in the table are the estimated stability category (based on the NRC criteria and ervations of on-site vertical temperature gradient) and the observed visible plume gth for each of the ten observational periods. Also shown is the predicted visible me length based on the estimated stability category. Where a fractional category is wn, such as 4.5, the predicted value is that obtained when the results for categories 4 5 are averaged. Also included is the range of predictions (+ or -) that would be ained if the next higher (or lower) stability category been used (i.e., for the case of 4.5,
| |
| "+" will refer to category 5 and the "-" will refer to category 4).
| |
| ddition to the comparisons of predicted and observed plume lengths, a comparison s made of the predicted and observed plume rise (above tower top) as a function of nwind distance for the natural draft tower case. All plume rise predictions were made ng the theory of Briggs (1969). The results of the comparisons between the predicted observed plume trajectories were in agreement.
| |
| .2.2.2.2 Methods of Calculation following parameters are generated by the model for 16 sectors at 20 downwind ances:
| |
| : a. Plume centerline water vapor concentration - xi (g/m3);
| |
| : b. Ground-level water vapor concentration - xg (g/m3); and
| |
| : c. Ground-level temperature - xg (g/m3) (degrees C).
| |
| calculations assume Gaussian diffusion of the moisture plume. In addition to the ic Gaussian point source model, the model computes the following adjustments:
| |
| : a. Adjustment of wind speed to tower height through a power law equation (the wind direction at the top of the tower was assumed to be the same as at the 60-meter level);
| |
| : b. Calculation of the buoyant rise of the plume, based on a Briggs equation; and
| |
| : c. Due to large initial exit diameters often encountered, the initial finite size of the plume is calculated.
| |
| 2.3-31 Rev. OL-24 11/19
| |
| | |
| Wind Speed and Wind Direction he analysis of cooling system impacts, the results of an on-site meteorological nitoring program were utilized. The information available for use in the cooling tower del (TOWER 1 as described in the FSAR) consisted (in part) of the following:
| |
| PARAMETER LEVEL Wind speed/direction 10 m Wind speed/direction 60 m Wind speed/direction 90 m Temperature 10 m Dew Point 10 m T 90/10 m T 60/10 m d speed and direction measurements were available at three levels, namely, 10, 60, 90 m AGL. Temperature lapse (T) measurements were available over two rvals, 90-10 and 60-10 m. For the analysis of cooling system impacts, wind speed direction measurements from the 60 m level were used in conjunction with perature and dew point measurements at the 10 m level at T measurements over 90-10 m interval. The rationale for using wind speed and direction measurements m the 60 m level as opposed to the 90 or 10 m levels was based primarily on ptability with T measurements and data recovery. Inasmuch as the 90-10 m T asurements span essentially the entre surface layer (assumed to be the lowest 100 m he friction layer), they are ideally suited for the determination of stability in the lowest ers of the atmosphere. In addition to a more favorable data recovery for the 60 m wind asurements, it was felt that it would be more appropriate to use wind measurements t were bracketed by the temperature lapse measurements rather than to have wind ed and direction measurements at the upper or lower end of the temperature lapse asurement interval. Presumably, this approach will be more representative of average ditions in the layer over which atmospheric stability was calculated.
| |
| 2.3-32 Rev. OL-24 11/19
| |
| | |
| wind speed used in the Gaussian diffusion equations was computed by:
| |
| (2.3-4) h s U h = U 60 --------
| |
| h 60 ere: Uh = Wind speed at the height of the cooling tower exit (m/sec);
| |
| Uo = Wind speed (m/sec) at 60-meter height; h = Height of cooling tower (meters);
| |
| ho = Height of wind sensor (60 meters); and s = 0.25 for unstable and neutral conditions and 0.50 for stable conditions (E and F).
| |
| speed at the tower height is assumed to be a good approximation to the mean ed through the vertical extent of the plume. The validity of the wind speed power law iscussed in the following response to NRC for Item 451.6C.
| |
| Wind Speed Power Law rder to extrapolate wind speed measurements at the 60 m level to represent ditions at the top of the cooling tower (170 m), a simple power law was used. The er law as used in TOWER 1 was as follows:
| |
| h s U h = U o ------
| |
| ho ere: Uh = wind speed at cooling tower height (m/s);
| |
| Uo = wind speed at 60 m (m/s);
| |
| h = height of cooling tower (170 m);
| |
| ho = height of wind sensor (60 m); and s = power law exponent 2.3-33 Rev. OL-24 11/19
| |
| | |
| = 0.50 for stable conditions.
| |
| use of the power law is consistent with current theories on the vertical structure of d speed in the surface layer. This formulation has been used by many investigators h as Frost (1948) and Sutton (1953). Frost estimated that the value of the power law onent should vary between 0.1 for extremely unstable atmospheric conditions and for extremely stable conditions. Inasmuch as the atmosphere rarely exhibits extreme avior, it is more reasonable to assume values for the exponents that are more resentative of the typical atmospheric stability conditions. The values used of s=0.25 stable/neutral) and s=0.5 (stable) are within the range of values used by these earlier earchers. The results obtained with the predictive model TOWER 1 should be less sitive to choice of power law exponent in the power law extrapolation than to the ice of criteria used in the determination of atmospheric stability.
| |
| .2.2.2.2.2 Plume Rise buoyant rise of the plume above the tower height is computed by the following ation (Briggs, 1969):
| |
| h = 1.6 F1/3 U -1 X 2/3 (2.3-5) ere: h = Plume rise (meters) above stack height; F = Buoyancy flux parameter (m4/sec3);
| |
| U = Wind speed at tower height (m/sec); and X = Downwind distance (meters) (lesser of (X, 10h) in calculation procedure).
| |
| buoyancy flux parameter, F, is given by the following:
| |
| 4 3 (2.3-6)
| |
| - 5 ( m sec )
| |
| F = 3.7 x 10 ---------------------------- Q H cal/sec ere:
| |
| QH = Heat emission rate (cal/sec).
| |
| The constant 3.7 x 10-5 is an approximation to g/( cpPT) for air.
| |
| 2.3-34 Rev. OL-24 11/19
| |
| | |
| ratio of the plume rise from N sources to the plume rise from a single source (EN =
| |
| h1) is given in the following equation by Briggs (1975):
| |
| N + S 12 (2.3-7)
| |
| E N = --------------
| |
| 1 + S ere:
| |
| N= Number of towers;
| |
| ( N - 1 )s 32 (2.3-8)
| |
| S = 6 ---------------------
| |
| 13 N h ere:
| |
| s = Spacing between adjacent sources; and h1 = Plume rise for a single source.
| |
| corrected plume rise, hN may then be calculated by hN = EN h1.
| |
| .2.2.2.2.4 Topography Correction height of the plume is computed by the following:
| |
| H=h + hN - hT (2.3-9) ere:
| |
| h = Height of tower (meters);
| |
| hN = Plume rise for N sources; and hT = Height of terrain above tower base level.
| |
| 2.3-35 Rev. OL-24 11/19
| |
| | |
| generalized equation for Gaussian dispersion of a plume is as follows:
| |
| Q y 2 z-H 2 z+H
| |
| , y, z ;H ) = ----------------------- exp - 1 2 ------ exp - 1 2 ------------- + exp - 1 2 -------------
| |
| 2 y z u y Z z (2.3-10) ere:
| |
| X = Water vapor concentration at (x,y,z) in g/m3; Q = Source strength (g/sec) of water; u = Mean wind speed through the vertical extent of the plume (m/sec);
| |
| y, z = Horizontal and vertical dispersion coefficients at distance X; and H = Effective release height.
| |
| compute water vapor concentration at the plume centerline, y = 0 and z = H, and the ation reduces to:
| |
| Q Q 2 2H 2
| |
| = ----------------------- exp - 1 2 ------ + exp - 1 2 --------
| |
| 2 y z u Z Z Q H 2 (2.3-11)
| |
| ---------------------- 1 + exp - 2 ------
| |
| 2 y z u Z s centerline water vapor concentration (as a function of distance) is used to compute length of the visible plume.
| |
| method is based upon the assumption that the plume reaches the specified ditions of ambient temperature and moisture density ( Ta, Xa) linearly from the exit ditions (Te, Xe) as shown on Figure 2.3-16. The visible plume is presumed to minate when the moisture density in the plume falls below the saturated conditions Xs) as shown on Figure 2.3-16.
| |
| 2.3-36 Rev. OL-24 11/19
| |
| | |
| sity, Xe, corresponding to exit temperature, Te, is used as a first estimate of the perature Ts, denoted by Ts, and is obtained from the following:
| |
| 1 (2.3-12)
| |
| T s = 0.5 ( T e + T a )
| |
| s estimate of Ts is then used to calculate the saturation moisture density for the air, a, and also the moisture density for the plume, Xs,p, from linear interpolation between exit and ambient conditions. If the two values of Xs agree within 0.001, then the cedure is terminated; otherwise, a second iteration is performed, etc.
| |
| .2.2.2.2.6 Ground-Level Concentrations compute water vapor ground-level concentration, y=z=0. Therefore, Equation 2.3-8 uces to the following:
| |
| Q -H 2 H 2
| |
| = ----------------------- exp - 1 2 ------- + exp - 1 2 ------
| |
| 2 y z u Z Z Q H 2 (2.3-13)
| |
| ----------------- exp - 1 2 ------
| |
| y z u Z rder to compute the temperature at ground level downwind of the tower, a linear tionship is assumed between temperature (T) and moisture content of air (X) as wn on Figure 2.3-17.
| |
| predicted ground-level temperature is then compared with the ambient temperature, to check for an increase in ground-level temperature.
| |
| prediction of ground-level fogging is made by determining if the ground-level sture content, XG, is equal to or greater than the end of plume moisture content. If is the case, ground-level fogging is assumed to occur. Groundlevel icing is assumed ccur if the ambient temperature is 0°C or lower and ground-level fogging is predicted.
| |
| increase in ground-level humidity is predicted by comparing XG (ground-level plume sture content) to the moisture content corresponding to the ambient humidity.
| |
| .2.2.3 Fogging, Icing, and Drift he following sections, the effects of the operation of the Callaway Plant site cooling ers on the local environment, surrounding agriculture, housing, highway safety, reation, air and water traffic, and nearby airports are discussed. Factors discussed 2.3-37 Rev. OL-24 11/19
| |
| | |
| issions from cooling towers consist of water vapor formed as a result of the porative cooling process and very small water droplets called "drift." The water vapor n recondenses (depending on the prevailing meteorological conditions) to liquid form r leaving the tower, producing visible plumes of various lengths. Drift from the tower mally contains dissolved particles that can contribute to ambient ground-level ticulate concentrations and to particle deposition.
| |
| .2.2.3.1 Fogging and Icing Effects of Natural Draft Cooling Tower Vapor Plumes eneral discussion of the program used to evaluate the extent of cooling tower plumes, uding a mathematical description of the model, its specific input requirements, and results of a detailed comparison and validation with full-scale field observations of ling tower plumes, is presented in Section 2.3.2.2.2.
| |
| model (Dames & Moore TOWER 1) estimates the frequency of occurrence of the owing phenomena as a function of both direction (16 sectors) and distance 00-foot intervals to a distance of 20,000 feet) from natural draft cooling towers:
| |
| : a. The length of visible plumes downwind of the towers;
| |
| : b. Ground-level fogging;
| |
| : c. Ground-level icing;
| |
| : d. Increases in ground-level ambient relative humidity; and
| |
| : e. Increases in ground-level ambient temperature.
| |
| site meteorological instrumentation provided hourly data on wind speed, wind ction, ambient temperature, and ambient dew point at the 10-meter level of the tower, well as the vertical temperature gradient between 10 and 90 meters. Hourly Pasquill bility class was using the measured vertical temperature gradient in accordance with NRC stability criteria (Regulatory Guide 1.23, 1972). Data accumulated over a 3-year nitoring period were used as input to the model. The periods of data collection were y 4, 1973 to May 4, 1975 and March 16, 1978 to March 16, 1979.
| |
| 2.3-38 Rev. OL-24 11/19
| |
| | |
| NATURAL DRAFT TOWER DESIGN CHARACTERISTICS FOR CALLAWAY PLANT Tower height (ft): 555 Exit diameter (ft): 252.7 Number of towers: 2 Water flow per tower (gpm): 568,000 Design heat rejection rate per tower (Btu/hr): 8.04 x 109 primary assumptions used in the modeling analysis were the following:
| |
| : a. No plume rise enhancement effects occur due to the multiple-tower configuration. Buoyancy effects of the two towers were not considered to be additive. This is a conservative assumption which results in a slightly lower predicted plume rise (therefore, a greater frequency of fogging and icing) than would be predicted if muiltiple-source plume rise enhancement were accounted for.
| |
| : b. No significant terrain features exist within 5 miles of the site.
| |
| results of the modeling analysis are presented in Tables 2.3-43 and 2.3-44. These es illustrate the total number of predicted occurrences as well as the percent uency distribution of visible plume length and ground-level fogging for the 3-year a period. Ground-level icing, ground-level relative humitidy increases of 1 percent or ater, and ground-level temperature increases of 1 percent or greater were also culated by the model. Each of the two tables has a similar format; the number and cent frequency of occurrence (of each phenomenon) projected by the model are d for the affected sector directions at each of 20 distances (1,000 through 20,000 t at 1,000-foot intervals) and for any predicted occurrences beyond 2,000 feet. The l column of each table lists the total predicted occurrences for each sector. Since a ble plume, for example, may extend over several distance intervals for the same hour, "total" column is not the sum of the frequencies for the 21 distance columns. One r is never counted more than once in the total column, although it may be counted in occurrences for two or more distance intervals.
| |
| le 2.3-43 indicates that the cooling tower plumes are not expected to have a nificant effect on the environment. The maximum frequency of occurrence of visible mes in the tower vicinity (up to 1,000 feet downwind) is 11.4 percent of the time in the th sector. Visible plumes beyond the approximate site boundary distance occur no 2.3-39 Rev. OL-24 11/19
| |
| | |
| le 2.3-44 shows that only six ground-fogging conditions are projected. Ground-level g occurs during below freezing temperatures accompanied by wind speeds high ugh to bring the plume to the ground. During the six instances of projected ground ging, high winds were present, but temperatures were above freezing; therefore, no ances of ground icing were projected.
| |
| imal increases in ground-level relative humidity were projected (increases were jected less than 1 percent of the time in 3 years) and no ground-level temperature eases were projected. The reason the model predicts a low frequency of occurrence these phenomena is primarily due to the great tower height (555 feet) and the large t flux per tower (8.04 x 109 Btu/hr). These conditions result in elevated plumes that ly reach the ground downwind of the towers. Although the overall rise of the vapor me will be reduced under conditions of partial load, there will be a corresponding uction of water vapor content in the plume. At 50 percent load, eight instances of und fogging were calculated compared to six instances at 100 percent load. Ground ging instances at 50 percent load are provided in Table 2.3-45. No instances of und icing were calculated at either 50 percent or 100 percent load.
| |
| .2.2.3.2 Drift Effects onservative method of estimating the solids fraction of the total drift emissions is to ume that the total dissolved and suspended solid content of drift droplets is ivalent to levels found in cooling tower blowdown discharges. Blowdown from the laway cooling towers is expected to contain a maximum of 0.015 lb/gal total dissolved ds. Combined drift emissions from the two natural draft towers are estimated to be
| |
| .2 gpm, based on a circulatory water flow of 568,000 gpm per tower and a drift loss of 2 percent. Combining the 0.015 lb/gal solids content with the 227.2 gpm total drift ssions from both towers, it is estimated conservatively that the total maximum solids ivalent emission rate from both cooling towers is 3.408 lb/min (or 25.73 g/sec). The mical composition of the dissolved solids is as follows:
| |
| CATIONS Calcium 552 ppm Magnesium 304 ppm Sodium 385 ppm Potassium 29 ppm ANIONS Bicarbonate 80 ppm 2.3-40 Rev. OL-24 11/19
| |
| | |
| Chloride 96 ppm Phosphates 2 ppm Nitrates 12 ppm method used to establish ground-level total dissolved solids concentrations and osition arising from the natural draft towers at the plant was suggested, in part, by nna (1978). This model has been shown by Hanna to give reasonable results when pared to the Chalk Point data given by Meyer and Stanbro (1977a). The model first ermines the radius, rise, and trajectory of the vapor plume. Drift droplets are assumed all out of the vapor plume at a rate dependent upon the size of the droplets. The izontal component of the droplets' horizontal motion is assumed equal to the ambient d speed. Further, the model makes the following assumptions:
| |
| : a. No aerodynamic downwash. This is a conservative assumption which will effectively allow a greater predicted deposition of droplets beyond the plant boundary. Downwash effects have been shown to cause a larger droplet deposition within 1 km of natural draft towers (Slawson, 1976).
| |
| : b. No droplet evaporation. This is also a conservative assumption for two reasons. First, when a droplet evaporates, its mass decreases hence, it has a significantly smaller settling velocity, which decreases the chance of ground-level impact. Secondly, this assumption implies a relatively high ambient humidity. As indicated on Figure 2.3-17, a greater percentage of the drift droplets may be expected to fall directly to ground level during high ambient humidity.
| |
| : c. Ground-level particulate concentrations and deposition due to diffusion effects are negligible when compared to drift droplet trajectory-type fallout. It is assumed that all solids are carried out of the tower within the larger droplets.
| |
| centerline trajectory of a vapor plume as given by Briggs (1975) in the following ation:
| |
| z = HT+1.6F1/3 x2/3 U -1 (2.3-14) where:
| |
| z = Vertical plume elevation above ground; x = Downwind distance; 2.3-41 Rev. OL-24 11/19
| |
| | |
| HT = Tower height.
| |
| ording to Briggs (1975), the above plume rise equation is applicable for all distances ing neutral and stable conditions and at distances within the droplet settling region ing stable conditions.
| |
| initial buoyancy flux, F, is given by Briggs (1969) in the following equation:
| |
| F = 2.59 x 10-5 Qh (2.3-15) where:
| |
| Qh = Heat rejection rate in Btu/hr.
| |
| assumed radius of the vapor plume is given in the following equation:
| |
| R = Ro + z (2.3-16) ere:
| |
| Ro = Initial plume radius (i.e., the radius of the tower); and z = An entrainment coefficient, generally estimated to be of order 0.5 (Briggs, 1975).
| |
| upper and lower boundaries of the plume can therefore be written as follows:
| |
| zpu = Z + R (2.3-17) zpl = Z - R (2.3-18) ce the upper and lower boundaries of the vapor plume are known as a function of ance (refer to Equation 2.3-1), it is possible to determine the upper and lower ndaries of the drift droplet plume by considering the settling velocities of the drift plets.
| |
| tling velocities as a function of drift droplet size used herein are those given by lemann (1968) and Slawson (1976). Table 2.3-46 provides settling velocities for h of the seven droplet size categories. These data are based on measurements ained during the Chalk Point dye tracer experiment (Environmental Systems 2.3-42 Rev. OL-24 11/19
| |
| | |
| as further been demonstrated by Wigley (1975) and Slawson (1976) that drift droplet action and evaporation is a function of relative humidity. The results of the Wigley and wson studies are shown on Figure 2.3-17 and are valid for a plume or source height 00 meters at 25°C. (A plume height of 300 meters is realistic for a tower height of 555 t such as that constructed by Union Electric for the Callaway Plant.) The implication of results shown on this figure is that only droplets larger than approximately 60 m can ch the ground by direct trajectory-type fallout, except during extremely high ambient tive humidities. The remainder will usually stay airborne for extended periods of time.
| |
| ough these smaller droplets represent a large fraction of the drift mass, they do not tribute significantly to ground-level particulate concentrations or deposition.
| |
| en the droplet size distribution shown in Table 2.3-46, droplets will reach the ground ifferent distances from the source (as a function of their initial size). Calculations e performed for all of the droplet size ranges given in Table 2.3-46 to determine the ximum and minimum distances of impact for each range of droplet sizes. These culations were based on the appropriate settling velocitiy for each droplet size range the determination of plume radius and plume rise given by equations 2.3-14 through
| |
| -18.
| |
| les 2.3-47 and 2.3-48 provide the maximum and minimum impact distances for each plet size range and the area of impact for each distance increment based on a sector th of 22.5 degrees. Based on the droplet emission rate from the cooling tower and the rmation provided in Table 2.3-47 and 2.3-48, the instantaneous volumetric und-level concentration of total dissolved solids, C, was calculated for each distance ement as follows:
| |
| (2.3-19)
| |
| C = Rm---------
| |
| Av ere:
| |
| R = Droplet emission rate (25.73 grams/sec);
| |
| m = Mass fraction; A = Area of impact bounded by the appropriate distance increments over a 22.5-degree sector radiating from the tower (m2); and v = Settling velocity (m/sec).
| |
| arate concentration calculations were made for each distance increment and also for h of two wind speeds. Table 2.3-47 shows concentrations based on the mean wind 2.3-43 Rev. OL-24 11/19
| |
| | |
| y 2.7 percent of the time.
| |
| maximum off-site concentration (assuming a site boundary radius of 1,200 meters) btained by adding the concentrations occurring in each distance increment shown in les 2.3-47 and 2.3-48, where these distance increments overlap. For the case of a d speed of 5.17 m/sec (Table 2.3-47), the maximum concentration is 0.96 g/m. This centration occurs at 2,000 to 3,000 meters from the cooling towers, because of the rlapping of the second, third, fourth and fifth distance increments and also at 3,400 to 00 meters where the third, fourth, fifth and sixth distance increments overlap. For the e of a 10 m/sec wind speed (Table 2.3-48), the maximum off-site concentration is 3 g/m at a distance of 1,400 to 1,800 meters from the site where the third, fourth, fifth distance increments overlap.
| |
| ximum off-site annual total dissolved solids deposition for each of 16 affected sectors rovided inTable 2.3-49. Separate deposition rates were determined for the mean site wind speed rate of 5.17 m/sec and the on-site wind speed which is exceeded 2.7 cent of the time (10 m/sec). The deposition, D, was calculated as follows:
| |
| i=7 (2.3-20)
| |
| D = ci vi fs i=1 ere:
| |
| Ci = Instantaneous total dissolved solids concentration at ground level for distance increment i (mg/g/m3);
| |
| vi = Settling velocity for increment i (m/sec);and fs = Frequency of wind direction for sector s.
| |
| d direction frequency by sector, fs was determined from on-site wind direction asurements at the 60-meter level over the periods May 4, 1973 to May 4, 1975, and rch 16, 1978 to March 16, 1979.
| |
| maximum off-site deposition rates occur at the same distances from the cooling ers as the maximum off-site concentrations. Table 2.3-49 shows that the maximum site deposition rate for the mean site wind speed of 5.17 m/sec is 28.84 grams per r per square meter (g/yr/m2) and occurs in the north sector due to the prevailing therly winds. The maximum off-site deposition rate, based on a 10-m/sec wind, is 1 g/yr/m2 and occurs in the east-southeast sector, since the greatest frequency of 2.3-44 Rev. OL-24 11/19
| |
| | |
| .2.2.3.3 Other Effects his section, plume shadowing effects, noise, possible synergistic effects as a result of mixing of fog and drift with other effluents, and the modification of local precipitation terns are discussed.
| |
| area surrounding the site is used primarily for agricultural purposes. The results of previous analyses indicate that the only significant effect from operation of the towers be the aesthetic effect of visible vapor plumes at high altitude. The only possible erse effect of these visible plumes would then be a shadowing of direct sunlight by plume itself. Bogh (1975); Junod, et al. (1975); and Bantels and Casper (1975) estigated the problem of plume shadowing using analytical and numerical modeling hniques; and predicted reductions of up to 20 minutes per day of sunshine in the ediate vicinity of cooling tower installations similar to the type described herein. At ances of 5 to 6 miles from the towers, sunlight reductions of approximately 1 min/day e predicted. These reductions of direct sunlight by plume shadowing are similar to se expected from natural cloud formations; therefore, plume shadowing effects on al agriculture are not expected to be a significant factor.
| |
| noise characteristics of the proposed towers are not expected to have any ceable impact on the area near the plant. Noise levels of 65 to 75 dB have been asured at a distance of 100 meters from a group of eight natural draft towers in gland. Even though these towers are in the vicinity of dwellings, this noise level has n accepted by the public (Leason, 1974). At Callaway, the nearest residence is roximately 1,770 meters away from the towers.
| |
| re are no proposed or existing continuous combustion sources of significant size in area immediately surrounding the site that could contribute to any synergistic effects, h as acid mist. The only sources of combustion at the plant will be the auxiliary boiler diesel generators used periodically for start-up/shut-down operations, tests, and ergency purposes.
| |
| effect of the proposed towers upon local cloud and precipitation patterns is expected e negligible. Plumes have been observed to evaporate and then reappear as ulus clouds downwind from cooling towers; however, such effects are localized.
| |
| ses of minor initiation or augmentation of precipitation have been documented, for mple, Agee, 1971; however, these effects occur only under exceptional teorological conditions. Hanna and Gifford (1975) conclude that the atmospheric cts of cooling tower heat and moisture dissipation rates, including precipitation cts, are not serious problems.
| |
| 2.3-45 Rev. OL-24 11/19
| |
| | |
| design parameters and sections of the plant site where they are used, which were eloped in Sections 2.3.1 and 2.3.2, are listed below.
| |
| d Loadings (Refer to Section 3.3.1) laway Design Parameters:
| |
| -Year Return Period Fastest Mile of Wind: 85 mph iation of 100-Year Return Period Fastest Mile of Wind Speed and Total Structural sponse Gust Factor with Height:
| |
| HEIGHT WIND SPEED GUST (ft) (mph) FACTOR 30 85.0 1.30 100 100.6 1.20 200 110.9 1.15 300 117.3 1.12 400 122.2 1.11 500 126.0 1.10 600 129.3 1.09 nado Loadings (Refer to Section 3.3.2) laway FSAR Design Parameters:
| |
| nual Probability of Occurrence: 1.21 x 10-3 sign Basis Tornado:
| |
| ximum Wind Speed: 360 mph ximum Rotational Speed: 290 mph ximum Translational Speed: 70 mph dius of Maximum Rotational Speed: 150 ft ximum Pressure Drop Rate: 3 lb/in2 2.3-46 Rev. OL-24 11/19
| |
| | |
| imum Translational Speed: 5 mph uipment Identification and Environmental Conditions (Refer to Section 3.11.1) ods (Refer to Section 2.4.2) bable Maximum Flood (PMF), Potential Dam Failures Seismically Induced (Refer to tion 2.4.3) bable Maximum Surge and Seiche Flooding (Refer to Section 2.4.5) laway Design Parameters:
| |
| ight of 100-Year Return Period Snowload 119.2 lb/ft2 48-Hour PMP:
| |
| -Year Return Period Fastest Mile of Wind: 85 mph gional Recorded Temperature Extremes:
| |
| Hottest: 116°F Coldest: -26°F ximum Recorded 1-Hour Precipitation: 2.73 in.
| |
| ximum Recorded 24-Hour Precipitation: 6.61 in.
| |
| ximum Radial Icing: 25-Year Return Period 2.5 cm 50-Year Return Period: 3.5 cm 100-Year Return Period: 5.6 cm mate Heat Sink (Refer to Section 9.2.5) laway Design Parameters:
| |
| iod of Meteorological Conditions Resulting in Minimum Heat Transfer from etention Pond: Single Day: July 12, 1969 30 Days: July 7 through August 5, 1955 2.3-47 Rev. OL-24 11/19
| |
| | |
| iod of Meteorological Conditions Resulting in Maximum 30-Day Evaporation from ention Pond:
| |
| July 2 through July 31, 1954 er to Tables 2.3-13 through 2.3-15 for design values.
| |
| .3 ON-SITE METEOROLOGICAL MEASUREMENT PROGRAMS
| |
| .3.1 Preoperational and Operational Monitoring Programs site meteorological measurement programs began with the installation of a porary mechanical weather station on site on March 27, 1972, as part of a multisite a acquisition system. At that time, this particular temporary station was located on the laway site, the designated Site C-5 (refer to Figure 2.3-18) in the northeast quarter of tion 14, approximately 3,000 feet southwest of Reform, Missouri. The mechanical ather station was operated continuously until its dismantling on September 24, 1973.
| |
| data from this station were valuable in determining the layout and orientation of the manent meteorological tower. No further use was made of these data.
| |
| preoperational program was initiated when the permanent meteorological nitoring system was started on May 4, 1973. The monitoring continued until May 4, 5, when the construction permit requirements for on-site meteorological data were sfied. However, the on-site monitoring was reinstituted on March 16, 1978. Three rs of data have been analyzed for the following meteorological record periods: May 4, 3 to May 4, 1975 and March 16, 1978 to March 16, 1979.
| |
| uly of 1981, two instruments were installed at the permanent tower. A tipping bucket gauge replaced the previously used weighing rain gauge. In addition, a battery rated event recorder was added to record precipitation.
| |
| econdary meteorological tower was constructed in October of 1982 for the purpose of aining back-up data. It became operational in July of 1983 when sensors were alled on the tower and translating and recording equipment was set up in the ergency Operations Facility (EOF) to monitor the secondary tower. Additionally, ipment at the permanent tower was replaced at that time. New sensors, translators, analog recorders were installed, tested, and put into operation. In October 2007, the manent 90 meter tower was destacked to become a 60 meter meteorological tower.
| |
| o, the secondary meteorological tower and meteorological equipment located at the F was removed.
| |
| 2.3-48 Rev. OL-24 11/19
| |
| | |
| teorological measurements at the plant site include redundant A and B channels of d speed, wind direction, wind direction variability, temperature, temperature erence between 10 meter and 60 meter elevations, relative humidity (only one at 60 ter and one at 10 meter), and precipitation (one at 1 meter). The types of asurements made, the elevations of the sensors, and the types of instrumentation d are described in Sections 2.3.3.1.2 and 2.3.3.1.3.
| |
| .3.1.2 Locations and Elevations of Instruments 60 meter permanent meteorological tower is located in an open field approximately miles east-northeast of the site at latitude, 38°45'54.3"N; longitude, 91°45'27.4"W.
| |
| tower is on a plateau that has flat to undulating terrain (Figure 2.3-18). The teorlogical tower was sited according to the guidance provided in Safety Guide 23.
| |
| meteorological tower is located on level, open terrain at a distance equal to at least times the height of any nearby obstruction that exceeds one-half the height of the d measurement. The tower is located far enough away from Callaway Unit 1 ctures and topographical features to avoid airflow modifications. The terrain height erence between the meteorological tower and the Callaway Unit 1 reactor area is roximately 16 ft (5 m). The terrain profile has a very fentle slope and therefore, has nsignificant impact on site dispersion conditions.
| |
| re are two instrument elevators located on two faces of the meteorological tower.
| |
| h face has a 10 meter and 60 meter instrument carriage boom which comprises the nd B channels. Each carriage boom has a wind speed, wind direction, and perature sensor. One relative humidity sensor is located on the 10 meter A channel the 60 meter B channel boom each. The instrument carriage booms are at least two er widths (610 or 2.1 meters) from the towers nearest side rail.
| |
| permanent tower, a Rohn Series 80, is 197 feet (60 meters) high and has a base de at an elevation of 824 feet. It is constructed of well-grounded OSHA-approved vanized steel pipe. The shed, 15 feet long by 12 feet wide by 8 feet high, is located feet from the tower base; it is constructed of steel with fiberglass insulation. A plot n of the permanent (primary) tower facility is shown on Figure 2.3-19. The wiring that ds from the tower to the instrument shed is housed in an overhead conduit anchored special waveguide supports.
| |
| entire area is surrounded by a 6-foot high, chain-link fence. Tower yard facilities and d gates are locked at all times.
| |
| precipitation sensor is located in a small, locked, fenced enclosure just east of the d.
| |
| 2.3-49 Rev. OL-24 11/19
| |
| | |
| ction, temperature difference between the 60-meter and 10-meter levels, and points from the relative humidity and temperature. The main data logger teorological data is sent to the plant process computer via a communication system to a secondary logger.
| |
| .3.1.3 Description of Instruments manufacturer, model number, accuracy, threshold, and range of operation of the rumentation installed on the tower for the first two data acquisition periods appear in les 2.3-50 and 2.3-51. Information on the instruments installed in July of 1983 can be nd in Table 2.3-51A. Information on the instruments installed in October 2007 can be nd in Table 2.3-51B. Accuracy of the instrument systems measuring wind direction, d speed and temperature conform with NRC Regulatory Guide 1.23. The MetOne d speed transmitter has a threshold of 0.6 mph and has a calibrated range of up to mph. Temperature measurements are made with an accuracy for time averaged ues of +/-0.1°C. All temperature difference measurements are made with an accuracy 0.05°C, since each RTD is matched to its RTD curve in the data logger.
| |
| ase of a power failure at the tower, there is an emergency electric generator that ts automatically and provides power to the meteorological instruments within 40 onds.
| |
| .3.1.4 Calibration and Maintenance of Instruments
| |
| .3.1.4.1 Calibration h instrument is calibrated in the laboratory and checked to verify that it performs ording to the manufacturer specifications prior to installation. A second calibration is de at the site after system installation to correct any problems that may arise due to allation and initial operation. The precipitation gauge is calibrated on an annual basis.
| |
| ibrations are performed on all other sensors at 6-month intervals. During calibration, instruments are checked and cleaned. Parts are replaced as necessary. The ruments are then recalibrated using NBS-traceable standards and using procedures ed on vendor recommendations.
| |
| ibrations are always conducted in three phases. The performance of each system is cked first against standards before any adjustments are made. Then adjustments
| |
| /or repairs are made as needed. Finally, the system performance is checked again, n the first step. Records of repairs and calibrations are carefully maintained.
| |
| .3.1.4.2 Maintenance meteorlogical tower is inspected daily. Additional trips are made to the site whenever airs are required. On each visit, all instruments are inspected to ensure that sensors 2.3-50 Rev. OL-24 11/19
| |
| | |
| .3.1.5 Data Recording Systems ensure the desired 90 percent data recovery, redundant digital data recording tems were installed at the meteorological tower and on the Plant Process Computer.
| |
| ystems diagram of the dual recording system is shown on Figure 2.3-20.
| |
| .3.1.6 Data Processing urly averages with the exception of precipitation and wind direction of the digital ute-by-minute observations were calculated using the following scalar equation:
| |
| n (2.3-21) rj B = ---
| |
| n B ji i=1 ere:
| |
| B = Average hourly value for the "j"th variable (in engineering units);
| |
| n = Total number of minute observations during the hour (normally 60), but if n is less than 20, data for that hour are considered to be missing; Bji = "i"th minute observation on the "j"th variable (millivolts); and rj = Conversion factor to change the "j"th variable into engineering units.
| |
| ereas most of the averages are scalar in form, the average wind direction is ermined by the following averaging techniques:
| |
| : a. Each minute observation of wind vector (speed and direction) is broken into its components, U and V, according to the following:
| |
| Ui = Si sin ( 1- ) (2.3-22)
| |
| Vi = Si cos ( 1 - ) (2.3-23) ere:
| |
| 2.3-51 Rev. OL-24 11/19
| |
| | |
| (m/sec);
| |
| Vi = North-south component of wind for the minute (m/sec);
| |
| Si = Scalar wind speed for the minute (m/sec); and 1 = Wind direction for the minute (degrees from true north).
| |
| : b. The U and V components are added separately, and the sums are divided by the total number of minute observations for the hour to establish the average components U and V, as follows:
| |
| n (2.3-24) 1 U = ---
| |
| n U1 i=1 n
| |
| (2.3-25) 1 V = ---
| |
| n V1 i=1 ere:
| |
| U = Average east-west component of wind for the hour (m/sec);
| |
| V = Average north-south component of wind for the hour (m/sec);
| |
| and n = Number of valid minute observations for the hour.
| |
| : c. The average wind direction is found by converting the average components into a vector direction as in the following equation:
| |
| -1 (2.3-26)
| |
| = tan ( U V + )
| |
| where:
| |
| = Average vector wind direction during the hour.
| |
| The precipitation accumulated during the hour is established by subtracting the amount of precipitation measured by the rain gauge at the beginning of the hour from the amount at the end of the hour.
| |
| 2.3-52 Rev. OL-24 11/19
| |
| | |
| three variables, together with the primary and secondary (back-up) measurements for each, are as follows:
| |
| MEASUREMENT RAMETER PRIMARY DATA SECONDARY DATA izontal 10 meters-A Channel 10 meters-B Channel d Speed 60 meters-A Channel 60 meters-B Channel izontal 10 meters-A Channel 10 meters-BChannel d Direction 60 meters-A Channel 60 meters-BChannel tical 10 meters and 60 meters 10 meters and 60 meters perature AChannel BChannel erence secondary measurement is necessary only during periods of outage of the primary tem.
| |
| final step in the data reduction program is the listing in sequential order of the current, hourly averaged values of the weather elements observed at the site. A uential listing of the hourly data for a full year constitutes an annual meteorological ord of the site, which provides input data for all types of meteorological analyses essary for establishing the site's atmospheric qualities. The sequential listing is used nput in computer programs to calculate doses for both routine and accidental ases of gaseous radionuclides to the atmosphere.
| |
| .3.1.7 Operational Monitoring Program ing operation of Callaway Plant Unit 1, the meteorological monitoring program will be tinued for the following purposes:
| |
| : a. To provide real-time meteorological information in the plant control room to be used for decisions concerning routine plant operations;
| |
| : b. To provide real-time meteorological information in the plant control room from which initial estimates of the radiological consequences of an 2.3-53 Rev. OL-24 11/19
| |
| : c. To provide the meteorological summaries from which the concentrations of radionuclides due to atmospheric releases during normal plant operations can be established.
| |
| accomplish these goals, the following meteorological parameters will be monitored in control room during the operational phase of the plant:
| |
| : a. Wind speed at two levels (10 and 60 meters A and B Channels);
| |
| : b. Wind direction at two levels (10 and 60 meters A and B Channels);
| |
| : c. Ambient reference temperature (10 meters);
| |
| : d. Ambient dew-point temperature (10 meters, 60 meters);
| |
| : e. Vertical temperature difference,T, for two height intervals (between 10 and 60 meters A and B Channels)
| |
| : f. Precipitation at 1 meter level.
| |
| teorological measurements are transmitted to the plant computer and averaged over minute intervals. These 15 minute averages are displayed in the control room and ed in the computer.
| |
| ng-term file of on-site meteorological data is maintained on the plant computer.
| |
| ality Assurance records are periodically prepared from this data.
| |
| .3.1.8 System Performance
| |
| .3.1.8.1 Data Recovery a recovery rates for concurrent meteorolgical data used for dispersion estimates nd speed, wind direction, and vertical temperature difference) were greater than 90 cent, as required by Regulatory Guide 1.23. Concurrent data recovery rates were anced by (1) use of the wind power law described in Section 2.3.3.1.6 to estimate sing wind speed data at one level from existing data at another level; and (2) use of sting vertical temperature difference data at one level to estimate missing vertical perature difference data at another level. Use of existing vertical temperature erence data assumes a constant lapse rate over both vertical temperature difference ements.
| |
| le 2.3-52 provides data recovery rates for all parameters measured over the bined periods May 4, 1973 to May 4, 1975 and March 16, 1978 to March 16, 1979.
| |
| 2.3-54 Rev. OL-24 11/19
| |
| | |
| overy rates based on the enhancement methods described above. All data recovery s provided in Table 2.3-53 exceed 90 percent.
| |
| e to occasional malfunctions of the precipitation sensing and recording system, rall (3 years combined) precipitation data recovery was below 90 percent. Since (1) cipitation totals are meaningless when even a small portion of the data are missing (2) the site is separated by only 25 miles of nearly flat terrain from the NWS station olumbia, Missouri, and (3) precipitation measurement techniques and rumentation are nearly identical on site with techniques and instrumentation at umbia. NWS precipitation data rather than on-site data were used for generation of atological precipitation statistics and the precipitation wind roses.
| |
| blems encountered with the data collection program are discussed in the following ponse to NRC Item 451.7C. The Union Electric Company's meteorological monitoring tem consists of Climet wind systems located at the 10-, 60-, and 90-meter (m) levels; met delta temperature systems that measure temperature differences between the 10-60-m levels and also the 10- and 90-m levels; an EG&G cooled mirror dew point tem at 10 m; a back-up Climet lithium chloride (LiCl) dew point system at 10 m; a met temperature sensor at 10 m; and a Climet weighing bucket rain gauge at 2 m.
| |
| data as of March 1978 are recorded on Esterline Angus (EA) analog recorders. The uential multipoint recorder, EA Model E1124E, records the reference temperature, l dew point, and both delta temperatures. (In Phase I of this study, the multipoint also orded the 90-m dew point.) Three EA E1102S side-by-side dual-pen analog recorders ord the wind speed and wind direction at all three tower levels. The EG&G cooled ror dew point is also recorded on a separate EA L1101S analog recorder. The ghing bucket rain gauge records precipitation on an EA 6016 analog recorder. Before rch 1978, digital data were available to augment the analog data, but with the inning of the last FSAR data collection year, this digital data system was jud uitable as a back-up system and, therefore, was not used in the final FSAR year.
| |
| Union Electric 3-year data collection effort has been noteworthy because of the blems that the instruments and recorders have had. The dual-pen recorders that ord wind speed and wind direction have capillary inking pens. The pens have had a dency to accumulate ink at the tip; the ink dries, blocking ink flow and preventing data m being recorded on the analog charts. This occurrence does not take place at all orders concurrently, and if it does happen at the 10-m primary data level, data from er the 60- or 90-m wind sensors are substituted after the data are adjusted to height.
| |
| multipoint recorder has had numerous breakdowns over the 3-year period. Another tipoint recorder is used if the original recorder is not repairable at the site. The inal recorder is placed on line after being repaired by the manufacturer.
| |
| 2.3-55 Rev. OL-24 11/19
| |
| | |
| tem. In the event of the EG&G dew point failure, the LiCl dew point data are stituted until the EG&G dew point is back on line.
| |
| 60-10m delta temperature displayed intermittent problems in the first 2 years of data ection. This problem appeared during periods of high humidity. Numerous tests were formed on the 60-10m delta temperature system to no avail. Finally, the problem was ed to a small crack in the tower cabling from the 60-m level. All tower cabling was laced and the problem ceased. When the 60-10m data did appear suspect, it was alidated and 90-10m delta temperature data substituted.
| |
| ddition to instrument and recorder problems, the Union Electric meteorological tower been hit by lightning, ice storms, and freezing drizzle. Lightning has struck the tower east three times, knocking out all instrumentation. Freezing drizzle and ice storms e frozen the wind sensors and stopped the sensors from functioning normally. In rch 1981, heaters were installed on all three levels of wind sensors to prevent this g problem.
| |
| combination of recorder malfunctions, sensor malfunctions, and acts of God have ked together, yielding reduced data recovery rates at the 10-m primary level.
| |
| cedures have been implemented to increase the data recovery for all parameters.
| |
| se procedures consist mainly of intensified inspection of the monitoring system rating parameters by Union Electric personnel performing site checks in order to re quickly identify potential problems and respond with remedial measures. It is ected that this increased attention to system operation, along with the new tower ling and sensor heaters (where appropriate), will increase the valid data recovery of meteorological monitoring system. As can be seen in the response to Item 451.8C, a recovery of meteorological parameters has been generally above the 90 percent of recovery specified for most such parameters.
| |
| rument operating difficulties were experienced with the precipitation gauge at the laway site. Since precipitation events can produce significant quantities of cipitation during short periods of time, even short periods of instrument outage can ult in serious distortion of the data base. The Columbia National Weather Service is hin 40 km (25 miles) of the Callaway site, and there are no intervening topographic tures to suggest the two locations would have different precipitation climatologies.
| |
| refore, it was decided that the Columbia precipitation data were probably more resentative of the Callaway site than the short-term data available from the on-site sor. Considering the seasonal and annual anomalies that can occur in precipitation a, the Columbia period of record is almost certainly more representative of the laway site than any 2- or 3-year period measured on site.
| |
| re emphasis has been placed on the careful operation of the on-site precipitation sor since March 1979. Except for a 3-month period in 1980, it has been operating at ter than 90 percent data recovery. During that 3-month period, an evaporation study 2.3-56 Rev. OL-24 11/19
| |
| | |
| sor at the on-site tower is being replaced to provide a more accurate, reliable data
| |
| : e. The replacement sensor will use the tipping bucket method of measurement. This thod is considered superior, with respect to accuracy, reliability, and resolution, to the sently used method of determining precipitation, which is a weighing bucket.
| |
| ough it is recognized that in real time, precipitation data from Columbia may be wed or may differ from that of the Callaway site, such as if a rainstorm should arrive he two locations at different times or if it should arrive at one and not the other, it is ected that the Columbia data will be comparable to conditions at the Callaway site.
| |
| ough the data since March 1979 have not been recovered from the strip chart ordings, they are available for making a real-time comparison between Columbia and laway or a longer-term comparison when a sufficiently large data base is available to rage out seasonal and annual anomalies.
| |
| status of the program since March, 1979 is discussed in the following response to C Item 451.8C. Since March 1979, the on-site meteorological monitoring program continued to operate. The instruments are checked three times per week by Union ctric-Nuclear Operations and calibrated quarterly by Dames & Moore. The data are orded on analog recorders. The strip charts records are reviewed to verify that the a are acceptable and then archived at the Dames & Moore office in the Chicago area.
| |
| imated percentage data recovery rates for each parameter are as follows:
| |
| 04/79 01/80 01/81 to to to PARAMETER 12/79 12/80 02/81 Wind Speed, 10m 90 92 94 Wind Speed, 60m 91 94 98 Wind Speed, 90m 90 92 98 Wind Direction, 10m 89 93 85 Wind Direction, 60m 88 96 98 Wind Direction, 90m 83 91 97 Temperature, 10m 93 94 100 Delta Temperature, 60-10m 93 94 100 Delta Temperature, 90-10m 93 90 100 LiCl Dew Point, 10m 91 94 100 Cooled Mirror Dew Point, 10m 32 58 98 Precipitation, 1m 94 74 92 2.3-57 Rev. OL-24 11/19
| |
| | |
| ing the second period of data collection (March 16, 1978 to March 16, 1979),
| |
| -point accuracy of +/-0.5°C was required. This accuracy is met at present only by the led-mirror dew-point sensor. A Climet CI-65 cooled-mirror dew-point system was alled at the beginning of the final year of data collection. However, repeated efforts to ke the instrument function properly failed and an EG&G 220 cooled-mirror dew-point tem was installed on December 22, 1978 and operated until the end of the data ection period on March 16, 1979. During the entire year of data collection, a lithium oride (LiCl) dew-point system was operational, rated at an accuracy of +/-1.1°C.
| |
| er the period, December 22, 1978 through April 23, 1979, the difference in measured points between the two systems was plotted against temperature, as shown on ure 2.3-21. At temperatures warmer than 0°C, the difference between the dew-point tems averaged 0.63°C with the cooled-mirror instrument measuring the higher dew nt. This difference may be explained by the evaporation of lithium chloride from the l sensor between applications of LiCl to the bobbin. Applications were made at onth intervals. From 0°C through approximately -10°C, a systematic increase in the erence between the two dew points is evident. This difference can be explained by:
| |
| : a. The manufacturer's assumption that the relationship between the cavity temperature in the LiCl sensor and the dew-point temperature is linear, when it is not; and
| |
| : b. The formation of two waters of hydration in the LiCl sensor at temperatures lower than approximately -10°C, which causes the instrument to sense lower dew-point temperatures than actually exist below -10°C.
| |
| ed on the above discussion, the LiCl dew point was corrected (increased) as shown he curve on Figure 2.3-21 for the hours that the cooled-mirror sensor was inoperative r the period, March 16, 1978 to March 16, 1979.
| |
| w-point is presently measured using a Climatronics lithium chloride sensor. The uracy of measurement with this equipment is +/-1.8°C. It is on this point that the laway Meteorological Monitoring Program takes exception to Regulatory Guide 1.23; gulatory Position 4d states that the accuracy for dew-point is to be +/-0.5°C.
| |
| .3.2 Representativeness of the Data Base rder to determine the representativeness of the 3 years of on-site data of long-term atological conditions at the site, means of meteorological parameters measured on were compared with 30-year means of the same parameters based on data at umbia, Missouri (Table 2.3-54). Monthly means of temperature and dew point vary between the two data sets, particularly the dew-point means. The difference ween annual means for temperature is 4.8 percent. Remarkably, the 30-year 2.3-58 Rev. OL-24 11/19
| |
| | |
| nthly variation in wind direction amounted to no more than three 22.5-degree sectors, the annual means of the two data sources (Columbia and on site) were within one 5degree sector. Mean monthly wind speed was as much as 1.7 m/sec lower on site n at Columbia (during the month of February) and was an average of 1.2 m/sec lower site on an annual basis. Since the tendency toward significantly lower wind speed asurements on meteorological towers using stateof-the-art instrumentation compared airport measurements has been noted in several cases, the disparity between the asurements may be attributed to difference in instrument accuracy rather than actual d speed differences. On-site data were measured at 10 meters, while the mometer height at Columbia was 6 meters. Whatever reason for the disparity, the er speeds measured on site are conservative with respect to dispersion calculations.
| |
| parameter of paramount importance other than wind speed and direction to persion calculations, atmospheric stability, is not routinely measured by the NWS. The S STAR computer program approximates stability measurements by computing quill stability classes on the basis of cloudiness, sun angle, and time of day. This roximation of long-term regional stability, based on Columbia, Missouri, data, 1960 ugh 1969, is compared with stability measured on site in Table 2.3-55. It is apparent t the on-site data provide a somewhat greater frequency of stable conditions than s the STAR approximation. The difference is probably due to the crudeness of the AR method of calculation. Again, the on-site data are conservative compared to the umbia data with respect to dispersion calculation.
| |
| nual joint frequency distributions (JFDs) of wind direction, wind speed, and ospheric stability for the 10- and 60-meter wind levels and 60-10 meter T (or 90-10 ter T when 60-10 meter are missing) for the data periods, May 4, 1973 to May 4, 4 and May 4, 1974 to May 4, 1975 are provided in Tables 2.3-56 and 2.3-57, pectively. Annual JFDs at 10, 60, and 90 meters for the period March 16, 1978 to rch 16, 1979 are provided in Table 2.3-58. Table 2.3-59 provides annual JFDs at 10 60 meters for the three data periods combined. Monthly JFDs, at 10 and 60 meters, the three data periods combined are provided in Table 2.3-60.
| |
| .4 SHORT-TERM DIFFUSION ESTIMATES
| |
| .4.1 Objective nservative and realistic estimates of atmospheric diffusion /Q at the site boundary clusion area) and the outer boundary of the LPZ were performed for time periods up 0 days after an accident. Diffusion evaluations for short-term accidents are based on assumption of release points or areas which are effectively lower than 2-1/2 times the ght of adjacent solid structures. Description of models used and assumptions made discussed in section 2.3.4.2.2.
| |
| 2.3-59 Rev. OL-24 11/19
| |
| | |
| .4.2.1 Diffusion Model analytical procedure for short-term diffusion estimates for the 0- to 2-hour accident iod is based on atmospheric diffusion models described in NRC Regulatory Guide 1.4 74). Changes reflect variations in relative concentrations (/Q) which occur as a ction of wind direction and site boundary distance. Allowances are made for andering plumes during light winds and stable atmospheric conditions. This approach escribed in U.S. NRC Draft Regulatory Guide 1.XXX (1978).
| |
| model is distance and direction dependent. Variability of wind direction frequency s considered in calculating the (/Q) values. During neutral and stable conditions, en the wind speed at the lower (10-meter) level is less than 6 m/sec, relative centrations are computed from the following equations:
| |
| 1 (2.3-28)
| |
| Q = -------------------
| |
| u y z vided it is less than the greater value calculated from:
| |
| 1 (2.3-29)
| |
| Q = -------------------------------------
| |
| u ( y z + cA )
| |
| 1 (2.3-30)
| |
| Q = ---------------------------
| |
| u ( 3 y z )
| |
| ere:
| |
| /Q = concentration at ground level (sec/m3);
| |
| = 3.14159; u = Hourly average wind speed at the 10-meter level above plant grade (m/sec);
| |
| 2.3-60 Rev. OL-24 11/19
| |
| | |
| building wake effects (meters) (a function of atmospheric stability; wind speed, u ; and downwind distance from the release). For distances up to 800 meters, y = My , where M is a function of atmospheric stability and wind speed. For distances greater than 800 meters, y = (M-1) y (800m) + y ;
| |
| A = Smallest vertical-plane, cross-sectional area of the building from which the effluent is released (2,650 m2);
| |
| c = Building shape factor (0.5);
| |
| y = Lateral plume spread (meters) at a given distance and stability; and z = Vertical plume spread (meters) at a given distance and stability.
| |
| values calculated from equations 2.3-29 and 2.3-30 are compared and the higher ue is selected. This value is compared with Equation 2.3-28, and the lower of these values is selected.
| |
| ing all other atmospheric stability and/or wind speed conditions, /Q is the greater ue calculated from Equations 2.3-29 and 2.3-30.
| |
| me meander was accounted for by modifying the lateral diffusion coefficient, /Q. The ander function (M) is evaluated as follows:
| |
| Pasquill stability classes A, B, or C at all wind speeds or for all stability classes when wind speed exceeds 6 m/sec, M = 1. When the wind speed is less than 2 m/sec, M es with stability in the following manner:
| |
| STABILITY CLASS M D 2 E 3 F 4 G 6 wind speeds between 2 and 6 m/sec, M is evaluated by a curve-fitting technique ure 3 of Draft Regulatory Guide 1.XXX).
| |
| 2.3-61 Rev. OL-24 11/19
| |
| | |
| vane or anemometer starting speed, whichever is higher. Wind directions during calm ditions are assigned in proportion to the directional distributions of noncalm winds speeds less than 1.5 m/sec.
| |
| .4.2.1.1 Two-Hour Accident Calculations values at the EAB averaged over a 2-hour period are determined for each sector.
| |
| se are defined as the /Q values exceeded 0.5 percent of the total time. To extract se value, the hourly /Q values are sorted according to sector and magnitude. A ulative probability distribution of /Q values can easily be constructed as follows:
| |
| rank of Q (2.3-31)
| |
| P ( Q ) = -----------------------------------------------------
| |
| Q population size ere:
| |
| P(/Q) = Probability of being exceeded.
| |
| example, the tenth largest value of a 100-value population has a probability of being eeded of 10/100 or 10 percent. The highest of the ten sector /Q values is defined as maximum sector /Q value.
| |
| .4.2.1.2 Eight- through 624-Hour Calculations tor-averaged /Q values are determined for the LPZ for 8 and 16 hours and 3 and 26
| |
| : s. The average /Q values for these time periods are approximated for each sector a logarithmic interpolation between the two hourly sector /Q values (same general thods as in Section 2.3.4.2.1.1) and the annual average /Q (see Section 2.3.5) at the e point. The highest of the 16-sector /Q values is identified for each time period.
| |
| .4.2.1.3 Five- and 50-Percent Overall Site /Q Value values exceeded no more than 5 and 50 percent of the total time around the EAB the LPZ boundary are determined in a manner similar to the 0.5 percent sector /Q ues. All hourly /Q values are sorted according to magnitude (independent of ction), and the 5- and 50-percent values are chosen from the list. For the time iods described in Section 2.3.4.2.1.2, the 5 percent /Q values are determined by arithmic interpolation between (1) the maximum annual average /Q value at the LPZ ance and (2) the 5-percent /Q value averaged at the LPZ over a 2-hour period. The percent /Q values are determined in an analagous manner.
| |
| 2.3-62 Rev. OL-24 11/19
| |
| | |
| ident /Q values (sec/m3) are determined at the EAB (1,200-meter radius) over a our averaging period and at the LPZ (4,023-meter radius) over 2-, 8-, 16-, 72-, and
| |
| -hour averaging periods. Separate calculations were made for the following data iods: May 4, 1973 to May 4, 1974; May 4, 1974 to May 4, 1975; March 16, 1978 to rch 16, 1979; and the three periods combined. Sector-independent 5-percent /Q ues over a 2-hour averaging period at the EAB were calculated at 1.5 x 10-4 sec/ m3 all data periods, except the first period (May 4, 1973 to May 4, 1974) when the value s 1.4 x 10-4 sec/ m3. Section-independent 5-percent /Q values over a 2-hour raging period at the LPZ boundary were 4.5 x 10-5 sec/ m3 for all data periods, except second period (May 4, 1974 to May 4, 1975) when the value was 4.4 x 10-5 sec/ m3.
| |
| le 2.3-61 provides 2-hour sector /Q values at the EAB for each of 16 sectors of the r data periods. Over the four data periods, the greatest sector /Q value of 1.7 x 10-4
| |
| / m3 occurred in the southwest sector for the data period March 16, 1978 to March 1979.
| |
| le 2.3-62 provides /Q values for each of the averaging periods and each data period he LPZ boundary. The absolute maximum /Q values at both the EAB and LPZ ndary for the 2-hour averaging period are also shown by sector in Table 2.6-63.
| |
| y-percent /Q values for the 2-hour averaging period at the EAB and LPZ boundary shown, by sector, in Table 2.3-64. The same table also provides all sector 50-percent values for each of the four data periods and at each distance.
| |
| accident /Q values used in the Chapter 15 analyses were based on the first two rs of on-site meteorological data and the NRC default recirculation factors given in gulatory Guide 1.111, Revision 0.
| |
| lyses made in this chapter are based on all three years of on-site meteorological data uding site-specific recirculation factors generated using the "MESODIF-II" model.
| |
| .4.3 Data Representativeness tion 2.3.3.2 discusses the representativeness of the 3 years of on-site meteorological a, which form the basis for the diffusion estimates. In Section 2.3.3.2, the 3 years of site temperature, dew point, wind direction, wind speed, and atmospheric stability a are compared with similar long-term data collected by the National Weather Service olumbia, Missouri over the period 1941 to 1970. It is concluded that temperature, point, and wind direction are very similar at Columbia and the site. Wind speed is htly lower on site. This condition is conservative for diffusion estimates based on site data. Atmospheric stability measured on site is also conservative for diffusion mates when compared to long-term data; however, the stability measurements on cannot be directly compared with stability measurements at Columbia. Regional and 2.3-63 Rev. OL-24 11/19
| |
| | |
| topography in the vicinity of the site is similar to that in the vicinity of Columbia. Low ng hills without significant relief occur in both ares, as shown in Figure 2.3-12.
| |
| irect comparison of diffusion estimates based on the on-site data and the long-term lumbia, Missouri) data would be quite meaningless, because the long-term data do contain measurements of vertical temperature difference or wind direction variability.
| |
| ddition, long-term wind speed data are based on anemometer starting thresholds of roximately 2 to 2.5 mph versus starting thresholds of 0.75 mph for the on-site mometers. The Pasquill-Turner approximation, used to obtain stability classification long-term meteorology data based on sun angle, cloudiness, and time of day scribed in Section 2.3.2 and in Table 2.3-31), is too crude to yield stability values parable to those based on vertical temperature difference and low-threshold wind ed measurements for determination of stability classification for on-site meteorology a.
| |
| .5 LONG-TERM DIFFUSION ESTIMATES
| |
| .5.1 Objective objective of Section 2.3.5 is to provide realistic long-term diffusion estimates at ances up to 80 km (50 miles) from the plant for annual average release limit culations and man-rem estimates. The terrain within 80 km (50 miles) of the site is tly rolling; no important ranges of hills or mountains are within the region. There are eral small lakes and reservoirs in the region; however, no substantial water bodies present, which are large enough to affect ambient dispersion parameters.
| |
| analyses were based on on-site meteorological data over the periods, May 4, 1973 May 4, 1975 and March 16, 1978 to March 16, 1979.
| |
| .5.2 Calculations h the variable trajectory plume segment atmospheric transport model, MESODIF-II REG/CR-0523), and the straight-line Gaussian dispersion model, XOQDOQ REG/CR-2919), were used to determine for the long-term (annual average) diffusion mates.
| |
| .5.2.1 Plume Segment Atmospheric Transport Model (MESODIF-II)
| |
| SODIF-II is a variable trajectory plume segment atmospheric transport model. It is igned to predict relative atmospheric dispersion factors, /Q and deposition factors,
| |
| , of radioactive, but otherwise non-reactive material. In such a model, calculated 2.3-64 Rev. OL-24 11/19
| |
| | |
| ensions of the plume are determined by a parameterization of turbulence scale usion. The plume mass associated with each segment is assumed to be distributed in aussian manner about the plume axis - subject to reflection by the surface and by a ed layer lid above.
| |
| Gaussian equation used in MESODIF-II for a plume with vertical distribution limited eflections is written as y 2 (2.3-31) 1 Q 2 y x, y, O ) = ---------------------------------- e 2 y U Z ere z-1 takes on one of the following four forms:
| |
| -1 H 2
| |
| --- ----- -1 2L - H 2
| |
| --- ----------------- -1 2L + H 2 1 - 2 z 2 z 2 z
| |
| -------------------- e + e + e 2 z
| |
| -1 H 2
| |
| = 1 2 z
| |
| --------------------- e 2 z L-1 O
| |
| where:
| |
| X = Atmospheric concentration of effluent at ground level; Q = Effluent emission over the time interval; H = Effective release height, (for ground level releases, H=0);
| |
| L = Mixing height; U = Mean windspeed at the height of the effective release point; Y = Distance from plume centerline in the crossflow direction; y = Lateral plume spread; and 2.3-65 Rev. OL-24 11/19
| |
| | |
| enhancement of dispersion of a plume transported at ground level is modeled in the tical dimension in MESODIF-II using an equation found in Slade (1969). Accordingly vertical distribution factor z in Equation 2.3-32 with H = 0 is modified to equal the allest of the following three forms::
| |
| 2 A 12 2 z + ------
| |
| 2 3 2 z L
| |
| ere A is a measure of building cross-sectional area.
| |
| ncentration averages for long time intervals are calculated by summing the centrations of individual elements for the grid of points over which they pass.
| |
| data base used for the plume segment calculations consisted of one year of data:
| |
| y 4, 1974 to May 4, 1975. This data period was selected because it provided excellent a recovery (96.9 percent). In the plume segment calculations, 10-meter level wind a were used. Analysis of climatological statistics has shown that the 1-year period ected is representative of the entire 3-year data base. This conclusion is based upon sideration of the following factors:
| |
| : a. The percentage of occurence of each stability and mean wind speed for each class, and
| |
| : b. The frequency distribution of wind speed and wind direction characteristics (i.e., the distribution of wind in each compass sector and associated mean wind speed).
| |
| plume segment calculations require that the data base not contain any invalid or sing data. Futhermore, the data base must be sequential and not have time gaps
| |
| ., the data base should not be collapsed to eliminate missing data). To meet these uirements, all missing or invalid data were approximated by the following:
| |
| : a. Estimation of missing parameters from data taken at another tower level (direct substitution for wind direction, proportional estimation for vertical temperature difference and use of the power law for wind speeds),
| |
| : b. Linear temporal interpolation (missing data period generally short and/or limited variation of parameters) between interfacing valid data points, 2.3-66 Rev. OL-24 11/19
| |
| | |
| data points.
| |
| tal of 3.9 percent of the data in the selected period was replaced by these means.
| |
| generation of terrain/recirculation correction factors (TCF) required that the data e used in the plume segment calculation be identical to that used for the calculation elative concentration values (/Q), using the straight-line Gaussian model. Calm wind ctions in the selected data period were replaced using the distribution of the lowest d speed class.
| |
| .5.2.1.1 Model Input calculations using the plume segment model were performed at the following set of nwind distances: 0.75, 1.50, 2.5, 3.5, 4.5, 7.5, 15.0, 25.0, 35.0 and 45.0 miles.
| |
| economic reasons, the terrain/recirculation correction factors for special points and ndard distances not represented by the above distances were determined by a log-log rpolation of approximate concentrations. These approximations were validated by ectively comparing them to actual calculations.
| |
| ing heights for Columbia, Missouri, were used for the ground-level calculations. In se calculations, the mixing height was interpolated between the morning (7 a.m.) and rnoon (4 p.m.) mixing heights. The morning and afternoon mixing heights on a nthly basis were interpolated between seasonal values. The seasonal mixing heights d in these calculations are presented in Table 2.3-12 (see Section 2.3.1).
| |
| .5.2.1.2 Terrain/Recirculation Correction Factors terrain/recirculation correction factors (TCF) for the ground-level releases were ermined as the ratio between the plume segment /Q estimates and the straight-line estimates in the following form:
| |
| X- ( r, e ) (2.3-33)
| |
| Q P F ( r, e ) = -----------------
| |
| X ( r, e )
| |
| Q S ere:
| |
| TCF (r,e) = Terrain/recirculation correction factor at distance, r, in sector, q; 2.3-67 Rev. OL-24 11/19
| |
| | |
| Q P using the plume segment modeling scheme (sec/m3);
| |
| and X- ( r, e ) = Annual average relative concentration at a point (r,e)
| |
| Q S using a straight-line modeling scheme (sec/m3).
| |
| rain/recirculation correction factors at the 22 standard distances, based on the data iod May 4, 1974 to May 4, 1975, are provided in Table 2.3-66. TCFs for the exclusion e, the low population zone (LPZ) boundary, restricted area boundary, and the organic eptor (humans, animals, vegetation) distances are presented in Table 2.3-68.
| |
| plume segment calculations were performed at the 22 standard distances (shown in le 2.3-66) to obtain the required diffusion estimates. Diffusion estimates at the ndard distances between the distances listed in Section 2.3.5.2.1.1 were estimated by arithmic interpolation based on the diffusion estimates at the 10 calculated standard ances. The logarithmic interpolation procedure is defined by the following equation:
| |
| (2.3-34) d B X = x 1 ------
| |
| d 1 ere:
| |
| B = n (X2/X1) / n (d2/d1);
| |
| X Concentration (sec/m3) at a special point located a
| |
| = distance, d, away from the source; and X1,X2 = Concentrations (sec/m3) at standard distances d and 1
| |
| d2, respectively.
| |
| distances d1 and d2 are selected such that they agree with the following relationship:
| |
| d1 < d <d2 (2.3-35) diffusion estimates based on the above interpolation procedure were compared with mates obtained by direct calculation using the actual distances. The two sets of culations were in agreement.
| |
| shown in Table 2.3-66 the gradual overall decrease in TCF values at large downwind ances may be attributed to plume meander, accounted for in plume segment analysis 2.3-68 Rev. OL-24 11/19
| |
| | |
| straight-line model. They are, therefore, somewhat more attenuated on arrival at the eptor than the straight-line model algorithm would indicate.
| |
| of a single meteorological station as the data source for the plume segment analysis stified by the absence of severe terrain within the region of interest and by the fact t only long-term average relative concentrations are evaluated. Absence of severe ain implies that the deviations from straight-line flow that do occur are not strongly tematic. Effects of random plume meander and mesoscale recirculation on annual rage /Q values are adequately represented via plume segment simulations with gle-station on-site meteorological input.
| |
| .5.2.2 Straight-Line Gaussian Dispersion Model U.S. Nuclear Regulatory Commission computer program XOQDOQ (NUREG/
| |
| -2919) was used to determine the ground-level relative atmospheric dispersion ors, /Q, and deposition factors, D/Q, from the unit vent and from the radwaste ding vent release points. The program is based on a straight-line trajectory Gaussian me model in which diffusion of material released to the atmosphere is described by a ussian distribution within the plume and plume transport is described by a straight-line ectory. The plume concentration was also depleted by dry deposition and radioactive ay. A brief description of the model, the portion of the XOQDOQ program used and required input data is provided below.
| |
| .5.2.2.1 Elevated Release Model unit vent and radwaste building vent releases are at elevations 66.5m and 20m ve grade, respectively. The unit vent is equipped with a rain cap at the top. Both of release points are within the building wake of the structures on which they are ated, and are therefore considered ground-level releases. No diffusion estimates for vated releases have been calculated.
| |
| .5.2.2.2 Ground Level Release Model he calculation, releases both from the unit vent and the radwaste building vent were ted as ground-level releases.
| |
| und-level release concentrations are calculated using the following two equations dified from Slade (1968):
| |
| N7 X-
| |
| --- ( x, K ) = 2.032RF
| |
| ----------------------- ( x, K ) DEPL ij ( x, K )DEC i ( x )f ij ( K )
| |
| Q x ij 2.3-69 Rev. OL-24 11/19
| |
| | |
| 2 U i zj x + CD z 2 N7 X-
| |
| --- ( x, K ) = 2.032RF
| |
| ----------------------- ( x, K ) DEPL ij ( x, K )DEC i ( x )f ij ( K )
| |
| Q X ij
| |
| -1 (2.3-37) 3U i zj ( x )
| |
| ere:
| |
| X- = average effluent concentration normalized by source
| |
| --- ( x, K ) strength at distance x in directional sector K (seconds/
| |
| Q cubic meter) x = the downwind distance (meters) i = the ith wind-speed class j = the jth atmospheric stability class, grouped into seven classes according to Regulatory Guide 1.23 K = kth wind-direction class Ui = mid-point value of the ith wind-speed class zj (x) = the vertical plume spread for stability class j at distance x (meters) fij(k) = joint probability of occurrence of the ith wind speed class, jth stability class, and kth wind-direction class DECi (x) = reduction factor due to radioactive decay at distance x for the ith wind-speed class DEPLij(x,K) = reduction factor due to plume depletion at distance x for the ith wind-speed class, jth stability class, and Kth wind-direction class 2.3-70 Rev. OL-24 11/19
| |
| | |
| downwind distance x and Kth wind-direction class. Site specific terrain/recirculation factors used are given in Tables 2.3-66 and 2.3-68.
| |
| Dz = building height used to compute additional atmospheric dispersion due to the building wake, based on Yanskey et al. (1966).
| |
| uation 2.3-37 represents the maximum additional dispersion due to the building wake.
| |
| program compares the results from Equation 2.3-36 and 2.3-37 and retains the her (most conservative) /Q value.
| |
| required joint frequency distribution of meteorological data is based on the three rs (5/4/73 - 5/4/75, 3/16/78 -3/16/79) of data collected onsite as reported in Table
| |
| -59.
| |
| .5.2.3 Method of Decay, Depletion and Deposition Calculations ations 2.3-36 and 2.3-37 require information on a reduction factor due to radioactive ay. That term, DEC (x), was calculated by the following relationship as given by Slade 68):
| |
| DEC (x)i = EXP (-0.693 ti/T) (2.3-38) ere:
| |
| ti = x/(86400. Ui)
| |
| T = half-life, in days, of the radioactive material ti = travel time, in days x = downwind or travel distance, in meters Ui = Midpoint of the ith wind-speed class in meters/
| |
| second.
| |
| culated concentrations also included the effect of plume depletion due to dry osition, using data given in Figure 3 through 6 of Regulatory Guide 1.111 (USNRC, 7).
| |
| 2.3-71 Rev. OL-24 11/19
| |
| | |
| N7 (2.3-39)
| |
| RF ( x, K ) D ij f ij ( K )
| |
| D- ij
| |
| --- ( x, K ) = --------------------------------------------------
| |
| Q ( 2 16 )x ere:
| |
| D- = average relative deposition per unit area distance x
| |
| --- ( x, K ) and direction K, in meters Q
| |
| Dij = the relative deposition rate from Figures 7 through 10 of Regulatory Guide 1.111 (USNRC, 1977) for the ith wind-speed class (since plume height is dependent on wind speed) and the jth stability class, in meters.
| |
| fij(K) = joint probability of the ith wind-speed class, jth stability class, and kth wind-direction sector x = downwind distance, in meters
| |
| = 3.1416 RF(x,K) = terrain correction factor for air recirculation and stagnation at distance x and Kth wind direction.
| |
| resultant deposition amounts were modified according to site specific terrain/
| |
| irculation factors as given in Tables 2.3-66 and 2.3-68.
| |
| .5.2.4 Data Representativeness ection 2.3.3.3, the representativeness of the 3 years of on-site data, which form the is for the dispersion analyses, is discussed. The conclusion reached is that the site data are reasonably representative of the long-term regional climatological data.
| |
| irect comparison of dispersion parameters based on the on-site data and the g-term data would be quite meaningless, because the long-term data do not contain asurements of vertical temperature difference or wind direction variability. In addition, g-term wind speed data are based on anemometers with starting thresholds of roximately 2 to 2.5 mph versus starting thresholds of 0.75 mph for the on-site mometer. The Pasquill-Turner approximation to stability classification, based on sun le, cloudiness, and time of day (as described in Table 2.3-24), is too crude to yield 2.3-72 Rev. OL-24 11/19
| |
| | |
| .5.2.5 Results nual average concentrations at the standard distances for the radwaste building vent unit vent releases for the period May 4, 1973 to May 4, 1975 and March 16, 1978 to rch 16, 1979 are provided in Tables 2.3-81 and 2.3-83, respectively. Annual average centrations from the unit vent and radwaste building vent releases for the same data iod at the exclusion area zone (1,200 meters); the LPZ (4,023 meters); the restricted a boundaries; and the historical nearest organic receptor distances are provided in les 2.3-82 and 2.3-84, respectively. For each sector and distance, seven centrations are provided:
| |
| : a. Relative concentration (/Q) (sec/m3);
| |
| : b. Depleted relative concentration (/Q) (sec/m3);
| |
| : c. Relative deposition (D/Q) (1/m2);
| |
| : d. Decayed relative concentration, half life 2.26 days (/Q) (sec/m3);
| |
| : e. Decayed relative concentration, half life 8 days (/Q) (sec/m3);
| |
| : f. Decayed and depleted relative concentration, half life 2.26 days (/Q) (sec/
| |
| m3); and
| |
| : g. Decayed and depleted relative concentration, half life 8 days (/Q) (sec/
| |
| m3).
| |
| each of the data periods, grazing season (April 15 through December 15) diffusion mates, in the sectors containing the nearest grazing animals, are provided in Tables
| |
| -85 and 2.3-86 for a unit vent release and a radwaste building vent release, pectively.
| |
| 2.3-73 Rev. OL-24 11/19
| |
| | |
| ee, E.M., 1971, An artificially induced local snowfall. Bulletin of the American Meteorological Society (July).
| |
| erican Meteorological Society, 1970, Extremes of snowfall in the United States.
| |
| American Meteorological Society, Weatherwise, vol. 15, no. 6, p. 246-262 (December).
| |
| erican National Standards Institute (ANSI), 1972, Building code requirements for minimum design loads in buildings and other structures. ANSI, New York.
| |
| erican Society of Heating, Refrigeration, and Air-Conditioning Engineers, 1965, Air-conditioning cooling load, in ASHRAE guide and data book. ASHRAE, p.
| |
| 490.
| |
| tels, H., and Caspar, J.W., 1975, Cooling tower experience and the meteorological consequences of thermal discharges from nuclear power plants in the Federal Republic of Germany, in Environmental effects of cooling systems at nuclear power plants. Oslo, Norway, August 26-30, 1974.
| |
| htel Power Corporation, 1973, Tornado and extreme wind design criteria for nuclear power plants. Bechtel Power Corporation, San Francisco, California, BC-TOP-3, rev. 2 (December).
| |
| nnett, I., 1959, Glaze -- its meteorology and climatology, geographical distribution and economic effects. U.S. Army, Headquarters, Quartermaster's Research and Engineering Command, Natick, Massachusetts, Technical Report EP-105.
| |
| h, P., 1975, Experience with combined wind tunnel/plume model analysis of cooling tower environmental impact. ERDA Symposium Series, CONF-740302, Cooling Tower Environment (1974).
| |
| gs, G.A., 1969, Plume rise. U.S. Dept. of Commerce, Springfield, Virginia, TID-25075, NTIS.
| |
| __, 1971, Some recent analyses of plume rise observations. National Oceanographic Atmospheric Administration, Atmospheric Turbulence and Diffusion Laboratory, Contribution No. 38.
| |
| __, 1975, Plume rise predictions, in Lectures on air pollution and environmental impact analysis, D. Haugen, ed. American Meteorological Society, Boston, Massachusetts, p. 59-111.
| |
| t, E.W., 1977, Valley model user's guide. U.S. EPA, Office of Air Quality Planning and Standards, Research Triangle Park, North Carolina, EPA-450/3-77-018 (September).
| |
| ly Weather Maps, U.S. Department of Commerce.
| |
| 2.3-74 Rev. OL-24 11/19
| |
| | |
| mes & Moore, 1980, Final safety analysis report, Wolf Creek, for Kansas Gas &
| |
| Electric Co.
| |
| nn, W., Boughton, B., and Policastro, A., 1978, Evaluation of droplet evaporation formulations employed in drift deposition models. Proceedings of Symposium on Environmental Effects of Cooling Tower Emissions, University of Maryland (May 2-4).
| |
| an, B.A., 1975, Turbulent diffusion in complex terrain, in Lectures on air pollution and environmental impact analyses - AMS workshop on meteorology and environmental assessment, Hagen, D., Amer. Meteor. Soc., Boston, Massachusetts, p. 123-124.
| |
| lemann, R.J., 1968, The calculation of precipitation scavenging, in Meteorology and atomic energy. U.S. Dept. of Commerce, Springfield, Virginia, p. 208-220.
| |
| ironmental Data Service, 1968a, Climatological data -national summary. U.S. Dept.
| |
| of Commerce, Asheville, North Carolina, ESSA.
| |
| ironmental Systems Corporation, 1977, Cooling tower drift dye tracer experiment.
| |
| PPSP-CPCTP, Prepared for Maryland Power Plant Siting Program by ESC, Knoxville, Tennessee, 103 p.
| |
| st, R., 1948, Quart. J. Roy. Met. Soc., vol. 74.
| |
| ord, F.A., Jr., 1969, Use of routine meteorological observations for estimating atmospheric dispersion: Nuclear Safety, vol. 2, no. 4 (June). Hanna, S.R., 1978, A simple drift deposition model applied to the chalk point dye tracer experiment.
| |
| Proceedings of Symposium on Environmental Effects of Cooling Tower Emissions, University of Maryland (May 2-4).
| |
| nna, S.R., and Gifford, F.A., 1975, Meteorological effects of energy dissipation at large power parks, National Oceanographic and Atmospheric Administration, Oak Ri, Tennessee (March).
| |
| shfield, D.M., 1961, Rainfall frequency atlas of the United States for durations from 30 minutes to 24 hours and return periods from 1 to 100 years. U.S. Government Printing Office.
| |
| zworth, 1972, Mixing heights, wind speeds and potential for urban air pollution throughout the contiguous United States. United States EPA, no. AP101.
| |
| sler, C.R., 1961, Low-level inversion frequency in the contiguous United States.
| |
| Monthly Weather Review, 89, 379-339.
| |
| 2.3-75 Rev. OL-24 11/19
| |
| | |
| od, A., et al., 1975, Meteorological differences on atmospheric cooling systems as projected in Switzerland. ERDA Symposium series, CONF-740302, Cooling Tower Environment (1974).
| |
| son, D.B., 1974, Planning aspects of cooling towers. Atmospheric Environment, vol.
| |
| 8, p. 307-312.
| |
| rkee and Beckerly, 1974, Technical basis for interim regional tornado criteria. U.S.
| |
| Atomic Energy Commission, Washington, D.C.
| |
| rshall, J.L., 1973, Lightning protection: John Wiley and Sons.
| |
| yer, J.H., and Jenkins, W.R., 1977, Cooling tower drift dye tracer experiment, June 16 and 17, surface weather and ambient atmospheric profile data. Prepared for Maryland Power Plant Siting Program by the Johns Hopkins University Applied Physics Laboratory, Laurel, Maryland, PPSP-CPTP-16, vol. 3, 102 p.
| |
| yer, J.H., and Stanbro, W.D., 1977a, Cooling tower drift dye tracer experiment, June 16 and 17. Prepared for Maryland Power Plant Siting Program by the Johns Hopkins University Applied Physics, Laurel, Maryland, PPSP-CPTP-16, vol. 2, 102 p.
| |
| __, 1977b, Fluorescent dye, a novel technique to trace cooling tower drift.
| |
| Presented at 4th Joint Conference on Sensing Environmental Pollutants, November 6-11, 1977, New Orleans, Johns Hopkins University, Applied Physics Laboratory, Laurel, Maryland, 6 p.
| |
| ional Climatic Center, no date, Summary of hourly observations, Columbia, Missouri, (1960-69).
| |
| ional Weather Service, 1945-1969, Three hourly data, Columbia, Missouri. National Oceanographic and Atmospheric Administration.
| |
| utz, M.E., 1969, Severe local storm occurrences 1955-1967. Office of Meteorological Operations, Silver Spring, Maryland, ESSA Technical Memo, WBTM FCST 12.
| |
| ultney, N.E., 1973, The tornado season of 1972. Weatherwise, 26, 22-27.
| |
| an, P.J., and Harleman, D.R.F., 1973, An analytical and experimental study of transient cooling pond behavior. Ralph H. Parsons Laboratory, Department of Civil Engineering, MIT, Report no. 161 (January).
| |
| gendorf, J.F., 1974, A program for evaluating atmospheric dispersion from a nuclear power station. National Oceanic and Atmospheric Administration Technical Memorandum ERL-ARL-42.
| |
| de, D.H., 1968, Meteorology and atomic energy, National Technical Information Service, U.S. Department of Commerce, Springfield, Virginia.
| |
| 2.3-76 Rev. OL-24 11/19
| |
| | |
| wson, P.R., 1976, Cooling tower drift deposition - program guide to ENDRIFT II.
| |
| Envirodyne Ltd. (April).
| |
| rt, G.E., and Wendell, L.L., 1974, Regional effluent dispersion calculations considering spatial and temporal meteorological variations. National Oceanic and Atmospheric Administration Technical Memorandum ERL-ARL-44.
| |
| ton, O.G., 1953, Micrometeorology. McGraw-Hill, New York.
| |
| leman and Gringorten, 1973, Estimated glaze ice and wind loads at the earth's surface for the contiguous United States. Air Force, Cambri Research Laboratories, Aeronomy Laboratory Project 8624, Bedford, Massachusetts (October).
| |
| m, H.C.S., 1963, Tornado probability. Monthly Weather Review, 91, 730-736.
| |
| __, 1968, New distributions of extreme winds in the United States, in Journal of the structural division, Proceedings of the American Society of Civil Engineers.
| |
| ASCE, vol. 94, no. ST7, p. 1781-1801. U.S. Dept. of Commerce, 1949-1973, Climatological data, Missouri. U.S. Dept. of Commerce, Washington, D.C., vol.
| |
| 53, no. 1 through vol. 77, no. 12.
| |
| __, 1956, Seasonal variation of the probable maximum precipitation east of the 105th meridian. Hydrometeorological Report No. 33, Washington, DC (April).
| |
| __, 1959-1973, Storm data. National Oceanic and Atmospheric Administration, National Climatic Center, Environmental Data Service, vol. 1, no. 1 through vol.
| |
| 15, no. 12.
| |
| __, 1968, Climatic atlas of the United States. Environmental Data Service, ESSA (June).
| |
| __, 1969, Climates of the states - Missouri. Environmental Data Service, Washington, D.C.
| |
| . Dept. of Commerce, 1972, Storm data. NOAA, Washington, DC, vol. 14, no. 12 (December).
| |
| . Department of Commerce, 1972-1980, Storm data. NOAA, Washington, D.C.,
| |
| volumes 14 through 22.
| |
| __, 1973, Local climatological data, Columbia, Missouri, National Oceanographic and Atmospheric Administration, National Climatic Center, Asheville, North Carolina.
| |
| __, 1973-1979, Local climatological data, Columbia, Missouri. National Oceanic and Atmospheric Administration, Asheville, North Carolina.
| |
| 2.3-77 Rev. OL-24 11/19
| |
| | |
| __, 1974-1978, Local climatological data, Columbia, Missouri. National Oceanic and Atmospheric Administration, Asheville, North Carolina.
| |
| . Weather Bureau, 1963, Maximum recorded United States point rainfall for 5 minutes to 24 hours for 296 first order stations. U.S. Department of Commerce, Technical Paper No. 2.
| |
| ley, T.M.L., 1975, Condensation in jets, industrial plumes and cooling tower plumes.
| |
| Journal of Applied Meteorology, vol. 14, p. 78-86.
| |
| skey, G.R., E.H. Markee, Jr. and A.P. Richter, 1966. Climatography of the National Reactor Testing Station. Idaho Operations Office, USAEC, IDO-12048. Idaho Falls, Idaho.
| |
| 2.3-78 Rev. OL-24 11/19
| |
| | |
| TABLE 2.3-1 AVERAGE THUNDERSTORM DAYS FOR COLUMBIA, MISSOURI (PERIOD OF RECORD: 1941 TO 1970)
| |
| MONTH THUNDERSTORM DAYS January
| |
| * February 1 March 4 April 7 May 8 June 7 July 9 August 6 September 7 October 3 November 2 December 1 Annual Total 55
| |
| * Less than 1/2 day.
| |
| Source: U.S. Dept. of Commerce, 1973.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-2 MAXIMUM SHORT-PERIOD RAINFALL FOR COLUMBIA, MISSOURI (PERIOD OF RECORD: 1898 TO 1961)
| |
| RAINFALL TIME INTERVAL (inches) DATE 5 minutes 0.82 05/27/45 10 minutes 1.31 05/27/45 15 minutes 1.63 05/27/45 30 minutes 2.11 07/30/43 60 minutes 2.73 06/29/09 2 hours 3.29 09/02/18 3 hours 4.37 09/02/18 6 hours 5.86 09/02/18 12 hours 6.61 09/02/18 24 hours 6.61 09/02/18 urce: U.S. Weather Bureau, 1963.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-3 ESTIMATED MAXIMUM POINT RAINFALL*
| |
| EXTRAPOLATED FOR THE CALLAWAY PLANT SITE, UNITS 1 AND 2 RECURRENCE INTERVAL (YEARS)
| |
| URATION 1 2 5 10 25 50 100 minutes 1.14 1.32 1.63 2.06 2.20 2.41 2.70 1 hour 1.39 1.64 2.07 2.40 2.77 2.86 3.40 2 hours 1.70 2.00 2.50 2.85 3.30 3.75 4.15 3 hours 1.83 2.20 2.80 3.25 3.70 4.10 4.50 6 hours 2.25 2.60 3.30 3.80 4.35 4.80 5.20 2 hours 2.63 3.13 3.80 4.50 5.10 5.80 6.30 4 hours 2.97 3.50 4.50 5.20 5.90 6.75 7.30 Rainfall in inches.
| |
| rce: Hershfield, 1961.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-4 EXTREME SNOWFALL* FOR STATIONS IN THE REGION OF THE CALLAWAY PLANT SITE PERIOD MAXIMUM DEPTH TION 24 HOURS CALENDAR MONTH SEASON (inches) umbia 12.8 24.5 54.9 16.0 (March 12-13, 1937) (March 1960) (1977-1978) (March 16, 1960)
| |
| Louis 20.4 28.8 67.6 20.4 (March 30-31, 1890) (March 1912) (1911-1912) (March 31, 1960) sas City 25.0 40.2 67.0 25.0 (March 23-24, 1912) (March 1912) (1911-1912) (March 24, 1912)
| |
| Snowfall in inches.
| |
| urces: American Meteorological Society, 1970; U.S. Dept. of Commerce, 1974-1978.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-5 TOTAL NUMBER OF DAYS WITH FREEZING PRECIPITATION IN COLUMBIA, MISSOURI (Period of Record: 1939 to 1948)
| |
| MONTH NUMBER OF DAYS November 3 December 24 January 15 February 17 March 10 Total 69 Source: Bennett, 1959.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-6 ANNUAL NUMBER AND PROBABILITY OF TORNADO OCCURRENCES PER ONE-DEGREE, LATITUDE-LONGITUDE SQUARE IN MISSOURI (Period of Record: 1956 to 1971)
| |
| MONTH NUMBER PROBABILITY uary 0.045 3.38 x 10-5 ruary 0.054 4.06 x 10-5 rch 0.086 6.47 x 10-5 il 0.286 2.15 x 10-4 y 0.333 2.50 x 10-4 e 0.316 2.38 x 10-4 y 0.127 9.55 x 10-5 gust 0.038 2.85 x 10-5 tember 0.091 6.84 x 10-5 ober 0.079 5.95 x 10-5 vember 0.045 3.38 x 10-5 cember 0.108 8.12 x 10-5 ual 1.609 1.21 x 10-3 urce: Poultney, 1973.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-7 EXTREME WIND SPEEDS COLUMBIA, MISSOURI (Periods of Record: 1931 to 1960 and 1970 to 1973)
| |
| FASTEST MILE PREVAILING SPEED MONTH DIRECTION (mph) DIRECTION YEAR uary S 56 NW 1951 ruary NW 45 NW 1952 rch NW 59 NW 1964 il S 57 NW 1953 y SSE 58 SW 1950 e SSE 58 NW 1951 y SSE 61 NW 1958 gust SSE 56 NW 1954 tember SSE 63 NW 1952 ober SSE 49 NW 1959 vember S 49 NW 1955 cember S 58 SW 1971 ual --- 63 NW 1952 urces: U.S. Dept. of Commerce, 1969, 1974.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-8 FASTEST MILE QUANTITIES USING FISHER-TIPPET TYPE I (FRECHET) DISTRIBUTION (Interpolated for Callaway Plant Site)
| |
| RECURRENCE EXTREME FASTEST MILE INTERVAL WIND SPEED (years) (mph) 2 50 10 65 25 71 50 72 100 85 1,000 118 Source: Thom, 1968.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-9 EXTREME FASTEST MILE WIND SPEEDS* FOR SOME METEOROLOGICAL STATIONS WITHIN A RADIUS OF 250 MILES OF THE CALLAWAY PLANT SITE, UNITS 1 AND 2 EXTREME FASTEST MILE YEARS WIND SPEED BASED ON STATION OF RECORD (mph) DIRECTION THOM'S METHOD umbia, MO 50 63 NW 85 nsas City, MO 71 72 NW 89 Joseph, MO 48 64 S 84 Louis U., MO 45 82 SW 82 ingfield, MO 16 66 W 80 eka, KS 50 81 N 90 hita, KS 73 100 N 90 s Moines, IA 30 76 NW 91 ingfield, IL 83 75 SW 80 All wind speeds reduced to 30-foot level.
| |
| rce: U.S. Dept. of Commerce, 1968.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-10 VARIATION OF 100-YEAR RETURN PERIOD WIND SPEED AND ASSOCIATED GUST FACTORS WITH HEIGHT IN VICINITY OF CALLAWAY SITE HEIGHT FASTEST MILE WIND SPEED GUST meters feet km/hr mph FACTOR 9.1 30 136.9 85.0 1.30 30.5 100 162.0 100.6 1.20 61.0 200 178.5 110.9 1.15 91.5 300 188.9 117.3 1.12 122.0 400 196.7 122.2 1.11 152.4 500 202.9 126.0 1.10 182.9 600 208.2 129.3 1.09 urce: American National Standards Institute, 1972.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-11 PERCENT FREQUENCY OF SURFACE-BASED INVERSIONS BY SEASON AT SELECTED TIME PERIODS AND TOTAL TIME FOR COLUMBIA, MISSOURI LOCAL STANDARD TIME ASON 2000a 0900a 1800b 0600b TOTAL TIME ter 52 38 27 53 31 ing 67 4 1 52 31 mmer 78 5 5 84 35 umn 66 24 20 80 43 Observations at 2000 and 0900 Local Standard Time were from June 1955 through May 1957.
| |
| Observations at 1800 and 0600 Local Standard Time were from June 1957 through May 1959.
| |
| rce: Hosler, 1961.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-12 MEAN SEASONAL AND ANNUAL MORNING AND AFTERNOON MIXING DEPTHS AND WIND SPEEDS FOR COLUMBIA, MISSOURI (1960 TO 1964)
| |
| MORNING AFTERNOON MIXING WIND MIXING WIND DEPTH SPEED DEPTH SPEED SEASON (meters) (m/sec) (meters) (m/sec) ter 448 6.5 872 7.5 ing 477 7.3 1,599 8.8 mmer 321 5.0 1,723 5.8 umn 358 5.9 1,395 6.7 ual 401 6.2 1,397 7.2 rce: Holzworth, 1972.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-13 WORST CASE METEOROLOGY DATE FOR POND TEMPERATURE PERFORMANCE (MINIMUM HEAT TRANSFER PERIOD)
| |
| DRY BULB WIND RELATIVE NET SOLAR CLOUD DATE TEMPERATURE SPEED* HUMIDITY RADIATION COVER YR-MO-DAY) HOUR (DEGREES F) (MPH) (PERCENT) (LANGLEYS/DAY) (FRACTION) 69-07-12 0 78 7.3 91 0 0.10 3 75 5.2 94 0 0 6 76 4.1 91 306.5 0 9 85 4.1 72 1450.6 0 12 91 0 55 1898.1 0.20 15 93 7.3 50 1450.6 0 18 93 6.2 50 306.5 0 21 85 3.1 69 0 0 55-07-08 -- 85.1 8.4 65.9 701.1 0.04 09 -- 83.6 7.1 69.2 652.9 0.31 10 -- 83.5 5.8 73.7 648.9 0.32 11 -- 81.4 6.2 68.2 688.0 0.14 12 -- 78.5 7.4 61.1 696.3 0.0 13 -- 79.1 5.2 61.2 627.4 0.37 14 -- 75.7 5.9 85.1 362.5 0.82 15 -- 77.7 7.1 66.9 683.1 0.13 16 -- 78.0 3.0 65.4 671.7 0.19 17 -- 77.4 3.8 74.0 601.8 0.42 18 -- 77.6 4.8 75.5 325.8 0.86 19 -- 77.1 3.2 82.9 254.4 0.94 20 -- 80.9 2.0 75.6 615.6 0.37 21 -- 81.2 3.8 75.1 613.7 0.37 Rev. OL-20 11/13
| |
| | |
| DRY BULB WIND RELATIVE NET SOLAR CLOUD DATE TEMPERATURE SPEED* HUMIDITY RADIATION COVER YR-MO-DAY) HOUR (DEGREES F) (MPH) (PERCENT) (LANGLEYS/DAY) (FRACTION) 55-07-22 -- 83.0 4.6 72.2 668.0 0.14 23 -- 82.9 4.7 72.7 594.8 0.41 24 -- 77.5 4.8 82.4 471.0 0.65 25 -- 80.6 6.1 78.7 630.2 0.29 26 -- 85.6 7.1 64.0 666.6 0.05 27 -- 86.9 5.3 64.1 664.7 0.04 28 -- 87.0 4.3 63.2 663.0 0.09 29 -- 86.9 5.8 64.0 656.2 0.09 30 -- 87.2 6.4 62.0 657.3 0.01 31 -- 85.1 6.2 68.0 647.9 0.12 55-08-01 -- 83.0 5.1 71.0 444.0 0.67 02 -- 84.2 6.2 68.1 604.5 0.31 03 -- 81.7 8.5 64.5 629.3 0.19 04 -- 79.0 7.4 75.2 566.0 0.41 05 -- 80.1 6.9 76.2 377.3 0.76 Adjusted wind speed to 8-meter height.
| |
| Rev. OL-20 11/13
| |
| | |
| TABLE 2.3-14 METEOROLOGICAL DATA FOR 30 DAYS ANTECEDENT TO WORST POND TEMPERATURE PERFORMANCE PERIOD DRY BULB WIND RELATIVE NET SOLAR CLOUD DATE TEMPERATURE SPEED* HUMIDITY RADIATION COVER (YR-MO-DAY) (DEGREES F) (MPH) (PERCENT) (LANGLEYS/DAY) (FRACTION) 55-06-07 63.7 12.1 60.9 660.4 0.29 08 66.6 12.3 52.7 681.9 0.21 09 63.2 8.4 52.2 643.4 0.35 10 56.0 7.8 82.6 290.8 0.91 11 57.4 13.2 88.0 300.3 0.90 12 59.1 11.1 77.5 205.2 1.00 13 61.2 7.8 66.9 521.3 0.61 14 63.6 2.7 63.2 702.5 0.11 15 67.6 4.7 64.6 699.6 0.14 16 70.5 6.8 60.9 678.1 0.25 17 71.4 9.0 63.9 497.4 0.65 18 74.5 7.8 62.9 484.1 0.67 19 73.4 5.8 72.4 354.9 0.84 20 74.9 3.7 68.6 708.5 0.07 21 77.4 4.5 64.5 630.4 0.40 22 73.1 6.1 71.9 498.1 0.65 23 73.0 4.3 63.9 579.9 0.51 24 64.7 9.8 84.9 216.3 0.99 25 68.4 9.0 80.2 411.8 0.77 26 71.2 7.9 67.2 590.1 0.49 27 72.0 9.0 61.2 434.2 0.74 Rev. OL-13 5/03
| |
| | |
| DRY BULB WIND RELATIVE NET SOLAR CLOUD DATE TEMPERATURE SPEED* HUMIDITY RADIATION COVER (YR-MO-DAY) (DEGREES F) (MPH) (PERCENT) (LANGLEYS/DAY) (FRACTION) 28 73.4 9.4 60.7 598.7 0.47 29 78.6 9.3 67.6 545.8 0.57 30 80.9 10.7 69.4 694.3 0.17 55-07-01 81.0 7.9 63.6 695.8 0.16 02 82.0 8.5 69.0 705.0 0.08 03 81.2 6.3 68.6 664.6 0.29 04 79.4 7.1 68.0 525.4 0.60 05 76.2 7.4 79.4 594.4 0.47 06 74.0 5.1 87.1 334.5 0.86 Adjusted wind speed to 8-meter height.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-15 WORST CASE METEOROLOGY DATA FOR EVAPORATIVE WATER LOSS (MAXIMUM EVAPORATION PERIOD)
| |
| DRY BULB WIND RELATIVE NET SOLAR CLOUD DATE TEMPERATURE SPEED* HUMIDITY RADIATION COVER (YR-MO-DAY) (DEGREES F) (MPH) (PERCENT) (LANGLEYS/DAY) (FRACTION) 54-07-02 82.7 12.78 65.7 514.6 0.62 03 86.6 12.78 53.2 706.9 0.01 04 89.2 12.78 47.2 629.8 0.39 05 85.6 12.78 59.7 699.1 0.11 06 86.0 12.78 49.2 701.6 0.07 07 86.5 12.78 49.5 655.1 0.31 08 75.6 12.78 40.2 692.0 0.14 09 77.1 12.78 43.1 698.8 0.06 10 76.4 12.78 52.4 427.4 0.74 11 85.6 12.78 45.0 573.9 0.50 12 93.2 12.78 39.4 685.2 0.15 13 91.5 12.78 43.6 619.8 0.39 14 96.1 12.78 37.1 692.7 0.03 15 83.1 12.78 39.9 604.8 0.42 16 81.5 12.78 36.2 327.5 0.86 17 90.2 12.78 33.2 565.7 0.50 18 95.7 12.78 34.5 611.7 0.39 19 92.2 12.78 37.4 02.2 0.41 20 89.6 12.78 45.0 560.8 0.50 21 83.4 12.78 64.7 363.0 0.81 22 83.2 12.78 68.6 615.1 0.36 23 80.1 12.78 57.2 460.0 0.67 24 75.6 12.78 67.1 506.5 0.59 Rev. OL-20 11/13
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| | |
| DRY BULB WIND RELATIVE NET SOLAR CLOUD DATE TEMPERATURE SPEED* HUMIDITY RADIATION COVER (YR-MO-DAY) (DEGREES F) (MPH) (PERCENT) (LANGLEYS/DAY) (FRACTION) 54-07-25 79.9 12.78 43.9 630.4 0.29 26 79.7 12.78 39.2 633.3 0.27 27 82.2 12.78 36.0 663.7 0.06 28 86.2 12.78 45.4 458.0 0.66 29 87.2 12.78 42.1 652.2 0.13 30 88.5 12.78 43.5 636.8 0.21 31 86.0 12.78 51.1 487.3 0.60 Maximum one-day wind speed over the period adjusted to 8-meter height.
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| Rev. OL-20 11/13
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| TABLE 2.3-16 JOINT WIND SPEED, WIND DIRECTION FREQUENCY DISTRIBUTION (IN PERCENT)
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| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: JANUARY 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .4 .6 1.2 .5 .7 .3 .3 .0 4.0 10.8
| |
| .0 .5 .4 1.2 .3 .2 .2 .1 .1 3.0 9.7
| |
| .0 .6 1.1 1.7 .4 .2 .1 .1 .0 4.3 8.7
| |
| .0 .7 1.2 1.7 .2 .2 .0 .0 .0 4.0 7.9
| |
| .0 .4 1.3 1.6 .6 .7 .1 .1 .0 4.8 9.4
| |
| .0 .6 .9 2.0 .8 1.2 .4 .1 .0 5.9 10.2
| |
| .0 .4 1.2 2.6 1.0 1.3 .2 .1 .0 6.9 9.9
| |
| .1 1.1 2.0 4.0 1.4 1.3 .5 .2 .0 10.6 9.5
| |
| .0 .7 1.7 2.1 .7 .7 .1 .0 .0 6.2 8.7
| |
| .0 .9 1.5 1.6 .4 .3 .2 .1 .0 5.0 8.2
| |
| .0 .7 1.8 2.4 .8 .9 .4 .4 .0 7.5 9.7
| |
| .0 1.2 1.7 2.1 .6 .5 .3 .4 .0 6.7 9.0
| |
| .0 .9 1.2 2.3 1.4 1.7 .5 .6 .2 8.7 11.0
| |
| .0 .4 .8 2.5 1.4 2.2 1.0 .9 .3 9.5 12.3
| |
| .0 .6 .7 1.2 .8 1.3 .4 .5 .1 5.6 11.3
| |
| .0 .8 1.0 1.3 .5 1.6 .5 .6 .1 6.3 11.2 M 1.0 L .3 11.0 19.0 31.3 11.6 15.1 5.1 4.6 .9 100.0 9.9 BER OF INVALID OBSERVATIONS = 2 Rev. OL-13 5/03
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| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: FEBRUARY 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .8 .8 1.6 .8 .8 .2 .1 .0 5.2 9.5
| |
| .0 1.1 .7 1.0 .5 .5 .1 .0 .0 4.0 8.4
| |
| .0 .6 1.4 1.9 .9 .6 .1 .2 .0 5.7 9.0
| |
| .0 .9 .9 2.2 .8 .8 .2 .1 .0 6.0 9.3
| |
| .0 .3 1.0 1.7 .7 1.4 .2 .0 .0 5.4 10.2
| |
| .0 .5 .8 1.4 .9 .8 .1 .0 .0 4.6 9.6
| |
| .0 .7 .9 2.3 1.1 .9 .2 .3 .0 6.4 9.9
| |
| .0 .9 1.6 2.6 1.2 1.1 .2 .2 .0 7.8 9.5
| |
| .0 .3 1.0 1.6 .4 .4 .1 .1 .0 3.8 9.2
| |
| .0 .7 .9 1.5 .2 .4 .1 .0 .0 3.8 8.4
| |
| .0 .9 1.3 1.4 .1 .3 .2 .3 .0 4.6 9.0
| |
| .0 1.3 1.6 2.5 .4 .8 .1 .2 .1 6.9 8.9
| |
| .0 .6 1.2 2.6 1.0 2.1 .8 .5 .1 8.9 11.4
| |
| .0 .8 1.1 2.4 1.3 2.5 1.6 1.4 .2 11.3 12.3
| |
| .0 .4 .6 1.3 .9 1.5 .8 .7 .1 6.5 12.2
| |
| .0 1.0 1.5 2.0 .9 1.3 .4 .6 .1 7.7 10.5 M 1.2 L .3 11.8 17.2 30.0 12.2 16.1 5.6 4.8 .7 100.0 10.0 BER OF INVALID OBSERVATIONS = 1 Rev. OL-13 5/03
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| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: MARCH 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .6 .6 1.9 .6 .6 .4 .4 .1 5.2 10.6
| |
| .0 .7 1.0 1.2 .7 .6 .1 .2 .0 4.5 9.6
| |
| .0 .4 1.5 2.2 .7 .9 .2 .2 .0 6.1 9.8
| |
| .0 .6 .9 1.5 .4 .6 .2 .1 .0 4.2 9.3
| |
| .0 .5 .5 1.5 1.0 .8 .2 .3 .0 4.8 10.5
| |
| .0 .5 .6 1.4 1.2 1.1 .3 .2 .0 5.2 10.7
| |
| .0 .4 .7 2.2 1.1 1.6 .6 .3 .1 7.1 11.1
| |
| .1 .6 1.6 3.5 1.3 1.9 .6 .6 .2 10.3 10.8
| |
| .0 .4 .8 1.5 .5 .7 .4 .3 .0 4.7 10.5
| |
| .0 .7 .4 1.5 .4 .4 .2 .2 .0 3.8 9.6
| |
| .0 .8 .9 1.3 .8 .8 .5 .3 .2 5.5 0.8
| |
| .1 .7 .8 1.6 .8 1.3 .5 .4 .2 6.3 11.2
| |
| .0 .8 1.0 1.6 1.1 2.0 .9 1.3 .4 9.1 12.7
| |
| .0 .7 .6 2.0 .8 1.9 1.1 1.2 .7 9.0 13.3
| |
| .0 .8 .6 1.3 .8 1.4 .6 .9 .1 6.6 11.7
| |
| .1 .6 1.1 1.5 1.1 .7 .4 .6 .0 6.2 10.6 M 1.4 L .4 9.9 13.6 27.6 13.3 17.2 7.0 7.4 2.2 100.0 10.9 BER OF INVALID OBSERVATIONS = 4 Rev. OL-13 5/03
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| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: APRIL 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .3 .5 .8 .6 .5 .0 .0 .0 2.8 9.7
| |
| .0 .4 .5 .8 .5 .4 .1 .0 .0 2.8 9.2
| |
| .0 .7 .9 1.6 .8 .8 .0 .0 .0 4.8 9.2
| |
| .0 .8 1.2 2.5 1.0 .6 .2 .1 .1 6.8 9.8
| |
| .0 .5 1.2 2.2 1.2 1.5 .4 .1 .2 7.2 10.5
| |
| .0 .5 .5 2.3 1.6 1.8 .9 .5 .1 8.4 11.8
| |
| .0 .3 1.1 2.8 1.4 2.0 .6 .3 .0 8.5 11.2
| |
| .0 .7 1.5 3.7 1.5 2.0 .6 .5 .1 10.6 10.7
| |
| .0 .6 1.0 1.8 .8 1.5 .3 .2 .0 6.2 10.4
| |
| .0 .5 .8 1.0 .4 .8 .4 .2 .1 4.1 10.8
| |
| .0 1.1 1.0 1.3 .7 .6 .3 .4 .3 5.7 10.4
| |
| .0 .7 1.2 1.0 .8 1.2 .6 .5 .3 6.3 11.4
| |
| .0 .8 .5 1.6 .8 1.5 .7 1.0 .6 7.7 12.9
| |
| .0 .4 .6 1.6 .6 1.4 .9 1.4 .9 7.8 13.8
| |
| .0 .5 .5 1.2 .4 .9 .5 .6 .3 4.8 12.0
| |
| .0 .7 .7 1.2 .6 .8 .4 .3 .0 4.6 10.3 M 1.0 L .2 9.4 13.8 27.3 13.5 18.7 7.0 6.2 3.0 100.0 11.0 BER OF INVALID OBSERVATIONS = 1 Rev. OL-13 5/03
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| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: MAY 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .5 .6 .8 .4 .5 .1 .1 .0 3.1 9.3
| |
| .0 .8 .8 1.3 .9 .4 .0 .1 .0 4.5 8.9
| |
| .0 1.0 1.6 1.2 .5 .3 .0 .0 .0 4.6 7.7
| |
| .0 1.2 1.2 1.8 .8 .3 .2 .0 .0 5.4 8.4
| |
| .0 .4 1.1 2.2 .8 .6 .4 .1 .0 5.6 9.8
| |
| .0 .7 1.6 2.8 1.4 1.3 .5 .1 .0 8.4 10.0
| |
| .0 .8 2.2 4.2 1.1 1.2 .2 .1 .0 9.8 9.2
| |
| .0 1.4 3.7 4.8 1.3 2.1 .3 .4 .0 14.0 9.3
| |
| .0 1.0 1.5 2.6 .8 1.1 .3 .1 .0 7.6 9.4
| |
| .0 .9 1.3 2.1 .5 .4 .0 .2 .0 5.4 8.6
| |
| .0 1.0 1.9 2.1 .6 .8 .3 .1 .1 6.9 9.1
| |
| .0 .8 1.3 1.6 .4 .7 .1 .1 .0 5.1 8.9
| |
| .0 .8 1.4 1.5 .7 .6 .4 .3 .1 5.9 9.8
| |
| .0 .6 .7 1.3 .8 .8 .7 .4 .2 5.4 11.6
| |
| .0 .4 .6 .7 .4 .8 .4 .1 .0 3.6 10.8
| |
| .0 .6 .8 1.2 .4 .4 .0 .0 .0 3.5 8.6 M 1.1 L .2 13.1 22.2 32.0 12.0 12.5 4.0 2.4 .5 100.0 9.2 BER OF INVALID OBSERVATIONS = 1 Rev. OL-13 5/03
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| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: JUNE 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .1 1.2 .5 1.0 .4 .3 .1 .0 .0 3.7 7.8
| |
| .1 1.1 1.0 1.5 .6 .2 .0 .0 .0 4.5 7.8
| |
| .0 1.8 1.3 1.5 .5 .3 .1 .0 .0 5.5 7.6
| |
| .0 1.8 2.0 1.7 .3 .1 .1 .0 .0 6.3 7.2
| |
| .0 .9 1.0 2.0 .7 .2 .0 .0 .0 4.8 8.2
| |
| .0 1.2 1.7 3.5 .9 .5 .1 .0 .0 8.1 8.4
| |
| .0 1.6 3.4 4.7 .8 .8 .1 .0 .0 11.4 8.1
| |
| .2 3.1 5.2 6.5 1.5 1.5 .1 .3 .0 18.3 8.2
| |
| .0 1.7 2.3 3.3 .9 .7 .3 .0 .0 9.1 8.4
| |
| .1 1.1 1.8 1.3 .3 .4 .1 .0 .0 5.2 7.6
| |
| .0 1.3 1.3 1.3 .5 .8 .1 .0 .0 5.4 8.3
| |
| .0 1.1 1.0 .9 .3 .2 .1 .0 .0 3.6 7.5
| |
| .0 .6 .9 .8 .4 .5 .2 .0 .1 3.5 9.3
| |
| .0 .8 .5 .9 .4 .5 .3 .0 .0 3.5 9.3
| |
| .0 .4 .4 .5 .4 .3 .0 .0 .0 2.0 9.0
| |
| .0 1.1 .9 .8 .3 .2 .0 .0 .0 3.4 7.6 M 1.8 L .8 20.9 25.1 32.2 9.2 7.5 1.8 .7 .2 100.0 8.0 BER OF INVALID OBSERVATIONS = 1 Rev. OL-13 5/03
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| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: JULY 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 1.3 1.1 1.3 .2 .2 .1 .0 .0 4.3 7.4
| |
| .0 1.1 .8 .7 .1 .2 .0 .0 .0 3.1 7.2
| |
| .1 2.5 1.6 .8 .2 .2 .0 .0 .0 5.5 6.4
| |
| .1 2.1 1.6 1.0 .1 .0 .0 .0 .0 4.9 6.0
| |
| .0 1.9 1.9 2.9 .6 .1 .0 .0 .0 7.5 7.4
| |
| .0 1.6 1.9 3.2 .7 .3 .1 .0 .0 7.9 7.9
| |
| .0 1.9 2.9 3.0 .4 .4 .0 .0 .0 8.6 7.4
| |
| .0 4.2 5.0 4.2 .6 .3 .0 .0 .0 14.4 7.0
| |
| .0 2.2 2.8 2.5 .4 .2 .0 .0 .0 8.1 7.0
| |
| .0 1.6 1.7 2.0 .6 .2 .0 .0 .0 6.1 7.4
| |
| .0 1.5 2.1 2.4 .6 .2 .0 .0 .0 6.9 7.6
| |
| .1 1.3 1.2 1.0 .2 .2 .0 .0 .0 4.1 7.0
| |
| .0 1.1 .8 1.0 .4 .1 .0 .0 .0 3.5 7.4
| |
| .0 .6 .6 .8 .5 .4 .3 .1 .0 3.4 9.8
| |
| .0 .6 .6 .9 .4 .2 .1 .0 .0 2.9 8.4
| |
| .0 2.1 1.6 1.7 .5 .2 .1 .2 .0 6.4 7.5 M 2.5 L .5 27.7 28.4 29.5 6.5 3.6 .8 .5 .1 100.0 7.1 BER OF INVALID OBSERVATIONS = 2 Rev. OL-13 5/03
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| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: AUGUST 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 1.3 1.1 1.0 .3 .2 .0 .0 .0 4.0 7.5
| |
| .0 1.4 1.1 1.1 .2 .1 .0 .0 .0 4.1 6.8
| |
| .0 2.3 1.8 1.5 .1 .2 .0 .0 .0 5.9 6.5
| |
| .0 2.7 2.2 1.3 .4 .1 .0 .0 .0 6.8 6.4
| |
| .0 1.7 2.1 2.9 .5 .3 .1 .0 .0 7.4 7.7
| |
| .0 1.5 1.6 3.3 1.1 .5 .3 .0 .0 8.3 8.5
| |
| .1 1.5 4.1 3.8 .8 .3 .0 .0 .0 10.7 7.7
| |
| .1 2.9 4.8 4.2 .4 .3 .0 .0 .0 12.7 7.1
| |
| .0 2.1 2.3 2.1 .4 .3 .0 .0 .0 7.2 7.2
| |
| .1 1.3 1.6 1.4 .3 .3 .0 .0 .0 5.1 7.5
| |
| .0 1.5 1.3 1.8 .7 .2 .0 .0 .0 5.6 7.7
| |
| .0 1.3 1.2 .9 .2 .2 .0 .0 .0 3.7 6.9
| |
| .0 .8 .8 1.0 .3 .3 .1 .0 .0 3.3 8.3
| |
| .0 .9 .6 1.3 .3 .4 .2 .1 .0 3.8 8.9
| |
| .0 1.0 .6 .9 .4 .3 .2 .2 .0 3.6 8.9
| |
| .1 2.0 1.2 1.7 .6 .4 .1 .0 .0 6.0 7.5 M 1.7 L .6 25.9 28.5 30.2 6.9 4.5 1.1 .5 .1 100.0 7.4 BER OF INVALID OBSERVATIONS = 1 Rev. OL-13 5/03
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| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: SEPTEMBER 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 1.4 1.3 1.5 .6 .4 .0 .0 .0 5.2 7.9
| |
| .0 .9 1.0 1.0 .4 .3 .1 .0 .0 3.7 8.0
| |
| .0 2.1 2.1 1.5 .3 .2 .1 .0 .0 6.3 7.0
| |
| .0 1.4 2.0 2.1 .0 .2 .0 .0 .0 5.8 7.1
| |
| .0 1.7 2.1 3.2 .8 .4 .0 .0 .0 8.3 7.9
| |
| .0 1.2 1.9 3.6 .7 .5 .1 .1 .0 8.2 8.4
| |
| .0 1.5 3.4 4.4 1.0 .6 .1 .0 .0 11.0 8.1
| |
| .0 3.0 4.5 5.0 1.3 .7 .0 .1 .0 14.6 7.8
| |
| .0 1.2 2.0 1.2 .7 .5 .0 .0 .0 5.7 7.9
| |
| .0 1.3 .9 1.0 .2 .2 .1 .0 .0 3.7 7.1
| |
| .0 1.6 1.0 1.2 .4 .1 .0 .0 .0 4.3 7.0
| |
| .1 1.3 .7 .5 .2 .1 .0 .0 .0 2.8 6.0
| |
| .0 1.1 .8 1.0 .3 .4 .1 .1 .1 4.0 8.6
| |
| .0 .6 1.2 1.1 .5 .5 .2 .3 .0 4.5 9.4
| |
| .0 .9 .5 1.0 .4 .5 .2 .1 .1 3.6 9.4
| |
| .0 1.2 1.5 1.7 .9 .6 .2 .3 .1 6.6 9.2 M 1.4 L .4 22.5 26.9 31.1 8.6 6.2 1.5 1.2 .2 100.0 7.9 BER OF INVALID OBSERVATIONS = 0 Rev. OL-13 5/03
| |
| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: OCTOBER 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .5 .8 .9 .2 .3 .1 .1 .0 2.8 8.7
| |
| .0 .6 .7 1.0 .3 .2 .0 .0 .0 2.8 7.9
| |
| .0 .8 .9 .7 .1 .2 .0 .0 .0 2.9 7.3
| |
| .0 1.5 .9 .7 .2 .1 .0 .0 .0 3.5 6.5
| |
| .0 .8 1.1 1.8 .4 .1 .0 .0 .0 4.3 7.8
| |
| .0 1.1 1.3 3.5 1.0 .7 .1 .0 .0 7.8 8.9
| |
| .0 .9 2.8 5.4 1.3 1.5 .3 .1 .0 12.4 9.3
| |
| .0 1.4 5.5 6.0 1.9 1.7 .5 .2 .0 17.3 8.9
| |
| .0 1.3 1.8 2.5 .6 .7 .1 .2 .0 7.3 8.4
| |
| .0 1.6 1.5 1.4 .5 .3 .0 .0 .0 5.3 7.5
| |
| .0 1.4 1.5 1.3 .5 .6 .0 .1 .0 5.5 8.1
| |
| .0 1.2 .9 .9 .4 .3 .1 .2 .0 4.0 8.3
| |
| .0 1.0 1.4 1.5 .9 1.2 .4 .2 .2 6.8 10.1
| |
| .0 .8 .9 2.0 .7 .8 .7 .6 .3 6.7 11.3
| |
| .0 .7 .5 1.3 .7 .8 .5 .3 .1 4.9 10.9
| |
| .0 .8 .8 1.5 .5 .8 .3 .2 .1 4.9 10.0 M .8 L .3 16.3 23.3 32.4 10.1 10.4 3.3 2.2 .7 100.0 8.9 BER OF INVALID OBSERVATIONS = 3 Rev. OL-13 5/03
| |
| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: OCTOBER 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .7 .5 1.1 .5 .4 .0 .0 .0 3.3 8.7
| |
| .0 .6 .5 .9 .2 .1 .0 .0 .0 2.4 7.9
| |
| .1 .7 .8 1.1 .3 .1 .0 .0 .0 3.1 7.6
| |
| .0 1.0 .8 .8 .1 .1 .0 .0 .0 2.9 6.6
| |
| .0 .5 1.0 1.4 .5 .3 .1 .0 .0 3.8 8.6
| |
| .0 .9 1.0 2.8 .7 .8 .3 .1 .0 6.5 9.3
| |
| .0 .9 2.0 4.3 1.7 1.9 .3 .1 .0 11.1 9.7
| |
| .0 1.3 2.6 5.5 2.1 1.8 .4 .2 .0 13.9 9.5
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| .0 .8 1.5 2.9 .8 1.0 .1 .1 .0 7.3 9.2
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| .0 1.0 .8 1.5 .4 .5 .2 .1 .0 4.5 8.9
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| .0 .9 1.3 2.0 .5 .5 .3 .3 .1 6.0 9.6
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| .0 1.2 1.4 1.2 .3 .6 .0 .3 .0 5.1 8.6
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| .0 1.1 1.6 2.1 .6 1.4 .6 .5 .3 8.3 10.6
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| .0 .6 .9 2.0 1.3 1.8 1.2 .9 .4 9.0 12.5
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| .0 .5 .7 1.4 .9 1.1 .6 .5 .3 6.0 11.8
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| .0 .7 1.0 1.5 .8 1.1 .3 .1 .1 5.6 9.8 M 1.3 L .4 13.4 18.4 32.6 11.8 13.5 4.3 3.2 1.3 100.0 9.6 BER OF INVALID OBSERVATIONS = 1 Rev. OL-13 5/03
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| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: OCTOBER 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
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| .0 .8 .8 .6 .4 .7 .5 .0 .1 4.0 9.7
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| .0 .9 .4 1.2 .5 .6 .1 .1 .0 3.7 9.1
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| .0 1.1 .8 .7 .4 .5 .0 .0 .0 3.5 8.0
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| .0 .8 1.1 .9 .1 .2 .0 .0 .0 3.2 7.4
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| .0 .4 1.0 1.2 .6 .6 .1 .1 .0 4.1 9.2
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| .0 .4 .9 2.1 1.2 1.0 .2 .1 .0 5.9 10.2
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| .0 .7 1.0 2.9 1.3 1.2 .4 .3 .0 7.8 10.2
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| .0 1.2 2.2 5.0 1.4 1.6 .5 .2 .1 12.1 9.6
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| .0 .8 1.4 1.8 1.0 .5 .2 .1 .0 5.8 9.1
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| .0 1.0 1.4 1.0 .3 .6 .0 .0 .0 4.5 8.1
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| .0 1.1 1.7 2.3 .7 .5 .2 .3 .2 7.0 9.2
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| .2 1.4 1.9 2.2 1.0 1.1 .4 .3 .1 8.5 9.3
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| .0 .9 1.2 2.3 1.4 2.2 .8 .9 .3 10.2 11.7
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| .0 .6 .8 2.0 1.1 1.9 .7 .9 .2 8.2 12.0
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| .0 .7 .8 1.6 .4 .8 .5 .6 .0 5.3 10.8
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| .1 .7 .8 1.3 .8 .5 .3 .5 .1 5.2 10.5 M 1.0 L .5 13.5 18.2 29.2 12.7 14.5 5.0 4.4 1.1 100.0 9.8 BER OF INVALID OBSERVATIONS = 0 Rev. OL-13 5/03
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| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: OCTOBER 1960-1969 UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN ECTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .8 .8 1.1 .5 .5 .2 .1 .0 4.0 9.0
| |
| .0 .9 .7 1.1 .4 .3 .1 .1 .0 3.6 8.4
| |
| .0 1.2 1.3 1.4 .4 .4 .1 .0 .0 4.9 7.9
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| .0 1.3 1.3 1.5 .4 .3 .1 .0 .0 5.0 7.7
| |
| .0 .8 1.3 2.1 .7 .6 .1 .1 .0 5.7 8.8
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| .0 .9 1.2 2.7 1.0 .9 .3 .1 .0 7.1 9.4
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| .0 1.0 2.2 3.5 1.1 1.1 .3 .1 .0 9.3 9.2
| |
| .0 1.8 3.4 4.6 1.3 1.4 .3 .2 .0 13.1 8.8
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| .0 1.1 1.7 2.2 .7 .7 .2 .1 .0 6.6 8.7
| |
| .0 1.0 1.2 1.4 .4 .4 .1 .1 .0 4.7 8.2
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| .0 1.1 1.4 1.7 .6 .5 .2 .2 .1 5.9 8.9
| |
| .1 1.1 1.2 1.4 .5 .6 .2 .2 .1 5.3 8.9
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| .0 .9 1.1 1.6 .8 1.2 .5 .5 .2 6.6 10.8
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| .0 .7 .8 1.6 .8 1.2 .7 .7 .3 6.8 11.9
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| .0 .6 .6 1.1 .6 .8 .4 .4 .1 4.6 10.9
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| .0 1.0 1.1 1.4 .7 .7 .3 .3 .1 5.5 9.5 M 1.3 L .4 16.3 21.3 30.4 10.7 11.6 3.9 3.2 .9 100.0 9.1 BER OF INVALID OBSERVATIONS = 17 Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.3-18 PERSISTENCE OF WIND DIRECTION FREQUENCY DISTRIBUTION (IN PERCENT)
| |
| CALLAWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI DATA SITE: COLUMBIA, MISSOURI DATA PERIOD: WINTER 1959-1969 URS OF SISTENCE WIND DIRECTION NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N CALM 43.6 47.6 36.1 41.5 38.6 39.0 39.0 31.2 56.0 61.7 43.7 43.8 39.2 37.0 51.5 41.4 82.3 19.2 16.9 27.6 27.0 20.4 33.3 28.6 21.6 29.2 22.2 28.2 31.8 21.9 25.9 25.1 27.4 17.6 19.8 16.1 10.7 12.0 15.3 14.6 16.4 18.9 10.6 11.1 13.4 10.7 15.0 16.2 13.4 14.3 0.0 10.1 6.1 7.1 4.0 9.3 6.5 9.7 8.9 4.0 4.9 11.0 7.7 5.7 8.6 7.1 9.5 0.0 0.0 7.6 8.9 7.5 0.0 4.0 6.1 7.1 0.0 0.0 3.4 1.6 5.9 3.2 0.0 0.0 0.0 3.0 0.0 0.0 0.0 5.5 2.4 0.0 7.3 0.0 0.0 0.0 1.9 5.7 2.6 2.6 2.0 0.0 0.0 5.3 3.1 3.5 6.5 0.0 0.0 2.8 0.0 0.0 0.0 2.2 1.6 4.5 0.0 2.4 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 0.0 2.7 0.0 0.0 0.0 0.0 4.5 4.1 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Rev. OL-13 5/03
| |
| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER 1959-1969 URS OF SISTENCE WIND DIRECTION NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N CALM 61.0 56.3 43.4 47.3 42.2 44.8 47.9 37.5 64.7 60.2 51.6 44.0 39.0 39.7 51.2 50.9 68.0 24.1 29.8 24.4 24.6 31.8 21.9 25.3 28.2 25.5 25.7 24.1 32.5 26.2 27.9 28.2 23.8 12.7 6.0 5.1 13.9 17.3 16.6 17.8 9.9 16.9 7.9 8.7 10.9 9.5 7.6 15.8 8.7 17.1 19.1 5.3 2.3 13.5 1.5 1.4 2.5 7.7 7.7 1.7 2.3 7.3 7.9 10.2 11.1 11.7 5.7 0.0 3.3 2.8 2.1 1.9 5.5 1.5 5.5 7.0 0.0 2.9 3.6 1.9 2.8 3.1 0.0 2.3 0.0 0.0 3.4 2.5 4.6 2.2 3.7 1.6 1.0 0.0 0.0 2.2 0.0 5.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.6 0.0 2.1 1.9 0.0 0.0 0.0 0.0 0.0 3.9 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0 1.4 0.0 0.0 0.0 0.0 2.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.9 0.0 0.0 0.0 0.0 0.0 Rev. OL-13 5/03
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| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER 1959-1969 URS OF SISTENCE WIND DIRECTION NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N CALM 63.7 69.6 55.5 50.9 45.4 54.9 49.8 38.2 57.7 66.8 62.3 75.1 58.8 51.6 63.8 48.6 64.3 29.5 18.0 22.0 24.9 20.9 21.9 27.0 27.7 24.7 26.7 23.0 13.7 20.5 28.1 24.7 26.8 32.1 4.0 9.6 12.7 11.3 22.0 10.1 10.6 19.5 13.3 2.7 11.5 8.2 8.8 14.0 11.4 11.4 3.4 2.6 2.5 5.0 9.0 5.5 4.5 7.1 9.6 2.5 3.6 3.0 2.7 2.9 2.6 0.0 7.6 0.0 0.0 0.0 2.1 3.7 1.7 4.2 3.3 0.7 1.5 0.0 0.0 0.0 0.0 3.3 0.0 1.9 0.0 0.0 0.0 2.5 0.0 4.2 1.6 0.0 1.7 0.0 0.0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 2.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.4 0.0 Rev. OL-13 5/03
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| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER 1959-1969 URS OF SISTENCE WIND DIRECTION NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N CALM 46.2 50.0 47.4 60.3 51.2 42.5 40.7 28.8 63.3 75.1 53.8 60.6 43.3 44.4 47.4 35.9 75.5 32.9 23.7 27.7 17.2 28.5 28.7 21.1 26.2 23.2 21.3 37.6 27.5 22.2 17.3 32.9 29.6 24.4 9.4 22.8 13.8 15.5 10.0 17.4 19.0 18.7 6.4 3.5 6.7 6.2 12.2 17.7 6.1 13.3 0.0 5.0 3.3 2.3 6.9 3.3 6.1 6.1 12.2 6.9 0.0 1.7 5.5 16.3 11.1 10.3 7.4 0.0 6.3 0.0 8.6 0.0 4.2 3.0 4.8 7.3 0.0 0.0 0.0 0.0 3.7 1.5 0.0 3.7 0.0 0.0 0.0 0.0 0.0 2.5 0.0 8.0 2.3 0.0 0.0 0.0 0.0 2.2 1.8 3.0 4.4 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 2.4 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Rev. OL-13 5/03
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| TABLE 2.3-19 WIND DIRECTION PERSISTENCE - 10 METERS Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.3-20 WIND DIRECTION PERSISTENCE - 60 METERS Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.3-21 WIND DIRECTION PERSISTENCE - 90 METERS Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.3-22 TEMPERATURE
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| ==SUMMARY==
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| FOR COLUMBIA, MISSOURI (Temperature in Degrees Fahrenheit)
| |
| AVERAGE (1941-1970)a EXTREMES (1931-1960)b DAILY DAILY MEAN MONTH MAXIMUM MINIMUM MONTHLY HIGH LOWc ary 38.0 20.6 29.3 77 (1950) -18 (1940) uary 42.7 24.5 33.6 77 (1962) - 9 (1951) h 51.3 32.0 41.7 85 (1956) - 9 (1960) 65.3 44.6 55.0 91 (1965) 20 (1940) 74.5 54.3 64.4 93 (1956) 33 (1966) 82.7 63.3 73.0 102 (1954) 41 (1945) 87.4 67.1 77.3 113 (1954) 49 (1959) st 86.4 65.5 76.0 103 (1964) 46 (1967) ember 79.4 57.2 68.3 102 (1954) 29 (1942) ber 69.2 46.7 58.0 92 (1963) 21 (1952) mber 53.6 34.2 43.9 82 (1949) 1 (1964) mber 41.1 24.5 32.8 75 (1948) -12 (1933) al Average 65.3 44.7 54.4 116 -18 U.S. Dept. of Commerce, 1973.
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| Environmental Data Service, 1969.
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| The extreme minimum temperature was -26°F in February 1899 at a nearby site in the locality.
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| Rev. OL-13 5/03
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| TABLE 2.3-23 TEMPERATURE
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| ==SUMMARY==
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| FOR FULTON AIRPORT (Temperature in Degrees Fahrenheit)
| |
| LONG-TERM MEANS EXTREMESa DAILYa DAILYa MEANb MONTH MAXIMUM MINIMUM MONTHLY HIGH LOW uary 40.1 19.8 29.6 83 -25 ruary 43.2 21.9 33.0 81 -26 rch 54.4 31.5 43.0 93 -12 il 66.0 42.5 54.3 94 13 y 75.7 53.6 64.4 101 27 e 84.6 62.1 73.5 106 39 y 88.9 65.8 78.0 116 47 ust 81.8 64.5 76.6 109 39 tember 70.7 56.3 69.0 106 30 ober 55.0 44.7 57.6 96 18 vember 42.7 32.2 43.6 85 -7 cember 66.1 23.1 33.3 76 -18 ual Average 66.1 43.1 54.7 116 -26 Based upon 58 years of record ending in 1960.
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| Based upon 72 years of record ending in 1960.
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| urce: U.S. Weather Bureau, 1965.
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| Rev. OL-13 5/03
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| TABLE 2.3-24 RELATIVE HUMIDITY
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| ==SUMMARY==
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| FOR COLUMBIA, MISSOURI (Period of Record: 1941 to 1970)
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| LOCAL STANDARD TIME (HOURS)
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| MONTH 0000 0600 1200 1800 uary 74 77 66 67 ruary 74 78 65 64 rch 72 78 60 57 il 67 76 55 54 y 75 81 56 55 e 77 82 56 57 y 76 83 55 54 ust 79 85 56 57 tember 81 85 63 67 ober 78 84 61 66 vember 78 83 66 71 cember 79 80 71 73 rly Average 76 81 61 62 urce: U.S. Dept. of Commerce, 1973.
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| Rev. OL-13 5/03
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| TABLE 2.3-25 DEW-POINT TEMPERATURE AND HEAVY FOG
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| ==SUMMARY==
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| FOR COLUMBIA, MISSOURI MEAN DEW-POINT TEMPERATUREa MEAN NUMBER OF MONTH (Degrees F) HEAVY FOG DAYSb,c uary 21 3 ruary 24 2 rch 29 1 il 40 1 y 52 1 e 62 1 y 66 1 gust 64 1 tember 55 1 ober 45 1 vember 32 1 cember 25 2 ual 43 16 Dew-point period of record: 1946 to 1965.
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| Heavy fog day period of record: 1931 to 1960.
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| Heavy fog is defined as visibility 1/4 mile or less.
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| urce: Environmental Data Service, 1968.
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| Rev. OL-13 5/03
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| TABLE 2.3-26 MEAN WET-BULB TEMPERATURE
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| ==SUMMARY==
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| FOR COLUMBIA, MISSOURI (Period of Record: 1951 to 1970)
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| (Temperature in Degrees Fahrenheit)
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| LOCAL STANDARD TIME (HOURS)
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| MONTH 0000 0600 1200 1800 uary 24.8 22.8 28.9 28.2 ruary 28.8 26.3 32.9 32.8 rch 34.3 32.0 39.3 39.3 il 46.0 43.8 50.6 50.6 y 55.4 53.9 60.2 60.1 e 64.0 62.9 68.4 68.3 y 67.8 66.6 71.5 71.6 gust 66.2 64.2 69.9 69.8 tember 58.9 56.5 63.5 62.7 ober 48.6 46.2 53.8 52.2 vember 37.5 35.2 42.0 40.0 cember 29.0 27.3 32.8 31.6 nual Average 46.7 44.8 51.1 50.6 urce: Horner, 1973.
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| Rev. OL-13 5/03
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| TABLE 2.3-27 PRECIPITATION
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| ==SUMMARY==
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| FOR FULTON AND COLUMBIA, MISSOURI Periods of Record:
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| Averages - 1941 to 1970 Extremes - 1941 to 1978 PRECIPITATION (INCHES) SNOW/SLEET (INCHES)
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| MEAN MEAN MAXIMUM MINIMUM MAXIMUM MEAN MAXIMUM MAXIMUM TOTAL TOTAL MONTHLYa MONTHLYb IN 24 HOURSc TOTAL MONTHLY IN 24 HOURSd ONTH (FULTON) (COLUMBIA) (COLUMBIA) (COLUMBIA) (COLUMBIA) (COLUMBIA) (COLUMBIA) (COLUMBIA) ary 1.53 1.57 5.96 0.21 1.90 (1951) 4.40 23.5 10.30 (1958) uary 1.73 1.72 4.15 0.18 1.84 (1959) 4.70 17.5 11.8 (1975) h 2.62 2.58 10.09 0.51 2.40 (1962) 5.00 24.5 7.80 (1958) 3.78 3.83 9.53 0.61 2.51 (1964) 0.50 4.5 4.5 (1973) 4.30 4.68 13.30 2.12 2.98 (1974) Te T e Te (1953) 4.75 4.59 8.93 0.12 4.37 (1968) 0.00 0.0 0.0 3.95 3.89 11.45 0.24 3.86 (1957) 0.00 0.0 0.0 st 3.32 3.19 8.18 0.21 3.98 (1975) 0.00 0.0 0.0 ember 4.08 4.39 11.80 0.09 3.47 (1961) 0.00 0.0 0.0 ber 3.49 3.38 12.67 0.16 4.05 (1955) T e 0.40 0.40 (1954) mber 1.99 1.79 5.26 0.21 2.17 (1972) 1.10 8.3 8.1 (1975) mber 1.90 1.78 4.55 0.19 2.07 (1949) 3.70 17.8 11.20 (1973) al 37.44 37.39 13.30 0.09 4.37 (1968) 19.40 24.50 11.8 (1975)
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| At other proximal locations, the maximum monthly precipitation was 14.86 inches in June 1928.
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| At other proximal locations, the minimum monthly precipitation was 0.06 inch in August 1909.
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| At other proximal locations, the maximum precipitation in 24 hours was 6.61 inches in September 1918.
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| At other proximal locations, the maximum snowfall in 24 hours was 12.8 inches in March 1937.
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| Trace.
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| ce: Environmental Data Service, 1969; U.S. Dept. of Commerce, 1971-79.
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| Rev. OL-13 5/03
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| TABLE 2.3-28 PRECIPITATION (INCHES) AT COLUMBIA, MISSOURI COINCIDENT WITH THE PERIOD OF ON-SITE DATA COLLECTION MONTH 1973 1974 1975 1978 1979 uary 3.58 3.38 2.43 ruary 2.70 2.96 1.40 rch 3.03 3.23 3.68a 0.99b il 3.55 4.29 5.80 y 7.75 4.00 6.77 e 4.15 5.89 2.50 y 1.60 1.43 4.56 gust 5.89 7.57 2.01 ptember 2.54 1.77 1.11 ober 3.83 1.20 1.73 vember 2.96 3.81 3.24 cember 1.79 1.65 2.51 al 43.37 41.18 38.73 (5/73-5/74) (6/74-5/75) (3/78-3/79)
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| March 16, 1978 through March 31, 1978.
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| March 1, 1979 through March 15, 1979.
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| rce: U.S. Dept. of Commerce, 1973, 1974, 1975, 1978, and 1979.
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.3-30 NUMBER OF HOURS WITH MEASURABLE PRECIPITATION AT COLUMBIA, MISSOURI COINCIDENT WITH THE PERIODS OF ON-SITE DATA COLLECTION MONTH 1973 1974 1975 1978 1979 uary 65 64 90 ruary 57 70 30 rch 52 38 54a 19b il 62 49 74 y 65 44 80 e 41 29 29 y 40 12 27 gust 6 71 29 tember 61 28 17 ober 52 27 21 vember 31 79 95 cember 83 56 42 al 615 567 578 (6/73-5/74) (6/74-5/75) (3/78-3/79)
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| March 16, 1978 through March 31, 1978.
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| March 1, 1979 through March 15, 1979.
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| rce: U.S. Dept. of Commerce, 1973, 1974, 1975, 1978, and 1979.
| |
| e: Precipitation amounts of 0.01 inch or greater.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-31 RELATION OF PASQUILL STABILITY CLASSES TO WEATHER CONDITIONS DAYTIME CONDITIONS URFACE WIND INCOMING SOLAR RADIATION NIGHTTIME CONDITIONS*
| |
| PEED AT 10m THIN OVERCAST OR (m/sec) STRONG MODERATE SLIGHT 4/8 CLOUDINESS 3/8 CLOUDINESS
| |
| <2 A A-B B F F 2-3 A-B B C E F 3-5 B B-C C D E 5-6 C C-D D D D
| |
| >6 C D D D D The degree of cloudiness is defined as that fraction of the sky above the local horizon that is covered by clouds.
| |
| e: Pasquill Stability Classes labeled as follows:
| |
| A - Extremely unstable; B - Moderately unstable; C - Slightly unstable; D - Neutral; E - Slightly stable; F - Moderately stable.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-32 ATMOSPHERIC STABILITY CLASSES TEMPERATURE CHANGE U.S. AEC WITH HEIGHT CLASSIFICATION STABILITY CLASS (°C per 100 meters) remely Unstable A < - 1.9 derately Unstable B -1.9 to -1.7 htly Unstable C -1.7 to -1.5 utral D -1.5 to -0.5 htly Stable E -0.5 to 1.5 derately Stable F 1.5 to 4.0 remely Stable G > 4.0 rce: Turner, 1964; U.S. Atomic Energy Commission, 1972.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-32A CALLAWAY GENERATING STATION REFORM, MISSOURI UNION ELECTRIC COMPANY DAMES AND MOORE JOB NO. 7677-066-07 DATA PERIOD FROM 5/4/73 TO 5/4/75 DATE AND TIME OF RUN 06/15/81 14 34 59 NUMBER OF HOURS UMBER OF PASQUILL STABILITY CLASS NSECUTIVE HOURS -A- -B- -C- -D- -E- -F- -G-2 392 198 292 4999 3778 1656 670 3 251 66 113 4050 2919 1130 486 4 153 22 48 3377 2313 777 354 5 91 6 20 2897 1872 531 250 6 50 0 8 2516 1524 371 168 7 27 0 2 2209 1242 260 110 8 15 0 0 1954 1008 176 71 9 7 0 0 1740 814 114 41 10 2 0 0 1559 641 73 22 11 0 0 0 1413 500 44 10 12 0 0 0 1296 382 25 4 13 0 0 0 1199 279 16 1 14 0 0 0 1112 202 11 0 15 0 0 0 1034 140 7 0 16 0 0 0 964 93 5 0 17 0 0 0 900 63 4 0 18 0 0 0 843 42 3 0 19 0 0 0 792 32 2 0 20 0 0 0 747 25 1 0 21 0 0 0 702 19 0 0 22 0 0 0 659 14 0 0 23 0 0 0 621 11 0 0 24 0 0 0 586 8 0 0 25 0 0 0 551 5 0 0 671 INVALID HOUR(S).
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-33 MONTHLY STABILITY CLASS FREQUENCY DISTRIBUTIONS (IN PERCENT)
| |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: (1959-1969)
| |
| QUILL-RNER ABILITY LASS JANUARY FEBRUARY MARCH APRIL MAY JUNE JULY AUGUST SEPTEMBER OCTOBER NOVEMBER DECEMBER ANNUAL A .0 .1 .1 .2 .6 1.0 1.3 1.1 .1 .2 .0 .0 .4 B .3 1.3 2.4 3.2 6.1 9.2 11.5 10.3 6.3 4.0 .6 .6 4.7 C 5.1 6.6 6.0 9.2 16.0 18.6 21.6 21.5 13.0 9.8 5.0 5.1 11.5 D 67.1 67.5 68.5 68.2 51.2 39.0 28.5 30.0 47.3 47.3 63.1 66.1 53.6 E 18.7 14.7 14.7 12.6 15.8 17.1 17.7 19.0 18.9 23.1 20.4 18.3 17.6 F 8.7 10.0 8.2 6.5 10.2 15.1 19.4 18.0 14.4 15.6 10.9 9.9 12.2 RCE:
| |
| ONAL CLIMATIC CENTER, UNDATED,
| |
| | |
| ==SUMMARY==
| |
| OF HOURLY OBSERVATIONS, COLUMBIA MISSOURI (1959-1969):
| |
| ONAL CLIMATIC CENTER, ASHEVILLE, NORTH CAROLINA, MAGNETIC TAPE FOR STATION NO. 13983.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-34 JOINT WIND SPEED, WIND DIRECTION FREQUENCY DISTRIBUTION (IN PERCENT)
| |
| STABILITY CLASS A AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: ANNUAL, (1960-1969)
| |
| UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN CTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 3.4 .0 .0 .0 .0 .0 .0 .0 3.4 4.5
| |
| .0 1.7 .0 .0 .0 .0 .0 .0 .0 1.7 4.0
| |
| .0 7.8 .0 .0 .0 .0 .0 .0 .0 7.8 3.9
| |
| .0 4.3 .0 .0 .0 .0 .0 .0 .0 4.3 3.8
| |
| .0 3.4 .0 .0 .0 .0 .0 .0 .0 3.4 3.8
| |
| .0 2.6 .0 .0 .0 .0 .0 .0 .0 2.6 4.3
| |
| .0 4.3 .0 .0 .0 .0 .0 .0 .0 4.3 4.4
| |
| .9 5.2 .0 .0 .0 .0 .0 .0 .0 6.0 4.0
| |
| .0 6.0 .0 .0 .0 .0 .0 .0 .0 6.0 4.6
| |
| .9 4.3 .0 .0 .0 .0 .0 .0 .0 5.2 3.5
| |
| .0 6.0 .0 .0 .0 .0 .0 .0 .0 6.0 4.3
| |
| .9 2.6 .0 .0 .0 .0 .0 .0 .0 3.4 3.5
| |
| .0 4.3 .0 .0 .0 .0 .0 .0 .0 4.3 4.0
| |
| .0 4.3 .0 .0 .0 .0 .0 .0 .0 4.3 4.2
| |
| .0 1.7 .0 .0 .0 .0 .0 .0 .0 1.7 4.5
| |
| .0 7.8 .0 .0 .0 .0 .0 .0 .0 7.8 4.6 M 27.6 L 2.6 69.8 .0 .0 .0 .0 .0 .0 .0 100.0 3.0 BER OF INVALID OBSERVATIONS = 0 Rev. OL-13 5/03
| |
| | |
| STABILITY CLASS B AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: ANNUAL, (1960-1969)
| |
| UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN CTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 1.3 1.0 .4 .0 .0 .0 .0 .0 2.7 5.5
| |
| .1 1.2 1.1 .2 .0 .0 .0 .0 .0 2.6 5.2
| |
| .1 2.4 2.0 .6 .0 .0 .0 .0 .0 5.1 5.5
| |
| .1 1.9 3.0 .2 .0 .0 .0 .0 .0 5.3 5.6
| |
| .1 2.1 2.2 .4 .0 .0 .0 .0 .0 4.7 5.6
| |
| .1 1.6 2.3 .5 .0 .0 .0 .0 .0 4.6 5.7
| |
| .1 1.9 3.5 1.0 .0 .0 .0 .0 .0 6.5 5.8
| |
| .2 3.3 6.0 1.3 .0 .0 .0 .0 .0 10.8 5.9
| |
| .1 2.5 5.0 1.1 .0 .0 .0 .0 .0 8.6 6.1
| |
| .0 2.9 4.8 1.4 .0 .0 .0 .0 .0 9.2 5.9
| |
| .0 4.1 5.2 1.5 .0 .0 .0 .0 .0 10.8 5.9
| |
| .3 2.6 3.4 .4 .0 .0 .0 .0 .0 6.7 5.4
| |
| .1 2.5 2.4 .4 .0 .0 .0 .0 .0 5.4 5.5
| |
| .1 1.8 1.9 .6 .0 .0 .0 .0 .0 4.4 5.6
| |
| .0 1.6 1.0 .3 .0 .0 .0 .0 .0 2.9 5.2
| |
| .4 2.1 1.8 .5 .0 .0 .0 .0 .0 4.8 5.2 M 4.9 L 1.8 35.9 46.7 10.8 .0 .0 .0 .0 .0 100.0 5.4 BER OF INVALID OBSERVATIONS = 0 Rev. OL-13 5/03
| |
| | |
| STABILITY CLASS C AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: ANNUAL, (1960-1969)
| |
| UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN CTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .7 .7 1.6 .2 .1 .0 .0 .0 3.5 7.7
| |
| .0 .9 .5 1.2 .2 .0 .0 .0 .0 2.7 7.2
| |
| .0 1.0 1.2 1.7 .3 .1 .0 .0 .0 4.3 7.5
| |
| .0 1.0 .9 2.3 .1 .0 .0 .0 .0 4.4 7.3
| |
| .0 1.0 .7 2.8 .2 .1 .0 .0 .0 4.8 7.6
| |
| .0 1.4 1.3 2.9 .6 .1 .1 .0 .0 6.4 7.9
| |
| .0 1.0 2.0 5.0 .6 .1 .0 .0 .0 8.7 8.0
| |
| .0 1.9 3.5 7.4 .9 .4 .1 .1 .0 14.4 8.1
| |
| .0 1.5 2.2 5.1 .8 .2 .0 .0 .0 9.7 8.0
| |
| .1 1.2 1.6 4.0 .4 .2 .0 .0 .0 7.5 8.0
| |
| .0 1.4 1.8 4.5 .8 .4 .1 .1 .0 9.0 8.3
| |
| .0 1.3 1.6 2.7 .3 .2 .0 .0 .0 6.2 7.6
| |
| .0 .6 1.2 2.6 .4 .2 .0 .0 .0 5.1 8.3
| |
| .0 1.0 .7 2.2 .3 .1 .1 .0 .0 4.7 8.3
| |
| .0 .8 .5 1.2 .2 .1 .1 .0 .0 3.0 8.0
| |
| .0 1.0 1.1 2.2 .4 .1 .0 .0 .0 4.8 7.7 M .7 L .2 17.7 21.5 49.5 6.6 2.5 .8 .4 .1 100.0 7.9 MBER OF INVALID OBSERVATIONS = 0 Rev. OL-13 5/03
| |
| | |
| STABILITY CLASS D AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: ANNUAL, (1960-1969)
| |
| UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN CTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .3 .4 1.3 .8 .8 .3 .2 .0 4.2 11.0
| |
| .0 .4 .5 1.4 .8 .6 .1 .1 .0 3.9 10.2
| |
| .0 .4 .8 1.8 .7 .7 .1 .1 .0 4.7 9.6
| |
| .0 .5 .8 1.7 .7 .6 .1 .1 .0 4.4 9.6
| |
| .0 .4 .9 2.1 1.3 1.1 .3 .1 .0 6.1 10.3
| |
| .0 .4 .8 2.6 1.8 1.6 .5 .2 .0 7.8 11.0
| |
| .0 .4 1.0 3.1 1.9 2.1 .5 .2 .0 9.3 10.9
| |
| .0 .6 1.8 3.6 2.3 2.5 .6 .4 .1 11.8 10.8
| |
| .0 .4 .7 1.6 1.1 1.2 .3 .2 .0 5.5 10.8
| |
| .0 .4 .5 .9 .6 .7 .2 .1 .0 3.5 10.5
| |
| .0 .4 .7 1.1 .9 1.0 .4 .3 .1 4.9 11.4
| |
| .0 .4 .5 1.1 .8 1.1 .3 .4 .1 4.7 11.6
| |
| .0 .4 .5 1.3 1.4 2.1 .9 .9 .4 7.9 13.1
| |
| .0 .2 .4 1.4 1.4 2.3 1.3 1.3 .5 8.8 13.9
| |
| .0 .3 .4 1.0 1.0 1.5 .7 .7 .2 5.8 12.9
| |
| .0 .4 .7 1.6 1.1 1.3 .5 .5 .1 6.2 11.6 M .4 L .1 6.3 11.4 27.6 18.5 21.2 7.1 5.8 1.7 100.0 11.3 BER OF INVALID OBSERVATIONS = 17 Rev. OL-13 5/03
| |
| | |
| STABILITY CLASS E AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: ANNUAL, (1960-1969)
| |
| UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN CTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .0 .5 1.3 1.5 .0 .0 .0 .0 .0 3.2 7.3
| |
| .0 .6 1.0 1.1 .0 .0 .0 .0 .0 2.8 7.0
| |
| .0 1.1 2.0 1.1 .0 .0 .0 .0 .0 4.2 6.7
| |
| .0 1.3 1.8 1.9 .0 .0 .0 .0 .0 5.0 6.9
| |
| .0 .7 2.0 3.4 .0 .0 .0 .0 .0 6.1 7.7
| |
| .0 .7 2.1 5.3 .0 .0 .0 .0 .0 8.2 7.9
| |
| .0 .9 4.0 7.1 .0 .0 .0 .0 .0 12.0 7.9
| |
| .0 1.7 6.1 9.9 .0 .0 .0 .0 .0 17.6 7.7
| |
| .0 .9 2.9 3.7 .0 .0 .0 .0 .0 7.4 7.5
| |
| .0 .6 1.4 2.4 .0 .0 .0 .0 .0 4.3 7.5
| |
| .0 .7 1.9 3.1 .0 .0 .0 .0 .0 5.7 7.6
| |
| .0 .9 1.9 2.4 .0 .0 .0 .0 .0 5.3 7.2
| |
| .0 .6 1.7 3.3 .0 .0 .0 .0 .0 5.5 7.8
| |
| .0 .4 1.0 3.6 .0 .0 .0 .0 .0 5.1 8.2
| |
| .0 .4 .9 2.3 .0 .0 .0 .0 .0 3.6 7.8
| |
| .0 .7 1.4 1.8 .0 .0 .0 .0 .0 4.0 7.3 M .0 L .0 12.8 33.3 53.9 .0 .0 .0 .0 .0 100.0 7.6 MBER OF INVALID OBSERVATIONS = 0 Rev. OL-13 5/03
| |
| | |
| STABILITY CLASS F AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI N ELECTRIC COMPANY SITE: COLUMBIA, MISSOURI PERIOD: ANNUAL, (1960-1969)
| |
| UPPER CLASS INTERVALS OF WIND SPEED (KNOTS)
| |
| MEAN CTOR 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 >20.0 TOTAL SPEED
| |
| .1 3.2 1.5 .0 .0 .0 .0 .0 .0 4.9 4.7
| |
| .1 3.1 1.7 .0 .0 .0 .0 .0 .0 4.9 4.8
| |
| .2 4.3 2.3 .0 .0 .0 .0 .0 .0 6.8 4.8
| |
| .2 4.8 2.9 .0 .0 .0 .0 .0 .0 7.9 4.9
| |
| .1 2.4 2.0 .0 .0 .0 .0 .0 .0 4.5 5.1
| |
| .1 2.6 1.6 .0 .0 .0 .0 .0 .0 4.3 4.9
| |
| .1 3.0 4.1 .0 .0 .0 .0 .0 .0 7.2 5.3
| |
| .2 6.5 5.3 .0 .0 .0 .0 .0 .0 12.0 5.1
| |
| .1 3.5 2.7 .0 .0 .0 .0 .0 .0 6.3 5.1
| |
| .1 3.6 2.3 .0 .0 .0 .0 .0 .0 6.0 4.9
| |
| .1 3.4 2.4 .0 .0 .0 .0 .0 .0 5.9 4.9
| |
| .2 3.5 2.4 .0 .0 .0 .0 .0 .0 6.1 4.9
| |
| .0 3.0 1.9 .0 .0 .0 .0 .0 .0 5.0 4.9
| |
| .1 2.0 1.5 .0 .0 .0 .0 .0 .0 3.6 4.8
| |
| .1 1.9 1.0 .0 .0 .0 .0 .0 .0 3.0 4.6
| |
| .0 3.7 2.1 .0 .0 .0 .0 .0 .0 5.8 4.9 M 5.9 L 1.7 54.6 37.8 .0 .0 .0 .0 .0 .0 100.0 4.6 BER OF INVALID OBSERVATIONS = 0 Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-35 PERSISTENCE OF STABILITY FREQUENCY DISTRIBUTION (IN PERCENT)
| |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER (1959-1969)
| |
| OURS OF RSISTENCE PASQUILL - TURNER STABILITY CLASS A B C D E F 3 100.0 68.4 61.2 3.2 30.0 34.8 6 0.0 31.5 35.9 3.4 31.1 30.2 9 0.0 0.0 2.7 3.8 22.4 21.3 12 0.0 0.0 0.0 4.8 10.3 10.0 15 0.0 0.0 0.0 4.0 6.1 3.4 18 0.0 0.0 0.0 3.5 0.0 0.0 21 0.0 0.0 0.0 3.7 0.0 0.0 24 0.0 0.0 0.0 3.0 0.0 0.0 27 0.0 0.0 0.0 1.8 0.0 0.0 30 0.0 0.0 0.0 3.8 0.0 0.0 33 0.0 0.0 0.0 3.4 0.0 0.0 36 0.0 0.0 0.0 3.2 0.0 0.0 39 0.0 0.0 0.0 3.8 0.0 0.0 42 0.0 0.0 0.0 3.1 0.0 0.0 45 0.0 0.0 0.0 3.0 0.0 0.0 48 0.0 0.0 0.0 1.8 0.0 0.0 51 0.0 0.0 0.0 3.0 0.0 0.0 54 0.0 0.0 0.0 0.8 0.0 0.0 57 0.0 0.0 0.0 5.5 0.0 0.0 60 0.0 0.0 0.0 1.3 0.0 0.0 63 0.0 0.0 0.0 2.8 0.0 0.0 66 0.0 0.0 0.0 3.4 0.0 0.0 69 0.0 0.0 0.0 2.5 0.0 0.0 72 0.0 0.0 0.0 1.6 0.0 0.0 75 0.0 0.0 0.0 0.5 0.0 0.0 78 0.0 0.0 0.0 0.5 0.0 0.0 81 0.0 0.0 0.0 1.8 0.0 0.0 84 0.0 0.0 0.0 2.5 0.0 0.0 87 0.0 0.0 0.0 1.3 0.0 0.0 90 0.0 0.0 0.0 1.3 0.0 0.0 93 0.0 0.0 0.0 1.3 0.0 0.0 96 0.0 0.0 0.0 2.1 0.0 0.0 99 0.0 0.0 0.0 0.7 0.0 0.0 Rev. OL-13 5/03
| |
| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER (1959-1969)
| |
| OURS OF RSISTENCE PASQUILL - TURNER STABILITY CLASS A B C D E F 102 0.0 0.0 0.0 0.0 0.0 0.0 105 0.0 0.0 0.0 1.5 0.0 0.0 108 0.0 0.0 0.0 3.2 0.0 0.0 111 0.0 0.0 0.0 2.5 0.0 0.0 114 0.0 0.0 0.0 0.8 0.0 0.0 117 0.0 0.0 0.0 0.0 0.0 0.0 120 0.0 0.0 0.0 0.0 0.0 0.0 123 0.0 0.0 0.0 0.0 0.0 0.0 126 0.0 0.0 0.0 0.0 0.0 0.0 129 0.0 0.0 0.0 0.9 0.0 0.0 132 0.0 0.0 0.0 0.9 0.0 0.0 135 0.0 0.0 0.0 0.0 0.0 0.0 138 0.0 0.0 0.0 0.0 0.0 0.0 141 0.0 0.0 0.0 1.0 0.0 0.0 144 0.0 0.0 0.0 0.0 0.0 0.0 147 0.0 0.0 0.0 0.0 0.0 0.0 150 0.0 0.0 0.0 0.0 0.0 0.0 153 0.0 0.0 0.0 0.0 0.0 0.0 156 0.0 0.0 0.0 1.1 0.0 0.0 Rev. OL-13 5/03
| |
| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER (1959-1969)
| |
| OURS OF RSISTENCE PASQUILL - TURNER STABILITY CLASS A B C D E F 3 33.3 39.7 46.5 4.9 39.2 29.1 6 66.6 45.7 31.0 5.2 35.6 29.8 9 0.0 14.4 19.2 5.1 16.3 35.0 12 0.0 0.0 3.2 5.2 5.0 5.9 15 0.0 0.0 0.0 4.3 3.6 0.0 18 0.0 0.0 0.0 5.1 0.0 0.0 21 0.0 0.0 0.0 3.5 0.0 0.0 24 0.0 0.0 0.0 2.8 0.0 0.0 27 0.0 0.0 0.0 2.5 0.0 0.0 30 0.0 0.0 0.0 5.0 0.0 0.0 33 0.0 0.0 0.0 2.6 0.0 0.0 36 0.0 0.0 0.0 3.4 0.0 0.0 39 0.0 0.0 0.0 2.8 0.0 0.0 42 0.0 0.0 0.0 5.0 0.0 0.0 45 0.0 0.0 0.0 4.6 0.0 0.0 48 0.0 0.0 0.0 1.1 0.0 0.0 51 0.0 0.0 0.0 3.2 0.0 0.0 54 0.0 0.0 0.0 2.1 0.0 0.0 57 0.0 0.0 0.0 2.7 0.0 0.0 60 0.0 0.0 0.0 1.9 0.0 0.0 63 0.0 0.0 0.0 1.0 0.0 0.0 66 0.0 0.0 0.0 2.6 0.0 0.0 69 0.0 0.0 0.0 1.6 0.0 0.0 72 0.0 0.0 0.0 1.7 0.0 0.0 75 0.0 0.0 0.0 1.7 0.0 0.0 78 0.0 0.0 0.0 0.0 0.0 0.0 81 0.0 0.0 0.0 1.2 0.0 0.0 84 0.0 0.0 0.0 1.3 0.0 0.0 87 0.0 0.0 0.0 0.6 0.0 0.0 90 0.0 0.0 0.0 2.1 0.0 0.0 93 0.0 0.0 0.0 0.7 0.0 0.0 96 0.0 0.0 0.0 1.5 0.0 0.0 99 0.0 0.0 0.0 0.7 0.0 0.0 Rev. OL-13 5/03
| |
| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER (1959-1969)
| |
| OURS OF RSISTENCE PASQUILL - TURNER STABILITY CLASS A B C D E F 102 0.0 0.0 0.0 0.8 0.0 0.0 105 0.0 0.0 0.0 2.5 0.0 0.0 108 0.0 0.0 0.0 0.0 0.0 0.0 111 0.0 0.0 0.0 0.8 0.0 0.0 114 0.0 0.0 0.0 0.0 0.0 0.0 117 0.0 0.0 0.0 0.0 0.0 0.0 120 0.0 0.0 0.0 0.0 0.0 0.0 123 0.0 0.0 0.0 1.9 0.0 0.0 126 0.0 0.0 0.0 0.0 0.0 0.0 129 0.0 0.0 0.0 0.0 0.0 0.0 132 0.0 0.0 0.0 0.0 0.0 0.0 135 0.0 0.0 0.0 0.0 0.0 0.0 138 0.0 0.0 0.0 0.0 0.0 0.0 141 0.0 0.0 0.0 0.0 0.0 0.0 144 0.0 0.0 0.0 0.0 0.0 0.0 147 0.0 0.0 0.0 0.0 0.0 0.0 150 0.0 0.0 0.0 0.0 0.0 0.0 153 0.0 0.0 0.0 0.0 0.0 0.0 156 0.0 0.0 0.0 0.0 0.0 0.0 159 0.0 0.0 0.0 1.2 0.0 0.0 162 0.0 0.0 0.0 0.0 0.0 0.0 165 0.0 0.0 0.0 0.0 0.0 0.0 168 0.0 0.0 0.0 0.0 0.0 0.0 171 0.0 0.0 0.0 0.0 0.0 0.0 174 0.0 0.0 0.0 0.0 0.0 0.0 177 0.0 0.0 0.0 1.4 0.0 0.0 Rev. OL-13 5/03
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| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER (1959-1969)
| |
| OURS OF RSISTENCE PASQUILL - TURNER STABILITY CLASS A B C D E F 3 65.2 54.3 49.3 18.0 42.5 26.8 6 34.7 27.4 27.1 18.5 30.9 26.2 9 0.0 17.2 18.4 11.7 22.5 39.4 12 0.0 0.8 5.1 10.1 3.9 7.4 15 0.0 0.0 0.0 7.8 0.0 0.0 18 0.0 0.0 0.0 5.3 0.0 0.0 21 0.0 0.0 0.0 5.5 0.0 0.0 24 0.0 0.0 0.0 4.0 0.0 0.0 27 0.0 0.0 0.0 4.5 0.0 0.0 30 0.0 0.0 0.0 2.8 0.0 0.0 33 0.0 0.0 0.0 2.4 0.0 0.0 36 0.0 0.0 0.0 1.3 0.0 0.0 39 0.0 0.0 0.0 2.1 0.0 0.0 42 0.0 0.0 0.0 1.5 0.0 0.0 45 0.0 0.0 0.0 0.8 0.0 0.0 48 0.0 0.0 0.0 0.0 0.0 0.0 51 0.0 0.0 0.0 0.9 0.0 0.0 54 0.0 0.0 0.0 1.0 0.0 0.0 57 0.0 0.0 0.0 1.0 0.0 0.0 Rev. OL-13 5/03
| |
| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER (1959-1969)
| |
| OURS OF RSISTENCE PASQUILL - TURNER STABILITY CLASS A B C D E F 3 100.0 60.4 56.6 7.2 30.6 29.9 6 0.0 39.5 29.4 8.1 28.9 25.4 9 0.0 0.0 13.8 7.3 22.3 23.0 12 0.0 0.0 0.0 8.8 12.3 14.7 15 0.0 0.0 0.0 5.3 5.7 6.9 18 0.0 0.0 0.0 7.1 0.0 0.0 21 0.0 0.0 0.0 4.3 0.0 0.0 24 0.0 0.0 0.0 2.5 0.0 0.0 27 0.0 0.0 0.0 2.2 0.0 0.0 30 0.0 0.0 0.0 3.7 0.0 0.0 33 0.0 0.0 0.0 3.0 0.0 0.0 36 0.0 0.0 0.0 2.6 0.0 0.0 39 0.0 0.0 0.0 2.4 0.0 0.0 42 0.0 0.0 0.0 3.5 0.0 0.0 45 0.0 0.0 0.0 2.8 0.0 0.0 48 0.0 0.0 0.0 1.0 0.0 0.0 51 0.0 0.0 0.0 1.5 0.0 0.0 54 0.0 0.0 0.0 1.6 0.0 0.0 57 0.0 0.0 0.0 1.1 0.0 0.0 60 0.0 0.0 0.0 1.8 0.0 0.0 63 0.0 0.0 0.0 2.6 0.0 0.0 66 0.0 0.0 0.0 0.6 0.0 0.0 69 0.0 0.0 0.0 0.7 0.0 0.0 72 0.0 0.0 0.0 0.0 0.0 0.0 75 0.0 0.0 0.0 0.0 0.0 0.0 78 0.0 0.0 0.0 1.6 0.0 0.0 81 0.0 0.0 0.0 0.8 0.0 0.0 84 0.0 0.0 0.0 0.8 0.0 0.0 87 0.0 0.0 0.0 0.0 0.0 0.0 90 0.0 0.0 0.0 1.8 0.0 0.0 93 0.0 0.0 0.0 0.0 0.0 0.0 96 0.0 0.0 0.0 0.0 0.0 0.0 99 0.0 0.0 0.0 0.0 0.0 0.0 102 0.0 0.0 0.0 0.0 0.0 0.0 Rev. OL-13 5/03
| |
| | |
| AWAY PLANT UNITS 1 AND 2, REFORM, MISSOURI SITE: COLUMBIA, MISSOURI PERIOD: WINTER (1959-1969)
| |
| OURS OF RSISTENCE PASQUILL - TURNER STABILITY CLASS A B C D E F 105 0.0 0.0 0.0 0.0 0.0 0.0 108 0.0 0.0 0.0 0.0 0.0 0.0 111 0.0 0.0 0.0 0.0 0.0 0.0 114 0.0 0.0 0.0 1.1 0.0 0.0 117 0.0 0.0 0.0 0.0 0.0 0.0 120 0.0 0.0 0.0 1.2 0.0 0.0 123 0.0 0.0 0.0 0.0 0.0 0.0 126 0.0 0.0 0.0 0.0 0.0 0.0 129 0.0 0.0 0.0 0.0 0.0 0.0 132 0.0 0.0 0.0 0.0 0.0 0.0 135 0.0 0.0 0.0 1.4 0.0 0.0 138 0.0 0.0 0.0 1.4 0.0 0.0 141 0.0 0.0 0.0 1.4 0.0 0.0 144 0.0 0.0 0.0 0.0 0.0 0.0 147 0.0 0.0 0.0 1.5 0.0 0.0 150 0.0 0.0 0.0 0.0 0.0 0.0 153 0.0 0.0 0.0 0.0 0.0 0.0 156 0.0 0.0 0.0 1.6 0.0 0.0 159 0.0 0.0 0.0 0.0 0.0 0.0 162 0.0 0.0 0.0 0.0 0.0 0.0 165 0.0 0.0 0.0 0.0 0.0 0.0 168 0.0 0.0 0.0 0.0 0.0 0.0 171 0.0 0.0 0.0 0.0 0.0 0.0 174 0.0 0.0 0.0 0.0 0.0 0.0 177 0.0 0.0 0.0 0.0 0.0 0.0 180 0.0 0.0 0.0 0.0 0.0 0.0 183 0.0 0.0 0.0 0.0 0.0 0.0 186 0.0 0.0 0.0 0.0 0.0 0.0 189 0.0 0.0 0.0 0.0 0.0 0.0 192 0.0 0.0 0.0 0.0 0.0 0.0 195 0.0 0.0 0.0 0.0 0.0 0.0 198 0.0 0.0 0.0 0.0 0.0 0.0 201 0.0 0.0 0.0 0.0 0.0 0.0 204 0.0 0.0 0.0 0.0 0.0 0.0 207 0.0 0.0 0.0 0.0 0.0 0.0 210 0.0 0.0 0.0 2.1 0.0 0.0 Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-36 ON-SITE ATMOSPHERIC STABILITY*
| |
| ANNUAL PERCENT OCCURRENCE MONTHLY PERCENT OCCURRENCE - 3 YEARS COMBINED 3 YEARS QUILL CLASS 1973-74 1974-75 1978-79 COMBINED JAN. FEB. MAR. APR. MAY JUN. JUL. AUG. SEP. OCT. NOV. DEC.
| |
| A 4.4 3.3 2.4 3.4 1.6 2.4 8.2 3.1 3.2 1.7 4.0 4.4 4.6 2.5 2.3 2.2 B 3.4 3.9 2.4 3.3 2.1 2.2 5.0 2.9 2.3 3.5 5.4 4.9 3.3 2.1 2.8 2.2 C 5.0 5.8 4.2 5.0 2.4 3.1 6.7 4.2 4.0 6.5 7.3 8.8 5.4 4.2 2.9 3.5 D 35.1 38.8 37.7 37.2 49.3 46.0 42.7 40.8 34.0 33.2 25.2 25.3 33.2 29.8 42.3 49.2 E 30.5 29.9 31.7 30.1 30.1 33.1 28.7 35.4 34.5 28.7 27.2 28.1 28.4 31.2 32.3 30.1 F 15.7 13.0 16.4 15.0 10.9 10.0 7.1 9.1 15.6 17.7 23.8 23.1 16.7 19.7 13.6 10.6 G 6.0 5.1 5.2 5.4 3.7 3.2 1.6 3.5 6.4 8.8 7.1 5.5 8.4 10.5 3.9 2.2 Based on 60-10m T supplemented by 90-10m T, coincident with 60m wind data.
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-37 STABILITY PERSISTENCE
| |
| | |
| ==SUMMARY==
| |
| MAY 1973 TO MAY 1974 UMBER OF PASQUILL STABILITY CLASS NSECUTIVE HOURS -A- -B- -C- -D- -E- -F- -G-2 391 198 292 4992 3787 1655 746 3 251 66 113 4046 2929 1130 552 4 153 22 48 3376 2323 777 413 5 91 6 20 2897 1882 531 303 6 50 0 8 2516 1533 371 215 7 27 0 2 2209 1250 260 151 8 15 0 0 1954 1015 176 106 9 7 0 0 1740 821 114 70 10 2 0 0 1559 648 73 46 11 0 0 0 1413 507 44 29 12 0 0 0 1296 388 25 20 13 0 0 0 1199 284 16 14 14 0 0 0 1112 206 11 11 15 0 0 0 1034 143 7 9 16 0 0 0 964 95 5 7 17 0 0 0 900 64 4 5 18 0 0 0 843 42 3 3 19 0 0 0 792 32 2 1 20 0 0 0 747 25 1 0 21 0 0 0 702 19 0 0 22 0 0 0 659 14 0 0 23 0 0 0 621 11 0 0 24 0 0 0 586 8 0 0
| |
| >24 0 0 0 551 5 0 0 INVALID HOUR(S).
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-38 STABILITY PERSISTENCE
| |
| | |
| ==SUMMARY==
| |
| MARCH 1978 TO MARCH 1979 UMBER OF PASQUILL STABILITY CLASS NSECUTIVE HOURS -A- -B- -C- -D- -E- -F- -G-2 85 40 86 2696 1883 873 290 3 40 9 25 2238 1444 605 220 4 19 1 12 1875 1130 426 168 5 7 0 4 1590 893 295 128 6 1 0 1 1397 704 202 94 7 0 0 0 1254 552 139 68 8 0 0 0 1129 431 92 44 9 0 0 0 1024 339 59 24 10 0 0 0 936 259 35 13 11 0 0 0 853 194 17 7 12 0 0 0 780 146 7 2 13 0 0 0 719 106 2 0 14 0 0 0 668 79 0 0 15 0 0 0 619 63 0 0 16 0 0 0 575 54 0 0 17 0 0 0 533 48 0 0 18 0 0 0 497 44 0 0 19 0 0 0 465 40 0 0 20 0 0 0 435 36 0 0 21 0 0 0 408 32 0 0 22 0 0 0 382 28 0 0 23 0 0 0 357 24 0 0 24 0 0 0 332 21 0 0
| |
| >24 0 0 0 311 18 0 0 INVALID HOUR(S).
| |
| Rev. OL-13 5/03
| |
| | |
| (Data Period: March 16, 1978 to March 16, 1979)
| |
| Rev. OL-13 5/03
| |
| | |
| Data Periods:
| |
| May 4, 1973 to May 4, 1974; May 4, 1974 to May 4, 1975; and 3 Years Combined Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| (Data Period: 3 Years Combined)
| |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-42
| |
| | |
| ==SUMMARY==
| |
| OF OBSERVED AND PREDICTED COOLING TOWER PLUME LENGTHS RANGE OF PREDICTIONSc OBSERVEDa OBSERVEDb PREDICTED (feet)
| |
| TOWER STABILITY LENGTH LENGTH RIOD DATE TYPE CLASS (feet) (feet) (+) (-)
| |
| 1 03/03/73 N.D. 4.5 9,184 9,000 8,000 10,000 2 03/09/73 (am) N.D. 5.0 5,904 7,000 5,500 8,000 3 03/09/73 (pm) N.D. 4.5 7,872 7,500 6,000 9,000 4 03/10/73 (am) N.D. 4.0 3,936 4,000 4,000 6,000 5 03/10/73 (pm) N.D. 4.0 5,576 5,000 5,000 7,000 6 01/13/73 N.D. 4.0 1,312 2,500 2,500 3,500 10 03/07/75 M.D. 4.5 2,732 2,500 2,000 3,000 11 03/12/75 M.D. 4.5 4,870 1,750 1,500 2,000 12 03/13/75 M.D. 4.5 8,200 9,000 8,000 10,000 13 03/11/75 M.D. 5.0 1,640 3,000 2,000 3,000 Estimated stability class using on-site vertical temperature soundings and the NRC stability criteria. Note that fractional categories are used - see explanation in text.
| |
| Predicted length based on "observed" stability category.
| |
| Range gives predicted plume lengths for next higher and next lower stability classification for fractional stabilities. For whole numbered stabilities, the plume length for the next higher stability is used.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-43 FREQUENCY DISTRIBUTION OF VISIBLE PLUMES PER AFFECTED SECTOR (100 PERCENT LOAD)
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-44 FREQUENCY DISTRIBUTION OF GROUND FOGGING PER AFFECTED DIRECTION SECTOR (100 PERCENT LOAD)
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-45 FREQUENCY DISTRIBUTION OF GROUND FOGGING PER AFFECTED DIRECTION SECTOR (50 PERCENT LOAD)
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-46 DRIFT DROP SIZE SPECTRUM FOR NATURAL DRAFT COOLING TOWERS DROPLET SIZE RANGE (mm) 10-60 60-120 120-180 180-225 225-325 325-580 >580 ss Fractiona 0.51 0.07 0.03 0.04 0.11 0.24 Nil wson, 1976) ss Fractionb 0.49 0.24 0.093 0.04 0.05 0.037 0.043 nna, 1978) plet Settling 0.08 0.30 0.50 0.70 1.17 1.62 3.0 ocity (m/sec) glemann, 1968; wson, 1976)
| |
| Mass fraction estimated from manufacturers data for a 600-foot tower.
| |
| Mass fraction estimated from measurements during the Chalk Point dye tracer experiment (Environmental Systems Corporation, 1977).
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-47 INSTANTANEOUS TOTAL DISSOLVED SOLIDS DRIFT DROPLET CONCENTRATION AT GROUND LEVEL BASED ON WIND SPEED OF 5.17M/SEC DISTANCE FROM TOWER RIFT DROPLET SETTLING (m) IMPACT CONCENTRATION SIZE RANGE WIND SPEED MASS VELOCITY AREA IMPACT AREA
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| () (m/sec) FRACTION (m/sec) MINIMUM MAXIMUM (m2) (g/m3)
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| >580 5.17 0.043 3.0 200 600 6.3 x 104 5.86a 325-580 5.17 0.037 1.62 500 3,000 1.7 x 106 0.34 225-325 5.17 0.050 1.17 700 4,600 4.1 x 106 0.27 180-225 5.17 0.040 0.70 1,400 7,600 1.1 x 107 0.13 120-180 5.17 0.093 0.50 2,000 10,800 2.2 x 107 0.22 60-120 5.17 0.240 0.30 3,400 18,000 6.1 x 107 0.34 10-60b 5.17 0.490 0.08 13,500 >30,000 --- ---
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| Entire impact occurs on site.
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| This size range not expected to reach ground level by direct impact (Wigley, 1975).
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-48 INSTANTANEOUS TOTAL DISSOLVED SOLIDS DRIFT DROPLET CONCENTRATION AT GROUND LEVEL BASED ON WIND SPEED OF 10M/SEC DISTANCE FROM TOWER RIFT DROPLET SETTLING (m) IMPACT CONCENTRATION SIZE RANGE WIND SPEED MASS VELOCITY AREA IMPACT AREA
| |
| () (m/sec) FRACTION (m/sec) MINIMUM MAXIMUM (m2) (g/m3)
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| >580 10 0.043 3.0 100 400 2.9 x 104 12.5a 325-580 10 0.037 1.62 300 1,000 1.8 x 105 3.28a 225-325 10 0.050 1.17 500 1,800 5.9 x 105 1.87 180-225 10 0.040 0.70 1,000 4,500 3.8 x 106 0.39 120-180 10 0.093 0.50 1,400 6,200 7.2 x 106 0.67 60-120 10 0.240 0.30 2,500 10,300 1.9 x 107 1.05 10-60b 10 0.490 0.08 10,000 >20,000 --- ---
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| Entire impact occurs on site.
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| This size range not expected to reach ground level by direct impact (Wigley, 1975).
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-49 MAXIMUM OFF-SITE ANNUAL TOTAL DISSOLVED SOLIDS DEPOSITION DEPOSITION g/y/m2 FECTED WIND SPEED WIND SPEED CTOR 5.17 m/SEC 10 m/SEC W 10.01 0.01 8.94 0.01 W 7.61 0.02 9.57 0.03 W 12.66 0.04 19.77 0.07 W 21.03 0.07 28.84 0.20 E 22.11 0.23 17.60 0.26 E 10.00 0.27 14.06 0.32 E 15.39 0.51 14.24 0.28 E 11.01 0.03 11.05 0.09 Rev. OL-13 5/03
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| TABLE 2.3-50 ON-SITE METEOROLOGICAL INSTRUMENTATION PROGRAM MAY 4, 1973 TO MAY 4, 1975 HEIGHT MODEL CALIBRATED ASUREMENT (meters) SENSOR TYPE MANUFACTURER NUMBER ACCURACY THRESHOLD RANGE Speed* 10, 60, 90 Precision cup Anemometer Climet 011-1 +/- 1% or 0.15 mph 0.6 mph 1 to 100 mph Direction 10, 60, 90 Precision wind vane Climet 012-10 +/- 1% or +/- 3° 0.75 mph 0° to 540° Direction 10, 60, 90 Precision wind vane riability Climet 030-5 +/- 3° 075 mph 0° to 40° erature 10 Shielded, aspirated thermistor Climet 015-3 +/- 0.15°C N/A -30°C to +45°C Point 10, 90 Lithium chloride, shielded, aspirated dewcell Climet 015-12 +/- 1.1°C N/A -50°C to +45°C erature 10-60 and 10-90 Shielded, aspirated fference, T thermistor Climet 015-3 +/- 0.15°C/100m N/A -5°C to +10°C pitation Surface Weighing rain gauge Climet 0501-1 +/- 0.02 in. N/A 0 to 10 in.
| |
| A redundant wind run system uses these sensors.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-51 ON-SITE METEOROLOGICAL INSTRUMENTATION PROGRAM MARCH 16, 1978 TO MARCH 16, 1979 ASUREMENT HEIGHT SENSOR TYPE MANUFACTURER MODEL ACCURACY THRESHOLD CALIBRATED (meters) NUMBER RANGE Speed 10, 35, 60 Precision cup Anemometer Climet 011-1 +/- 1% or 0.15 mph 0.6 mph 1 to 100 mph Direction 10, 35, 60 Precision wind vane Climet 012-10 +/- 1% or +/- 3° 0.75 mph 0° to 540° Direction 10, 35, 60 Precision wind vane Climet 030-5 +/- 3° 0.75 mph 0° to 40° riability erature 10 Shielded, aspirated Climet 015-3 +/- 0.15°C N/A -30°C to +45°C thermistor Point 10 Lithium chloride, shielded, Climet 015-12 +/- 1.1°C N/A -50°C to +45°C aspirated dew cell Point 10 Cooled mirror, shielded, Climeta CI-65 +/- 0.5°C N/A -50°C to +50°C aspirated dew cell Point 10 Cooled mirror, shielded, EG&Gb 220 +/- 0.4°C N/A -50°C to +50°C aspirated dew cell erature 35-10, 60-10, Shielded, aspirated Climet 015-3 +/- 0.15°C/100m N/A -5°C to +10°C ference, T 85-10 thermistor pitation Surface Weighing rain gauge Climet 0501-1 +/- 0.02 in. N/A 0 to 10 in.
| |
| Operated from March 16, 1978 through December 22, 1978 (no data recovered).
| |
| Operated from December 22, 1979, replacing Climet CI-65; both units operating concurrently with lithium chloride sensor.
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-51A ON-SITE METEOROLOGICAL INSTRUMENTATION PROGRAM JULY 1983 HEIGHT MODEL CALIBRATED ASUREMENT (meters) SENSOR TYPE MANUFACTURER NUMBER ACCURACY THRESHOLD RANGE Speed 10S, 10P, 60P, 90P Precision cup Anemometer Climatronics 100083 +/- 0.07 m/s 0.45 m/s 0-50 m/s Direction 10S, 10P, 60P, 90P Precision wind vane Climatronics 100084 +/- 2.0 0.45 m/s 0-540 erature 10S, 10P Thermistor Shelter S, (Shielded and aspirated Shelter P on tower) Climatronics 100093 +/- 0.24°C N/A -30 to +50°C Temperature 10-60P, 10-90P Shielded, aspirated thernister Climatronics 100093 +/- 025°C N/A -5 to +15°C Point 10P, 90P Shielded, Lithium Chloride Climatronics 101197 +/- 1.5°C N/A -30 to +42°C pitation 1P Tipping Bucket Rain Gauge Weather Measure P511-E +/- 0.5% at .5 in/hr N/A N/A indicates Primary Meteorological Tower indicates Secondary Meteorological Tower Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-51B ON-SITE METEOROLOGICAL INSTRUMENTATION PROGRAM OCTOBER 2007 HEIGHT MODEL CALIBRATED EASUREMENT (meters) - Note 2 SENSOR TYPE MANUFACTURER NUMBER ACCURACY THRESHOLD RANGE Speed 10A & B, 60A & B Precision cup Anemometer MetOne 010C +/-1% or 0.15mph 0.6 mph 0-100 mph Direction 10A & B, 60A & B Precision wind vane MetOne 020C +/- 3° 0.6 mph 0-360° erature 10A & B, 60A & B RTD (Shielded and aspirated on tower) MetOne T200A +/-0.1°C N/A -50 to +50°C Temperature 10-60A, 10-60B Shielded, aspirated RTD MetOne T200A +/- 0.05°C - Note 1 N/A -50 to +50°C ive Humidity 10, 60 Shielded, Capacitive Thin HMP 155D -
| |
| Film Vaisala - Note 3 Note 3 +/- 3% N/A 0-100%
| |
| pitation 1 Tipping Bucket Rain Gauge MetOne 375 +/- 1% at 1-3 in/hr N/A 0-1 inch
| |
| : 1. The Delta-T measurement has greater accuracy than each temperature because each RTD is matched to its RTD curve in the data logger.
| |
| : 2. A = A Channel or tower face and B = B Channel or tower face.
| |
| : 3. Effective July, 2019, the relative humidity sensor manufactured by MetOne, model number 083V was replaced by an equivalent sensor manufactured by Vaisala, model number HMP155D.
| |
| Rev. OL-24c 12/20
| |
| | |
| TABLE 2.3-52 DATA RECOVERY RATE DATA PERIODS MAY 4, 1973 TO MAY 4, 1975 AND MARCH 16, 1978 TO MARCH 16, 1979 COMBINED LEVEL RECOVERY RATE PARAMETERS (meters) (percent) perature 10 90.7 perature 60-10 79.2 perature 90-10 91.2 d Speed 10 95.8 d Direction 10 95.7 d Speed 60 93.6 d Direction 60 90.8 d Speed 90 88.6 d Direction 90 85.4 w Point 10 94.3a w Point (LiCl) 90b 97.0 For lithium chloride and cooled-mirror dew-point measurements combined.
| |
| For data period May 4, 1973 to May 4, 1975 only.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-53 CONCURRENT DATA RECOVERY RATES: WIND SPEED, WIND DIRECTION, AND TEMPERATURE DIFFERENCE COMBINED CONCURRENT DATA CONCURRENT DATA LEVEL RECOVERY RECOVERY DATA PERIOD (meters)a (percent)b (percent)c
| |
| /73 - 5/4/74 10 91.8 92.0
| |
| /74 - 5/4/75 10 96.8 96.8 6/78 - 3/16/79 10 91.2 91.2 ears combined 10 93.3 93.3
| |
| /73 - 5/4/74 60 92.3 92.3
| |
| /74 - 5/4/75 60 89.5 93.3 6/78 - 3/16/79 60 86.9 90.2 ears combined 60 89.6 92.3 6/78 - 3/16/79 90 87.6 90.3 Refers to wind speed level; temperature difference increment is 90-10 meters and 60-10 meters combined.
| |
| Based on combining 90-10 meters and 60-10 meters temperature difference increments.
| |
| Based on note b plus use of wind power law to estimate wind speeds at mixing levels.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-54 COMPARISON OF ON-SITE DATA WITH LONG-TERM CONDITIONS AT COLUMBIA, MISSOURI MEAN TEMPERATURE MEAN DEW POINT MEAN WIND MEAN WIND SPEED (degrees C) (degrees C) DIRECTION (m/sec)
| |
| TH COLUMBIA ON-SITE COLUMBIA ON-SITE COLUMBIA ON-SITE COLUMBIA ON-SITE
| |
| -1.5 0.8 -6.1 - 6.0 S SW 5.2 3.9 0.9 -1 .0 -4.4 - 3.8 NW NNW 5.8 4.1 5.4 6.1 -1.7 - 0.9 WNW SW 5.9 4.5 12.8 13.1 4.4 4.0 S S 5.5 4.5 18.0 17.1 11.1 10.4 SSE S 4.5 3.3 22.8 22.1 16.7 15.7 SSE SSW 4.2 2.9 25.2 25.3 18.9 18.8 SSE SSE 3.9 2.7 24.5 23.4 17.8 17.8 SSE SSE 3.8 2.8 20.2 19.7 12.8 13.5 SSE SSE 4.2 2.7 14.5 14.4 7.2 6.2 SSE SSW 4.3 3.1 6.6 7.8 0.0 1.8 S S 4.9 3.5 0.4 0.8 3.9 3.7 S SW 4.9 3.9 al 12.5 13.1 6.1 6.1 SSW S 4.7 3.5 ce: U.S. Department of Commerce, 1973.
| |
| Columbia, Missouri data based on period 1941 through 1970; on-site data based on periods May 4, 1973 to May 4, 1975 and March 16, 1978 to March 16, 1979.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.3-55 COMPARISON OF ON-SITE STABILITY MEASUREMENTS WITH LONG-TERM STABILITY AT COLUMBIA, MISSOURI PASQUILL PERCENTAGE STABILITY OCCURRENCE STABILITY CLASS ON-SITE DATAa NWS STAR DATAb,c A 3.4 0.4 B 3.3 4.7 C 5.0 11.5 D 37.2 53.6 E 30.1 17.6 F 15.0 12.2 G 5.4 --d May 4, 1973 to May 4, 1975 and March 16, 1978 to March 16, 1979.
| |
| Columbia, Missouri, 1960 through 1969.
| |
| National Climatic Center, no date.
| |
| Class G stability is not approximated by STAR program.
| |
| Rev. OL-13 5/03
| |
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.3-61 TWO-HOUR AVERAGE ACCIDENT /Q VALUES* AT THE EXCLUSION AREA BOUNDARY EXCEEDED 0.5 PERCENT OF THE TIME 5/4/73 5/4/74 3/16/78 FFECTED TO TO TO 3 YEARS SECTOR 5/4/74 5/4/75 3/16/79 COMBINED E 1.3E-04 1.2E-04 9.2E-05 1.2E-04 1.5E-04 1.2E-04 1.2E-04 1.4E-04 E 1.4E-04 9.2E-05 7.8E-05 1.1E-04 1.4E-04 1.0E-04 1.2E-04 1.2E-04 E 8.4E-05 8.3E-05 9.2E-05 8.4E-05 1.1E-04 1.1E-04 7.8E-05 8.9E-05 E 7.8E-05 1.0E-04 1.2E-04 9.4E-05 1.1E-04 1.4E-04 1.4E-04 1.3E-04 W 1.0E-04 1.3E-04 1.2E-04 1.2E-04 1.1E-04 1.4E-04 1.7E-04 1.4E-04 W 7.8E-05 8.4E-05 8.4E-05 8.3E-05 8.4E-05 8.3E-05 9.2E-05 8.4E-05 W 8.6E-05 7.8E-05 9.2E-05 8.4E-05 1.1E-04 1.5E-04 1.5E-04 1.4E-04 W 1.4E-04 1.5E-04 1.5E-04 1.5E-04 1.5E-04 1.3E-04 1.2E-04 1.4E-04 XIMUM 1.5E-04 1.5E-04 1.7E-04 1.5E-04 CTOR NE, N NW, NNW SW NNW In sec/m3.
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| TABLE 2.3-62 ACCIDENT /Q AT THE LOW POPULATION ZONE EXCEEDED 0.5 PERCENT OF THE TIME Rev. OL-13 5/03
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| TABLE 2.3-63 ABSOLUTE MAXIMUM /Q VALUES* TWO-HOUR AVERAGING PERIOD 5/4/73 TO 5/4/74 5/4/74 TO 5/4/75 3/16/78 TO 3/16/79 3 YEARS COMBINED EXCLUSION LOW EXCLUSION LOW EXCLUSION LOW EXCLUSION LOW FECTED AREA POPULATION AREA POPULATION AREA POPULATION AREA POPULATION ECTOR BOUNDARY ZONE BOUNDARY ZONE BOUNDARY ZONE BOUNDARY ZONE 8.3E-04 2.8E-04 7.3E-04 2.5E-04 3.9E-04 1.3E-04 8.3E-04 2.8E-04 8.3E-04 2.8E-04 7.3E-04 2.5E-04 4.8E-04 1.4E-04 8.3E-04 2.8E-04 2.9E-04 1.0E-04 8.3E-04 2.8E-04 8.3E-04 2.8E-04 8.3E-04 2.8E-04 7.3E-04 2.5E-04 8.3E-04 2.8E-0 8.3E-04 2.8E-04 8.3E-04 2.8E-04 4.8E-04 1.4E-04 2.9E-04 1.0E-04 8.3E-04 2.8E-04 8.3E-04 2.8E-04 4.5E-04 1.5E-04 4.2E-04 1.3E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 3.4E-04 1.2E-04 5.3E-04 1.8E-04 4.2E-04 1.3E-04 5.3E-04 1.8E-04 4.5E-04 1.5E-04 7.3E-04 2.53-04 4.2E-04 1.3E-04 7.3E-04 2.5E-04 4.2E-04 1.3E-04 4.2E-04 1.3E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 4.8E-04 1.4E-04 3.1E-04 1.0E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 2.9E-04 1.0E-04 5.3E-04 1.8E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 2.9E-04 1.0E-04 7.3E-04 2.5E-04 7.3E-04 2.5E-04 4.2E-04 1.3E-04 3.4E-04 1.2E-04 4.2E-04 1.3E-04 4.2E-04 1.3E-04 3.9E-04 1.3E-04 5.3E-04 1.8E-04 2.9E-04 1.0E-04 5.3E-04 1.8E-04 4.5E-04 1.5E-04 5.3E-04 1.8E-04 4.2E-04 1.3E-04 5.3E-04 1.8E-04 In sec/m3.
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| TABLE 2.3-64 FIFTY-PERCENT /Q VALUES* TWO-HOUR AVERAGING PERIOD 5/4/73 TO 5/4/74 5/4/74 TO 5/4/75 3/16/78 TO 3/16/79 3 YEARS COMBINED EXCLUSION LOW EXCLUSION LOW EXCLUSION LOW EXCLUSION LOW FECTED AREA POPULATION AREA POPULATION AREA POPULATION AREA POPULATION ECTOR BOUNDARY ZONE BOUNDARY ZONE BOUNDARY ZONE BOUNDARY ZONE 3.5E-06 6.5E-06 3.2E-05 5.7E-06 3.3E-05 6.1E-06 3.3E-05 6.1E-06 3.7E-05 6.9E-06 3.4E-05 6.1E-06 3.5E-05 6.2E-06 3.6E-05 6.5E-06 2.6E-06 1.9E-06 2.8E-05 4.9E-06 3.4E-05 6.1E-06 3.5E-05 6.2E-06 3.1E-05 5.3E-06 2.4E-05 3.8E-06 3.1E-05 5.3E-06 2.7E-05 4.7E-06 2.5E-05 4.0E-06 2.1E-05 3.3E-06 2.7E-05 4.4E-06 2.4E-05 3.8E-06 2.3E-05 3.7E-06 2.5E-05 4.0E-06 2.4E-05 3.8E-06 2.4E-05 3.8E-06 2.7E-05 4.7E-06 2.3E-05 3.7E-06 2.9E-05 5.0E-06 2.7E-05 4.4E-06 2.7E-05 4.3E-06 3.2E-05 5.5E-06 3.8E-05 6.2E-06 3.2E-05 5.5E-06 3.8E-05 6.9E-06 3.7E-05 6.6E-06 3.9E-05 6.9E-06 3.8E-05 6.7E-06 4.0E-05 8.4E-06 4.0E-05 7.6E-06 3.9E-05 7.6E-06 4.0E-05 7.6E-06 3.6E-05 5.7E-06 3.8E-05 7.6E-06 3.7E-05 7.1E-06 3.8E-05 7.1E-06 3.8E-05 7.3E-06 3.7E-05 6.6E-06 3.8E-05 7.6E-06 3.8E-05 7.3E-06 3.7E-05 7.0E-06 3.5E-05 6.2E-06 3.8E-05 7.3E-06 3.7E-05 6.9E-06 3.8E-05 7.9E-06 3.8E-05 7.6E-06 3.9E-05 9.1E-06 3.8E-05 8.2E-06 3.6E-05 7.9E-06 3.8E-05 7.9E-06 4.3E-05 1.0E-05 3.9E-05 8.4E-06 3.6E-05 6.7E-06 3.5E-05 6.6E-06 3.8E-05 7.6E-06 3.7E-05 7.1E-06 3.6E-05 6.7E-06 3.4E-05 6.1E-06 3.7E-05 7.3E-06 3.6E-05 6.6E-06 In sec/m3.
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| TABLE 2.3-65 DELETED Rev. OL-13 5/03
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| TABLE 2.3-66 TERRAIN/RECIRCULATION FACTORS-STANDARD DISTANCES GROUND RELEASE BASED ON MAY 4, 1974 TO MAY 4, 1975 TANCE ILES) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 0.25 0.77 0.77 0.84 0.71 1.03 0.91 0.72 0.72 0.77 0.72 0.85 0.74 0.92 0.60 0.75 0.73 0.50 0.90 0.91 0.99 0.90 1.24 1.08 0.87 0.82 0.92 0.90 1.08 0.94 1.01 0.72 0.94 0.92 0.75 1.00 1.00 1.08 1.03 1.38 1.19 0.98 0.89 1.03 1.03 1.24 1.09 1.07 0.80 1.07 1.06 1.00 1.08 1.04 1.10 1.07 1.35 1.24 1.00 0.88 1.12 1.07 1.29 1.13 1.05 0.80 1.10 1.02 1.50 1.20 1.11 1.12 1.13 1.31 1.31 1.04 0.87 1.26 1.12 1.36 1.20 1.02 0.81 1.15 0.98 2.00 1.19 1.05 1.10 1.06 1.41 1.32 1.04 0.90 1.13 1.12 1.38 1.22 1.06 0.83 1.14 0.99 2.50 1.19 1.00 1.09 1.01 1.49 1.32 1.04 0.92 1.04 1.12 1.39 1.23 1.09 0.85 1.13 1.00 3.00 1.24 1.01 1.01 1.02 1.37 1.34 1.07 0.93 1.01 1.08 1.45 1.19 1.10 0.81 1.11 0.99 3.50 1.28 1.01 0.95 1.02 1.27 1.36 1.10 0.93 0.99 1.04 1.51 1.15 1.11 0.78 1.09 0.98 4.00 1.20 0.98 0.94 0.99 1.26 1.31 1.20 0.93 1.01 1.03 1.29 1.12 1.08 0.79 1.08 1.02 4.50 1.14 0.96 0.94 0.96 1.25 1.27 1.29 0.93 1.02 1.03 1.13 1.09 1.06 0.80 1.07 1.05 5.00 1.13 0.95 0.95 0.93 1.22 1.27 1.26 0.89 1.03 0.98 1.16 1.06 1.03 0.78 1.06 1.03 7.50 1.11 0.94 0.98 0.81 1.09 1.29 1.16 0.76 1.08 0.83 1.26 0.94 0.91 0.70 1.01 0.94 0.00 1.11 0.94 0.90 0.79 1.00 1.27 1.02 0.69 0.85 0.77 1.20 0.90 0.93 0.69 0.99 0.88 5.00 1.10 0.96 0.80 0.75 0.90 1.24 0.85 0.60 0.61 0.69 1.11 0.84 0.96 0.67 0.96 0.81 0.00 0.96 0.76 0.87 0.70 0.93 0.94 0.79 0.54 0.53 0.68 0.98 0.81 0.91 0.64 0.98 0.87 5.00 0.86 0.64 0.93 0.67 0.96 0.76 0.75 0.49 0.47 0.67 0.89 0.79 0.88 0.61 0.99 0.93 0.00 0.78 0.62 0.97 0.56 0.90 0.64 0.73 0.44 0.45 0.59 0.78 0.65 0.87 0.58 0.97 1.00 5.00 0.72 0.61 1.01 0.49 0.86 0.56 0.71 0.40 0.43 0.53 0.70 0.55 0.85 0.56 0.96 1.07 0.00 0.63 0.56 0.88 0.43 0.74 0.52 0.69 0.37 0.41 0.52 0.71 0.59 0.86 0.51 0.80 0.96 5.00 0.57 0.53 0.78 0.38 0.64 0.49 0.67 0.34 0.40 0.51 0.72 0.64 0.87 0.47 0.68 0.87 0.00 0.63 0.53 0.60 0.33 0.59 0.48 0.54 0.29 0.36 0.47 0.66 0.58 0.74 0.45 0.62 0.77 Rev. OL-13 5/03
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| TABLE 2.3-66A DELETED Rev. OL-13 5/03
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| TABLE 2.3-67 DELETED Rev. OL-13 5/03
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| TABLE 2.3-68 TERRAIN/RECIRCULATION FACTORS - SPECIAL DISTANCES BASED ON MAY 4, 1974 TO MAY 4, 1975 DATA GROUND RELEASE RECEPTOR EXCLUSION LOW POPULATION NEAREST MEAT NEAREST VEG. NEAREST RESTRICTED TOR ZONE ZONE NEAREST COW NEAREST GOAT ANIMAL GARDEN RESIDENCE AREA 1.04 1.21 1.10 1.24 1.21 1.13 1.13 1.16 1.05 1.01 1.02 1.02 1.02 1.02 1.02 1.16 1.13 1.10 1.01 1.13 1.13 1.19 1.19 1.19 1.08 1.02 0.91 0.91 1.03 0.99 1.13 1.15 1.43 1.51 1.23 1.23 1.44 1.44 1.44 1.31 1.24 1.33 1.17 1.17 1.37 1.37 1.37 1.40 1.03 1.05 1.44 1.44 1.05 1.05 1.05 1.06 0.93 0.93 0.93 0.93 0.94 0.94 0.94 0.94 1.07 1.05 1.04 1.04 0.99 1.02 1.02 1.05 1.08 1.13 1.08 1.13 1.13 1.13 1.13 1.08 1.29 1.40 1.11 1.11 1.27 1.39 1.27 1.26 1.12 1.23 1.22 1.09 1.22 1.22 1.21 1.04 1.11 1.10 1.04 1.04 1.18 1.18 1.18 1.06 0.83 0.86 0.77 0.77 0.84 0.84 0.84 0.81 1.11 1.14 1.05 1.05 1.13 1.13 1.13 1.16 1.10 1.01 1.00 1.00 1.00 1.00 1.02 0.96 Rev. OL-13 5/03
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| TABLE 2.3-69 THRU 2.3-80 se tables that contained average meteorological relative concentrations based on the e individual years of data have been deleted. See tables 2.3-81 thru 2.3-84 for rage meteorological relative concentrations based on the three years combined.
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| Rev. OL-13 5/03
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| Data Period: May 4, 1973 to May 4, 1975 and March 16, 1978 to March 16, 1979 Combined Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.3-82 AVERAGE METEOROLOGICAL RELATIVE CONCENTRATION ANALYSIS SPECIAL DISTANCES, UNIT VENT RELEASE Data Period: May 4, 1973 to May 4, 1975 and March 16, 1978 to March 16, 1979 Combined TIVE CONCENTRATION, X/Q (sec/m3)
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| NEAREST1 NEAREST1 NEAREST1 NEAREST1 NEAREST1 GOAT COW MEAT ANIMAL VEG GARDEN RESIDENCE RESTRICTED CTED SECTOR EXCLUSION ZONE LPZ (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) AREA 1.023E-06 1.860E-07 7.161E-08 7.161E-08 1.222E-07 1.222E-07 1.222E-07 9.212E-07 1.177E-06 2.100E-07 8.112E-08 8.112E-08 1.386E-07 1.734E-07 1.734E-07 9.450E-07 1.188E-06 2.260E-07 2.260E-07 1.728E-07 2.034E-07 2.034E-07 2.260E-07 6.264E-07 9.933E-07 1.960E-07 6.105E-08 6.105E-08 5.588E-07 3.892E-07 5.588E-07 5.796E-07 1.098E-06 2.214E-07 8.720E-08 4.026E-07 4.026E-07 4.026E-07 4.840E-07 6.656E-07 1.110E-06 2.090E-07 7.696E-08 7.696E-08 3.304E-07 3.304E-07 3.304E-07 6.678E-07 1.660E-06 3.182E-07 1.155E-07 1.155E-07 3.696E-07 3.696E-07 3.696E-07 6.723E-07 2.220E-06 4.218E-07 1.575E-07 1.575E-07 7.119E-07 7.119E-07 7.119E-07 9.976E-07 1.980E-06 3.232E-07 1.300E-07 1.300E-07 1.300E-07 1.300E-07 1.428E-06 7.968E-07 1.352E-06 2.783E-07 3.348E-07 9.790E-08 3.751E-07 3.729E-07 3.729E-07 6.148E-07 1.2603-06 2.121E-07 1.326E-07 1.938E-07 1.938E-07 1.938E-07 1.938E-07 6.032E-07 9.379E-07 1.650E-07 2.260E-07 5.858E-08 2.260E-07 2.975E-07 2.975E-07 3.213E-07 1.188E-06 2.040E-07 7.007E-08 7.007E-08 1.236E-07 1.089E-07 4.181E-07 4.600E-07 1.430E-06 2.718E-07 8.487E-08 8.487E-08 3.312E-07 3.312E-07 3.312E-07 5.895E-07 1.240E-06 2.394E-07 8.073E-08 8.073E-08 2.877E-07 2.877E-07 2.877E-07 7.700E-07 9.579E-07 1.680E-07 9.216E-08 9.216E-08 1.680E-07 1.680E-07 1.680E-07 7.844E-07 LETED RELATIVE CONCENTRATION, X/Q (sec/m3) 9.207E.07 1.488E.07 5.301E.08 5.301E.08 9.400E.08 9.400E.08 9.400E.08 8.178E.07 1.070E.06 1.680E.07 6.032E.08 6.032E.08 1.089E.07 1.428E.07 1.428E.07 8.295E.07 1.080E.06 1.808E.07 1.808E.07 1.404E.07 1.695E.07 1.695E.07 1.808E.07 5.400E.07 8.901E.07 1.540E.07 4.551E.08 4.551E.08 4.826E.07 3.336E.07 4.826E.07 5.040E-07 9.744E.07 1.722E.07 6.540E.08 3.416E.07 3.416E.07 3.416E.07 4.114E.07 5.824E.07 1.032E.06 1.650E.07 5.720E.08 5.720E.08 2.714E.07 2.714E.07 2.714E.07 5.830E.07 1.494E.06 2.580E.07 8.470E.08 8.470E.08 3.024E.07 3.024E.07 3.024E.07 5.751E.07 1.998E.06 3.420E.07 1.155E.07 1.155E.07 5.989E.07 5.989E.07 5.989E.07 8.584E.07 1.760E.06 2.626E.07 9.400E.08 9.400E.08 9.400E.08 9.400E.08 1.224E.06 6.912E.07 1.144E.06 2.178E.07 2.728E.07 7.260E.08 3.146E.07 3.164E.07 3.164E.07 5.336E.07 1.155E.06 1.717E.07 9.996E.08 1.530E.07 1.530E.07 1.530E.07 1.530E.07 5.220E.07 8.326E.07 1.320E.07 1.921E.07 4.444E.08 1.921E.07 2.499E.07 2.499E.07 2.737E.07 1.058E.06 1.632E.07 5.187E.08 5.187E.08 9.991E.08 8.514E.08 3.503E.07 3.910E.07 1.278E.06 2.114E.07 6.273E.08 6.273E.08 2.736E.07 2.736E.07 2.736E.07 4.978E.07 1.104E.06 1.862E.07 5.967E.08 5.967E.08 2.466E.07 2.466E.07 2.466E.07 6.720E.07 8.549E.07 1.365E.07 6.912E.08 6.912E.08 1.365E.07 1.365E.07 1.365E.07 6.996E.07 Rev. OL-13 5/03
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| ATIVE DEPOSITION RATE, D/Q (1/m2)
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| NEAREST1 NEAREST1 NEAREST1 NEAREST1 NEAREST1 GOAT COW MEAT ANIMAL VEG GARDEN RESIDENCE RESTRICTED CTED SECTOR EXCLUSION ZONE LPZ (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) AREA 4.557E-09 5.766E-10 1.674E-10 1.674E-10 3.384E-10 3.384E-10 3.384E-10 4.042E-09 4.601E-09 5.670E-10 1.664E-10 1.664E-10 3.465E-10 3.488E-10 4.488E-10 3.465E-09 3.996E-09 5.198E-10 5.198E-10 3.672E-10 4.520E-10 4.520E-10 5.198E-10 1.836E-09 3.999E-09 5.460E-10 1.221E-10 1.221E-10 2.032E-09 1.334E-09 2.032E-09 2.142E-09 4.816E-09 6.642E-10 2.071E-10 1.464E-09 1.464E-09 1.464E-09 1.815E-09 2.704E-09 5.661E-09 7.040E-10 1.976E-10 1.976E-10 1.180E-09 1.180E-09 1.180E-09 2.968E-09 8.300E-09 1.118E-09 2.926E-10 2.926E-10 1.344E-09 1.344E-09 1.344E-09 2.916E-09 1.110E-08 1.482E-09 3.885E-10 3.885E-10 2.825E-09 2.825E-09 2.825E-09 4.292E-09 1.100E-08 1.313E-09 3.800E-10 3.800E-10 3.800E-10 3.800E-10 7.854E-09 4.128E-09 8.216E-09 1.198E-09 1.488E-09 3.190E-10 1.815E-09 1.808E-09 1.808E-09 3.364E-09 6.405E-09 7.777E-10 3.876E-10 6.834E-10 6.834E-10 6.834E-10 6.834E-10 2.784E-09 4.407E-09 5.280E-10 8.136E-10 1.414E-10 8.136E-10 1.130E-09 1.130E-09 1.190E-09 6.480E-09 7.650E-10 2.002E-10 2.002E-10 4.223E-10 3.564E-10 1.808E-10 2.070E-09 9.152E-09 1.208E-09 2.829E-10 2.829E-10 1.584E-09 1.584E-09 1.584E-09 3.275E-09 7.316E-09 9.842E-10 2.457E-10 2.457E-10 1.260E-09 1.260E-09 1.260E-09 4.200E-09 4.944E-09 6.300E-10 2.592E-10 2.592E-10 6.300E-10 6.300E-10 6.300E-10 3.922E-09 AYED, HALF LIFE 2.26 DAYS, RELATIVE CONCENTRATION, X/Q (sec/m3) 1.023E-06 1.767E-07 6.975E-08 6.975E-08 1.222E-07 1.222E-07 1.222E-07 9.212E-07 1.177E-06 2.100E-07 7.904E-08 7.904E-08 1.386E -07 1.734E-07 1.734E-07 9.345E-07 1.188E-06 2.260E-07 2.260E-07 1.728E-07 2.034E-07 2.034E-07 2.260E-07 6.264E-07 9.933E-07 1.960E-07 5.883E-08 5.883E-08 5.588E-07 3.892E-07 5.588E-07 5.796E-07 1.086E-06 2.214E-07 8.502E-08 4.026E-07 4.026E-07 4.026E-07 4.840E-07 6.656E-07 1.110E-06 2.090E-07 7.488E-08 7.488E-08 3.304E-07 3.304E-07 3.304E-07 6.678E-07 1.660E-06 3.182E-07 1.078E-07 1.078E-07 3.696E-07 3.696E-07 3.696E-07 6.642E-07 2.220E-06 4.218E-07 1.575E-07 1.575E-07 7.119E-07 7.119E-07 7.119E-07 9.860E-07 1.980E-06 3.232E-07 1.200E-07 1.200E-07 1.200E-07 1.200E-07 1.326E-06 7.968E-07 1.352E-06 2.783E-07 3.348E-07 9.570E-08 3.751E-07 3.729E-07 3.729E-07 6.148E-07 1.260E-06 2.121E-07 1.224E-07 1.938E-07 1.938E-07 1.938E-07 1.938E-07 6.032E-07 9.379E-07 1.650E-07 2.260E-07 5.757E-08 2.260E-07 2.975E-07 2.975E-07 3.213E-07 1.188E-06 2.040E-07 6.825E-08 6.825E-08 1.236E-07 1.089E-07 4.068E-07 4.600E-07 1.430E-06 2.718E-07 8.241E-08 8.241E-08 3.312E-07 3.312E-07 3.312E-07 5.764E-07 1.240E-06 2.394E-07 7.893E-08 7.893E-08 2.877E-07 2.877E-07 2.877E-07 7.700E-07 9.579E-07 1.680E-07 9.928E-08 9.928E-08 1.680E-07 1.680E-07 1.680E-07 7.844E-07 Rev. OL-13 5/03
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| AYED HALF LIFE 8.00 DAYS, RELATIVE CONCENTRATION, X/Q (sec/m3)
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| NEAREST1 NEAREST1 NEAREST1 NEAREST1 NEAREST1 GOAT COW MEAT ANIMAL VEG GARDEN RESIDENCE RESTRICTED CTED SECTOR EXCLUSION ZONE LPZ (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) AREA 1.023E-06 1.860E-07 7.068E-08 7.068E-08 1.222E-07 1.222E-07 1.222E-07 9.212E-07 1.177E-06 2.100E-07 8.008E-08 8.008E-08 1.386E-07 1.734E-07 1.734E-07 9.450E-07 1.188E-06 2.260E-07 2.260E-07 1.728E-07 2.034E-07 2.034E-07 2.260E-07 6.264E-07 9.933E-07 1.960E-07 5.994E-08 5.994E-08 5.588E-07 3.892E-07 5.588E-07 5.796E-07 1.098E-06 2.214E-07 8.611E-08 4.026E-07 4.026E-07 4.026E-07 4.840E-07 6.656E-07 1.110E-06 2.090E-07 7.592E-08 7.592E-08 3.304E-07 3.304E-07 3.304E-07 6.678E-07 1.660-E-06 3.182E-07 1.155E-07 1.155E-07 3.696E-07 3.696E-07 3.696E-07 6.723E-07 2.220E-06 4.218E-07 1.575E-07 1.575E-07 7.119E-07 7.119E-07 7.119E-07 9.976E-07 1.980E-06 3.232E-07 1.300E-07 1.300E-07 1.300E-07 1.300E-07 1.428E-06 7.968E-07 1.352E-06 2.783E-07 3.348E-08 9.680E-08 3.751E-07 3.721E-07 3.729E-07 6.148E-07 1.260E-06 2.121E-07 1.326E-07 1.938E-07 1.938E-07 1.938E-07 1.938E-07 6.032E-07 9.379E-07 1.650E-07 2.260E-07 5.858E-08 2.260E-07 2.975E-07 2.975E-07 3.213E-07 1.188E-06 2.040E-07 7.007E-08 7.007E-08 1.236E-07 1.089E-07 4.181E-07 4.600E-07 1.430E-06 2.718E-07 8.364E-08 8.364E-08 3.312E-07 3.312E-07 3.312E-07 5.895E-07 1.240E-06 2.394E-07 7.956E-08 7.956E-08 2.877E-07 2.877E-07 2.877E-07 7.700E-07 9.579E-07 1.680E-07 9.072E-08 9.072E-08 1.680E-07 1.680E-07 1.680E-07 7.844E-07 AYED AND DEPLETED, HALF LIFE 2.26 DAYS, RELATIVE CONCENTRATION, X/Q (sec/m3) 9.114E-07 1.488E-07 5.208E-08 5.208E-08 9.306E-08 9.306E-08 9.306E-08 8.178E-07 1.070E-06 1.680E-07 5.928E-08 5.928E-08 1.089E-07 1.428E-07 1.428E-07 8.295E-07 1.080E-06 1.808E-07 1.808E-07 1.296E-07 1.695E-07 1.695E-07 1.808E-07 5.400E-07 8.901E-07 1.540E-07 4.440E-08 4.440E-08 4.826E-07 3.336E-07 4.826E-07 5.040E-07 9.744E-07 1.722E-07 6.431E-08 3.416E-07 3.416E-07 3.416E-07 4.114E-07 5.824E-07 1.032E-06 1.650E-07 5.616E-08 5.616E-08 2.714E-07 2.714E-07 2.714E-07 5.830E-07 1.494E-06 2.580E-07 8.470E-08 8.470E-08 3.024E-07 3.024E-07 3.024E-07 5.670E-07 1.998E-06 3.420E-07 1.155E-07 1.155E-07 5.989E-07 5.989E-07 5.989E-07 8.468E-07 1.760E-06 2.626E-07 9.300E-08 9.300E-08 9.300E-08 9.300E-08 1.224E-06 6.816E-07 1.144E-06 2.178E-07 2.728E-07 7.150E-08 3.025E-07 3.164E-07 3.164E-07 5.336E-07 1.155E-06 1.717E-07 9.792E-08 1.530E-07 1.530E-07 1.530E-07 1.530E-07 5.220E-07 8.362E-07 1.320E-07 1.921E-07 4.343E-08 1.921E-07 2.499E-07 2.499E-07 2.737E-07 1.058E-06 1.632E-07 5.096E-08 5.096E-08 9.888E-08 8.415E-08 3.503E-07 3.910E-07 1.287E-06 2.114E-07 6.150E-08 6.150E-08 2.736E-07 2.736E-07 2.736E-07 4.978E-07 1.104E-06 1.862E-07 5.850E-08 5.850E-08 2.329E-07 2.329E-07 2.329E-07 6.720E-07 8.549E-07 1.365E-07 6.768E-08 6.768E-08 1.365E-07 1.365E-07 1.365E-07 6.890E-07 Rev. OL-13 5/03
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| AYED HALF LIFE 8.0 DAYS, AND DEPLETED RELATIVE CONCENTRATION, X/Q (sec/m3)
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| NEAREST1 NEAREST1 NEAREST1 NEAREST1 NEAREST1 GOAT COW MEAT ANIMAL VEG GARDEN RESIDENCE RESTRICTED CTED SECTOR EXCLUSION ZONE LPZ (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) AREA 9.207E-07 1.488E-07 5.301E-08 5.301E-08 9.400E-08 9.400E-08 9.400E-08 8.178E-07 1.070E-06 1.680E-07 6.032E-08 6.032E-08 1.089E-07 1.428E-07 1.428E-07 8.295E-07 1.080E-06 1.808E-07 1.808E-07 1.404E-07 1.695E-07 1.695E-07 1.808E-07 5.400E-07 8.901E-07 1.540E-07 4.440E-08 4.440E-08 4.826E-07 3.336E-07 4.826E-07 5.040E-07 9.744E-07 1.722E-07 6.540E-07 3.416E-07 3.416E-07 3.416E-07 4.114E-07 5.824E-07 1.032E-06 1.650E-07 5.616E-08 5.616E-08 2.714E-07 2.714E-07 2.714E-07 5.830E-07 1.494E-06 2.580E-07 8.470E-08 8.470E-08 3.024E-07 3.024E-07 3.024E-07 5.751E-07 1.998E-06 3.420E-07 1.155E-07 1.155E-07 5.989E-07 5.989E-07 5.989E-07 8.468E-07 1.760E-06 2.626E-07 9.400E-08 9.400E-08 9.400E-08 9.400E-08 1.224E-06 6.912E-07 1.144E-06 2.178E-07 2.728E-07 7.260E-08 3.146E-07 3.164E-07 3.164E-07 5.336E-07 1.155E-06 1.717E-07 9.894E-08 1.530E-07 1.530E-07 1.530E-07 1.530E-07 5.220E-07 8.362E-07 1.320E-07 1.921E-07 4.343E-08 1.921E-07 2.499E-07 2.499E-07 2.737E-07 1.058E-06 1.632E-07 5.187E-08 5.187E-08 9.991E-08 8.514E-08 3.503E-07 3.910E-07 1.287E-06 2.114E-07 6.273E-08 6.273E-08 2.736E-07 2.736E-07 2.736E-07 4.978E-07 1.104E-06 1.862E-07 5.967E-08 5.967E-08 2.329E-07 2.329E-07 2.329E-07 6.720E-07 8.549E-07 1.365E-07 6.768E-08 6.768E-08 1.365E-07 1.365E-07 1.365E-07 6.890E-07 ATION OF SPECIAL INTEREST POINTS (METERS) 1200 4023 8047 8047 5472 5472 5472 1300 1200 4023 8047 8047 5150 4506 4506 1400 1200 4023 4023 4898 4345 4345 4023 1900 1200 4023 8047 8047 1770 2414 1770 1700 1200 4023 7242 2575 2575 2575 2253 1600 1200 4023 8047 8047 3058 3058 3050 1700 1200 4023 8047 8047 3541 3541 3541 2300 1200 4023 8047 8047 2736 2736 2736 2200 1200 4023 8047 8047 8047 8047 1448 2051 1200 4023 3540 8047 3219 3058 3058 2200 1200 4023 5955 4345 4345 4345 4345 2100 1200 4023 3219 8047 3219 2736 2736 2600 1200 4023 8047 8047 5633 6115 2575 2400 1200 4023 8047 8047 3380 3380 3380 2100 1200 4023 8047 8047 3540 3540 3540 1800 1200 4023 8047 8047 4023 4023 4023 1400 The organic receptor locations listed in this Table are historical data identified during the licensing stage of the plant. The current organic receptor locations and dispersion parameters are determined as part of the Annual Land Use Census Rev. OL-13 5/03
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| COMBINED Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.3-84 AVERAGE METEOROLOGICAL RELATIVE CONCENTRATION ANALYSIS SPECIAL DISTANCES, RADWASTE BUILDING VENT RELEASE Data Period: May 4, 1973 to May 4, 1975 and March 16, 1978 to March 16, 1979 Combined TIVE CONCENTRATION, X/Q (sec/m3)
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| NEAREST1 NEAREST1 NEAREST1 NEAREST1 NEAREST1 GOAT COW MEAT ANIMAL VEG GARDEN RESIDENCE RESTRICTED ECTED SECTOR EXCLUSION ZONE LPZ (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) AREA 1.395E-06 2.232E-07 8.184E-08 8.184E-08 1.410E-07 1.410E-07 1.410E-07 1.222E-06 1.605E-06 2.520E-07 9.360E-08 9.360E-08 1.683E-07 2.142E-07 2.142E-07 1.260E-06 1.728E-06 2.825E-07 2.825E-07 2.052E-07 2.599E-07 2.599E-07 2.825E-07 8.316E-07 1.419E-06 2.380E-07 6.882E-08 6.882E-08 7.366E-07 5.004E-07 7.366E-07 7.812E-07 1.568E-06 2.583E-07 9.701E-08 5.002E-07 5.002E-07 5.002E-07 6.050E-07 8.840E-07 1.554E-06 2.420E-07 8.528E-08 8.528E-08 4.012E-07 4.012E-07 4.012E-07 8.790E-07 2.324E-06 3.870E-07 1.309E-07 1.309E-07 4.620E-07 4.620E-07 4.620E-07 8.910E-07 3.219E-06 5.244E-07 1.785E-07 1.785E-07 9.153E-07 9.153E-07 9.153E-07 1.276E-06 2.750E-06 3.939E-07 1.400E-07 1.400E-07 1.400E-07 1.400E-07 1.938E-06 1.056E-06 1.872E-06 3.388E-07 4.092E-07 1.100E-07 4.598E-07 4.633E-07 4.633E-07 8.004E-07 1.680E-06 2.626E-07 1.530E-07 2.448E-07 2.448E-07 2.448E-07 2.448E-07 8.004E-07 1.243E-06 1.980E-07 2.825E-07 6.767E-08 2.825E-07 3.808E-07 3.808E-07 4.165E-07 1.620E-06 2.448E-07 8.008E-08 8.008E-08 1.545E-07 1.287E-07 5.198E-07 5.865E-07 2.002E-06 3.171E-07 9.471E-08 9.471E-08 3.888E-07 3.888E-07 3.888E-07 7.467E-07 1.736E-06 2.793E-07 9.009E-08 9.009E-08 3.562E-07 3.562E-07 3.562E-07 1.008E-06 1.339E-06 2.100E-07 1.051E-07 1.051E-07 2.100E-07 2.100E-07 2.100E-07 1.060E-06 LETED RELATIVE CONCENTRATION, X/Q (sec/m3) 1.209E-06 1.767E-07 6.045E-08 6.045E-08 1.128E-07 1.128E-07 1.128E-07 1.128E-06 1.498E-06 2.100E-07 6.968E-08 6.968E-08 1.287E-07 1.632E-07 1.632E-07 1.155E-06 1.512E-06 2.260E-07 2.260E-07 1.620E-07 2.034E-07 2.034E-07 2.260E-07 7.236E-07 1.225E-06 1.960E-07 5.106E-08 5.106E-08 6.477E-07 4.309E-07 6.477E-07 6.804E-07 1.344E-06 2.091E-07 7.303E-08 4.270E-07 4.270E-07 4.270E-07 5.203E-07 7.800E-07 1.443E-06 1.980E-07 6.344E-08 6.344E-08 3.304E-07 3.304E-07 3.304E-07 7.738E-07 2.075E-06 3.182E-07 9.240E-08 9.240E-08 3.780E-07 3.780E-07 3.780E-07 7.452E-07 2.886E-06 4.218E-07 1.365E-07 1.365E-07 7.684E-07 7.684E-07 7.684E-07 1.125E-06 2.420E-06 3.232E-07 1.100E-07 1.100E-07 1.100E-07 1.100E-07 1.632E-06 8.928E-07 1.664E-06 2.662E-07 3.348E-07 8.360E-08 3.872E-07 3.842E-07 3.842E-07 6.844E-07 1.575E-06 2.121E-07 1.224E-07 1.938E-07 1.938E-07 1.938E-07 1.938E-07 6.844E-07 1.130E-06 1.650E-07 2.373E-07 5.050E-08 2.373E-07 3.213E-07 3.213E-07 3.451E-07 1.512E-06 1.938E-07 6.006E-08 6.006E-08 1.133E-07 9.900E-08 4.407E-07 5.060E-07 1.716E-06 2.567E-07 7.011E-08 7.011E-08 3.312E-07 3.312E-07 3.312E-07 6.419E-07 1.488E-06 2.261E-07 6.669E-08 6.669E-08 2.877E-07 2.877E-07 2.877E-07 8.820E-07 1.133E-06 1.680E-07 7.776E-08 7.776E-08 1.680E-07 1.680E-07 1.680E-07 9.328E-07 OL-13 5/03
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| ATIVE DEPOSITION RATE, D/Q (1/m2)
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| NEAREST1 NEAREST1 NEAREST1 NEAREST1 NEAREST1 GOAT COW MEAT ANIMAL VEG GARDEN RESIDENCE RESTRICTED ECTED SECTOR EXCLUSION ZONE LPZ (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) AREA 4.557E-09 5.766E-10 1.674E-10 1.674E-10 3.384E-10 3.384E-10 3.384E-10 4.042E-09 4.601E-09 5.670E-10 1.664E-10 1.664E-10 3.465E-10 4.488E-10 4.488E-10 3.465E-09 3.996E-09 5.198E-10 5.198E-10 3.672E-10 4.520E-10 4.520E-10 5.198E-10 1.836E-09 3.999E-09 5.460E-10 1.221E-10 1.221E-10 2.032E-09 1.334E-09 2.032E-09 2.142E-09 4.816E-09 6.642E-10 2.071E-10 1.464E-09 1.464E-09 1.464E-09 1.815E-09 2.704E-09 5.661E-09 7.040E-10 1.976E-10 1.976E-10 1.180E-09 1.180E-09 1.180E-09 2.968E-09 8.300E-09 1.118E-09 2.926E-10 2.926E-10 1.344E-09 1.344E-09 1.344E-09 2.916E-09 1.110E-08 1.482E-09 3.885E-10 3.885E-10 2.825E-09 2.825E-09 2.825E-09 4.292E-09 1.100E-08 1.313E-09 3.800E-10 3.800E-10 3.800E-10 3.800E-10 7.854E-09 4.128E-09 8.216E-09 1.198E-09 1.488E-09 3.190E-10 1.815E-09 1.808E-09 1.808E-09 3.364E-09 6.405E-09 7.777E-10 3.876E-10 6.834E-10 6.834E-10 6.834E-10 6.834E-10 2.784E-09 4.407E-09 5.280E-10 8.136E-10 1.414E-10 8.136E-10 1.130E-09 1.130E-09 1.190E-09 6.480E-09 7.650E-10 2.002E-10 2.002E-10 4.223E-10 3.564E-10 1.808E-09 2.070E-09 9.152E-09 1.208E-09 2.829E-10 2.829E-10 1.584E-09 1.584E-09 1.584E-09 3.275E-09 7.316E-09 9.842E-10 2.457E-10 2.457E-10 1.260E-09 1.260E-09 1.260E-09 4.200E-09 4.944E-09 6.300E-10 2.592E-10 2.592E-10 6.300E-10 6.300E-10 6.300E-10 3.922E-09 AYED, HALF LIFE 2.26 DAYS, RELATIVE CONCENTRATION, X/Q (sec/m3) 1.395E-06 2.232E-07 7.998E-08 7.998E-08 1.410E-07 1.410E-07 1.410E-07 1.222E-06 1.605E-06 2.520E-07 9.048E-08 9.048E-08 1.683E-07 2.040E-07 2.040E-07 1.260E-06 1.728E-06 2.825E-07 2.825E-07 2.052E-07 2.486E-07 2.486E-07 2.825E-07 8.316E-07 1.419E-06 2.380E-07 6.660E-08 6.660E-08 7.366E-07 5.004E-07 7.366E-07 7.686E-07 1.456E-06 2.583E-07 9.483E-08 5.002E-07 5.002E-07 5.002E-07 6.050E-07 8.840E-07 1.554E-06 2.420E-07 8.320E-08 8.320E-08 4.012E-07 4.012E-07 4.012E-07 8.798E-07 2.324E-06 3.870E-07 1.232E-07 1.232E-07 4.536E-07 4.536E-07 4.536E-07 8.910E-07 3.219E-06 5.244E-07 1.785E-07 1.785E-07 9.153E-07 9.153E-07 9.153E-07 1.276E-06 2.750E-06 3.939E-07 1.400E-07 1.400E-07 1.400E-07 1.400E-07 1.836E-06 1.056E-06 1.768E-06 3.267E-07 4.092E-07 1.089E-07 4.598E-07 4.633E-07 4.633E-07 7.888E-07 1.680E-06 2.626E-07 1.530E-07 2.346E-07 2.346E-07 2.346E-07 2.346E-07 8.004E-07 1.243E-06 1.980E-07 2.825E-07 6.565E-08 2.825E-07 3.808E-07 3.808E-07 4.046E-07 1.620E-06 2.448E-07 7.826E-08 7.826E-08 1.442E-07 1.287E-07 5.198E-07 5.865E-07 2.002E-06 3.171E-07 9.225E-08 9.225E-08 3.888E-07 3.888E-07 3.888E-07 7.336E-07 1.736E-06 2.793E-07 8.775E-08 8.775E-08 3.425E-07 3.425E-07 3.425E-07 1.008E-06 1.339E-06 2.100E-07 1.022E-07 1.022E-07 2.100E-07 2.100E-07 2.100E-07 1.049E-06 OL-13 5/03
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| AYED HALF LIFE 8.00 DAYS, RELATIVE CONCENTRATION, X/Q (sec/m3)
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| NEAREST1 NEAREST1 NEAREST1 NEAREST1 NEAREST1 GOAT COW MEAT ANIMAL VEG GARDEN RESIDENCE RESTRICTED ECTED SECTOR EXCLUSION ZONE LPZ (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) AREA 1.395E-06 2.232E-07 8.091E-08 8.091E-08 1.410E-07 1.410E-07 1.410E-07 1.222E-06 1.605E-06 2.520E-07 9.256E-08 9.256E-08 1.683E-07 2.142E-07 2.142E-07 1.260E-06 1.728E-06 2.825E-07 2.825E-07 2.052E-07 2.599E-07 2.599E-07 2.825E-07 8.316E-07 1.419E-06 2.380E-07 6.771E-08 6.771E-08 7.366E-07 5.004E-07 7.366E-07 7.812E-07 1.568E-06 2.583E-07 9.701E-08 5.002E-07 5.002E-07 5.002E-07 6.050E-07 8.840E-07 1.554E-06 2.420E-07 8.424E-08 8.424E-08 4.012E-07 4.012E-07 4.012E-07 8.790E-07 2.324E-06 3.870E-07 1.309E-07 1.309E-07 4.536E-07 4.536E-07 4.536E-07 8.910E-07 3.219E-06 5.244E-07 1.785E-07 1.785E-07 9.153E-07 9.153E-07 9.153E-07 1.276E-06 2.750E-06 3.939E-07 1.400E-07 1.400E-07 1.400E-07 1.400E-07 1.836E-06 1.056E-06 1.872E-06 3.267E-07 4.092E-07 1.100E-07 4.598E-07 4.633E-07 4.633E-07 8.004E-07 1.680E-06 2.626E-07 1.530E-07 2.448E-07 2.448E-07 2.448E-07 2.448E-07 8.004E-07 1.243E-06 1.980E-07 2.825E-07 6.666E-08 2.825E-07 3.808E-07 3.808E-07 4.046E-07 1.620E-06 2.448E-07 7.917E-08 7.917E-08 1.545E-07 1.287E-07 5.198E-07 5.865E-07 2.002E-06 3.171E-07 9.417E-08 9.417E-08 3.888E-07 3.888E-07 3.888E-07 7.336E-07 1.736E-06 2.793E-07 9.009E-08 9.009E-08 3.526E-07 3.526E-07 3.526E-07 1.008E-06 1.339E-06 2.100E-07 1.037E-07 1.037E-07 2.100E-07 2.100E-07 2.100E-07 1.060E-06 AYED AND DEPLETED, HALF LIFE 2.26 DAYS, RELATIVE CONCENTRATION, X/Q (sec/m3) 1.209E-06 1.767E-07 5.952E-08 5.952E-08 1.128E-07 1.128E-07 1.128E-07 1.128E-06 1.498E-06 1.995E-07 6.760E-08 6.760E-08 1.287E-07 1.632E-07 1.632E-07 1.155E-06 1.512E-06 2.260E-07 2.260E-07 1.620E-07 2.034E-07 2.034E-07 2.260E-07 7.236E-07 1.225E-06 1.820E-07 4.995E-08 4.995E-08 6.350E-07 4.170E-07 6.350E-07 6.804E-07 1.344E-06 2.091E-07 7.194E-08 4.148E-08 4.148E-07 4.148E-07 5.203E-07 7.696E-07 1.443E-06 1.980E-07 6.240E-08 6.240E-08 3.304E-07 3.304E-07 3.304E-07 7.632E-07 2.075E-06 3.096E-07 9.240E-08 9.240E-08 3.696E-07 3.696E-07 3.696E-07 7.371E-07 2.775E-06 4.218E-07 1.365E-07 1.365E-07 7.684E-07 7.684E-07 7.684E-07 1.125E-06 2.420E-06 3.131E-07 1.100E-07 1.100E-07 1.100E-07 1.100E-07 1.632E-06 8.928E-07 1.664E-06 2.662E-07 3.348E-07 8.140E-07 3.872E-07 3.842E-07 3.842E-07 6.844E-07 1.575E-06 2.121E-07 1.224E-07 1.938E-07 1.938E-07 1.938E-07 1.938E-07 6.844E-07 1.130E-06 1.540E-07 2.373E-07 4.949E-07 2.373E-07 3.213E-07 3.213E-07 3.451E-07 1.404E-06 1.938E-07 5.824E-08 5.824E-08 1.133E-07 9.801E-08 4.407E-08 4.945E-07 1.716E-06 2.567E-07 6.888E-08 6.888E-08 3.168E-07 3.168E-07 3.168E-07 6.288E-07 1.488E-06 2.261E-07 6.552E-08 6.552E-08 2.877E-07 2.877E-07 2.877E-07 8.680E-07 1.133E-06 1.680E-07 7.632E-08 7.632E-08 1.680E-07 1.680E-07 1.680E-07 9.328E-07 OL-13 5/03
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| AYED HALF LIFE 8.0 DAYS, AND DEPLETED RELATIVE CONCENTRATION, X/Q (sec/m3)
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| NEAREST1 NEAREST1 NEAREST1 NEAREST1 NEAREST1 GOAT COW MEAT ANIMAL VEG GARDEN RESIDENCE RESTRICTED ECTED SECTOR EXCLUSION ZONE LPZ (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) (TO 5 MILES) AREA 1.209E-06 1.767E-07 6.045E-08 6.045E-08 1.128E-07 1.128E-07 1.128E-07 1.128E-06 1.498E-06 2.100E-07 6.864E-08 6.864E-08 1.287E-07 1.632E-07 1.632E-07 1.155E-06 1.512E-06 2.260E-07 2.260E-07 1.620E-07 2.034E-07 2.034E-07 2.260E-07 7.236E-07 1.225E-06 1.960E-07 5.106E-08 5.106E-08 6.477E-07 4.309E-07 6.477E-07 6.804E-07 1.344E-06 2.091E-07 7.303E-08 4.270E-07 4.270E-07 4.270E-07 5.203E-07 7.800E-07 1.443E-06 1.980E-07 6.344E-08 6.344E-08 3.304E-07 3.304E-07 3.304E-07 7.632E-07 2.075E-06 3.182E-07 9.240E-08 9.240E-08 3.780E-07 3.780E-07 3.780E-07 7.452E-07 2.886E-06 4.218E-07 1.365E-07 1.365E-07 7.684E-07 7.684E-07 7.684E-07 1.125E-06 2.420E-06 3.232E-07 1.100E-07 1.100E-07 1.100E-07 1.100E-07 1.632E-06 8.928E-07 1.664E-06 2.662E-07 3.348E-07 8.250E-08 3.872E-07 3.842E-07 3.842E-07 6.844E-07 1.575E-06 2.121E-07 1.224E-07 1.938E-07 1.938E-07 1.938E-07 1.938E-07 6.844E-07 1.130E-06 1.650E-07 2.373E-07 5.050E-08 2.373E-07 3.213E-07 3.213E-07 3.451E-07 1.512E-06 1.938E-07 5.915E-08 5.915E-08 1.133E-07 9.900E-08 4.407E-07 4.945E-07 1.716E-06 2.567E-07 7.011E-08 7.011E-08 3.312E-07 3.312E-07 3.312E-07 6.288E-07 1.488E-06 2.261E-07 6.669E-08 6.669E-08 2.877E-07 2.877E-07 2.877E-07 8.680E-07 1.133E-06 1.680E-07 7.776E-08 7.776E-08 1.680E-07 1.680E-07 1.680E-07 9.328E-07 ATION OF SPECIAL INTEREST POINTS (METERS) 1200 4023 8047 8047 5472 5472 5472 1300 1200 4023 8047 8047 5150 4506 4506 1400 1200 4023 4023 4898 4345 4345 4023 1900 1200 4023 8047 8047 1770 2414 1770 1700 1200 4023 7242 2575 2575 2575 2253 1600 1200 4023 8047 8047 3058 3058 3050 1700 1200 4023 8047 8047 3541 3541 3541 2300 1200 4023 8047 8047 2736 2736 2736 2200 1200 4023 8047 8047 8047 8047 1448 2051 1200 4023 3540 8047 3219 3058 3058 2200 1200 4023 5955 4345 4345 4345 4345 2100 1200 4023 3219 8047 3219 2736 2736 2600 1200 4023 8047 8047 5633 6115 2575 2400 1200 4023 8047 8047 3380 3380 3380 2100 1200 4023 8047 8047 3540 3540 3540 1800 1200 4023 8047 8047 4023 4023 4023 1400 The organic receptor locations listed in this Table are historical data identified during the licensing stage of the plant. The current organic receptor locations and dispersion parameters are determined as part of the Annual Land Use Census OL-13 5/03
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| TABLE 2.3-85 ATMOSPHERIC RELATIVE CONCENTRATIONS UNIT VENT RELEASE GRAZING SEASON Receptor Location Relative Depleted Relative Relative 2.26 Day 8.00 Day 2.26 Day Decayed 8.00 Day Decayed Concentration Concentration Deposition Rate Decayed Decayed and Depleted and Depleted Direction Distance X/Q X/Q D/Q X/Q X/Q X/Q X/Q Sector (meters) (sec/m3) (sec/m3) (1/m2) (sec/m3) (sec/m3) (sec/m3) (sec/m3)
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| Periods: 5/4/73 through 12/15/73; and 4/15/74 through 5/4/74 NE 3540 4.531E-07 3.697E-07 1.789E-09 4.531E-07 4.531E-07 3.697E-07 3.697E-07 W 2574 3.852E-07 3.250E-07 1.011E-09 3.852E-07 3.852E-07 3.250E-07 3.250E-07 NW 2735 9.275E-07 7.786E-07 3.893E-09 9.161E-07 9.275E-07 7.672E-07 7.786E-07 Periods: 5/4/74 through 12/15/74; and 4/15/75 through 5/4/75 NE 3540 4.054E-07 3.339E-07 1.789E-09 4.054E-07 4.054E-07 3.339E-07 3.339E-07 W 2574 4.213E-07 3.611E-07 1.324E-09 4.213E-07 4.213E-07 3.611E-07 3.611E-07 NW 2735 8.130E-07 6.870E-07 3.206E-09 8.015E-07 8.130E-07 6.756E-07 6.756E-07 Periods: 4/15/78 through 12/15/78 NE 3540 3.339E-07 2.743E-07 1.312E-09 3.339E-07 3.339E-07 2.743E-07 2.743E-07 W 2574 4.695E-07 3.972E-07 1.565E-09 4.695E-07 4.695E-07 3.972E-07 3.972E-07 NW 2735 9.733E-07 8.130E-07 3.206E-09 9.619E-07 9.733E-07 8.130E-07 8.130E-07 Periods: 3 Years Combined NE 3540 3.935E-07 3.220E-07 1.669E-09 3.935E-07 3.935E-07 3.220E-07 3.220E-07 W 2574 4.333E-07 3.611E-07 1.324E-09 4.213E-07 4.333E-07 3.611E-07 3.611E-07 NW 2735 9.046E-07 7.557E-07 3.435E-09 8.932E-07 9.046E-07 7.557E-07 7.557E-07 Rev. OL-13 5/03
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| TABLE 2.3-86 ATMOSPHERIC RELATIVE CONCENTRATIONS RADWASTE BUILDING RELEASE GRAZING SEASON Receptor Location Relative Depleted Relative Relative 2.26 Day 8.00 Day 2.26 Day Decayed 8.00 Day Decayed Concentration Concentration Deposition Rate Decayed Decayed and Depleted and Depleted Direction Distance X/Q X/Q D/Q X/Q X/Q X/Q X/Q Sector (meters) (sec/m3) (sec/m3) (1/m2) (sec/m3) (sec/m3) (sec/m3) (sec/m3)
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| Periods: 5/4/73 through 12/15/73; and 4/15/74 through 5/4/74 NE 3540 5.605E-07 4.651E-07 1.789E-09 5.605E-07 5.605E-07 4.531E-07 4.651E-07 W 2574 4.815E-07 4.093E-07 1.011E-09 4.815E-07 4.815E-07 4.093E-07 4.093E-07 NW 2735 1.145E-06 9.733E-07 3.893E-09 1.145E-06 1.145E-06 9.619E-07 9.619E-07 Periods: 5/4/74 through 12/15/74; and 4/15/75 through 5/4/75 NE 3540 4.889E-07 4.054E-07 1.789E-09 4.889E-07 4.889E-07 4.054E-07 4.054E-07 W 2574 5.296E-07 4.454E-07 1.324E-09 5.296E-07 5.296E-07 4.454E-07 4.454E-07 NW 2735 1.019E-06 8.588E-07 3.206E-09 1.019E-06 1.019E-06 8.588E-07 8.588E-07 Periods: 4/15/78 through 12/15/78 NE 3540 4.054E-07 3.339E-07 1.312E-09 4.054E-07 4.054E-07 3.339E-07 3.339E-07 W 2574 5.898E-07 4.935E-07 1.565E-09 5.898E-07 5.898E-07 4.935E-07 4.935E-07 NW 2735 1.260E-06 1.053E-06 3.206E-09 1.260E-06 1.260E-06 1.042E-06 1.042E-06 Periods: 3 Years Combined NE 3540 4.889E-07 3.935E-07 1.669E-09 4.770E-07 4.889E-07 3.935E-07 3.935E-07 W 2574 5.296E-07 4.574E-07 1.324E-09 5.296E-07 5.296E-07 4.454E-07 4.454E-07 NW 2735 1.145E-06 9.619E-07 3.435E-09 1.134E-06 1.145E-06 9.504E-07 9.619E-07 Rev. OL-13 5/03
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| .1 HYDROLOGIC DESCRIPTION
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| .1.1 Site and Facilities Callaway Plant site is located about 10 miles southeast of Fulton in Callaway unty, Missouri, on a plateau lying about 5 miles north of the Missouri River. The eau has elevations varying from about 830 to 850 feet MSL. The elevation of the souri River floodplain near the site is about 525 feet MSL. The plant grade elevation stablished at 840 feet MSL and the standard plant floor elevation of the safety-related lities at 840.5 feet MSL. The center of the non-safety related natural draft cooling er is located about 1,200 feet to the northeast of the reactor building at a grade vation of 845 feet MSL ( Figure 2.1-4). The site and local topography are shown on ures 2.1-3 and 2.1-4; a larger area surrounding the site is shown on Figure 2.5-14.
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| ations of and topographic profiles showing the relationship between the Callaway nt site and the Missouri River Valley are illustrated on Figures 2.4-1 and 2.4-2, pectively. The site physiography is discussed in Section 2.5.1.2.1.
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| Missouri River, the principal source of makeup water for the cooling tower system, is cussed in detail in Section 9.2. Makeup water will be withdrawn through an inlet ated at about Missouri River mile 115 (Figure 2.1-2). It will be pumped to the site via a eline, as shown on Figure 2.1-2, and the blowdown water from the cooling water tem will be discharged through a separate pipeline to the Missouri River about 100 t downstream from the intake structure. Emergency safe shutdown of the reactor uld be accomplished with a Category I mechanical draft ultimate heat sink (UHS) ling tower utilizing water from the UHS retention pond located adjacent to the power nt facilities. Consequently, the intake structure at the Missouri River and the supply discharge pipelines to and from the plant site are not Category I structures.
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| Category I structures include the reactor, fuel, control, diesel generator, and auxiliary ding; the essential service water system (ESWS) pipelines; the ESWS electrical duct ks including manholes; the refueling water storage tank; the UHS mechanical draft ling tower; the UHS retention pond; the ESWS pumphouse and the ESWS supply s yard vault. The locations of these safety-related components are shown on Figure
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| -4.
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| UHS retention pond is an excavation in natural soils located about 400 feet theast of Unit I, as shown on Figure 2.1-3, and contains about 56.03 acre-feet of er for use as makeup water for the Category I mechanical draft cooling tower system ing an emergency safe shutdown. The water surface area in the pond is about 4.1 es, the design water surface elevation is 836.0 feet, and the design depth of the water 8 feet. The target (nominal) UHS retention pond level is maintained between the low high UHS water level alarms. The pond site area is underlain by accretion-gley and cial till of extremely low permeability. Seepage losses will have no significant effect on 2.4-1 Rev. OL-22 11/16
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| ural surface runoff surrounding the Callaway Plant site area flows in an easterly ction into the Logan Creek drainage basin, northwesterly into the Cow Creek and vasse Creek drainage basins, and south-southwesterly into the watershed area of d Creek. At the location of the power plant facilities, the surface drainage is controlled a low swale which drains runoff into the Logan Creek drainage basin. Slightly higher ography to the southwest, west, and north-west of the plant site area forms a natural inage divide with the other basins (Figures 2.4-3 and 2.4-4).
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| Callaway Plant site area has been graded during construction to level the existing ain and establish a uniform yard grade; however, there has been no major dification to the natural drainage conditions. The surface drainage pattern in the site a will insure that all surface runoff from the power plant structures and areas rounding the UHS retention pond and the cooling tower continues to flow generally in easterly direction into the Logan Creek drainage basin, as shown on Figure 2.4-3.
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| face runoff from the switchyard area is to be diverted into the Mud Creek watershed.
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| grading operations have been conducted so that no significant surface runoff from vicinity of the power plant structures flows west or north into receiving streams in the vasse Creek or Cow Creek drainage basins.
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| escription of the site grading and earthwork is presented in Section 2.5.4.5.
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| .1.2 Hydrosphere
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| .1.2.1 Surface Water ough the plateau on which the site is located is relatively level, peripheral streams e deeply dissected its flanks in a dendritic pattern. Since the plateau is the ographic high in the area, surface runoff from the site vicinity drains radially into small rmittent streams. These small streams are branches of local streams that include an Creek to the east, Mud Creek to the south-southwest, Cow Creek to the north, Auxvasse Creek to the west (Figure 2.4-5). Mud Creek is tributary to Logan Creek in tion 35, T46N, R8W, and Cow Creek is tributary to Auxvasse Creek in Section 22, N, R8W. Logan and Auxvasse creeks have relatively steep channel gradients and in directly into the Missouri River. The drainage areas and confluence points with the souri River for Logan and Auxvasse creeks are noted in Table 2.4-1, and illustrated Figure 2.4-5.
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| .1.2.1.1 Auxvasse Creek vasse Creek, which collects runoff from the western and northern portions of the nt site area, drains about 317 square miles excluding its tributary, Cow Creek. It flows southerly direction to its confluence with the Missouri River at river mile 120.6. The ek drops about 350 feet in elevation over its length and approaches to within about 2.4-2 Rev. OL-22 11/16
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| .1.2.1.2 Cow Creek w Creek, a major tributary of Auxvasse Creek, is located about 5 miles north and thwest of the plant site and drains about 29.7 square miles. It flows generally in a sterly direction to its confluence with Auxvasse Creek. Cow Creek, characteristically ntermittent stream, exhibits a milder slope than the streams that drain generally in a therly direction in the vicinity of the site.
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| .1.2.1.3 Mud Creek d Creek collects surface drainage from about 8.3 square miles, including areas to the th and the southwest portion of the plant site area. It is an intermittent stream that ins at a point about 1.5 miles south of the site, first flowing southerly and then terly for a distance of about 5 miles to its confluence with Logan Creek, about 2.5 es south of the site. In this distance, Mud Creek drops about 350 feet in elevation; in 1/2-mile reach, it drops more than 200 feet. Mud Creek is deeply incised within row valley walls.
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| .1.2.1.4 Logan Creek an Creek drains the central and eastern portions of the plant site area and is within 2 es of the plant at its nearest point. It drains approximately 16.7 square miles and flows erally in a southerly direction for about 11 miles, entering the Missouri River at about r mile 114.7. Logan Creek is deeply incised into the plateau. The floodplain of Logan ek, which is from 500 to 1,000 feet wide from near the site to its mouth, slopes from elevation of about 570 feet MSL approximately 4.5 miles above its junction with the dplain of the Missouri River to about elevation 525 feet MSL where it joins the river dplain.
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| .1.2.1.5 The Missouri River Missouri River is formed by the junction of the Jefferson, Madison and Gallatin rivers r Three Forks, Montana (Figure 2.4-6). It flows generally in a southeasterly direction about 2,315 river miles to its confluence with the Mississippi River about 15 miles tream from St. Louis, Missouri (Missouri Basin Inter-Agency Committee, 1969; Figure
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| -6). The Callaway Plant site is located about 5 miles north of the Missouri River at ut river mile 115. The two gauging stations on the Missouri River nearest to the site the USGS stations at Hermann (06934500) and Boonville (06909000), Missouri ure 2.4-7). At the Hermann gauging station, located downstream approximately 17 r miles at Missouri River mile 97.9, continuous streamflow records have been ected since October 1897. The average flow at Hermann over a 26-year period of ord (1952 to 1977) is 72,200 cfs for regulated flow conditions. The maximum mated flow at Hermann, 892,000 cfs, occurred in June 1844; the maximum recorded 2.4-3 Rev. OL-22 11/16
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| | |
| ging station, about 82 river miles upstream from the site, streamflow records have n kept since October 1925; the average flow for a 52-year period, 1925 to 1977, is 700 cfs. There is some regulation of flow from many upstream reservoirs. (USGS, 8). The approximate drainage areas of the Missouri River at Hermann and at nville, as well as at the location of the water supply intake for the Callaway Plant site, noted in Table 2.4-2.
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| Gasconade River enters the Missouri River at about Missouri River mile 104.5 ure 2.4-7 and Table 2.4-1). The total drainage area of the Gasconade River is about 00 square miles. The drainage area of the Gasconade River above the USGS ging stations at Jerome, Missouri (06933500) and near Rich Fountain, Missouri 934000; discontinued in October 1959) are approximately 2,840 and 3,180 square es, respectively. The average flow of the Gasconade River at Jerome for the periods 3 through 1905 and 1922 through 1977 is 2,490 cfs. The maximum and minimum s recorded at Jerome during the same period were 101,000 cfs on April 15, 1945, 254 cfs on September 21 and 22, 1956, respectively. The maximum estimated charge outside the period of record is 120,000 cfs and occurred on January 6, 1897.
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| average discharge of the Gasconade River near Rich Fountain for a 38-year period ecord (1921 to 1959) is 2,939 cfs. The maximum and minimum discharges recorded r Rich Fountain were 96,400 cfs on April 16, 1945, and 271 cfs on September 19, 4, respectively (USGS, 1978 and 1964).
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| stream between the Callaway Plant site and Boonville, the major tributary is the age River, which joins the Missouri River at about Missouri River mile 129.9 (Figure
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| -7 and Table 2.4-1). The total drainage area of the Osage River is about 14,900 are miles. The drainage area of the river above the USGS gauging station near St.
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| mas, Missouri (06926500) is approximately 14,500 square miles. The average flow he Osage River near St. Thomas for a 46-year period is 10,010 cfs. Maximum and imum flows recorded near St. Thomas for the same period were 216,000 cfs on May 1943, and 346 cfs on July 12, 1959. Flow in the lower Osage River has been ulated since the completion of Bagnell Dam in 1931 (USGS, 1978).
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| nell Dam (Figure 2.4-7), owned by Union Electric Company of Missouri, is a concrete vity dam located on the Osage River about 82 river miles above its confluence with Missouri River. The Lake of the Ozarks, which was formed by the dam, has a usable acity of 1,218,000 acre-feet and dead storage capacity of 708,800 acre-feet (USGS, 8). The Lake of the Ozarks approaches the toe of the Harry S. Truman Dam (Figure
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| -7), which is scheduled for completion in 1982. Flood control operation in the Harry S.
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| man reservoir will be fully effective during the summer of 1979 (U.S. Army Corps of gineers, 1979).
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| nificant flood control measures were implemented in the upper reaches of the souri River Basin during the early 1950s. The discharge pattern along the main stem he river system was altered as the impoundment of significant quantities of water in 2.4-4 Rev. OL-22 11/16
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| storage reservoir on the main stem of the Missouri River, such as Garrison servoir in 1953; Lewis and Clark Lake in 1955; Oahe Reservoir in 1958 (refer to ure 2.4-6). By 1965, there were 107 major reservoirs and 1,387 smaller reservoirs ividual storage capacities less than 25,000 acre-feet) either completed or under struction in the Missouri River Basin (Missouri Basin Inter-Agency Committee, 1969).
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| ether, these reservoirs provide over 112,000,000 acre-feet of storage capacity as well lood control, municipal and industrial water supply, irrigation, hydroelectric power, igation, enhancement of fish and wildlife habitats, and improvement of recreational lities. From Sioux City, Iowa, to its mouth, extensive channel improvement has been ried out on the Missouri River in the interest of bank stabilization and navigation.
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| rovement measures include channel bank revetment, permeable dikes to contract stabilize the waterway, cutoffs to eliminate long bends, closing of minor channels, oval of snags, and dredging as required. A 9-foot channel depth and a minimum th of 300 feet is also maintained in accordance with the River and Harbor Act of rch 2, 1945 (U.S. Army Corps of Engineers, 1978). To maintain a 9-foot channel th, flow rates of 25,000 to 31,000 cfs at Sioux City, and 31,000 to 41,000 cfs at nsas City, Missouri, are required during the navigation season (March through vember). The Reservoir Control Center of the U.S. Army Corps of Engineers currently nages river flows to maintain a normal low flow of 40,000 cfs and a minimum low flow 5,000 cfs at Kansas City during the navigation season (Claire, 1974).
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| re are no reservoirs and lakes on the main stem of the Missouri River downstream m Sioux City. The Gavins Point Dam in South Dakota, which forms Lewis and Clark e at about Missouri River mile 811, is the nearest main stem dam to the site, located ut 696 river miles upstream.
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| .1.2.2 Water Use he mid-Missouri region, water supplies are used for domestic and industrial needs, sportation, power, recreation, and irrigation. However, no major municipal or ustrial water users are located within five miles of the site. The nearest municipal rs are at Chamois, Mokane, and Fulton; the only nearby major industrial user is the ntral Electric Power Cooperative Chamois Plant. These municipal users utilize und-water supplies only. The Central Electric Power Cooperative Chamois Plant zes both Missouri River and alluvium water supplies. Within a 5-mile radius of the
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| , local streams are presently used for irrigation and livestock watering.
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| he Callaway Plant site area, the predominant water withdrawal from the Missouri er is by the Central Electric Power Cooperative Chamois Plant for power generation ble 2.4-3). Virtually all of the water used for this purpose is returned (Table 2.4-4).
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| o, transportation requirements on the river near the site are generally met during the igation season.
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| 2.4-5 Rev. OL-22 11/16
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| he river downstream from the Callaway Plant site. Dischargers were also identified.
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| se are identified in Tables 2.4-3 and 2.4-4. The locations of these water withdrawals water discharge points are shown on Figures 2.4-8 and 2.4-9. The closest municipal r of Missouri River water downstream from the Callaway Plant site is St. Louis City ward Bend), whose water intake is located at Missouri River mile 36.8, approximately river miles downstream of the site. The cities of Hermann, New Haven, and shington, all within 50 miles downstream of Logan Creek, are the major dischargers he Missouri River; however, these communities derive their municipal water supplies m deep wells only. The nearest irrigation user that utilizes Missouri River water is ated 50 miles downstream from the confluence of Logan Creek and the Missouri River Missouri River mile 61.4.
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| ause water users upstream of the Callaway Plant site can alter flows at the site and nstream from it, and because relocation of contaminated or potentially contaminated terials upstream in the physical environment (such as occurs in dredging operations) ld potentially affect the conditions near the site (NRC, 1977 and 1976), Missouri River er users and dischargers upstream from the site were also sufficiently identified to the t extent possible. These are included in Tables 2.4-3 and 2.4-4 and are shown on ure 2.4-9. No potential contaminant source areas were identified.
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| ge-discharge rating curves for the Missouri River at Hermann, at Boonville, and near Callaway Plant site at Missouri River mile 115 are shown on Figures 2.4-10, 2.4-11, 2.4-12, respectively. The estimated average river flow near the site is 69,000 cfs, ed on adjustment of flow for the Gasconade River, a major tributary to the Missouri er between the site and Hermann (Figure 2.4-7). This discharge corresponds to a er surface elevation of about 507 feet MSL near the site at Missouri River mile 115 er to Figure 2.4-12).
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| o, the NRC Regulatory Guide 1.113 (1977) suggests identification of the following tures in relation to a nuclear plant site:
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| : 1) surface water uses* upstream and downstream of the plant site, (2) major tributaries and their junctions, (3) streamflow gauging stations (including their periods of record), and (4) major reservoirs and diversions upstream and downstream of the plant site. Approximate contributing drainage areas and types of water use for all points identified should be shown on the diagram or tabulated separately.
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| Use types include drinking water, irrigation process water (consumed by such users as breweries and soft drink manufacturers), recreation areas, and fisheries. Ground-water users with wells whose zones of influence extend to streams should also be included (NRC, 1977).
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| 2.4-6 Rev. OL-22 11/16
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| | |
| undwater use in the region is discussed in detail in Section 2.4.13.2. Descriptions of Missouri River and its major tributaries, streamflow gauging stations, and major ervoirs in this region are discussed in Section 2.4.1.2. All of the above were sidered for modeling the Missouri River under present conditions and for evaluating impacts to water users from accidental releases of radwaste from plant facilities ction 2.4.12 and 2.4.13).
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| stantial quantities of ground water underlie the Callaway Plant site in the aquifer tems. The local ground-water environment is discussed in detail in Section 2.4.13, a list of ground-water users accompanies Section 2.4.13.2. While the ample ilable ground-water supply at the site was a factor in site selection, utilization of und water for project purposes is projected only to meet an estimated maximum mand of about 400 gpm during the construction of the plant. No ground-water use is jected during operational stages of Unit 1.
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| presence of the plant and its operation will not adversely affect water wells near the as discussed in detail in Section 2.4.13.1. Effluent from the plant will be discharged the Missouri River only after suitable treatment. Accidental discharges of liquid ioactive effluents to the local surface- and ground-water environments and nearby rs are discussed in Sections 2.4.12 and 2.4.13.
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| .2 FLOODS
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| .2.1 Flood History local flood history record on streams is available for the Callaway Plant site near souri River mile 115. It was not until 1897 that streamflow recording of the Missouri er was begun at Hermann on a continuous basis. Despite a lack of records prior to t time, the flood of 1844 is considered to be the largest reported for the lower Missouri er. This flood is estimated to have had a peak flow of about 892,000 cfs at Hermann ere the gauging station is now located (USGS, 1978). A flood of this discharge is mated to reach elevation 539 feet MSL near the plant site at Missouri River mile 115 er present channel conditions (refer to Figure 2.4-12). Major flood discharges and r stages reported by the USGS at the Hermann gauging station are listed in Table
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| -5 and indicated on Figure 2.4-10.
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| probable magnitude and frequency of floods on the lower Missouri River have been luated by the U.S. Army Corps of Engineers based on the historical record of floods ermann and other gauging stations on the lower Missouri River and major tributaries.
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| imated flood peak discharges at Hermann and at Missouri River mile 115 for various urrence intervals are presented in Table 2.4-6 and are based on existing conditions of r development. All Federal reservoirs and levees in the river basin are assumed to rate together. The recurrence interval is the average interval of time within which the gnitude of an event (flood discharge) will be equaled or exceeded once. Potential 2.4-7 Rev. OL-22 11/16
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| 79).
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| * However, no recurrence intervals are associated with these events. It should be ed that because of the significant flood control measures implemented in the tream areas of the Missouri River Basin since 1952, the flow rates indicated in Table
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| -6 are less than what would occur under natural flow conditions.
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| most common type of flooding that occurs in the lower Missouri River is the result of off from the large contributing drainage area due to heavy rainfall and snowmelt ing the spring and early summer seasons. During a large flood, the river spills over its ks onto the broad floodplain areas of the valley. Consequently, numerous flood trol programs have been instituted. Although many individual flood control projects e planned and constructed prior to 1944, it was in that year that the Pick-Sloan Plan the Missouri River Basin was adopted as the 1944 Flood Control Act of the Federal vernment (U.S. Army Corps of Engineers, 1971a). Much of the original plan has been pleted, and many new projects have been added. By 1965, 228 federally structed projects involving direct flood control measures were completed or under struction in the basin. These included 53 major reservoirs, 57 channel and levee jects, and 118 upstream watershed projects. Throughout the basin, the channel and ee projects include approximately 1,200 miles of levee construction and about 800 es of channel improvements (Missouri Basin Inter-Agency Committee, 1969).
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| une of 1964, the Missouri Basin Inter-Agency Committee assumed the responsibility roviding a framework plan for the development of water resources in the basin. In the re, as more water resources projects are completed, floodwaters will be better trolled and channel flow more regulated.
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| .2.2 Flood Design Considerations Callaway Plant is located at about elevation 840 feet MSL and all safety-related tegory I) components and structures at 840.5 feet MSL or above on an upland eau approximately 5 miles north of the Missouri River. Since the highest flood of ord on the Missouri River near the site was about 300 feet below this elevation (see tion 2.2.1), it is anticipated that river flooding should never affect the plant. The plant is dry with respect to major flooding on the Missouri River, and only a localized PMP m was considered for flood design protection of safety-related facilities.
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| The Standard Project Flood (SPF) represents the flood that may be expected from the most severe combination of meteorologic and hydrologic conditions that are considered reasonably characteristic of the geographical region involved, excluding extremely rare combinations (Chow, 1964).
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| The Probably Maximum Flood (PMF) represents the flood event that may be expected from the most severe combination of critical meteorologic and hydrologic conditions that are considered reasonably possible in the region (NRC, 1977) 2.4-8 Rev. OL-22 11/16
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| ential flooding conditions in these creeks were not analyzed.
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| ce the plant facilities are located on the crest of a plateau that has a well-developed ural drainage system and because final grading of the site area is integrated with this ural system, potential local flooding, even from extremely heavy rainfall, will be trolled by the plant site drainage system, as discussed in Section 2.4.2.3.2.
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| possibility of scour or sedimentation in or around the cooling water intake structure n-Category I) was examined during final design; necessary provisions were made to imize their effects.
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| .2.3 Effects of Local Intense Precipitation local Probable Maximum Precipitation (PMP) provides the design base for trolling surface runoff from safety-related structures at the Callaway Plant site and is cussed in Sections 2.4.2.3.1 and 2.4.3.1. The PMP is defined as "the theoretical atest depth of precipitation for a given duration that is physically possible over a ticular drainage area for a certain time of year" according to the American teorological Society (1959). Cumulative PMP rainfall amounts applicable to the plant area for durations of 6, 12, 24, and 48 hours are presented in Table 2.4-7. Since the nt site drainage area is only about 75 acres, an all-season 6-hour rainfall with an umulation of 25.4 inches is the governing PMP event affecting the surface runoff ects of the safety-related structures. The hourly rainfall depths for this 6-hour PMP nt are presented in Table 2.4-8. These time distributions of maximum PMP depths e derived from the applicable portion of the Standard Project Storm (SPS) rainfall es (Chow, 1964).
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| ails on the design bases for the plant site drainage area are discussed in Section
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| .2.3.2. Adequate drainage capacity will be provided to prevent flooding of ety-related facilities and to convey flood waters on the roofs and the buildings away m the plant site area.
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| roof design of the safety-related buildings and safety-related equipment has uded consideration of the accumulation of snow and ice. The design bases of snow ice accumulations are discussed in Sections 2.3.1.2.2 and 2.3.1.2.4, respectively.
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| .2.3.1 Precipitation Distribution all-season PMP storm values developed for the Callaway Plant site drainage area of roximately 75 acres as presented in Table 2.4-7 were based on Hydrometeorological port (HR) No. 33 (U.S. Weather Bureau, 1956). PMP values for the winter months of cember, January, February, and March were also determined. The adjusted season and winter-month PMP values for various durations are presented in Tables
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| -7 and 2.4-8. Maximized all-season and winter-month PMP storm distributions were 2.4-9 Rev. OL-22 11/16
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| uences of rainfall increments as referenced would produce critical runoff from the nt site drainage area. The areal distribution of the rainfall over the plant site area is sidered to be uniform because of the small contributing drainage area.
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| he time the construction permit was issued, HR No. 33 was the most applicable lication to derive the design PMP values referenced above. Since that time, however, additional publication, HR No. 51, has become available. Use of HR No. 51 would dict higher design PMP values than those which appear in Table 2.4-7 and constitute design bases in Section 2.4.2.3.2 and 2.4.2.3.3. The original HR No. 33 design PMP ues have not, however, been updated because a formal NRC staff position has not n promulgated on HR No. 51.
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| .2.3.2 Site Drainage drainage was determined by application of the rational method, which is commonly d in the design of urban storm water drainage systems for small watersheds. The onal formula used to relate runoff to rainfall is noted below:
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| Q = ciA (2.4-1) ere: Q = Peak rate of discharge in cfs; c = Runoff coefficient dependent upon watershed characteristics; i = Rainfall intensity for a period equal to the runoff time of concentration* in inches per hour, ;
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| A = Drainage area in acres.
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| Time of concentration is the time required for surface runoff from the most remote part of a watershed to reach an outlet, or another point under consideration.
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| plication of the rational formula in this study depends on certain inherent assumptions ch are listed below (Merritt, 1968):
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| : a. The maximum rate of runoff for a particular rainfall intensity occurs if the duration of rainfall is equal to or greater than the time of concentration.
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| : b. The maximum rate of runoff from a specific rainfall intensity, whose duration is equal to or greater than the time of concentration, is directly proportional to the rainfall intensity.
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| 2.4-10 Rev. OL-22 11/16
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| : d. The peak discharge per unit area decreases as the drainage area increases, and the intensity of rainfall decreases as its duration increases.
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| ural drainage from the plant site area slopes downgrade and radially outward to acent stream systems. A plant site storm drainage system has been designed to drain m runoff away from plant buildings by the use of catch basins, contour grading, inage ditches and storm drain pipes to natural water courses as shown on Figure
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| -3. Roof-drain design of safety-related structures for locally intense precipitation as ere as that of the PMP is provided so that safety-related facilities would not be cted.
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| ce the area surrounding the UHS retention pond is graded so as to prevent surface off from entering the pond, the pond drains only its own water surface area of about 4 es. A spillway will be provided to route excess water from the pond to a natural ercourse (Figure 2.4-3).
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| rational formula is a rather reliable and common means of determining runoff for or hydraulic structures such as storm drains and culverts. It is often considered eptable for use for drainage areas of less than 200 acres or where the runoff is ead over the surface and picked up by a number of inlets, as is the case for the plant a drainage system. Common recommended runoff coefficients usually are values that a function of the soil, ground cover, and the rainfall intensity equal to the runoff time oncentration, and are usually developed for design floods with 5- and 10-year urrence intervals. It is recommended that higher values be used for less frequent h-intensity storms due to the lesser effect of initial losses and infiltration rates on the k discharges (Chow, 1964; Wright-McLaughlin Engineers, 1969).
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| maximum runoff coefficient assumed for a recurrence interval of 100 years for the area under natural drainage conditions is estimated at 0.86, based upon a detailed elopment of the rational method by M. Barnard in 1938 (Linsley et al., 1949). Barnard posed an equation for the variation of the runoff coefficient with recurrence interval geomorphological factors reflecting basin shape, stream pattern, and channel racteristics.
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| plant site drainage system is designed to convey runoff from a 100-year storm away m the plant area. The design rainfall intensities for a 100-year storm used for sizing inage structures, culverts and ditches were determined from the U.S. Department of mmerce Weather Bureau's Technical Papers Nos. 25 and 40, "Rainfall Intensity -
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| ation Frequency Curves" and "Rainfall Frequency Atlas of the United States,"
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| 2.4-11 Rev. OL-22 11/16
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| L 0.77 (2.4-2) t c = 0.00013 --------------
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| 0.385 S
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| ere:
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| tc = Time of concentration in hours; L = Length of the watershed in feet, measured along the watercourse from the design point and in a direct line from the upper end of the watercourse to the farthest point on the watershed; S = Ratio in feet to L of the fall of the watershed from the farthest point on the watershed to the outlet of runoff.
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| runoff coefficient used for the 100-year storm was selected as 0.86, discussed viously. Manning's equation, discussed in Section 2.4.3.5, was used to estimate the ocities of flow in ditches and culvert pipes. Catch basins and culvert pipes were estigated for inlet and outlet control, and ponding areas and elevations determined.
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| inished grades within the plant site area are sloped away from buildings as shown on ures 2.4-3 and 2.4-4. Plant grade is established at elevation 840.0 feet MSL and the ndard plant floor elevation of the safety-related facilities at 840.5 feet MSL. However, ally intense precipitation of the severity of a PMP event occurring at the site would duce overflow conditions in the plant site drainage system. Storm runoff in excess of design capacity of the plant site drainage system would overflow the roads and oad tracks. The locations of these roads, railroad tracks, and overflow points on the nt site are shown on Figure 2.4-3.
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| evaluating potential local flooding conditions in the plant site area from a local PMP nt, the plant area was divided into several drainage areas as shown on Figure 2.4-3.
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| ce a reliable recurrence interval cannot be associated with the PMP event, cipitation losses were not estimated and an extremely conservative assumed runoff fficient value of unity was selected for design purposes (Chow, 1964). The ratio of ct runoff to rainfall would tend to a maximum during a storm event of such magnitude.
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| s choice is consistent with the project significance and is assumed to remain constant a seasonal basis. Runoff times of concentration were computed as before. Estimated fall depths for the PMP storm analysis were determined for durations equal to mated runoff times of concentration at specific locations within the plant site area.
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| rainfall depths were converted to average rainfall intensities, expressed in inches hour, and used in the determinations of peak discharge rates at selected outlet ations. It was also conservatively assumed that the plant site drainage system would 2.4-12 Rev. OL-22 11/16
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| t, the water levels due to site ponding of the PMP runoff would be lower than those cated in the PMP analysis.
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| imated peak rates of discharge at selected locations in the plant area for the season PMP event were computed based on the above considerations. Local PMP s over the peripheral roads and railroad tracks were estimated using a broad-crested r formula noted as follows:
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| Q = CLH 3/2 (2.4-3) ere:
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| Q = Discharge over the roads or railroad tracks in cfs; L = Length over which flow would occur in feet; H = Head over the roads or tracks in feet; and C = Coefficient of discharge (2.5 assumed).
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| estimated potential maximum ponding elevation, due to PMP runoff, is calculated ng these extremely conservative assumptions. The site PMP calculations document ponding elevation to be maintained less than the elevation 840.5 MSL, which resents the ground floor elevation of the standard plant safety related facilities. Water face ponding elevations, overflow points and drainage areas are calculated using the thodology and the broad-crested weir formula as described above. Figure 2.4-3 resents the PMP Grading and Drainage areas and identifies the overflow weir ations. Modifications to site grading and roadway elevations, that represent significant vation changes, are evaluated to ensure that the PMP design basis is not adversely cted and the safety-related structures are protected from flooding.
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| maximum winter PMP storm results are discussed in Section 2.4.2.3.3.
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| .2.3.3 Ice and Snow torical data for snow-on-ground at Columbia, Missouri, are available from the lication "Climatological Data-Missouri" (U.S. Weather Bureau, 1949-1978). Data for station include the amount of snow, ice pellets, and sleet recorded on the ground.
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| maximum observed snowpack on the ground in Columbia was 16 inches on March 1960.
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| development of an extreme winter-month snowpack load for the Callaway Plant site iscussed in Section 2.3.1.2.11. To provide a conservative structural design for the fs of safety-related buildings, it was assumed that the extreme winter-month 2.4-13 Rev. OL-22 11/16
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| | |
| ximum winter-month PMP is 102.4 pounds per square foot (psf). As the amount of g in this area is anticipated to be small, it would not contribute significantly to the total w load considered. This is particularly apparent in comparison with the 48-hour PMP ue used, which is extremely conservative.
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| calculated snow load on the ground and the weight of the 48-hour PMP storm event losses assumed) are 21.0 and 102.4 psf, respectively. The combined load is 123.4 This extreme winter climatological condition governs the structural design basis for roofs of the safety-related buildings.
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| rational method was again employed in computing peak rates of discharge at the ected outlet locations in the plant site area for the maximum winter-month PMP event.
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| nsideration was also given to assumed coincident instantaneous melting of the mated monthly antecedent snowpack condition. The estimated maximum peak charge rate in the plant site area for the winter period is estimated at 169 cfs and uld occur in Area 31 (Figure 2.4-3). It is anticipated that site drainage of seasonal P events from the plant site area during the winter months would be adequate even if drainage outlets are blocked by ice jams or the formation of severe ice cover.
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| inage facilities will direct runoff away from the plant area to adjacent natural drainage tems as shown on Figure 2.4-3. Consideration in the plant drainage system design is en to ice accumulation on the roofs of safety-related structures and on exposed ety-related equipment. These design bases have been discussed in tion 2.3.1.2.4.
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| .3 PROBABLE MAXIMUM FLOOD (PMF) ON STREAMS AND RIVERS Probable Maximum Flood (PMF) represents the flood event that may be expected m the most severe combination of critical meteorologic and hydrologic conditions that considered reasonably possible in the region (NRC, 1977). The PMF is usually luated by estimating the PMP over the subject drainage basin in critical periods of e, and computing the residual runoff hydrograph likely to result with critical conditions round saturation and related factors. Because of the large size of the Missouri River in above the Callaway Plant site (approximately 523,200 square miles) and the ree and complexity of river regulation, it would be extremely difficult to derive a aningful PMF hydrograph for the Missouri River near the site. Therefore, the PMF k discharge at Missouri River mile 115 was estimated based on data provided by the
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| . Army Corps of Engineers (1979) on its hypothetical flood studies for the Missouri er, as noted below and discussed in subsequent sections. Also, the potential ximum PMF stage in the Missouri River near the site was estimated from a developed ge-discharge curve, as discussed in Section 2.4.3.5. The potential maximum PMF er level in the Missouri River at river mile 115 associated with an estimated PMF peak charge of 1,300,000 cfs is estimated to be 548 feet MSL. This flood stage will not 2.4-14 Rev. OL-22 11/16
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| | |
| CATION FLOOD E EN END sissippi River at Louis, MO 52-A 1,900,000 1,670,000 1,585,000 sissippi River at Louis, MO M 52-A 1,380,000 1,180,000 1,080,000 souri River at mann, MO M 52-A 980,000 790,000 700,000 up E (Existing) - Reservoirs that were existing and under construction in 1959, at the t of model testing.
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| up N (Near future) - Reservoirs scheduled for construction and expected to be rable by 1970, based on study and construction schedule available in the late 1950's.
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| up D (Distant future) - Reservoirs that are expected to become operable after 1970 t will complete the ultimate system of reservoirs. Reservoirs in Group D were mated in the late 1950's, based on upcoming planning studies.
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| up EN is considered to best represent the current condition of the Mississippi River.
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| actual reservoirs in operation today include a few from the D group. Some reservoirs he N group have not been constructed.
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| .3.1 Probable Maximum Precipitation (PMP)
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| Probable Maximum Precipitation (PMP) values applicable to the site are discussed ection 2.4.2.3.2. The estimated all-season and winter-month PMP values for various ations are presented in Tables 2.4-7 and 2.4-8.
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| .3.2 Precipitation Losses cipitation losses for the Missouri River flood studies were taken into consideration in U.S. Army Corps of Engineers studies discussed in Section 2.4.3.4, and are, refore, not treated further in this section.
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| .3.3 Runoff and Stream Course Models PMF peak discharge in the Missouri River was estimated from the U.S. Army Corps ngineers' hypothetical flood studies for the Missouri River basin, as noted in Section
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| .3. Since the Corps of Engineers had rigorously applied their flood routing computer gram in the hypothetical flood studies, their flood routing model was adopted for study 2.4-15 Rev. OL-22 11/16
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| .3.4 Probable Maximum Flood Flow hypothetical flood studies by the U.S. Army Corps of Engineers were based on off estimates from major rain-producing storms, transposition of storms, and binations of selected storm runoff amounts. For the Missouri River Basin, these were d to produce a hypothetical hydrograph(s) for the Missouri River at Hermann. A othetical flood discharge of 790,000 cfs was estimated for the Missouri River at mann using Hypo-Flood M 52-A. Although an SPF has not been developed for the souri River, the peak flow of 790,000 cfs at Hermann is considered a reasonable resentative discharge that might be experienced from a storm of standard project portions over the Missouri River Basin (U.S. Army Corps of Engineers, 1979).
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| drainage area of the Missouri River at its confluence with the Mississippi River is roximately 529,000 square miles; at Hermann, approximately 524,200 square miles; near the Callaway Plant site at Missouri River mile 115, approximately 523,200 are miles. It is assumed that the SPF near the site is conservatively established at
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| ,000 cfs, based on adjustment for the estimated contribution of 10,000 cfs from the sconade River between the site and Hermann. In lieu of detailed PMF investigations the main stem lower Missouri River, it is further assumed that the SPF peak discharge 0 percent of the PMF peak discharge (see Chow, 1964). Therefore, the PMF peak charge in the Missouri River near the site is estimated to be 1,300,000 cfs.
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| .3.5 Water Level Determinations ter levels for various flooding conditions in the Missouri River at river mile 115 were ained by utilizing pertinent data provided by the U.S. Army Corps of Engineers in their ent flooding studies (1979). Also, potential maximum SPF and PMF water levels were mated, based on the assumed peak discharges noted previously, using the Manning mula. Water levels for low-flow conditions at Missouri River mile 115 were estimated ed on analyses of historical flow data. A developed stage-discharge rating curve is wn on Figure 2.4-12.
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| stage-discharge relationships for the USGS gauging stations at Hermann and onville are plotted on Figures 2.4-10 and 2.4-11, respectively, and are based on the GS data after 1960 when river regulation and channel improvement measures ame more effective. Extreme recorded values of low flow and high flow and those ore 1960 are also shown on the figures. It should be noted that the rating curve for point between the stations at Hermann and Boonville cannot be readily established inear interpolation of the data available at these two stations because of the nonlinear ure of the river flow. This is particularly true with consideration to both the Osage and sconade rivers that join the Missouri River between these two stations (Figure 2.4-7).
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| rating curve for the Missouri River at river mile 115 near the site was established, in t, through hydraulic analysis of the recorded low flows at the Hermann gauging station 2.4-16 Rev. OL-22 11/16
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| uld not require a detailed computerized analysis.
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| rapolation of historical data from the streamflow record at Hermann rather than at onville to Missouri River mile 115 near the site was considered more suitable for the owing reasons: the Osage River is a much larger river than the Gasconade River; o, Hermann is only about 17 river miles downstream from Missouri River mile 115 with percent difference in drainage area while Boonville is about 82 river miles upstream h a 4 percent smaller drainage area. The theoretical water surface profile of the souri River in the vicinity of the site would resemble a complex series of dually-varied flow lines dependent upon the channel geometry and local topography.
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| the purposes of this study, a representative cross section of the Missouri River at r mile 115 under existing conditions was determined from pertinent data provided by U.S. Army Corps of Engineers (1979) and also from USGS topographic maps. In ticular, this cross section was required to determine the stage-area relationships for y extreme events (i.e., potential maximum SPF and PMF water levels). Flow under sting channel conditions was modelled as uniform steady flow.
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| depth of flow at a cross section can be calculated by various analytical techniques.
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| e to the site characteristics and simplified flow regime, the slope-area method nderson, 1966) was selected in preference to a more sophisticated analysis. The flow ime, based on the Manning equation, may be expressed for uniform flow by the owing equation:
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| 1, 486 23 12 (2.4-4)
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| Q = ---------------- AR S n
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| ere:
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| A = Cross-sectional area of flow in square feet (ft2);
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| R = Hydraulic radius in feet (ft);
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| S = Slope of the energy gradient in the direction of flow in ft/ft; n = Hydraulic roughness coefficent, dimensionless; and Q = Discharge in cfs.
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| values of the Manning roughness coefficients for the lower Missouri River have been ablished by the U.S. Army Corps of Engineers in their recent flooding studies. The n ues for both channel and overbank areas at Hermann and at Missouri River mile 115 2.4-17 Rev. OL-22 11/16
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| MISSOURI RIVER MISSOURI RIVER AT AT HERMANN RIVER MILE 115 Channel n Value 0.022 (2) 0.022 (2) 0.022 (5) 0.022 (5) 0.020 (10) 0.020 (10) 0.018 (25) 0.018 (25) 0.018 (50) 0.018 (50) 0.018 (100) 0.018 (100)
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| Left Overbank n Value (looking downstream) 0.05-0.07 (500-2)
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| Right Overbank n Value (looking downstream) 0.04-0.07 (500-2)
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| Manning n values noted for the 100-year flood were considered to represent rage conditions for the extreme SPF and PMF flooding events on the Missouri River his reach. Consequently, these values were used for evaluating potential maximum F and PMF water levels at Missouri River mile 115 near the site.
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| slope used in the Manning formula to compute the stage-discharge relationships of reme floods on the Missouri River near the site was determined from water surface file data on various flooding conditions as studied by the U.S. Army Corps of gineers. The average slope of the energy gradient in the vicinity of the site, based on Corps of Engineers flooding studies, was estimated to be 0.77 feet/mile or 0.00015 ft/
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| ecause the flow is nonuniform, the water surface slope may not necessarily be equal he average channel slope.
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| 2.4-18 Rev. OL-22 11/16
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| the estimated SPF and PMF discharges noted previously. The potential maximum F and PMF water levels near the site are estimated at 537 and 548 feet MSL, pectively. With a plant grade elevation of 840 feet MSL, the potential maximum PMF d elevation is still about 290 feet below this level.
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| stage-discharge relationships for low flows in the Missouri River at river mile 115 e obtained by analyzing historical data, as noted previously. Because the Gasconade er has a much smaller contributing drainage area than the Missouri River at their fluence, the flow of the Missouri River near the site is smaller than that at Hermann.
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| torically, the low flows in the Missouri River recorded at Hermann do not coincide with recorded low flows in the Gasconade River. For example, during the lowest flow orded at Hermann on January 10 to 12, 1940 (about 4,200 cfs), the flow recorded at Jerome gauging station, located on the Gasconade River about 107 river miles ve its confluence with the Missouri River, ranged from 580 to 645 cfs. The second est flow at Hermann was 6,210 cfs on December 23, 1964. On that day the flow at ome was 395 cfs. The lowest flow recorded at Jerome was 254 cfs on September 21 22, 1956, while it was 35,200 cfs at Hermann. Since the low flows in the Missouri er commonly occur in December and January, a conservative way to estimate eme low flow conditions near the site is to subtract the mean value of the daily imum flows for December and January in the Gasconade River from the low flows at mann. The December-January mean low flow at Jerome for the water years 1961 to 0 is 738 cfs. By using a value of 700 cfs, the lowest estimated flow likely to have urred under natural flow conditions near the site and corresponding to 4,200 cfs at mann is 3,500 cfs. For other low discharges of the Missouri River, the corresponding tribution from the Gasconade River is considered to be obtained by linearly rpolating or extrapolating the above value. Considering the much smaller size of the sconade River Basin as compared to that of the Missouri River Basin at Hermann, the ve assumption is considered to be adequate.
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| a from two minor gauges, located at the Chamois Power Plant (Missouri River mile
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| ) and at the City of Gasconade (Missouri River mile 104.8), were considered in the lysis for estimating low river stages near the site. These gauges are located between Osage and Gasconade rivers. The proposed intake structure is also located between se minor gauge stations. Interpolation of data between these two gauges results in a ter estimate of a low flow elevation at the intake structure. Based on the U.S. Army ps of Engineers data on Missouri River profiles, dated October 1974, the minimum ge of record for Missouri River mile 117 is elevation 497.0 feet MSL and that at river e 104.8 is elevation 486.0 feet MSL. Interpolating between these two gauges results minimum stage elevation of 495.6 feet MSL at river mile 115.4.
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| eview of the Chamois gauge records for the period January 1959 to March 1974 cated that the minimum stage of record was elevation 496.7 feet MSL and occurred ecember 1963. On December 23, 1963, the lowest stage was also recorded for the GS gauge at Hermann. The stage elevation recorded was 481.4 feet MSL for a flow 2.4-19 Rev. OL-22 11/16
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| mann, the flow recorded on the Gasconade River at Jerome was 395 cfs. Thus, the rpolated elevation of 495.4 at Missouri River mile 115.4 is considered to represent an mated flow of 5,815 cfs. It should be noted that the lowest recorded flow at Hermann urred during January 1940 and was 4,200 cfs. The recorded stage elevation was
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| .7 feet MSL. This occurred prior to major reservoir regulation in the upper Missouri er Basin.
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| intake structure located at Missouri River mile 115.4, which will provide makeup er for the plant but which is not safety-related, is protected against the occurrence of 00-year flood with 2 feet of freeboard. A 200-year flood would have an estimated peak charge of about 690,000 cfs near the site and an estimated water surface elevation of feet MSL.
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| .3.6 Coincident Wind Wave Activity ce the maximum PMF flood elevation was determined to be approximately 290 feet ow the plant grade elevation, no analysis of coincident wind wave activity is essary.
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| .4 POTENTIAL DAM FAILURES, SEISMICALLY INDUCED mentioned in Section 2.4.1.2.1.5, the nearest dam to the site on the main stem of the souri River is the Gavins Point Dam in South Dakota, about 696 river miles upstream m Missouri River mile 115. Considering the distance and enormous amount of channel valley storage capacity available, even under the most severe mode of dam failure ditions, it is inconceivable that any significant threat could occur to the Callaway Plant worse than that due to a severe flood from precipitation, such as the PMF discussed viously. The subject of dam failure, therefore, is addressed only in regards to Bagnell m and Harry S. Truman Dam on the Osage River. The condition considered is a SPF erimposed upon full reservoirs and a failure in dam integrity due to excessive thquake loading.
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| pendix A of Regulatory Guide 1.59 has been replaced by ANSI Standard N170-1976, andards for Determining Design Basis Flooding at Power Reactor Sites." Sections 6 9 of that standard, "Nonhydrologic Dam Failures," and "Combined Events Criteria,"
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| pectively, have been followed in this analysis. Coincident and domino-type failures e been considered and evaluated, including instantaneous removal of major dams.
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| .4.1 Reservoir Descriptions nell Dam is located about 97 river miles from the site, which includes about 15 river es upstream on the Missouri River to its confluence with the Osage River, and from confluence point, about 82 river miles upstream in the Osage River (Figure 2.4-7). It concrete gravity dam and has a total storage capacity behind the dam at the top of 2.4-20 Rev. OL-22 11/16
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| st of the dam is about 1,180 feet long and the difference in tailwater level to the ximum reservoir level is about 110 feet. The Lake of the Ozarks is formed behind gnell Dam. At full reservoir capacity, it extends to near the toe of the Harry S. Truman m.
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| ry S. Truman Dam (Figure 2.4-7), an earth-fill structure, has a main dam length of ut 5,000 feet and a dike extending about another 7,500 feet in length. The total age capacity behind the dam at the top flood control elevation of 739.5 feet MSL is mated at 5,200,000 acre-feet. At full reservoir capacity, the water level at the dam will about 125 feet above the streambed. The reservoir will serve multipurpose functions uding flood control, power generation, and recreation.
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| .4.2 Dam Failure Permutations existing upstream dams on the Osage River considered in this investigation are cribed in Section 2.4.4.1. These dams are situated in an area which has experienced tively few earthquakes, all of which were low in intensity. The history of recorded thquakes within 200 miles of the Callaway Plant site is discussed in Section 2.5.4.
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| ause of the low seismicity within 50 miles of the site, and because an earthquake of a gnitude which could cause severe damage or complete failure of these dams is kely, the probability of seismic-related dam failures is low. However, for the purpose his study, two dam failure permutations were postulated, and the resulting flood ves were evaluated.
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| a conservative assumption, complete failure of dams due to an assumed SPF dition was considered. It was not necessary to relate seismic failure to either the Safe tdown Earthquake or the maximum historic earthquake, because the assumption of plete, instantaneous removal of each dam was considered. The flood wave resulting m a partial erosion failure of the earth embankments at the Harry S. Truman Dam due vertopping or from a seismically induced breaching of earth embankments would not as severe as the case of a complete dam failure coincident with a SPF.
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| e to the relative distances between the dams and the Callaway Plant site, both single m failure and multiple dam failures were considered for the purpose of demonstrating t the plant and its safety-related components and structures would not be endangered n under the most extreme combination of flood-causing events discussed previously.
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| he first hypothetical case, it was conservatively assumed that Bagnell Dam would fail denly with the Lake of the Ozarks at its full capacity coincident with a SPF in the souri River. Under a downstream dry bed condition, which is unrealistic but more cal than a submerged bed, and a maximum reservoir depth of 110 feet and dam width
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| ,180 feet, the theoretical instantaneous peak discharge at the failing dam would be 70,000 cfs (Stoker, 1957; Henderson, 1966). The corresponding water depth at the of the dam would be 49 feet, or about 4/9 of the upstream water depth in the 2.4-21 Rev. OL-22 11/16
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| ervoir. For the Lake of the Ozarks, this wave propagation would take about 4-1/2 rs.
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| conservative to consider that the maximum "bore" (abrupt change of water surface) ght which could possibly occur as a result of sudden failure would be 49 feet ediately downstream from Bagnell Dam. Assuming that no mechanisms other than se due to a change in channel width would be involved in modifying the "bore," and a dam width of 1,180 feet and the flood plain of the Missouri River having a width of ut 12,500 feet near the Callaway Plant site, the estimated height of a flood wave near site for the failure of Bagnell Dam was calculated to be about only 8.5 feet, utilizing method presented by Henderson (1966).
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| ough it is considered highly improbable, the second hypothetical case considers the ct of flood waves near the plant site as the result of a domino-type failure of both ry S. Truman and Bagnell dams. The conditions considered are an instantaneous ure of Bagnell Dam due to flood waves resulting from a sudden failure of Harry S.
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| man Dam when both reservoirs are at full capacity coincident with a SPF condition on Missouri River. Assuming a failure length of 10,000 feet at the Harry S. Truman Dam, as estimated that a "bore" height of 38 feet would be formed downstream from the ry S. Truman Dam (Henderson, 1966) and that the predicted rise of water level at the nell Dam would be 68 feet (Henderson, 1966). The total water depth at the Bagnell m prior to a dam break release would be 178 feet. Under a dry bed condition nstream of Bagnell Dam, the maximum "bore" height would be 4/9 of the upstream er depth or about 79 feet. Using the widths for Bagnell Dam and the Missouri River d plain as noted in the previous paragraph, the estimated height of a flood wave near site at Missouri River mile 115 for the domino failure of first the Harry S. Truman Dam then Bagnell Dam was calculated to be about 13.6 feet. This is about 5.1 feet higher n the estimated height of a flood wave from the single dam failure of Bagnell Dam.
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| a dam fails suddenly over a submerged riverbed, which is more realistic than a dry
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| , a "bore" would be observed. As the "bore" propagates downstream, it would be idly attenuated as the result of energy dissipation and change in channel geometry. In hypothetical cases above, the attenuation would be particularly obvious in view of the ct of the Missouri River. Near the plant site, one would observe a gradual rise of er level in the Missouri River similar to a normal flood wave until a crest was reached.
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| .4.3 Unsteady Flow Analysis of Potential Dam Failures postulated nonhydrologic failure of upstream non site-related dams is discussed in tion 2.4.4.2. Consequently, unsteady flow analysis is not utilized herein.
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| 2.4-22 Rev. OL-22 11/16
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| potential maximum SPF water level for the Missouri River at river mile 115 was mated at 537 feet MSL for the estimated SPF peak discharge of 780,000 cfs. The mated height change of a flood wave near the site due to a dominotype failure of ry S. Truman and Bagnell dams, described in Section 2.4.4.2 for the second othetical case, was computed at 13.6 feet. The potential maximum water level due to combined effect of a SPF on the Missouri River and the postulated combined tream dam failures would be about 551 feet MSL, which is only slightly higher than estimated potential maximum PMF water level of 548 feet MSL, as discussed in tion 2.4.3.5.
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| ce the maximum dam failure flood elevation would be approximately 290 feet below plant grade elevation, no analysis of coincident wind wave activity is necessary.
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| .5 PROBABLE MAXIMUM SURGE AND SEICHE FLOODING uctures for the protection of safety-related facilities against surges, seiches, and wave on are not required. Safety-related facilities consisting of the reactor, fuel, control, sel generators, and auxiliary buildings, the UHS mechanical draft cooling towers, the S retention pond, the ESWS pumphouse, the ESWS pipelines, ESWS supply lines d vault, the ESWS electrical duct banks including manholes, and the emergency fuel and refueling water storage tanks are located on the site plateau about 320 feet above Missouri River floodplain and are not subject to flooding or other water-related nomena associated with the Missouri River.
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| only body of water on the site is the UHS retention pond with a water surface area of ut 4.1 acres and a capacity of about 56.03 acre-feet. An overflow spillway is designed maintain a water level below Elevation 836.5 feet. The graded ground elevation und the UHS retention pond provides a 4-foot minimum free board at normal pond er level. In addition, the plant yard is graded away from the pond to prevent site runoff m entering the pond. The excavated pond slopes are covered with riprap for tection against wave action. The UHS retention pond is a small body of water and is subject to significant surges and seiches.
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| design basis considerations for the UHS, including the derivation of probable ximum winds, are discussed in Section 2.4.8.2.
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| .6 PROBABLE MAXIMUM TSUNAMI FLOODING site is located far inland from coastal areas and therefore is not subject to tsunami ding.
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| 2.4-23 Rev. OL-22 11/16
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| safety-related facilities are expected to be affected by ice flooding. Other potential related effects, however, are discussed below.
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| .7.1 UHS Retention Pond UHS retention pond is a safety-related structure and is subject to ice formation in ter. Ice formation, however, does not affect the operation of the UHS retention pond the following reasons:
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| : a. During winter operation, the cooling phase provided by the UHS cooling towers on the heated return loop can be bypassed to assure that warmer water will be discharged to accelerate deicing.
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| : b. The invert elevation of the ESWS pumphouse is approximately 26 feet below the design water level of the UHS retention pond, and the invert of the discharge pipes is approximately 17.5 feet below the design water surface.
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| effect of ice on the UHS retention pond dependability is discussed in Section
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| .11.6. A description of the UHS retention pond is included in Section 9.2.5.
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| .7.2 UHS Pond Structures pond structures at the water surface are in contact with surface ice that can form ing prolonged subfreezing periods. Ice expansion and wind drag on the ice surface rt forces on these structures. The following sections address the approach used in luating the ice thickness and the forces on the ESWS pumphouse and the pond et structure caused by the presence of ice.
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| .7.2.1 Ice Layer Thickness ermination of the ice thickness in the retention pond is based on the analysis of the l number of degree days below freezing, defined as the number of days per month es the difference between 32°F and the mean monthly temperature for the months of cember, January, and February. These values are summed to obtain the accumulated mber of degree days since freeze-up for each year of record. Accumulated degree s are then subjected to a frequency analysis to determine the degree days for various urrence intervals. The data used in the analysis are mean monthly air temperatures at umbia, Missouri, which is located about 35 miles northwest of the site, for the years 4 to 1973. The ice thickness is then determined for various recurrence intervals using ur's empirical method (Chow, 1964). Based on this analysis, the calculated ice layer knes at the pond surface ranges from 15 inches to 24 inches for recurrence intervals 0 years and 100 years, respectively.
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| 2.4-24 Rev. OL-22 11/16
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| luation of thrust forces due to the expansion of the ice cover as the result of a rise in air temperature is based on the U.S. Army Corps of Engineers Cold Region nograph (Michel, 1970). The ice thrust force is determined based on a conservatively umed hourly temperature rise of 5°F with no lateral restraint and with solar energy sideration. The calculated forces on the retention pond structures are presented in tion 3.8.4.3.1.
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| .7.2.3 Drag Forces Due to Wind wind drag force on the ice surface is determined by considering a wind speed ging from 40 to 60 mph for winter months over the 24-inch thick ice in the pond. The g coefficient is evaluated considering turbulent flow over the ice (smooth surface) and ng the drag coefficient values given in Schlichting (1968). The drag force computation umes that the entire pond surface is covered with ice and that the thrust force is smitted to the structure, as discussed in Section 3.8.4.3.1.
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| .7.3 River Structures water supply intake and water discharge structures on the Missouri River are not ety-related structures, but they are subject to varying amounts of floating ice during winter low-flow season. River gauge records show that some freezing of the Missouri er between Boonville and Hermann can be expected about every fourth winter. This zing, however, is not anticipated to cause ice flooding to exceed the probable
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| -year high water elevation established for final design of the intake structure. Ice or flooding will be no problem at the discharge structure, as the warm discharge water keep the outfall open.
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| .8 COOLING WATER CANALS AND RESERVOIRS
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| .8.1 Canals canals are present at the site.
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| .8.2 Reservoirs UHS retention pond is the only reservior on the site. The pond is excavated to a total th of 22 feet with side slopes of 3 to 1. The storage capacity of the pond at the design er level of Elevation 836.0 feet is 56.03 acre-feet. During emergency shutdown, the d water is utilized to supply makeup water to the UHS cooling towers. Description of UHS is provided in Section 9.2.5. Hydrologic conditions during PMP and coincident d wave activities are discussed in Section 2.4.8.2.1. Consideration of probable ximum winds is discussed in Section 2.4.8.2.2. These activities are evaluated at a er level corresponding to Elevation 836.0 feet which is the design water level of the S.
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| 2.4-25 Rev. OL-22 11/16
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| information on PMP as provided in Section 2.4.2.3 is applicable to the UHS retention
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| : d. For the UHS retention pond with a water level of Elevation 836.0 feet, the probable ximum water level due to a 48-hour PMP on the pond and outflow over the 6-foot e, broad-crested weir spillway reaches Elevation 837.7 feet, as discussed in Section
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| .8.2.1.1. A sustained windspeed of 40 mph coincident with the maximum water level ults in a maximum run up on the riprap-covered slopes to Elevation 838.3 feet, as cussed in Section 2.4.8.2.1.2.
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| .8.2.1.1 Water Level Determination UHS retention pond, which provides water for emergency plant shutdown, is a egory I safety-related structure. Its hydrologic design is controlled by PMP and ociated water level. The 48-hour PMP on the pond of 35 inches is distributed as wn in Table 2.4-7, utilizing Hydrometeorological Report 33 (U.S. Weather Bureau, 6a). The precipitation is redistributed using 1/2-hour time increments and arranged to ximize the water level using the U.S. Army Corps of Engineers cedure (U.S. Army Corps of Engineers, 1965a). The resulting rainfall is converted to ivalent inflow discharge to the pond and is routed through storage to determine the ximum resulting water level. The outlet structure, which is a 6-foot wide, ad-crested spillway (Figures 3.8-16 and 3.8-17), has a crest elevation of 836.5 feet.
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| discharge coefficient used in the weir equation is 2.65 (Brater and King, 1976). The d routing is based on the initial pond water level at the spillway crest.
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| od routing indicates that the probable maximum water level in the pond will reach vation 837.7 feet with a peak outflow of about 30 cfs based upon an initial level responding to 836.0 feet.
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| .8.2.1.2 Coincident Wind Wave Activity cussion in this section is limited to consideration of the UHS retention pond since it is only safety-related hydrologic element at the site which is subject to wind wave vity. Wind wave activity does not constitute major concern in the design of the UHS ntion pond because the pond has relatively short dimensions with riprapped side pes.
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| hydrometeorological events considered in the analysis are a sustained wind speed 0 mph occurring coincidentally with the probable maximum water level at Elevation
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| .7 feet. The UHS retention pond has a water surface length of 636 feet, a width of feet, and a depth of 18 feet at the evaluated water level. Using the curve provided in U.S. Army Corps of Engineers Shore Protection Manual (1973), the maximum ctive wind fetch, Fe, is estimated to be 410 feet. For a wind speed, U of 40 mph and a ximum depth, D, of 19.7 feet, the wind setup is negligible (U.S. Army Corps of ineers, 1966b). Significant wave height, Hs, and wave period, T, are computed using 2.4-26 Rev. OL-22 11/16
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| ves generated by a sustained wind speed of 40 mph have a significant wave height of feet, a wave period of 1.5 seconds, and a corresponding wave length of 11.2 feet.
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| maximum wave height, Hm, which is 1.67 times the significant wave height, is about feet.
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| wave run up value is estimated from the wave height and period using the graphical sentation in the Shore Protection Manual (U.S. Army Corps of Engineers, 1973). The culated maximum wave run up on the 3 to 1 riprapped slope is 0.6 feet. Thus, ximum run up reaches Elevation 838.3 feet which is below the plant grade elevation 40.0 feet.
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| .8.2.2 Probable Maximum Wind Design Considerations
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| .8.2.2.1 Probable Maximum Winds ng the method of Thom (1968), the annual extreme fastest mile wind speed at the laway Plant site was indicated in Table 2.3-8 to have a maximum value of 85 mph at feet above ground level and can be expected to occur once in 100 years. This thod, considered the best available measure of wind for design purposes, assumes t:
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| : a. Surface friction is uniform for a fetch of 25 miles;
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| : b. Extreme winds result only from extratropical cyclones or thunderstorms; and
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| : c. Extreme winds from tornadoes are not included in this analysis.
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| ximum winds in the site area are associated mainly with thunderstorms and squall s rather than hurricanes or other cyclonic storms. Although these winds are usually sidered local in nature, they can cause wind setup and generate large waves in water ies.
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| believed that a wind speed with a return period of 1,000 years constitutes a servative design basis for safetyrelated elements. Based on Thom's model, this ign wind speed applicable to the site was computed to be 118 mph with a duration of inute (Table 2.3-8).
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| probable maximum wind was determined based on the method of Thom (1968).
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| m used meteorological data collected over a 21-year period from 150 monitoring ions to provide isotachs of the 0.50, 0.10, 0.04, 0.02, and 0.01 quantiles for the ual extreme fastest wind speed for the United States. Thom then provided an pirical method to use these data to determine the fastest wind speed for other 2.4-27 Rev. OL-22 11/16
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| data provided by Thom do not allow the calculation of the 95 percent confidence rval for estimates of wind speed at this quantile.
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| ce Thom's isotach's and statistics are based on a specific 21-year data base, more ent data cannot be taken into account, except as a comparison of actual extreme eds with those predicted by Thom.
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| an example, the fastest mile wind speed recorded by the National Weather Service ion at Columbia, Missouri from August 1889 through 1979 (a 90-year period) was 63 es per hour. This compares with values determined from Thom's method of 72 miles hour (50-year recurrence interval) and 85 miles per hour (100-year recurrence rval).
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| .8.2.2.2 Wave Action he analysis of wave action, an extreme wind speed with a 1,000-year return interval urring coincidentally with a UHS retention pond design water level corresponding to elevation of 836.0 feet is considered a conservatively postulated combination of rometeorological events. This design wind, as discussed in Section 2.4.8.2.2.1, has
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| -minute average speed of 118 mph.
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| ng the methods described in Section 2.4.8.2.1.2, the waves generated by the above rometeorological combinations have a significant wave height, Hs, of 2.4 feet, a gth of 32 feet, and a wave period of 2.5 seconds. The maximum wave height is 4.0
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| : t. For a riprapped slope of 3 to 1, designed to resist this wave action, the maximum ve run up is calculated to be 2.0 feet. Including the wind setup value of 0.1 feet, the of the run up would reach Elevation 838.1 feet.
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| riprap thickness was determined using the procedure outlined in the U.S. Army ps of Engineers, EM 1110-2-2300 (1971b). A double filter, designed according to the eria presented in U.S. Bureau of Reclamation, Design of Small Dams (1973), is uired to provide a free-draining transition to minimize effects of erosion.
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| riprap and filter design configuration for the pond slope is shown on Figure 2.4-31.
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| riprap stone layer thickness is 18 inches. The double filter thickness is 12 inches sisting of 6 inches of fine filter and 6 inches of coarse filter. The protection extends m the top of the slope to Elevation 828.0 feet. The gradation requirements for the ap and filter are shown on Figure 2.4-31. The gradation curves for the riprap and filter shown on Figure 2.4-32.
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| riprap consists of dumped stone - hard, durable, and angular in shape. The cification for the stone requires a percentage loss of not more than 40 after 500 olutions as tested by ASTM C 535, Resistance to Abrasion of Large Size Coarse 2.4-28 Rev. OL-22 11/16
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| 2 inches. The maximum stone size is 500 pounds, and the specific gravity is greater n 2.60.
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| fine filter layer is placed on the prepared embankment slope in a single lift. The fine r gradation shown on Figure 2.4-31 satisfies the requirements of ASTM C 33, ncrete Aggregates.
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| coarse filter layer is placed in a single lift on top of the finished fine filter layer, which a surface free from mounds or windrows. The coarse filter gradation shown on ure 2.4-31 satisfies the requirements of ASTM D 448, Standard Sizes of Coarse gregate for Highway Construction, Size No. 467.
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| ne for riprap is placed on the surface of the finished coarse aggregate filter layer in a nner which produces a reasonably well-graded mass of stone with the minimum cticable percentage of voids. Riprap is places to its full course thickness in one ration to avoid displacing the underlying material. All material comprising the riprap is placed and distributed that there are no large accumulations of either the larger or aller sizes of stone.
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| .8.2.2.3 Resonance he evaluated level of elevation 836.0 feet, the UHS retention pond has an roximate length of 630 feet and an average depth of 18 feet. The natural period of h a pond is computed to be about 52 seconds (U.S. Army Corps of Engineers, 6b), which is approximately 22 times as great as the significant wave period cussed in Section 2.4.8.2.2.2. In addition, the pond side slopes are covered with ap which acts as a wave energy absorber. For these reasons, resonance of the pond ot anticipated.
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| .9 CHANNEL DIVERSIONS Missouri River is strictly managed and highly regulated. Since the cooling makeup er inlet is related closely to the main river channel, the concern of channel diversion is ncident with multiple purpose usage of the river. It is extremely improbable that urally occurring or man-made diversions would be allowed to continue unchecked or ontrolled. This is reflected by the projections made in the study by the Missouri Basin r-Agency Committee (June 1969) which forecasted that the minimum flow at mann in the year 2020 would be about 7,500 cfs, as shown on Figure 2.4-13. A river projection study was recently made by the U.S. Army Corps of Engineers, as cussed in Section 2.4.11.4.1, which accounted for additional water consumption of 00,000 acre-feet per year associated with coal gasification in the river basin (Claire, 4). The study indicated that, for a projected level of basin development in year 2020, probability is 0.004 that river flow at Hermann will be lower than 10,000 cfs. The bability that the river flow will be less than 5,000 cfs approaches zero (U.S. Army 2.4-29 Rev. OL-22 11/16
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| pectively (see Table 2.4-10). Such projections can only be predicated upon full future trol and management of the Missouri River.
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| .10 FLOODING PROTECTION REQUIREMENTS discussed in Section 2.4.2.2, all safety-related facilities are situated on an upland eau. The elevation of the plateau is about 280 feet above the expected highest flood el of the Missouri River; therefore, protection of the safety-related facilities from floods the Missouri River is not necessary.
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| safety-related UHS is located on the southeast side of Unit No. 1, as shown on ure 2.1-4. Grading around the UHS retention pond is sloped to keep storm surface er from entering the pond. To prevent an overflow caused by malfunction of the keup system or by rainfall accumulation in the UHS retention pond, an outlet structure spillway are provided to drain excess storage when the water surface in the pond eeds the outlet crest elevation of 836.5 feet. For other information related to the UHS, Sections 2.4.8, 3.4.1.1, and 9.2.5 and Figure 2.4-3.
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| water supply intake and pumphouse structure at the Missouri River, as indicated on ure 2.1-4, is not a safety-related facility. However, the pipe intake and pumphouse cture is designed to sustain the anticipated 200-year flood, as discussed in Section
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| .3.5. In order to insure a dry access to the pipe intake and pumphouse structure, a vice road is provided. This road begins about one mile north of Highway 94 and ges over the Missouri, Kansas and Texas Railroad track, and then extends in a theasterly direction to the intake and pumphouse structure. The finished grade of the vice road is above the estimated maximum 200-year flood water level at Missouri er mile 115.4. The fill slope of the service road in the river flood plain is protected from sion by riprap and other means.
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| .11 LOW WATER CONSIDERATIONS makeup water will be obtained from the Missouri River at river mile 115.4. Low water siderations are discussed in the following pertinent sections.
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| .11.1 Low Flow in Streams projection of the probable minimum flow rate for the Missouri River near the site is cult because of the large size of the upstream drainage area and the increasing ent of river regulation to meet various uses. As a result, low flow discharge prediction ased upon the historic low flow data and upon previous studies of water allocation for entire Missouri River Basin carried out by various government agencies.
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| probable water levels corresponding to low flow discharges for the Missouri River at r mile 115 near the site can be obtained by using the developed stage-discharge 2.4-30 Rev. OL-22 11/16
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| capacity of the Missouri River system to meet the present and future demands for er supply, water quality, navigation and flood control up to the year 2020 was lyzed in the Comprehensive Framework Study of the Missouri River Basin (Missouri in Inter-Agency Committee, 1969). This operational study was based upon the ords of river flow from 1897 to 1968 that included extended periods of low flow due to ught and ice formation. The study demonstrated that the river system would be able meet water requirements for all basin development up to the year 2020. Flow-duration ves were generated in this analysis at selected locations along the river's main stem.
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| curves for the Missouri River at Hermann during the winter season are shown on ure 2.4-13. From the curves, it can be estimated that by the year 2020, the minimum at Hermann that approaches a 100 percent chance of being equaled or exceeded be approximately 7,500 cfs. The corresponding flow at Missouri River mile 115 near site is then estimated at 7,250 cfs (the contribution from the Gasconade River is mated at 250 cfs based on USGS low flow data, 1979). The corresponding river ge near the site, as read from the rating curve (Figure 2.4-12), is 495.5 feet MSL ted in Table 2.4-11).
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| record low discharge of 4,200 cfs for the Missouri River at Hermann was observed m January 10 to 12, 1940, during a period of extensive river freezing. The low river charge near the site is estimated at 3,500 cfs for the same period, as discussed in tion 2.4.3.5. For this discharge, the river stage near the site, or more specifically at water supply intake location (Figure 2.1-3), as obtained from the developed rating ve (Figure 2.4-12), would have been about 494.3 feet MSL (noted in Table 2.4-11).
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| magnitude and frequency of consecutive low flows at Hermann for various durations been analyzed by the USGS using the period of record 1953-1973 and by best fitting log-Pearson Type III distribution. The results are presented in Table 2.4-10. Also uded in Table 2.4-10 are the estimated low flows at Missouri River mile 115 using the thod described in Section 2.4.3.5. These discharges are representative of the nificant regulation of flow in the Missouri River since 1952. Additionally, Table 2.4-11, ch summarizes relevant low flow information discussed in this section, indicates that he Missouri River near the site, an estimated flow rate, considered to represent a ere drought condition, of 11,100 cfs lasting for 30 days could possibly occur once in years. This discharge is higher than the 1-day, 30-year low flow of 5,500 cfs selected he preliminary low flow design base for the water supply intake on the Missouri River.
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| 11,100 cfs discharge was selected to represent a conservative low flow for luating transport of radionuclides in the Missouri River from an accidental release of waste from the refueling water storage tank at the Callaway Plant, as discussed in tion 2.4.12. The corresponding river stage estimated from Figure 2.4-12 is 496.0 feet L.
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| 2.4-31 Rev. OL-22 11/16
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| ges and seiches will not occur in the Missouri River near the Callaway Plant site ause it is an open flowing body of water not connected to any nearby large body of er. Tsunami will not occur because the site is located far inland from coastal areas.
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| possibility of ice jam formation on the Missouri River will not adversely affect the ity of the safety-related UHS to function properly.
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| .11.3 Historical Low Water toric low water stages on the Missouri River have been caused by combinations of flows resulting from drought and/or ice blockage (USGS, 1938; Skelton, 1966). The lowest river discharges recorded and their corresponding stages on the Missouri er at Boonville and Hermann are listed in Table 2.4-12.
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| lowest observed discharge in the Missouri River at Hermann was 4,200 cfs on uary 10 to 12, 1940, which may be considered as the probable minimum flow in the souri River at this station for the period of record prior to regulated flow conditions.
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| lowest river stage observed at Hermann was 481.4 feet MSL in December 1963 for ischarge of 6,210 cfs. This is the minimum observed flow at Hermann for regulated conditions.
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| .11.4 Future Controls Missouri River drains approximately 529,000 square miles (Missouri Basin r-Agency Committee, 1969) in areas within 10 states and a small area in Canada ure 2.4-6). Because control of the river is vested in a complex interactive web of state federal agencies, it is almost impossible to determine which is the ultimate authority the question of future control. The problems of future control as related to low flow ld be related to historical hydrological data if the river were not controlled. However, river is one of the most highly regulated in the United States, and the historical flows not be projected into the future without also considering factors of regulation, easing consumption, and changes in the patterns of usage brought about through a amic technology and a shift in the direction of national priorities.
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| ause such factors are beyond the scope of this study, a simpler approach was used.
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| ce ultimate authority cannot readily be defined, actual operational control is the ponsibility of the U.S. Army Corps of Engineers. Policies affecting future control are ated by the populace needs as assessed and administered through the various state federal agencies and their related coordinating and advisory committees.
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| diagram of the water resource organization and communication for Missouri as wn on Figure 2.4-14 (U.S. Army Corps of Engineers, 1970) indicates the large mber and variety of state agencies interested in the control of waters of the state.
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| se Missouri agencies assess requirements for water usage within the state and 2.4-32 Rev. OL-22 11/16
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| ministers operational programs for river control. Figure 2.4-14 illustrates the plexity of input to the issue of future control.
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| der Missouri state law, the right to withdraw and use surface waters, such as the souri River, is founded in the doctrine of riparian rights wherein this right accrues to is vested in the ownership of lands on the banks of the watercourse. A user needs y to meet the test of "reasonable use" without harming similar rights enjoyed by nstream users (Missouri Basin Inter-Agency Committee, 1969).
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| .11.4.1 Management of the Missouri River en the U.S. Congress enacted the 1944 Flood Control Act, river management was ced in the hands of the U.S. Army Corps of Engineers. The chief functions of the trol of the Missouri River, as expressed in the Act, are (1) to provide flood control, and to enhance navigation (Claire, 1974).
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| rder to control flooding, the U.S. Army Corps of Engineers has constructed a series ams, mostly in the middle and upper reaches of the river, which provide storage acity used to regulate the levels of river flow and to generate electrical power. It is this es of reservoirs which is used to control floods and to increase the navigability of the r in times of low flow or drought. Periods of low river flow are controlled only during a onth navigation season, which extends from March through November. The criteria control of the river during the navigation season are that the U.S. Army Corps of ineers tries to maintain a flow of 40,000 cfs at Kansas City and does not permit the to fall below 35,000 cfs. Should the river flow ever fall below this level, most igation would be impossible. It is projected that such flow conditions would occur only drought similar to that during the period 1930 to 1941 would recur. Various estimates he recurrence interval have been made by the U.S. Army Corps of Engineers, but are ide range in both probability and confidence limits and consequently are ambiguous heir interpretation (Claire, 1974).
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| best available projections of future Missouri River low flows have been computed by Reservoir Control Center of the U.S. Army Corps of Engineers at the Omaha district ce (Claire, 1974; Duscha, 1974). The model of the river which was used to make the jections is based largely upon a predecessor model developed for the Missouri River in Comprehensive Study (MRBCS). The model as developed for the MRBCS was ed on the concept that all possible withdrawals which could be conceived of at the e the study was made would be incorporated in the model regardless of how feasible iable the projected use might be. Consequently, the MRBCS model was more servative and speculative than the present U.S. Army Corps of Engineers' model.
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| model which was derived through removal of more speculative or impractical jected future withdrawals and which is currently used by the U.S. Army Corps of gineers is considered to be more realistic and provides a practical model for actual r management.
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| 2.4-33 Rev. OL-22 11/16
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| ification. Using their model, the Corps of Engineers superimposed three levels of drawal at 700,000, 1,400,000 and 3,000,000 acre-feet (the greatest projectable drawal for this purpose) and projected low flows for the length of the Missouri River he years 1980, 2000 and 2020. The computer analyses included a data base of orical monthly averages for the three low flow drought years of 1939 through 1941.
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| ance copies of the results were provided by the Corps for inclusion in this report scha, 1974). Table 2.4-13 presents the projected estimated low river flows and their babilities of occurrence near the Callaway Plant site for the years 1980, 2000, and
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| : 0. These were adjusted from flows of 10,000 cfs and 5,000 cfs at the Hermann ging station.
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| s, under anticipated river management through the year 2020, it may be expected t low flow at Missouri River mile 115 never would be less than 4,290 cfs and at a bability level of 0.999 would be higher than 9,210 cfs. These are higher, respectively, n the low flows predicted in Section 2.4.11.1 based on historical data which indicate orical low flows of 3,500 cfs from freezing and 7,250 cfs from winter drought.
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| .11.4.2 Future Control and Utilization Policy 945, the Missouri River Basin Inter-Agency Committee was formed to interchange rmation and coordinate the activities of federal and state agencies in the planning development of water and related land resources throughout the Missouri River in. In June 1964, a standing committee was organized to prepare a comprehensive dy of the basin. This became the first comprehensive study to be made under the ter Resources Planning Act of 1965 (Missouri Basin InterAgency Committee, 1969).
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| work of the Standing Committee culminated in 1969 with the publication of the souri River Basin Comprehensive Framework Study, in seven volumes. While the k is too extensive to be summarized herein, it is the most comprehensive source k for projections of future usage and demand and constitutes the base for later dies by the U.S. Army Corps of Engineers. It is significant that the study (Missouri in Inter-Agency Committee, 1969) states:
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| ture investments by the public or private sectors for the future generation of electricity be made primarily in accordance with economic considerations. As such, elopments required are economically feasible under the concepts of both the national regional objectives. Since most, if not all, future power generation in the basin will be rmalelectric, the only questions are availability of water for cooling and the effects on environment. The framework plan considers that cooling water requirements will be t in total, and that water temperature quality standards will be fulfilled."
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| the study was the result of extensive coordination of the various agencies involved or rested in the future development of Missouri River waters, it is reasonable to clude that the Callaway Plant falls within the intent of the statement above; therefore, 2.4-34 Rev. OL-22 11/16
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| .11.5 Plant Requirements
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| .11.5.1 Minimum Safety-Related Cooling Water Flow minimum safety-related cooling water flow required for plant shutdown or cooldown er emergency conditions is about 15,000 gpm. The service water systems, with a acity of 38,000 gpm supply water flow for normal plant operation and plant shutdown ooldown under emergency conditions. Whenever a service water system is not ilable, the essential service water system (ESWS) of that unit supplies the minimum ety-related cooling water flow. The essential service water system, draws water from UHS retention pond. Refer to Section 9.2.5 for the heat dissipation method, water ety factors, and other details related to the UHS and to Section 9.2.1 for a discussion he essential service water systems.
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| minimum operating level of the UHS retention pond, based on the 8-foot minimum W pump submergence, is Elevation 819.0 feet. Taking no credit for makeup water, minimum elevation of 819.0 feet would not be reached within the required 30 days of ration following a design-basis accident.
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| .11.5.2 Minimum Normal Operating Water Flow
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| .11.5.2.1 Plant Requirements plant water consumption will be about 20,000 gpm (45 cfs) when the unit is rating at base load. This water will be drawn from the Missouri River through the er supply intake and pumphouse structure located about 5.5 miles southeast of the nt (Figure 2.1-3). The water will then be pumped to a water treatment plant located at plant site and then to the plant facilities as required. Refer to Figure 2.4-15 for the nt water use diagram.
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| .11.5.2.2 Missouri River Flow 1-day, 30-year average low flow, as discussed in Section 2.4.11.1, was established he preliminary low-flow design base for the water supply intake structure. This flow s estimated to be 5,500 cfs. Under these conditions, the normal depth in the Missouri er at river mile 115 is estimated to be at elevation 495.0 feet MSL. The potential ximum water level of the 200-year flood in the river is estimated at elevation 535 feet L.
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| ed on comparison of the low flow conditions discussed previously, and because of degree of regulated flow conditions on the lower Missouri River, the preliminary ign base provides sufficient means for a dependable nonsafety-related water supply.
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| supply is anticipated to be adequate for the life of the project.
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| 2.4-35 Rev. OL-22 11/16
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| plant requirements, high and low level monitors in the river are provided to give icient notice to the main control room operators to allow an orderly reduction or tdown of plant operation.
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| .11.5.2.3 Water Supply Intake and Pumphouse Structure water supply intake and pumphouse structure is located near Missouri River mile (Figure 2.1-3). The pumps will supply 40,000 gpm to the water treatment plant at a ign head of 430 feet. The water treatment plant is located on the plant site at about vation 850 feet MSL. The structure, as designed, will accommodate the estimated day, 100-year low flow that is considered representative of a severe drought dition, and will not be submerged by a 200-year flood occurrence.
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| .11.5.2.4 Water Treatment Plant Clearwell Pumps Station rified water from the water treatment plant will flow into the clearwell. The clearwell provide water to the cooling tower basins, to the UHS retention pond, and for other nt uses as shown on Figure 2.4-15. Since the water treatment plant is the "midpoint" he water-use system, water level indication is provided to the main control room rators to allow determination of the extent that the water supply system is not ntaining flow for plant requirements.
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| .11.5.2.5 Service Water Systems service water system will provide an estimated flow of 38,000 gpm.
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| .11.5.2.6 Circulating Water System Circulating Water System flow is estimated at 530,000 gpm. Refer to Section 10.4.5 complete details of this system.
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| .11.5.2.7 Cooling Tower Low-Water Levels his site, a low-water level in the circulating water system cooling tower basin would be itical condition. The large tower basin, about 500 feet in diameter, would contain icient water to provide adequate lead time between alarms for extremes of high or river flow or Water Treatment Plant Clearwell low levels and the requirement for ucing or shutting down the plant operation. Preliminary calculations indicate that the er basin would hold enough water to allow 1 hour's full-capacity operation for each t of basin depth. If blowdown were to be stopped, full operation would be maintained 1-1/2 hours for each foot of basin depth. Under the latter condition, a 6-foot deep in would allow nearly 9 hours of operation during periods of the highest evaporative ling requirements. A low-level alarm would be provided to the main control room rators as soon as the basin fell below the normal operating level. Continuous 2.4-36 Rev. OL-22 11/16
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| were determined that the water flow would not meet plant requirements (about 1 hour ore the cooling tower basin water supply was exhausted), the operators would initiate nt shutdown and the cooling procedures culminating in the use of the essential vice water systems and the UHS.
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| .11.5.3 Plant Water Effluent plant water effluent will consist mainly of the blowdown from the cooling tower ure 2.4-15). The effluent will enter the Missouri River from a submerged pipe, minating at the left bank, located about 100 feet downstream of the water supply ke. Discharge velocity will be sufficient to mix the effluent with the river water, for a ay, 10-year low flow condition (9,900 cfs, Table 2.4-10), in order to minimize thermal cts. These anticipated discharge conditions meet the existing Missouri Water Quality ndards.
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| .11.6 Heat Sink Dependability Requirements UHS retention pond will be the source of water for the essential service water tems (Section 9.2.1).
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| plant water requirements discussed in Section 2.4.11.5 are supplied from the souri River. The low flow conditions in this river do not influence the dependability of UHS retention pond. Assuming minimum required initial level the pond is designed to vide 30 days' water supply with 12% margin without makeup during the worst 30 days vaporation.
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| diction of the UHS cooling tower evaporation is based upon the unit undergoing a ign basis LOCA. Pond evaporation for 30 days is based on the model described in culation NAI-1508-001 which uses a wind speed function that accounts for quiescent poration taken from C00-2224-1, Generic Emergency Cooling Pond Analysis:
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| ergency Cooling Pond Analysis and the Theoretical Basis of the GEPA mputational Program, J. E. Edinger, et al, University of Pennsylvania, School of ineering and Applied Science, Civil Engineering, May 1972 - October 1972. The teorological data for 30 days of maximum evaporation are obtained from the records olumbia, Missouri, from July 2, 1954 to July 31, 1954. The wind speed used is based he maximum 1-day wind speed of 12.8 mph, which is higher than the average 30-day d speed of 10.5 mph.
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| analysis indicates that total water requirements for 30 days, including cooling tower poration, seepage and other water uses, pond evaporation, and cooling tower drift, uld be 40.9 acre-feet. This is less than the 48.2 acre-feet usable pond volume tained above Elevation 834.0 feet. This elevation (low water level) provides the 8-foot 2.4-37 Rev. OL-22 11/16
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| pond is excavated below the surrounding plant grade and thus cannot lose water to dam failure.
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| oding of the pond and related structures is precluded since the pond is about 280 feet ve the PMF level in the Missouri River and site grading is designed to direct all runoff, uding that from probable maximum precipitation, away from the pond. Slope stability ing seismic events and seepage analysis are presented in Sections 2.5.5 and 2.5.4.6, pectively.
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| will form on the surface of the UHS retention pond during severe winter periods, as cussed in Section 2.4.7. No provision is made to prevent ice formation on the pond ause the surface of the ice will be about 24 feet above the ESW pump suction end.
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| en the ESWS operates with such ice cover, water from the pond is withdrawn from ow the ice formation and the warm water returned from the power block is discharged r the pond bottom. This arrangement precludes any interruption of water supply to ESWS.
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| ential of ice submergence at the ESWS intake due to currents induced from the pump ration is also analyzed. This analysis considers a pond water depth of 18 feet at a d level of Elevation 836.0 feet, along with ice thicknesses corresponding to different urrence intervals up to 100 years. In the presence of a 24-inch ice cover (Section
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| .7.2.1), the resulting induced velocity due to a two-unit pumping rate of 60,000 gpm suming all four pumps operating) is about 0.13 fps. The corresponding Froude mber of the approaching flow is 0.004. For this Froude number and utilizing the thod of Uzner (Uzner and Kennedy, 1972), there is no potential for ice flows to merge. Thus, there is no possibility for pump blockage by ice. With the cancellation of t 2 this analysis remains conservative.
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| potential for frazil ice formation in the pond is also analyzed. Frazil ice will form en: (1) the meteorological conditions are such that the pond will become supercooled, there is a high degree of turbulence in the pond, and (3) nuclei are present to initiate mation (Muller, 1978). The meteorological data at Columbia, Missouri, were earched to find periods of rapid change in meteorological conditions (drop in air perature below freezing, minimal cloud cover, low relatively humidity) concurrent with ng and sustained winds. An analysis of heat transfer, using the method of Paily et al.
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| 74), reveals that under the meteorological conditions selected, the degree of ercooling in the pond is greater than 0.01 C/hr. This is sufficient for frazil ice formation lliams, 1959). However, the turbulence created by 40 mph wind-wave activity, based maximum 3-hour winds observed at Columbia, Missouri, is insufficient to extend the ercooling to more than a 1- to 2-foot depth below the surface of the pond (Carstens, 0). The frazil ice formation is limited to this layer.
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| 2.4-38 Rev. OL-22 11/16
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| ocity in the pond due to a two-pump operation of 0.638 fps, and a water temperature 2°F. Using the method of Harleman (Harleman and Stolzenbach, 1967), the analysis eals that no frazil ice will be withdrawn into the ESWS pumps. Thus, the clogging of ESWS strainers by frazil ice is precluded and the normal operation of the ESWS is ured.
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| fire protection system described in Section 9.5.1 does not draw water from the UHS ntion pond. The ESW system does provide the water source for a fire hose station in h ESW pumphouse room.
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| licability and compliance with Regulatory Guide 1.127 is discussed in Table 2.4-14.
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| .12 DISPERSION, DILUTION, AND TRAVEL TIMES OF ACCIDENTAL RELEASES OF LIQUID EFFLUENTS IN SURFACE WATERS
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| .12.1 Accident Effects
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| .12.1.1 Introduction alysis of accidental releases of liquid radwaste, as related to existing or potential re water users, must consider the ability of both the surface- and ground-water ironments in dispersing, diluting or otherwise concentrating radioactive effluents.
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| nsideration of an accidental release whereby the liquid radwaste enters the und-water environment is addressed in Section 2.4.13.3.
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| the analysis of accidental releases of radioactive liquids from the Callaway Plant site urface waters, a postulated rupture of the refueling water storage tank, which tains the highest curie inventory of the radioisotopes of relatively long half lives, was umed. The tank is located between the radwaste building and the turbine-reactor plex. Pertinent details of this tank are presented in Table 2.4-15.
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| event of a failure producing a subsequent release of the liquid radwaste in the eling water storage tank to the Missouri River was considered. It was postulated that liquid content of the refueling water storage tank above 840 feet MSL, corresponding volume of 357,700 gallons, would spill into the local Callaway Plant drainage tem. It was conservatively assumed that this radwaste would reach the Missouri River out dilution, seepage, or evaporation losses, and be essentially nondecaying. It was her conservatively assumed that the total volume of radwaste would be antaneously released as a slug discharge at the river bank, which would maximize al concentrations in the Missouri River.
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| 2.4-39 Rev. OL-22 11/16
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| ansient release transport model was utlized for evaluating the dispersion, dilution, travel time of liquid radwaste accidentally released to the Missouri River from the tulated rupture of the refueling water storage tank. This model, based on Equation (9) egulatory Guide 1.113 (NRC, 1977), applies to nontidal river/stream systems.
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| plication of the transient release model for evaluating an accidental radwaste releases s based on simplifying assumptions of idealized rectangular stream channel geometry velocity in the Missouri River under assumed steady and uniform flow conditions.
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| Missouri River is not gauged for streamflow in the immediate vicinity of the Callaway nt site, and only channel velocity distributions are known several miles downstream at USGS gauging station at Hermann.
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| steady open-channel flow, the lateral turbulant diffusion coefficient K can be mated from hydrodynamic properties of the channel by using Elder's empirical mula (NRC, 1977):
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| Ky= u*d (2.4-5) ere:
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| d = River depth u* = Shear velocity; and
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| = Dimensionless constant.
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| dimensionless constant, , reportedly has a value of approximately 0.23 for straight ural stream channels (NRC, 1977). For curved channels, however, secondary flows lead to increased lateral mixing, and the value of is reportedly larger (Fischer, 9; Yotsukura et al., 1970; Sayre and Yeh, 1973). Fischer (1969) has demonstrated t the lateral mixing coefficient can be increased in bending streams, varying inversely he square of the radius of curvature. In order to obtain realistic transport estimates, ues of the lateral mixing coefficient should be determined by field tracer studies. The ensionless parameter, , as determined by field investigations, is reportedly 0.6 to 0.7 a gradually curving reach of the Missouri River near Blair, Nebraska (Yotsukura et al.,
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| 0). Another field investigation conducted near Brownsville, Nebraska, for a first reach taining a very sharp bend reported average and maximum values of equal to 3.3 and respectively (Sayre and Yeh, 1973).
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| longitudinal turbulent diffusion coefficient, Kx, can be determined from (NRC, 1977):
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| K = u*d (2.4-6) 2.4-40 Rev. OL-22 11/16
| |
| | |
| d = River depth u* = Shear velocity; and
| |
| = Dimensionless constant.
| |
| straight rectangular stream channels, has a reported value of about 5.93 (Fischer, 8). The value of , however, reportedly increases in curved channels and should be ermined by field tracer studies (Fischer, 1969; Yotsukura, et al., 1970; Sayre and Yeh, 3). Such an investigation conducted for the Missouri River between Sioux City, Iowa, Plattsmouth, Nebraska, determined a value of equal to 5,600 (Yotsukura et al.,
| |
| 0).
| |
| certified computer program, DISPERN, was used for performing the accident lysis. This program is based on the transient release model.
| |
| .12.1.3 Selection of Surface-Water Model Parameters ummary of the parameters adopted in the accident analysis is presented in Table
| |
| -16. Analysis was based upon the extremely conservative postulated instantaneous complete release of liquid radwaste into the Missouri River, as discussed in Section
| |
| .12.1.1. The minimum values of , 0.23 and 5.93, for determining K and K ,
| |
| pectively, were not considered appropriate to use since they apply specifically to ight natural stream channels and ignore secondary flows which have been erimentally found, on the Missouri River, to lead to increased lateral and longitudinal ing. A value of equal to 0.65 for determining Ky was adopted, as found erimentally for a gradually curving reach of the Missouri River upstream of the laway Plant site. A value of equal to 5,600 for determining Kx was likewise adopted, ound experimentally during the same study (Yotsukura et al., 1970).
| |
| analysis considered a flow of 69,000 cfs in the Missouri River, corresponding to the rage flow condition as discussed in 2.4.1. This represents the most likely flow dition during a postulated accident that could conceivably occur at any time. The itional physical characteristics of the Missouri River used in the analysis are given in le 2.4-16.
| |
| .12.1.4 Results of Analysis he postulated accident analysis, peak radwaste concentrations in the Missouri River uld be rapidly diluted to several orders of magnitude below the input concentration of 09 x 10-1 Ci/ft3 (Table 2.4-16). Figure 2.4-16 shows the predicted peak radwaste centrations for 50 river miles in the Missouri River downstream from the Callaway nt site. Corresponding dilution factors for this radwaste discharge are illustrated on 2.4-41 Rev. OL-22 11/16
| |
| | |
| he vicinity of the Callaway Plant site, the theoretical peak radwaste concentrations wn on Figure 2.4-16 would occur only along the near shore of the Missouri River.
| |
| dwaste concentrations at the far shore in the vicinity of the site would probably be etectable. Due to this lateral concentration gradient, the average radwaste centrations at cross sections in the Missouri River would be much lower than the k values shown on Figure 2.4-16, particularly near the plant site. The lateral centration gradient would become less pronounced at locations further downstream ere the radwaste would become more fully mixed across the river width. As was cussed in Section 2.4.1.2.2, the closest user of Missouri River water is located about miles downstream from the Callaway Plant site. Due to the tremendous amount of tion that would have occurred up to this distance for the slug release in transit (Figure
| |
| -17), no significant impacts are anticipated for downstream water users.
| |
| .13 GROUND WATER
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| .13.1 Description and On Site Use
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| .13.1.1 Aquifer Systems
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| .13.1.1.1 Regional Ground-Water Systems souri has been divided into three ground-water provinces (Fuller et al., 1967): the vial Valleys; the Saline Ground-Water Province; and the Ozarks Province, which udes the Springfield Plateau (Figure 2.4-18). Regional aquifers that occur within 50 es of the Callaway Plant site lie within the Ozarks and Alluvial Valley of the Missouri er ground-water provinces.
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| hydrogeologic characteristics of the aquifers are summarized in Table 2.4-17. A ailed description of their geology is given in Section 2.5.1.1.4. On a regional basis, m the Precambrian up through the St. Peter Sandstone, the entire sequence of rocks ibits characteristics of a single leaky artesian aquifer system. Above the St. Peter dstone, a leaky unconfined aquifer system is found locally at the site. The unconfined ifer system is discussed in Section 2.4.13.1.1.2. The following is a description, in cending order, of the individual aquifers in the region (after Fuller et al., 1967):
| |
| : a. Recent alluvium in the Missouri River Basin is composed of silt, sand, and gravel. The alluvium is a major aquifer, yielding in excess of 500 gpm per well. The thickness of the alluvium varies from 0 to 120 feet. The Missouri River is located about 5 miles south of and about 350 feet lower in elevation than the plant;
| |
| : b. The St. Peter Sandstone of the Ordovician System is a medium- to coarse-grained sandstone with yields of 50 to 75 gpm to industrial and 2.4-42 Rev. OL-22 11/16
| |
| | |
| as 200 feet thick. In the site vicinity, the St. Peter Sandstone is not continuous. It occurs only as erosional remnants in the subsurface sequence;
| |
| : c. The Cotter-Jefferson City Dolomite of the Ordovician System is a fine- to medium-grained, jointed dolomite that yields flows to domestic and agricultural wells of 10 to 15 gpm. Its thickness in the site area ranges from 300 to 550 feet. The Cotter-Jefferson City Dolomite constitutes a minor aquifer;
| |
| : d. The Roubidoux Formation of the Ordovician System consists of a fine- to coarse-grained sandstone with interbedded cherty dolomite. Its thickness ranges from 100 to 250 feet. The Roubidoux Formation is a major aquifer, yielding 25 to 350 gpm to industrial and municipal wells.
| |
| : e. The Gasconade Dolomite and the Gunter Sandstone Member of the Ordovician System consist of a cherty dolomite averaging 300 feet thick and a medium-grained sandstone averaging 25 to 30 feet thick, respectively. The Gasconade Dolomite and basal Gunter Sandstone Member typically produce yields for municipal and industrial water supplies ranging from 50 to 75 gpm. These two units are considered a major aquifer.
| |
| Well yields are as high as 1,000 gpm in some areas;
| |
| : f. The Eminence Dolomite of the Cambrian System is a medium- to coarse-grained, vuggy, fractured, crystalline dolomite with a thickness ranging from 200 to 350 feet. Water yields for domestic and farm wells are commonly 15 to 20 gpm. The Eminence is considered as a minor aquifer. It is commonly used with the Gasconade and Potosi formations as a water source for municipal and industrial uses;
| |
| : g. The Potosi Dolomite of the Cambrian System is a vuggy and drusy, fine- to coarse-grained dolomite averaging from 50 to 230 feet in thickness. Large industrial and public water supply wells draw as much as 500 gpm or more from this major aquifer;
| |
| : h. The Derby-Doe Run, Davis (an aquitard) and Bonneterre formations have a total thickness varying from 420 to 725 feet. Generally, only the fine- to medium-grained dolomite of the Bonneterre Formation serves as a source of water. Yields to domestic and farm wells typically are from 20 to 25 gpm.
| |
| This formation is commonly included with the Lamotte as a water source.
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| The Bonneterre Formation itself is considered to be a minor aquifer; and
| |
| : i. Lamotte Sandstone of the Cambrian System is a fine-to coarse-grained, well-cemented sandstone with an average thickness of about 200 feet. It is 2.4-43 Rev. OL-22 11/16
| |
| | |
| oughout much of the Ozarks Province, the ground-water regime exhibits the racteristics of a leaky artesian aquifer system. Ground-water elevations in wells rsecting various aquifers below the Cotter-Jefferson City Formation decrease toward Missouri River. This applies to areas adjacent to the Missouri River on both the north south side. Based on water level readings obtained from these wells, a regional entiometric surface map was developed as shown on Figure 2.4-19. The similarity of und-water elevations in wells intersecting different aquifers supports the concept of a gle regional aquifer system. A generalized schematic diagram of the regional aquifer tem is shown on Figure 2.4-20.
| |
| reas throughout the region, zones of lower permeability may occur as a result of nges in lithology. This is particularly evident in the area north of the Missouri River ere artesian pressures have developed in the aquifers immediately underlying the er part of the Cotter-Jefferson City Formation (Fuller, 1973).
| |
| he region north of the Missouri River, ground-water supplies for domestic and farm ply are obtained primarily from the Cotter-Jefferson City Formation and to a minor ent from the weathered bedrock beneath the Quaternary deposits. High capacity wells he deeper bedrock aquifers serve municipal needs, such as at Fulton, where duction is derived primarily from the Eminence Dolomite.
| |
| .13.1.1.2 Local Ground-Water Systems hydrogeologic characteristics of the geologic formations encountered in the site area discussed in Section 2.4.13.2.3.2.1. A generalized schematic diagram of the local und-water environment in the vicinity of the plant is shown on Figure 2.4-21. The near face materials in the vicinity of the site consist of a sequence of Quaternary deposits uding modified loess, accretion-gley, and clayey glacial till (Section 2.5.1.2.2).
| |
| tration rates through these units into the underlying older sediments are very low rmeabilities range from 4.6 x 10-7 to 5.5 x 10-9 cm/sec).
| |
| der the till lies the Graydon chert conglomerate (Section 2.5.1.2.2.2). The Graydon resents a weathered product of the Burlington Limestone (Section 2.5.1.2.2.3.1). This athering extends in some places to the bottom of the Burlington but rarely to the hberg Sandstone Formation (Section 2.5.1.2.2.3.1), which lies below.
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| Bushberg Sandstone, although not found in some borings, effectively drains the rlying deposits within most of the plant vicinity. This unit varies from 0 to 8 feet in kness. Some water is stored in the Bushberg Sandstone,. which is underlain by the der Creek Shale Formation (Section 2.5.1.2.2.3.2). The Snyder Creek Shale mation has a lower permeability and acts as an aquitard, or a barrier to the downward vement of water. The permeability of the Bushberg Sandstone is one to three orders agnitude greater than the underlying shale. The bulk of water moves downward from 2.4-44 Rev. OL-22 11/16
| |
| | |
| ause of its irregularity and variations in permeability as shown in borings and by mping tests, could not be used as a source of water supply.
| |
| Snyder Creek Shale, Callaway Limestone, St. Peter Sandstone and paleokarst ble, where they occur, and upper Cotter-Jefferson City Formation represent a strata kness of about 250 to 270 feet with low permeability. The potentiometric surfaces and meabilities in these units are discussed in detail in Section 2.4.13.2.3.2.1. The meabilities and potentiometric surfaces indicate that these bedrock units as a whole generally be considered an aquitard to depths of 320 to 350 feet below ground face. The units contain zones of unsaturated rock resulting from the small amount of nward seepage allowed through this low permeability sequence.
| |
| St. Peter Sandstone and paleokarst rubble were encountered in only some borings he site. During field geologic mapping, the St. Peter Formation was observed to crop about 2 1/2 miles to the east-southeast and 3 miles southwest of the plant site.
| |
| klesbay (1955) reported the occurrence of the St. Peter Formation in the Fulton adrangle as erosional remnants on the unconformable top of the Cotter Jefferson City mation; this fact has been confirmed within the site area (Section 2.5). This accounts the sporadic occurrence and localized use of the St. Peter Formation as an aquifer ughout this region.
| |
| ter level response during the pumping tests conducted at the site indicated that yields m the combined Bushberg, Snyder Creek, Callaway and upper Cotter-Jefferson City mations to a depth of about 300 feet were no greater than 1 gallon per minute through
| |
| -inch hole. A sustained well yield of about 8 gallons per minute was obtained from a
| |
| -foot deep, 6-inch diameter well that was sealed from the top of the Callaway mation to the surface. A detailed account of the pumping test is given in Section
| |
| .13.2.3.2.4.
| |
| presence of the Cotter-Jefferson City, Roubidoux, Gasconade-Gunter, and inence aquifers within a 5-mile radius of the site has been confirmed by the Missouri ological Survey (Knight, 1973) from records of well drillers' logs and samples. Fulton, nearest municipality to the plant site (11 miles) obtains its water supply from these p aquifers. The Potosi, Bonneterre and Lamotte formations are probably present eath the site (Fuller et al., 1967) at depths projected from 1,400 to 2,000 feet below und surface.
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| he vicinity of the plant, streams act as both recharge and discharge features, ending on the intensity and duration of the precipitation event and the antecedent soil sture conditions. Streams in the area such as Logan Creek, Mud Creek, and Cow ek, where the Cotter-Jefferson City Formation constitutes the stream beds, monly flow on exposed bedrock (Figure 2.4-7). Fuller et al., (1967) report that, in eral, the carbonate formations are recharged where they crop out.
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| 2.4-45 Rev. OL-22 11/16
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| | |
| plant will be deriving all its water requirements directly from the Missouri River ing operation except for potable water and lube water for the intake pumps. During struction, a source of construction water was developed by drilling one well into the by-Doerun formation and another into the Eminence formation. A third well was ed to the Eminence formation to fill the UHS pond, and after construction was pleted it is used to provide potable water to the plant and as a source of water for the mineralized water makeup system. One shallow well at the river intake structure, etrating the Missouri River alluvium was drilled to provide intake lube water. This llow well was replaced with a deep well terminating in the Eminence formation. The ount of water use varies but does not adversely affect shallower aquifers used by al residents. The two construction wells and the river intake shallow well will not be ndoned and will remain in a standby status for possible future use.
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| .13.2 Sources
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| .13.2.1 Regional Ground-Water Use
| |
| .13.2.1.1 Present Use und-water supplies serving as sources of water for municipalities within a radius of miles of the site and north of the Missouri River are shown on Figure 2.4-22. The er plant capacity and user data for municipalities are presented in Table 2.4-18.
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| ilar data for the water supply districts are listed in Table 2.4-19. These wells account most of the ground-water pumpage in the region. The majority of these wells are ated in deep aquifers and have no effect on water users deriving their supply from the ter-Jefferson City Formation or unconsolidated surficial deposits.
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| or ground-water users nearest the Callaway Plant site are the Fulton Municipal ply and the Callaway County Water District No. 1. Total use of ground water by nicipalities within 50 miles and north of the Missouri River averages about 18.230 ion gallons per day (Table 2.4-18).
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| al industrial pumpage from ground water within 50 miles of the Callaway Plant site is million gallons per day (Missouri Department of Natural Resources, 1969-1978). For area south of the Missouri River, industrial use is approximately 0.65 million gallons day (Harvey, 1973).
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| al ground-water pumpage for rural domestic and livestock use within 50 miles of the is on the order of 3.3 and 3.05 million gallons per day, respectively (Harvey, 1973).
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| .13.2.1.2 Future Use Missouri River Basin Inter-Agency Committee Report on the present and future ds of ground water (1969) predicts a population growth from a 1965 level of 2.423 2.4-46 Rev. OL-22 11/16
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| | |
| ctor of about 3.01. However, the report maintains that 75 percent of the increased mand will be concentrated in the areas of urban development. As the plant site is far m the large urban centers of St. Louis and Kansas City, the demand for water use uld be anticipated to increase by a factor of not more than 3.01 in the nonurban areas.
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| .13.2.2 Local Ground-Water Use this report, a well inventory was made of 48 wells within 5 miles of the Callaway Plant of which seven were dug, 40 were drilled, and one well was driven. There were 10 losed springs in use. A list of these water supplies is given in Table 2.4-20. The well entory map is shown on Figure 2.4-23. The average depth of the dug wells is 25 feet.
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| nerally, the dug wells are located within the top weathered zone of the soil and rock formations. The average depth of the wells drilled into the Cotter-Jefferson City mation is about 320 feet. A generalized map of the potentiometric surface for the ter-Jefferson City Formation in the region of the site and surrounding area has been piled on the basis of the field inventory conducted in August 1973 of the existing ls (Figure 2.4-24). The water level contours should be considered only as close roximations due to variations of depth of well casing and depth of penetration into the ter-Jefferson City Formation. The water level in the test well drilled at the plant site in ober 1973 is within a localized depression of the general piezometric surface caused heavy pumping at well No. 41. This depression in the piezometric surface is a local ture and represents the core of depression created by pumping well No. 41.
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| .13.2.2.1 Present Use hin a 5-mile radius of the site, there are seven wells supplying small quantities of er (0.5 to 5 gallons per minute) from the weathered Quaternary deposits and shallow k formations (Table 2.4-20). These are dug wells with diameters of 3 to 6 feet and ths ranging from 10 to 65 feet. Total usage from dug wells averaged about 2,400 ons per day or 343 gallons per well per day. One driven well taps the alluvial deposits ng the Missouri River.
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| st farming operations in the region use wells drilled from about 100 to 500 feet deep the Cotter-Jefferson City Formation for their water supply. About 39 such wells exist hin a 5-mile radius of the site (Figure 2.4-23, Table 2.4-20). Yields from these wells, ed on water well drillers' logs (Fuller and Knight, 1973; Fuller et al., 1967), range from to 30 gpm. Variations in permeability alter this yield locally. Total usage from wells ed into the Cotter-Jefferson City Formation averages about 17,000 gallons per day or ut 447 gallons per well per day.
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| me springs flow from the Cotter-Jefferson City Formation and are used as sources of er for domestic purposes. The average yield from the springs, based on the well entory conducted for this study, is less than 5 gallons per minute. Such flows are cal of the springs in the vicinity of the site.
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| 2.4-47 Rev. OL-22 11/16
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| | |
| ds from the Roubidoux in this area north of the Missouri River range from 25 to 350 ons per minute (Knight, 1962). Casing was set to 450 feet, sealing off the upper mations. The owner of this well was informed by the drillers that the well is capable of ding up to 300 gallons per minute (Toffon, 1973). This agrees with the general racteristics of the Roubidoux Formation.
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| .13.2.2.2 Future Use ure local use of ground water for domestic and livestock purposes should remain tively unchanged and probably will decrease in the vicinity of the plant site due to d purchase by the utility.
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| large increase in ground-water use would occur mainly in the Columbia, Jefferson
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| , and Fulton urban and semiurban areas, which are 35, 24, and 11 miles respectively m the site. Based on existing areas of influence (Figure 2.4-19) and the distances olved, it is anticipated that any such increase will not affect the water levels in the nity of the plant. Two water wells were used to supply an estimated 75 to 100 gallons minute during construction activities at the site. Deep well #3 has a maximum mping capacity of 500 gallons per minute, however from exploration data obtained m the Potosi aquifer a charging capacity of greater than 500 gallons per minute can be ected. The intake lube water deep well has a pumping capacity of 200 gpm and ws from the Eminence formation, which pump tests show a capacity of greater than gpm. Therefore, plant operation will not affect ground-water users. Conversely, local und-water users will not affect operation of the plant. Therefore, alteration of direction ydraulic gradients due to use is not anticipated.
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| .13.2.3 Ground Water Flow Regimes
| |
| .13.2.3.1 Regional Conditions Missouri River Alluvium is a major regional aquifer that trends in a thwest-southeast direction. The alluvial aquifer is within 5 miles south of the plant and ges in thickness from 0 to 120 feet. Recharge to the alluvium is essentially derived m ground water from the CotterJefferson City Dolomite which discharges water into alluvial material along both sides of the Missouri River (Fuller, 1973). Some recharge he alluvium occurs from local precipitation and the river when the stage is above the und water in the alluvium. However, ground-water normally discharges from the vial aquifer into the river (Fuller, 1973), as the ground-water gradients regionally pe toward the river. Discharge from the alluvium also occurs through wells yielding in ess of 500 gallons per minute per well (Fuller, 1973).
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| upper part of the leaky artesian aquifer system, which is the principal regional ifer system studied, extends from about the middle of the Cotter-Jefferson City 2.4-48 Rev. OL-22 11/16
| |
| | |
| uppermost unit of this system is the Cotter-Jefferson City Dolomite, which crops out ionally and is the aquifer unit specifically discussed in the following paragraphs. A re detailed discussion of the Cotter-Jefferson City Dolomite occurring in the area of site is given in Section 2.5. Water in this aquifer unit is confined under artesian ssure by the low permeability of the upper Cotter-Jefferson City Dolomite.
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| charge is from precipitation. The gradient of the piezometric surface slopes theastwardly, averaging 45 feet per mile toward the Missouri River, which serves as a und-water sink. At locations distant from the site, intensive pumping has created ersals in the natural ground water gradient in the Cotter-Jefferson City Dolomite in the er part of the leaky artesian aquifer system. Evidence of drawdown is shown on ure 2.4-24 in the following areas:
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| : a. At Columbia, 35 miles northwest of the site, a drawdown of about 150 feet has resulted in a significant cone of depression extending from 2 to 5 miles from the city. Currently, Columbia is in the process of changing its water supply to wells in the alluvium of the Missouri River at McBaine (Hahn, 1973);
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| : b. At Jefferson City, 24 miles southwest of the site, a recent increase in pumpage has resulted in pumping levels in wells being drawn down as much as 100 feet during the past year (Miller, 1973);
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| : c. At Fulton, 11 miles northwest of the site, pumping for municipal supplies has resulted in localized drawdown within a few miles of the wells. The cone of depression, however, has not affected any of the surrounding users (Knight, 1973); and
| |
| : d. Along State Highway 19 between the towns of Martinsburg and Jonesburg, 20 miles northeast of the site, pumping for municipal supplies has indented the gradient of the piezometric surface about 50 feet (Knight, 1973).
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| hydrogeologic characteristics of the upper part of the leaky artesian system in the thern part of the Ozarks Province suggest that concentrated high rates of pumpage produce regional effects only if continued over prolonged periods. No lowering of the er table at the site is expected as a result of pumpage from any of the surrounding und-water users (Knight, 1973).
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| lower part of the leaky artesian aquifer system, which extends from the top of the nneterre Formation down through the base of the Lamotte Formation at the top of the cambrian, is about 500 feet thick (Fuller et al., 1967). Recharge is from precipitation he area of the St. Francois Mountains over 100 miles south of the plant (Fuller et al.,
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| 2.4-49 Rev. OL-22 11/16
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| | |
| .13.2.3.2 Local Conditions al hydrogeologic conditions have been assessed by water levels in piezometers, ng head permeameter tests, borehole pressure tests, and pumping tests; the ulting data were used for the calculations of permeabilities, hydraulic gradients, and rates.
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| .13.2.3.2.1 Local Hydrogeologic Conditions eneralized schematic diagram of the local hydrogeologic conditions is shown on ure 2.4-21. The schematic illustration of preconstruction site conditions is based on rmation obtained from drilling, piezometer water level readings, borehole pressure ing (Table 2.4-21), permeameter (Table 2.4-22), and pump testing which were ducted at the site.
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| ing excavation for site construction the Quaternary deposits were removed from eath the plant.
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| construction data indicate the Quaternary deposits at the site have low vertical and izontal permeabilities. Values of vertical permeability determined from laboratory tests he modified loess, accretion-gley, and glacial till ranged from 5.5 x 10-9 to 4.6 x 7cm/sec. The results of 17 falling head permeameter tests performed in seven piezo ters situated in the overburden at the site indicated horizontal permeabilities ranging m 4.5 x 10-8 to 4.8 x 10-6 cm/sec with an average of 1.6 x 10-6 cm/sec (Table 2.4-22).
| |
| ter-level fluctuations in piezometers installed in these units are presented in Table
| |
| -23.
| |
| Graydon chert conglomerate underlies the Quaternary deposits at the site. The ree and depth of weathering is variable throughout the site, extending in some ances to the base of the Burlington but rarely into the underlying Bushberg dstone. The vertical permeability of the Graydon based on three laboratory tests, ged from 1.6 x 10-8 to 3.1 x 10-8 cm/sec. The horizontal permeability based on three ng head permeameter tests in three peizometers located wholly in this unit ranged m 6.0 x 10-7 to 2.4 x 10-5 cm/sec (Table 2.4-22). Similar tests conducted in zometers, including other geologic units but primarily in the Graydon indicated meability values in the range of 3.8 x 10-7 to 5.1 x 10-6 cm/sec (Table 2.4-22).
| |
| und-water levels used for the potentiometric surface map of the Graydon chert glomerate, shown on Figure 2.4-25, indicate the flow in the Graydon is towards the st. Localized depressions in the potentiometric surface of the Graydon chert glomerate in the vicinity of the site appear related to areas where the depth of the ydon chert conglomerate extends to the Bushberg Sandstone with no Burlington 2.4-50 Rev. OL-22 11/16
| |
| | |
| terials.
| |
| derlying the Graydon chert conglomerate is the Burlington Limestone, which contains or vugs and clay layers, resulting from erosional conditions prior to the latest ciation. However, no appreciable permeability has been developed in this unit. Falling d permeameter tests performed in piezometers primarily located in this unit but rsecting other formations indicate permeabilities on the order of 10-6 to 10-7 cm/sec.
| |
| Bushberg Sandstone, which underlies the Graydon chert conglomerate, is also fully urated. This unit has variable thickness and permeability in the plant site vicinity. The meability variations are likely the result of variable clay content, which is estimated to ge from 10 to 20 percent based on field observation of core. A pumping test ducted in an interval containing 1 foot of Bushberg Sandstone and 2 feet of Snyder ek Shale yielded about 1/3 to 1/2 gpm and indicated a permeability of about 5.66 x 4 cm/sec. Procedures for the pumping test are described in Section 2.5.6 and Section
| |
| .13.2.3.2.4. Falling head permeameter tests in seven piezometers intersecting the hberg and intervals of the Snyder Creek Shale and other formations range on the er of 10-7 to 5 x 10-6 cm/sec (Table 2.4-22), suggesting the permeability value from pumping test is higher than the average permeability values for this unit.
| |
| ure 2.4-26, the potentiometric surface map of the Bushberg Sandstone and upper der Creek Shale shows that general flow of ground water is towards the west and thwest in the vicinity of the site. In stream valleys, the Bushberg Sand stone is monly partially saturated, and ground water seeps from the valley walls into the ek beds.
| |
| underlying Snyder Creek Shale with its low permeability acts as an aquitard and tricts downward percolation of the ground water. Values of horizontal permeability ed on the results of borehole pressure tests (Table 2.4-21) and falling head meameter tests (Table 2.4-22) indicate a range from about 1.0 x 10-9 to 7.5 x 10-6 cm/
| |
| with an average of about 2.0 x 10-6 cm/sec.
| |
| ehole pressure tests and field permeameter tests give values that more closely roximate the horizontal component of permeability. Vertical permeability of shales are monly several times lower than horizontal permeability, except in the instance of ndant vertical or subvertical fractures.
| |
| examination of core from the Snyder Creek Shale in the plant site area indicates rare ances of vertical sandfilled fractures in the upper few feet of the Snyder Creek Shale.
| |
| se features are not evident at depths of 5 feet below the top of this unit. Horizontal subhorizontal fractures are rarely found throughout the Snyder Creek Shale. It is ly that these features do not provide vertical continuity as ground-water flow hways. Therefore, the values of vertical permeability are at least one and probably 2.4-51 Rev. OL-22 11/16
| |
| | |
| der Creek Shale. The amount of seepage downward from the Snyder Creek Shale to underlying Callaway Formation is very slow because of the low permeability of the le unit. The permeability of the Callaway Limestone, determined from pressure ing, ranged from about 1 x 10-9 to 1.9 x 10-5 cm/sec with an average of about 4.1 x 6 cm/sec (Table 2.4-21).
| |
| d permeameter tests conducted in two piezometers wholly in the Callaway Formation cate a permeability of about 2 x 10-7 cm/sec (Table 2.4-22). Tests in piezometers, rsecting primarily the Callaway but including thicknesses of Snyder Creek and ter-Jefferson City, indicate permeability values in the range of 1.5 x10-7 to 1.5 x 10-6 sec (Table 2.4-22).
| |
| pumping test was conducted with an open hole penetrating 65 feet of the Snyder ek and Callaway formations. The test indicated an average permeability value of ut 8.8 x 10-6 cm/sec for this interval. It is evident that the Snyder Creek and Callaway mations have very low permeabilities and will act as effective barriers retarding the vement of ground water both in a horizontal and vertical direction. The potentiometric face in the Callaway Formation, shown on Figure 2.4-27, indicates that movement of ground water in this unit is probably towards the east and south in the site vicinity.
| |
| Cotter-Jefferson City Formation and, in two areas, the St. Peter Sandstone and ociated paleokarst rubble underlie the Callaway Limestone at the site. The urrence of the St. Peter and paleokarst rubble represent in-fillings of paleokarst tures developed in the Cotter-Jefferson City Formation.
| |
| Cotter-Jefferson City Formation, tested in areas near or adjacent to the St. Peter ndstone and paleokarst rubble, had permeability values similar to the St. Peter dstone and paleokarst rubble. The Cotter-Jefferson City permeability values in these as ranged from 2.7 x10-7 to 1.3 x10-5 cm/sec with an average of 3.2 x 10-6 cm/sec pared with an average permeability of 2.2 x 10-6 for the St. Peter Sandstone and eokarst rubble (Table 2.4-21). The permeability values of the upper Cotter-Jefferson Formation adjacent or near the St. Peter do not differ appreciably from those for ilar stratigraphic horizons farther from the St. Peter bodies. For example, the meabilities in the upper 20 feet of Cotter-Jefferson City Formation for Borings P-69 P-74 were about 9.8 x 10-7 and 1.6 x 10-6 cm/sec, respectively. These borings are ated at respectively increasing distances from the St. Peter Sandstone encountered eath Callaway Plant Unit 1. Therefore, permeability variations in the Cotter-Jefferson Formation are not related to its proximity to the paleokarst features.
| |
| lling head permeameter test was performed at piezometer P-2 situated at a depth of to 50 feet into the Cotter-Jefferson City Formation. The permeability calculated from test was 3.0 x 10-7 cm/sec (Table 2.4-22).
| |
| 2.4-52 Rev. OL-22 11/16
| |
| | |
| Formation at a depth of about 350 feet below ground surface at the Callaway Plant
| |
| . These zones correspond to the regionally developed Cotter-Jefferson City mation aquifer zones used for domestic and stock water supply.
| |
| s depth is about 50 feet below the maximum depth of St. Peter encountered at the
| |
| . Pressure tests for the interval from about 50 feet below the base of the St. Peter to more highly permeable horizon of the Cotter-Jefferson City Formation indicate meabilities range from about 2.7 x 10-7 to about 7.2 x 10-6 cm/sec. Tests were formed in borings in the vicinity of both Units 1 and 2 (Table 2.4-21). Tests results ned a zone in the Cotter-Jefferson City Formation at least 50 feet thick with a ximum permeability of about 5 x 10-6 which separated the St. Peter Sandstone and eokarst rubble from the deeper and more highly permeable zones in the ter-Jefferson City Formation. Geological evidence indicates that zones in the vicinity he paleokarst features have been recemented, accounting for the low permeabilities acent to the St. Peter Sandstone and paleokarst rubble. The low permeabilities in the er Cotter-Jefferson City Formation act as an aquitard between the ground-water ime of the St. Peter Sandstone and paleokarst rubble. This restricts water movement nd from the deeper zones in the Cotter-Jefferson City Formation, which are utilized ionally as a water supply source.
| |
| ing drilling of the hole for the pumping test at the plant site 251 feet of Cotter-erson City Formation was exposed at depths from 149 to 400 feet below ground face. The results of the test pumping indicate a transmissivity of about 86 gallons per per foot. If this transmissivity value is divided by the total length of open hole, a culated permeability value of 1.61 x10-5 cm/sec is obtained. However, observations orded during drilling of this well indicated that the main water bearing zone was ween depths of 337 and 400 feet in the hole. Based on the pumping test results, a ue of 6.5 x 10-5 cm/sec can be suggested for the bottom part of the Cotter-Jefferson Formation. Values in the upper 200 feet of this unit probably are an order of gnitude lower in the range of 5 x 10-6 cm/sec, which correspond with the results of ssure testing (Table 2.4-21).
| |
| Callaway and Cotter-Jefferson City formations each contain unsaturated and erlying saturated zones. This is demonstrated by the fact that water levels in both the laway and the upper part of the Cotter-Jefferson City formations are well below the of the effective intervals of the piezometers (Table 2.4-23). Ground water from urated zones in the higher Snyder Creek, Callaway and Cotter-Jefferson City mations slowly flows downward under gravity into a lower saturated zone.
| |
| ural discharge from the Cotter-Jefferson City Dolomite and overlying units occurs in valleys of tributaries to the Missouri River and along the bluffs north of the Missouri er. As discussed in Section 2.4.13.2.2.1, springs flow from these units within 5 miles he site and are used as supplies for domestic and agricultural purposes (Figure
| |
| -28 and Table 2.4-20). No springs with an average flow greater than about 8 gpm 2.4-53 Rev. OL-22 11/16
| |
| | |
| mpage from the Cotter-Jefferson City Dolomite within 5 miles of the plant produced es of depression that extend 1/4 to 1/2 mile from some wells. During the inventory, ducted by Dames & Moore, of the local ground-water users, well owners reported t no significant decreases had been observed in the pumping levels of nearby wells.
| |
| wells had to be deepened subsequent to drilling and testing. During high pumpage er levels in nearby Cotter-Jefferson City wells may be lowered. Pumpage from the ls will result in a lowering of the static water level, and a cone of depression will form he vicinity of each pumping well. However, the aquifer has sufficient water to limit the wdown to the immediate vicinity of the well without affecting the regional water table.
| |
| depression at the plant site, shown on Figure 2.4-24 is a local feature resulting from vy domestic use and stock watering in the site area, and consequently, the zometric surfce should return to its normal configuration when use of these wells is continued.
| |
| re are no wells that produce from the Eminence formation or below within 5 miles of plant site with the exception of one construction well which terminates in the by-Doerun, a second construction well, deep well #3 and the river intake deep well ch termiante in the Eminence formation. However, based on data obtained during the loration for the construction wells, it is expected that large quantities of ground water able of providing pumpage rates in excess of 500 gpm can be anticipated in the osi Dolomite at depths of 1,200 to 1,500 feet beneath the site (Fuller et al., 1967).
| |
| mp tests of the lube water deep well show that the ground water at the Eminence mation is capable of a capacity greater than 600 gpm.
| |
| .13.2.3.2.2 Piezometer Installations y four piezometers were installed in preconstruction borings within the site area. Their ations are shown on Figure 2.4-29. During preconstruction investigative phases, the zometers were utilized to evaluate different groundwater parameters. The und-water levels varied with changing rates of precipitation and with the drawdown uence of pumping tests. Readings of water levels in the preconstruction piezometers given in Table 2.4-23. Prior to start-up of construction, the piezometers were sealed m the bottom to the surface and abandoned.
| |
| permanent monitoring piezometers are installed within the plant exclusion area ndary. These piezometers were utilized for monitoring ground-water levels and water lity as required. Piezometer monitoring locations are shown on Figure 2.4-30. To vide a monitoring system that encircles the plant area, locations were selected on the is of general ground-water gradients. Average permeabilities of the formations nitored are presented in Table 2.4-24. Initial water level readings and intervals nitored are presented in Table 2.4-25.
| |
| 2.4-54 Rev. OL-22 11/16
| |
| | |
| laway and Upper Cotter-Jefferson City formations, based on data from December 4 and January 1975, are shown on Figures 2.4-24 through 2.4-27. The piezometers uired from 1 to 3 weeks to stabilize either after installation or after falling head meameter tests were run. After reaching a static level, the water levels generally had ater fluctuations in the upper units down to and including the Bushberg Sandstone n in the underlying Callaway and Cotter-Jefferson City formations.
| |
| .13.2.3.2.3 Hydraulic Gradients presentative hydraulic gradients from potentiometric maps of formations are as ows.
| |
| FORMATIONS HYDRAULIC GRADIENT
| |
| : a. Overburden glacial till 90 to 100 feet per mile generally towards thenorth, south, and west.
| |
| : b. Graydon chert conglomerate 50 to 100 feet per mile generally towards the south, southwest, and west.
| |
| : c. Bushberg & Upper Snyder 240 to 265 feet per mile toward the Creek formations west and southwest.
| |
| : d. Callaway Formation 150 feet per mile toward the northwest; 130 feet per mile toward the southwest; and 50 feet per mile toward the south.
| |
| : e. Cotter-Jefferson City 175 feet per mile toward the southeast.
| |
| Formation
| |
| .13.2.3.2.4 Pumping Tests nstant rate pumping tests were conducted in October 1973 in a test well located way between Piezometers P-1 and P-2 (Figure 2.4-29) at three horizons underlying plant.
| |
| first pumping test was conducted in a 10-inch diameter well at the base of the hberg Sandstone and top of the Snyder Creek Shale. The slotted interval was ated in the Bushberg Sandstone from about 83 to 84 feet and in the upper Snyder ek Shale from 84 to 86 feet. The test was terminated after 36 minutes with extremely yields of 0.25 to 0.33 gpm. No drawdown occurred in the adjoining observation wells, and P-2, 150 feet away. The maximum transmissivity of this interval, based on wdown and recovery data, was 36 gallons per day per foot, indicating a permeability bout 5.66 x 10-4 cm/sec.
| |
| 2.4-55 Rev. OL-22 11/16
| |
| | |
| s above and up to the surface cased and grouted. The final sustained yield was 0.36 m and the test was terminated after 84 minutes.
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| re was no change detected in water levels at the observation wells. The pumping and overy tests showed an average transmissivity of 23.5 gallons per day per foot cating an average permeability of about 8.8 x10-6 cm/sec.
| |
| third pumping test was conducted in the Cotter-Jefferson City Formation. The test l was cased and grouted from 149 feet to the surface, and a 6-inch diameter hole was ed into the Cotter-Jefferson City Formation to a total depth of 400 feet. At 337 feet, re was a marked increase in water from 0.5 to 5 gpm.
| |
| hole was cleaned and pumped for 5 days at a constant discharge of 8.5 gpm during test. Using the Cooper-Jacob (Cooper and Jacob, 1946) method as in the other test lysis of recorded data showed transmissivity of 86 gallons per foot per day. A cussion of the permeability for this interval is included above in Section 2.4.13.2.3.2.1.
| |
| r pumping was stopped, the water level rose under artesian pressure to 272 feet.
| |
| specific capacity of the 63 feet of saturated rock is 0.13 gpm per foot.
| |
| re are over 300 feet of low-permeability beds above the Cotter-Jefferson City mation preventing any measurable water from the surface at the site from entering regional Cotter-Jefferson City aquifer.
| |
| a result of these pumping tests, the following is concluded:
| |
| : a. Yields from the Snyder Creek Shale and the Callaway Formation are less than 1/2 gpm;
| |
| : b. A weak hydraulic connection exists between the Graydon, Bushberg, Snyder Creek, and the Callaway; this hydraulic connection is believed to be attributable to extremely low flow through minor joints and fractures;
| |
| : c. Yields from the Cotter-Jefferson City to a depth of 400 feet approach 10 gpm in a 6-inch well; and
| |
| : d. The upper Cotter-Jefferson City serves as a confining zone which restricts water movement from the lower Cotter-Jefferson City, which contains the regional aquifer.
| |
| .13.2.3.2.5 Ground-Water Quality aquifers yield water suitable for domestic and public water supply. Results of chemical lyses of well water drawn from selected locations listed in Table 2.4-26. Results of 2.4-56 Rev. OL-22 11/16
| |
| | |
| e been designed and installed in a manner such that water quality may be sampled equired.
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| .13.3 Accident Effects
| |
| .13.3.1 Introduction dioactive liquids from the plant are postulated to enter the ground water as a result of accidental rupture of specific tanks containing liquid radwaste. The effects of this idental contamination have been examined at the nearest groundwater discharge ations: streams and local wells.
| |
| three tanks postulated to rupture will contain the highest curie inventory of the ioisotopes with relatively long half-lives that are of concern to human health: strontium (Sr-90), cesium-137 (Cs-137), cobalt-60 (Co-60), and tritium (H-3). These tanks are ollows:
| |
| : a. The spent resin storage tank (primary);
| |
| : b. The boron recycle holdup tank (A or B); and
| |
| : c. The refueling water storage tank.
| |
| first two tanks are located in the radwaste building, while the refueling water storage k is located between the radwaste building and the turbine-reactor complex. Highest e contents for Sr-90, Cs-137, and Co-60 are expected in the spent resin storage tank mary). The highest concentration of H-3 is expected in the boron recycle holdup tank or B), and the greatest curie content of H-3 is expected in the refueling water storage
| |
| : k. In the accident analysis, we have postulated the ruptures of each of these three ks have been postulated as separate, isolated events. Details of the tanks and their e content for important radionuclides are given in Table 2.4-28.
| |
| ce a tank ruptures, the liquid contents are assumed to merge immediately with the und water. To be conservative, the water table at the plant is assumed to be 5 feet ow plant grade, at elevation 835 feet. The base of the spent resin storage tank and boron recycle holdup tank is at elevation 812 feet, approximately at the contact of the cial till layer with the underlying Graydon chert conglomerate. The liquid contents of h of these two tanks are postulated to flow down-gradient in the ground water within Graydon chert conglomerate and possibly within the underlying Burlington and hberg Formations.
| |
| base of the refueling water storage tank is at approximately elevation 835 feet.
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| refore, the liquid radwaste from that tank would seep directly into the granular ctural fill. The conservative assumption made in this analysis is that the contents of 2.4-57 Rev. OL-22 11/16
| |
| | |
| nearest surface-water bodies that can be affected by accidental releases at the plant a tributary to Mud Creek and a tributary to Logan Creek. Piezometric level data ained at the site indicate that in the Graydon chert conglomerate the predominant ction of ground-water flow is approximately S80 W. However, there is some indication possible gradient on the northeast side of the plant site toward the northeast. As a ult, it is conservatively assumed that contaminant transport in the ground water could ur in either direction. Flow toward the southwest is assumed to discharge at elevation feet in one of the tributaries to Mud Creek at a point closest to the radwaste tanks 00 feet). Flow toward the northeast is assumed to discharge at elevation 770 feet into of the tributaries to Logan Creek at a point closest to the radwaste tanks (4,400 feet).
| |
| nearest down-gradient well is Well 23 (Figure 2.4-23), located approximately 8,700 t S83°W from the radwaste tanks. In the analysis, the ground-water flow path is umed to extend directly from the tanks to the well.
| |
| results of the analysis show that, with the exception of H-3 and Sr-90 centrations, ground water contaminated by accidental radioactive releases at the nt site will have radionuclide concentrations below the maximum permissible centrations (MPC) of 10 CFR 20, Appendix B, for unrestricted areas by the time the taminated ground water reaches the nearest stream tributaries. The dilution ability of these streams is shown to reduce the concentration of these two ionuclides to below the MPC limits before their confluences with the respective main ams. Computed concentrations at Well 23 were below the MPC limits for unrestricted as. The effects of hydrodynamic dispersion, fluid convection, and radionuclide decay e included in the analysis. In addition, for the cases of Sr, Co, and Cs, cation hange hold-back was included.
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| .13.3.2 Description of Analytical Model he case of a slug of solution containing radionuclides which is introduced antaneously into the ground-water system in an infinitesimally small volume, the owing equation is applicable (Baetsle and Souffriau, 1967):
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| 2 2 2 (2.4-7) 1n ( x - u x't ) ( y - u y't ) ( z - u z't )
| |
| = ---------------------------
| |
| 32 exp - ----------------------
| |
| - + ------------------------
| |
| - + ------------------------- + t
| |
| ( 4D't ) 4D't 4D't 4D't ere:
| |
| c = Quantity of radionuclide cation per milliliter of interstitial solution, at any time, t, and at any point x, y, z (microcuries);
| |
| 2.4-58 Rev. OL-22 11/16
| |
| | |
| n = Total porosity of the aquifer (dimensionless);
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| t = Time since introduction of the slug (days);
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| x = Distance from point of injection in direction of ground-water flow (centimeters);
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| y = Distance laterally, perpendicular to ground-water flow (centimeters);
| |
| z = Distance vertically, from center of slug (centimeters);
| |
| = Decay coefficient = 0.693/T1/2, where T1/2 is the radionuclide half-life, in days; x, uy,uz = Average velocities of the radionuclide in the x, y, and z directions, respectively (centimeters per day);
| |
| example, ux = ux Rf ere:
| |
| ux = Average velocity of water in the pores (cm/day);
| |
| Rf = The reduction factor due to cation exchange.
| |
| = 1 (Kaufman, 1973);
| |
| ( b ) ( Q )
| |
| 1 + ----------- ---------- E n C Ca ere:
| |
| b = Bulk density of the aquifer (grams per milli-liter);
| |
| Q = Concentration of calcium adsorbed on the exchange complex of the aquifer material (milliequivalents per gram) (closely approximated by the cation exchange capacity, for cases where the radio-nuclide concentration is low relative to the cation concentration of the native ground water);
| |
| CCa = Total concentration of dissolved native cations in the ground water at equilibrium (milliequivalents per milliliter), assumed conservatively to consist entirely of calcium; 2.4-59 Rev. OL-22 11/16
| |
| | |
| radionuclide displacing calcium on the exchange complex; D' = Reduced dispersion coefficient
| |
| = DR (Lai and Jurinak, 1972),
| |
| ere: D is the average dispersion coefficient
| |
| = (Dx Dy Dz) and where Dx , Dy, and Dz are the dispersion coefficients valid for the x, y, and z directions, respectively.
| |
| integrating Equation (2.4-7) over the dimensions xo, yo,and zo, of a slug of finite matic volume, we obtain Equation (2.4-8), the analytical model used in this analysis:
| |
| x + x----o- - u 't x - x----o- - u 't m 2 x 2 x c = ------------------------- erf ------------------------------ - erf -----------------------------
| |
| 8nx o y o z o 4Dx' 4Dx' t t y + y----o- y----o-2 2 erf ------------------ - erf ------------------
| |
| 4Dy' t 4Dy' t z + z----o- z - z----o-2 2 erf ------------------ - erf ------------------
| |
| 4Dz' t 4Dz' t exp [ ( - t ) ]
| |
| ere:
| |
| xo yo zo = The dimensions of the slug in the soil at time 0, along the respective axes, and Dx=DxRf, Dy=DzRf. The Equation (2.4-8) parameters are as defined for Equation (2.4-7) above. Equation (2.4-8) was derived under the assumption that uy=uz=0.
| |
| analyses performed used a certified computer program (SLUG3D), which solves uation (2.4-8), with several different output options.
| |
| 2.4-60 Rev. OL-22 11/16
| |
| | |
| ummary of the discharge points, flow paths, and parameter values selected for the del simulations is provided in Table 2.4-29.
| |
| .13.3.3.1 Average Hydraulic Gradient (i) be conservative, the piezometric level in the Graydon chert conglomerate at the plant s assumed to be just 5 feet below plant grade at elevation 835 feet. The ground-water vation assumed at the discharge points (stream or well) was 770.0 feet. Thus, for mple, the average gradient (i) from the radwaste building to the discharge point on Mud Creek tributary was computed as follows:
| |
| 835 - 770- = 0.144 i = -------------------------
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| 4, 500 ere 4,500 feet is the shortest distance from the radwaste building to the discharge nt on the Mud Creek tributary.
| |
| .13.3.3.2 Horizontal Permeability (Kh) he three geologic units in which flow could occur -- the Graydon chert conglomerate, Burlington Limestone, and the Bushberg Sandstone -- the Bushberg Sandstone has highest measured permeability, 6.0x10-4 cm/sec (see Section 2.4.13.1.1.2). As cussed in Section 2.4.13.3.1, there is a possibility that accidentally introduced liquid waste could migrate below the Graydon chert conglomerate and the Burlington estone into the Bushberg Sandstone, and flow laterally, at least in part, in the latter
| |
| . For this reason, and to be conservative, the value of 6.0x10-4 cm/sec proximately 52 cm/day) was used for the average coefficient of horizontal meability.
| |
| .13.3.3.3 Porosity al porosity (n) was estimated on the basis of bulk density measurements on samples raydon chert conglomerate obtained at the site. The highest value for density viding the lowest computed porosity) was found to be 2.31 g/cm . Total porosity (n) s computed from Equation (2.4-9).
| |
| n = 1 - b / s (2.4-9) ere:
| |
| b is the bulk density and s is the specific gravity of the solids, assumed to be 2.7 g/cm3.
| |
| 2.4-61 Rev. OL-22 11/16
| |
| | |
| ctive porosity (ne) was estimated to be 80 percent of total porosity. Thus, ne was umed to be 0.12. This is the value used to compute ux in Equation (2.4-8), in which Kh i (2.4-10) u x = -------
| |
| ne
| |
| .13.3.3.4 Dispersion Coefficients (D) dispersion coefficient in the direction of flow (D) was estimated using the roximate equation given by Fried and Combarnous (1971):
| |
| u x d 50 (2.4-11)
| |
| = 0.67 + 0.5 -------------- D m Dm ere:
| |
| = the median grain size; and
| |
| = the molecular diffusion coefficient in water, 0.864 cm2/day.
| |
| the Graydon chert conglomerate, the geometric mean value for d50, based on erminations on seven samples, was 0.0058 cm.
| |
| the flow paths to the Mud Creek and Logan Creek tributaries, Dx was computed to be 9 cm2/day. For the flow path to Well 23, Dx was computed to be 0.58 cm2/day.
| |
| ed on Figure 7 of Lenda and Zuber (1970), the ratio of Dx / Dy was estimated to be in each case. Thus, Dy = Dx.
| |
| value for Dz was set arbitrarily low, 1.0x10-6 cm2/day, to ensure that no dispersion uld occur vertically beyond the upper or lower boundaries of the water-table aquifer.
| |
| 2.4-62 Rev. OL-22 11/16
| |
| | |
| und-water quality data for the site area are provided in Table 2.4-27. To be servative, the highest cation concentration values were selected, because the value f increases as CCa increases.
| |
| MAXIMUM VALUE CATION (mg/l) (meq/ml)
| |
| Ca 90 0.0045 Mg 26.2 0.0022 K 16.4 0.0004 Na 135 0.0059 Total 0.0130 a conservative simplification to assume that calcium is the only native cation in the exchange complex with which injected strontium, cesium, and cobalt cations would e to compete. The concentration term (CCa) in the reduction factor (Rf) refers to the ilibrium concentration of calcium in the interstitial fluid. Thus, CCa was set equal to 13 meq/ml.
| |
| .13.3.3.6 Cation Exchange Capacity (Q) y minerals are present in the Graydon chert conglomerate, the Burlington Limestone, the Bushberg Sandstone. The approximate composition of the clay minerals from six ples of the Graydon chert conglomerate is about 34 percent kaolinite and 66 percent (Table 2.5-34). Clay minerals from three samples of the Burlington Limestone had rage compositions of about 26 percent kaolinite, about 66 percent illite, and one other ansive clay mineral (Table 2.5-34). The clay composition of the Bushberg Sandstone onsidered to be lower in illite than the overlying formations and, to be conservative, is umed to be about 80 percent kaolinite and about 20 percent illite.
| |
| y minerals make up about 20 to 60 percent of the nonchert fraction of the Graydon rt conglomerate (Section 2.4.12). About 15 to 20 percent of the Burlington Limestone lled with clay zones that are the result of weathering. The clay content of the hberg Sandstone ranges from about 10 to 20 percent based on visual estimates of es.
| |
| the radionuclide concentration at the discharge points increases as Q decreases, it is umed conservatively that only 10 percent of the unit in which ground-water flow will ur is composed of clay minerals. This is the most conservative case that would result l the flow were restricted to the Bushberg Sandstone. It is further assumed, 2.4-63 Rev. OL-22 11/16
| |
| | |
| m (1953) states that the range of cation-exchange capacities for the two clay minerals
| |
| : a. Illite, 10 to 40 milliequivalents per 100 grams; and
| |
| : b. Kaolinite, 3 to 15 milliequivalents per 100 grams.
| |
| be conservative, the lowest exchange capacity for each mineral is assumed. Using bulk percentage of each mineral results in cation-exchange capacities for illite and linite of 0.0020 and 0.0024 milliequivalents per gram of formation material, pectively. Therefore, the total assumed cationexchange capacity of the entire unit is y conservatively selected as 0.0044 milliequivalents per gram.
| |
| .13.3.3.7 Equilibrium Exchange Constants (E) equilibrium exchange constant for strontium (ESr-Ca) was estimated on the basis of erimental data for illite and kaolinite provided by Heald (1960). The weighted average ue for ESr-Ca was 1.00.
| |
| estimate the exchange constants for cobalt and cesium, data on distribution fficients (kd) for cobalt and cesium, as well as strontium, were analyzed and pared. The data was derived from experimental investigations reported by Parker, et 1960), Tamura (1972), and Webster (1975). For each clay mineral (kaolinite and
| |
| ), kd values were calculated from data obtained under similar experimental ditions. Then, weighted kd values for each isotope were obtained on the basis of the portion of the clay minerals, that was assumed in the previous section for the entire er-bearing unit. The resulting estimated kd values for the unit are as follows:
| |
| : a. kd (Sr) = 3,241;
| |
| : b. kd (Cs) = 7,153; and
| |
| : c. kd (Co) = 3,760.
| |
| nsidering that the materials and conditions of the experiments from which these ues are derived were essentially the same, it is reasonable to estimate the exchange stants for Cs and Co using ESr-Ca as the standard, on the assumption that E is arly proportional to kd. Therefore:
| |
| 7, 153 E Cs - Ca ---------------- ( 1.00 ) = 2.21 3, 241 2.4-64 Rev. OL-22 11/16
| |
| | |
| 3, 760 E Co - Ca ---------------- ( 1.00 ) = 1.16 3, 241
| |
| .13.3.3.8 Dimensions of Slug (Vo) volume (Vo) occupied by the slug in the soil at time t=0 will be approximately V o = Volume of Liquid Contents-n example, for the boron recycle holdup tank, the volume of liquid contents equals 9x10-8 ml. Thus 8
| |
| V o = 1.696X10 9
| |
| ----------------------------- = 1.131x10 ml 0.15 a cuboid slug, xo = yo = zo; hence xo = yo = zo = (1.131x109) 1/3 = 1,042 cm similar manner, the xo = yo = zo dimensions for the cuboid slug from the spent resin age tank (primary) were calculated to be 375.3 cm.
| |
| ause of the large size of the refueling water storage tank, it was not reasonable to ect a cuboid slug, that would have resulted in a zo (vertical dimension of the slug in soil) of 2,160 cm (71 feet) greater than the thickness of the Graydon-Burlington-hberg unit at the plant. Therefore, zo was taken as 1,219 cm (40 feet), the roximate saturate thickness of the unit. This resulted in an x (=yo) of 2,676 cm.
| |
| .13.4 Results of Analysis results of the model simulations are presented in Tables 2.4-30 and 2.4-31. Peak centrations at the discharge points and the times to attain these concentrations are vided for each important radionuclide. Cation exchange (E greater than 0) was uded in the simulations only for Sr-90, Cs-173, and Co-60.
| |
| eak H-3 concentration of 0.12 Ci/ml and 0.086 Ci/ml was computed for ground er discharging to the Mud Creek tributary as a result of the rupture of the boron ycle holdup tank (A or B) and therefueling water storage tank, respectively. The responding peak H-3 concentrations for ground water discharging to the Logan Creek 2.4-65 Rev. OL-22 11/16
| |
| | |
| ak Sr-90 concentrations resulting from the postulated rupture of the spent resin age tank (primary) were computed to be 3.6x10-5 and 5.4x10-5 Ci/ml, at the Mud ek tributary and the Logan Creek tributary, respectively.
| |
| le 2.4-31 shows that the peak H-3 and Sr-90 concentrations computed at Well 23 are re than two orders of magnitude lower than the MPC limits for unrestricted areas.
| |
| nificant dilution is expected to occur in the Mud Creek and Logan Creek tributaries ing periods when contamination from ground water will occur. When the water table is iciently low as to not permit ground-water discharge into the streams, no tamination of the streams or streambeds can occur. When the streams are flowing, tion is sufficient to reduce the peak H-3 and Sr-90 concentrations from ground water he streams below the limits for unrestricted areas. The results of calculations of tions that could occur in the two tributaries are provided in Table 2.4-32.
| |
| escription of the dilution calculation method is given here, using the H-3 concentration he Mud Creek tributary as an example. Model runs on Program SLUG3D showed that he time of the peak point concentrations of H-3, resulting from the rupture of the eling water storage tank, the average H-3 concentration of ground water entering the d Creek tributary would be approximately 4.7x10-2 Ci/ml over a reach of 177 feet, width of the plume. It was assumed that the average ground-water discharge into the d Creek tributary is uniform per unit length of an arbitrary curvilinear line drawn ghly west to east and connecting the upstream ends of the valleys contributing on the theast to Mud Creek. The length of this line is 9,300 feet, compared to the plume th of 177 feet. Thus, the dilution ratio for this group of tributaries is estimated to be 00/177, or 52.5. And by the time the waters with the peak H-3 concentration would ch a chosen confluence point in Mud Creek (approximately 11,500 feet S35°W of the ter of the plant), the expected H-3 concentration would be only 4.7x10-2/52.5, or x10-4 Ci/ml.
| |
| ilar calculations were performed for the peak concentration of H-3 in the Logan ek tributary and for peak Sr-90 concentrations in both the Mud Creek and Logan ek tributaries. The details of these calculations are summarized in Table 2.4-32.
| |
| .13.5 Design Bases for Subsurface Hydrostatic Loadings zometer readings indicate that the normal water table will range from 10 to 30 feet ow the ground surface at the plant site depending on the topography and local raulic gradient (Figure 2.4-19). There will be some natural fluctuation in the ground er levels due to climatic conditions. At the plant site, the ground water surface is in glacial deposits overlying the Graydon chert conglomerate.
| |
| 2.4-66 Rev. OL-22 11/16
| |
| | |
| meable granular fill and backfill could become saturated with water to an elevation of ut 840 feet due to infiltration from surface runoff. As the fill and backfill is much more meable than the surrounding clays and Graydon chert conglomerate, the fill will act an artificial sump. Ground water in the sump at an elevation above the natural raulic gradient will slowly drain into the natural ground water to reestablish the raulic gradient over extremely long periods of time, as discussed in Section 2.4.13.3.
| |
| wells are proposed for safety-related structures.
| |
| e to the very low permeabilities of the earth materials excavated, no special atering techniques were required.
| |
| permanent underdrain or ground water dewatering systems are installed or planned he site.
| |
| .14 TECHNICAL SPECIFICATION AND EMERGENCY OPERATION REQUIREMENTS re are no Technical Specifications nor Emergency Procedures required for plant tdown to minimize the consequences of an accident resulting from hydrologic nomena such as floods. The site drainage system provides adequate drainage acity to prevent flooding of safety-related facilities.
| |
| 2.4-67 Rev. OL-22 11/16
| |
| | |
| lished References erican Meteorological Society, 1959, Glossary of meteorology.
| |
| __, 1962, Extremes of snowfall in the United States. American Meteorological Society, Weatherwise, vol. 1, no. 6, p. 246-292 (December).
| |
| erican National Standards Institute, 1972, Building code requirements for minimum design loads in building and other structures. American National Standards Institute, AS 58-1.
| |
| tsle, L.H., and Souffriau, J., 1967, Installation of chemical barriers in aquifers and their significance in accidental contamination, in Disposal of radioactive wastes into the ground. Proceedings of a Symposium, May 29 - June 2, 1967, International Atomic Energy Agency, Vienna.
| |
| nnett, Iven, 1959, Glaze -- its meteorology and climatology, geographical distribution and economic effect. U.S. Army Headquarters, Quartermaster's Research and Engineering Command, Natick, Massachusetts, Technical Report ER-105.
| |
| wie, J.E. and Petri, L.R., 1969, Travel of solutes in the lower Missouri River.
| |
| Hydrologic Investigations Atlas HA-332.
| |
| ter, E.F. and King, H.W., 1976, Handbook of hydraulics. McGraw-Hill, Inc., New York.
| |
| stens, T., 1970, Heat exchanges and frazil formation. International Association of Hydraulics Research Symposium, Reykjavik-Iceland, September.
| |
| ow, Ven Te, 1959, Open channel hydraulics. McGraw Hill, Inc., New York.
| |
| __, 1964, editor, Handbook of applied hydrology. McGraw-Hill, Inc., New York.
| |
| oper, H.H., Jr., and Jacob, C.E., 1946, A generalized graphical method for evaluating formation constants and summarizing well field history. Trans. American Geophysical Union, Washington, D.C., vol. 27, no. 4, p. 526-534.
| |
| ordinating Committee on Missouri River Main Stem Reservoir Operations, 1973, Missouri River main stem reservoirs. 1973-74 annual operating plan.
| |
| mes & Moore, 1979, Certified computer programs DISPERN and DISPLOT.
| |
| t-West Gateway Coordinating Council, 1978, Water quality management plan, St.
| |
| Louis, Missouri.
| |
| ironmental Health Services, 1971, 1972, 1977, Census of public water supplies in Missouri. Division of Health, Section of Environmental Health Services, Jefferson City, Missouri.
| |
| 2.4-68 Rev. OL-22 11/16
| |
| | |
| ironmental Health Services, Division of Health Records, Jefferson City, Missouri, Unpublished. Compiled October, 1973, and April, 1978.
| |
| cher, Hugo B., 1968, Dispersion predictions in natural streams. Journal of the Sanitary Engineering Division.
| |
| __, 1969, The effects of bends on dispersion in streams. Water Resources Research vol. 5, no. 2, p. 496-506.
| |
| d, J.J., and Combarnous, M.A., 1971, Dispersion in porous media, in Advances in hydroscience. Ven Te Chow, ed., Academic Press.
| |
| er, D.L., Knight, R.D., and Harvey, E.J., 1967, Ground water, in Mineral and water resources of Missouri. United States Geological Survey, Missouri Division of Geological Survey and Water Resources, Rolla, Missouri, Document no. 19, vol.
| |
| XLII, 2nd series, p. 281-313.
| |
| m, R.E., 1953, Clay mineralogy. McGraw-Hill Book Company, New York.
| |
| mble, E., 1954, Statistical theory of extreme value and some practical applications.
| |
| National Bureau of Standards, Applied Mathematical Series no. 33.
| |
| leman, D.R.F. and Stolzenbach, K.D., 1967, A model study of thermal stratification produced by condenser water discharge. M.I.T., October.
| |
| ald, W.R., 1960, Characterization of exchange reactions of strontion or calcium on four clays. Soil Science Society of American Proceedings, p. 103-106.
| |
| nderson, F.M, 1966, Open channel flow. McMillan, New York.
| |
| en, A., ed., 1966, Estuarine and coastal hydrodynamics. McGraw-Hill, New York.
| |
| ufman, W.J., 1973, Notes on radionuclide pollution of ground waters. Water Resources Engineering Series, University of California, Berkeley.
| |
| ght, R.D., 1962, Map of the groundwater areas of Missouri. Missouri Division of Geological Survey and Water Resources, Rolla, Missouri.
| |
| S., and Jurinak, J.J., 1972, The transport of cations in soil columns at different pore velocities. Soil Science Society of America Proceedings, vol. 36, p. 730-733.
| |
| da, A. and Zuber, A., 1970, Tracer dispersion in groundwater experiments. Isotope Hydrology 1970, International Atomic Energy Agency, Vienna, p. 619-641.
| |
| sley, Kohler, and Paulhus, 1949, Applied hydrology. McGraw-Hill, Inc., New York.
| |
| sley, R.K., et al., 1958, Hydrology for engineers. McGraw-Hill, New York.
| |
| 2.4-69 Rev. OL-22 11/16
| |
| | |
| ramec Regional Planning Commission, 1972, Water and sewer plan, 1972-1992, Rolla, Missouri.
| |
| rritt, Frederick A., 1968, editor, Standard handbook for civil engineers. McGraw-Hill, New York.
| |
| hel, B., 1970, Ice pressure on engineering structures. Cold Regions Science and Engineering, Monography III-B16, U.S. Army Corps of Engineers.
| |
| -Missouri Regional Planning Commission, 1972, Regional water and sewer plan, Jefferson City, Missouri.
| |
| souri Basin Inter-Agency Committee, 1969, The Missouri River basin comprehensive framework study. U.S. Government Printing Office, Washington, D.C., vol. 5 (June; published in December 1971).
| |
| souri, Department of Natural Resources, 1969-1978, County water use reports.
| |
| Unpublished.
| |
| souri Geological Survey and Water Resources, unpublished, Well logs for Callaway County, Missouri.
| |
| ler, A., 1978, Frazil ice formation in turbulent flow. Institute of Hydraulic Research, University of Iowa, Report No. 214, June.
| |
| ly, P.P., et al. 1974, Winter regime surface heat loss from heated streams. Institute of Hydraulic Research, Report No. 155, University of Iowa, March.
| |
| ker, F.L., et al., 1960, Clinch River studies. Health Physics Division, Annual progress report for the period ending July 31, 1960, Oak Ridge National Laboratory, ORNL-2994, p. 45-57.
| |
| an, P.J. and Harleman, D.R.F., 1973. An analytical and experimental study of transient cooling pond behavior. Ralph M. Parsons Laboratory for Water Resources and Hydrodynamics, Report No. 161., January.
| |
| re, W.W. and Yeh, T.P., 1973, Transverse mixing characteristics of the Missouri River downstream from the Cooper Nuclear Station. University of Iowa, Iowa Institute of Hydraulic Research, Report No. 145, Iowa City, Iowa.
| |
| lichting, H., 1968, Boundary layer theory. McGraw Hill, Inc., New York.
| |
| lton, J., 1966, Low flow characteristics of Missouri streams, in Water resources report 20. U.S. Geological Survey Water Resources Division and Missouri Geological Survey and Water Resources.
| |
| 2.4-70 Rev. OL-22 11/16
| |
| | |
| __, 1976, Missouri stream and springflow characteristics, low-flow frequency and flow duration. Water Resources Report No. 32, U.S. Geological Survey, Water Resources Division and Missouri Geological Survey and Water Resources ker, J.J., 1957, Water waves. Wiley-Interscience, New York.
| |
| ura, T., 1972, Sorption phenomena significant in radioactive-waste disposal, in Underground waste management and environmental implications. Proceedings of the Symposium held December 6-9, 1973, Memoir 18, AAPG.
| |
| m, H.C.S., 1966, Distribution of maximum annual water equivalent of snow on the ground. Monthly Weather Review, vol. 94, no. 4, p. 265-271 (April).
| |
| __, 1968, New distribution of extreme winds in the United States, in Journal of structural division. Proceedings of the American Society of Civil Engineers, vol.
| |
| 94, no. st. 7 (July).
| |
| __, 1969, Design snow loads for the contiguous United States. National Weather Records Center, Asheville, North Carolina, unpublished paper.
| |
| klesbay, A.G., 1955, The geology of the Fulton Quadrangle, Missouri. Missouri Division of Geological Survey and Water Resources, Rolla, Missouri, Report of Investigation, no. 19.
| |
| . Army Corps of Engineers, unpublished, Open file material, Department of Army Permits for the Missouri River, Jefferson City, Missouri.
| |
| __, 1965a, Engineering and design standard project flood determinations, EM-1110-2-1411, Revised March.
| |
| __, 1965b, Review report (interim) on flood protection to agricultural areas, Mississippi River, mile 195 to mile 300 above Ohio River, appendix, in Hydrology and hydraulics, St. Louis District.
| |
| __, 1966a, Shore protection planning and design, in Technical report no. 4. Coastal Engineering Research Center.
| |
| __, 1966b, Computation of freeboard allowances for waves in reservoirs, in Engineering technical letter no. 1110-2-8 (August).
| |
| __, 1970, Upper Mississippi River comprehensive basin study. UMRCBS Coordinating Committee, North Central Division.
| |
| __, 1971a, Water resources development by the U.S. Army Corps of Engineers in Missouri. Missouri River Division, Omaha, Nebraska (January).
| |
| __, 1971b, Earth and rockfill dams. EM-1110-2-2300.
| |
| 2.4-71 Rev. OL-22 11/16
| |
| | |
| __, 1973, Shore protection manual. U.S. Army Coastal Engineering Center.
| |
| __, 1978, 1977 Missouri River hydrograph survey, Rulo, Nebraska, to the mouth.
| |
| Kansas City District.
| |
| __, 1978, 1978 project maps, part 1, river and harbor projects. Kansas City District.
| |
| . Bureau of Reclamation, 1973, Design of small dams.
| |
| . Dept. of Commerce, 1949-1978, Climatological data, Missouri. U.S. Weather Bureau, vol. 53, no. 1 through vol. 77, no. 12.
| |
| . Department of Commerce, 1979, Local climatological data, annual summaries for 1979. National Oceanic and Atmospheric Administration, Asheville, North Carolina.
| |
| . Environmental Protection Agency, unpublished, 1976 survey of needs for municipal wastewater facilities. Washington, D.C.
| |
| . Geological Survey, 1938, Drought of 1936, in Water-supply paper 820.
| |
| __, 1964, Compilation of records of surface waters of the United States, October 1950 to September 1960, part 6-B. Missouri River basin below Sioux City, Iowa.
| |
| Water Supply Paper 1730.
| |
| _, 1968, Magnitude and frequency of floods in the United States, part 6-B. Missouri River basin below Sioux City, Iowa. Water Supply Paper 1680.
| |
| __, 1972, Surface water supply of the United States, 1966-1970, part 6, Missouri River Basin, vol. 6, Missouri River Basin below Nebraska City, Nebraska, in Water-supply paper 2119. Department of the Interior, U.S. Geological Survey, Washington, D.C.
| |
| __, 1973, Water resources data for Missouri, water year 1973.
| |
| __, 1978, Water resources data for Missouri, water year 1977.
| |
| . Nuclear Regulatory Commission, 1976, Regulatory guide 1.102, Revision 1, flood protection for nuclear power plants.
| |
| __, 1977, Regulatory guide 1.113, Revision 1, estimating aquatic dispersion of effluents from accidental and routine reactor releases for the purpose of implementing Appendix I.
| |
| __, 1978, Regulatory guide 1.70, Revision 3, standard format and content of safety-analysis reports for nuclear power plants.
| |
| . Weather Bureau, 1949-1978, Climatological data, Missouri.
| |
| 2.4-72 Rev. OL-22 11/16
| |
| | |
| . Dept. of Commerce, vol. 53, no. 1 through vol. 77, no. 12.
| |
| . Weather Bureau, 1954-1974, Local climatologial data, Columbia, Missouri. U.S.
| |
| Department of Commerce.
| |
| __, 1956, Seasonal variation of the probable maximum precipitation east of the 105th Meridian for areas from 10 to 1,000 square miles and durations of 6, 12, 24, and 48 hours. U.S. Department of Commerce, Washington, D.C.,
| |
| Hydrometerological Report No. 33 (April.
| |
| __, 1963, Rainfall frequency atlas of the United States for durations from 30 minutes to 24 hours and return periods from 1 to 100 years. U.S. Department of Commerce, Technical Paper no. 40.
| |
| __, no date, Rainfall intensity-duration frequency curves. U.S. Department of Commerce, Technical Paper no. 25.
| |
| ner, M.S. and Kennedy, J.F., 1972, Stability of floating ice blocks. Proceeding of ASCE Hydraulics Division, December, p. 2117-2133.
| |
| ter Resources Council Hydrology Committee, 1967, A uniform technique for determining flood flow frequencies. Water Resources Council, Bulletin no. 15 (December).
| |
| bster, D.A., 1975, Draft of preliminary report. A review of the burial grounds and related hydrology at Oak Ridge National Laboratory, Tennessee. USGS.
| |
| iams, G.P., 1959, Frazil ice - A review of its properties with a selected bibliography.
| |
| The Engineering Journal, November.
| |
| ght-McLaughlin Engineers, 1969, Urban storm drainage criteria manual, volume 1.
| |
| Urban Drainage and Flood Control District, Denver, Colorado.
| |
| sukura, M., Fischer, H.B., and Sayre, W.W., 1970, Measurement of mixing characteristics of the Missouri River between Sioux City, Iowa, and Plattsmouth, Nebraska.
| |
| . Geological Survey, Water Supply Paper 1899-G. Yotsukura, M. and Sayre, W.W.,
| |
| 1976, Transverse mixing in natural channels. Water Resources Research vol.
| |
| 12, no. 4 (August).
| |
| sonal Communications ire, Maurice, 1974, Corps of Engineers, Reservoir Control Center, Missouri River Division, Department of the Army, personal communication (January 3).
| |
| 2.4-73 Rev. OL-22 11/16
| |
| | |
| scha, Lloyd A., 1974, Chief, Corps of Engineers, Engineering Division of Missouri River Division, Department of the Army, Omaha, Nebraska, written communication (January 17).
| |
| er, D.L., 1973, Hydrogeologist, Missouri Division of Geological Survey and Water Resources, personal communication (August) hn, D.W., 1973, Water engineer, Columbia Water and Light Department, Columbia, Missouri, personal communication (October 25).
| |
| vey, N., 1973, Head, Water Resources Division, U.S. Geological Survey, Rolla, Missouri, personal communication (October 25).
| |
| myk, Anthony, 1973, U.S. Geological Survey, Water Resources Division, Rolla, Missouri, personal communication (December).
| |
| f, B., 1979, Plant Manager, Chamois Power Plant, Central Electric Power Coop, personal communication (April 7).
| |
| es, T., 1978, Missouri Department of Natural Resources, personal communication (May).
| |
| ght, R.D., 1973, Hydrogeologist, Missouri Division of Geological Survey and Water Resources, personal communication.
| |
| hael, C.P., 1979, Resource Planner, Missouri Department of Natural Resources, personal communication.
| |
| er, D., 1973, Hydrogeologist, Missouri Division of Geological Survey and Water Resources, personal communication (August).
| |
| ional Weather Service, U.S. Department of Commerce, Columbia, Missouri, 1974.
| |
| David Horner, meteorolgist, personal communication (March 15).
| |
| rce, Robert, 1973, U.S. Army Corps of Engineers, Kansas City District, personal communication (August).
| |
| on, E. 1973, Owner, Lost Canyon Lake, personal communication (August).
| |
| __, 1974, personal communication (January 17).
| |
| __, 1979, personal communications.
| |
| . Army Corps of Engineers, 1973, Kansas City District, personal communication.
| |
| . Army Corps of Engineers, 1979, St. Louis District, personal communication.
| |
| . Geological Survey, 1979, personal communication.
| |
| 2.4-74 Rev. OL-22 11/16
| |
| | |
| TABLE 2.4-1 FOUR TRIBUTARY STREAM SYSTEMS OF THE MISSOURI RIVER NEAR THE CALLAWAY PLANT SITE APPROXIMATE CONFLUENCE POINT WITH STREAM DRAINAGE AREA THE MISSOURI RIVER SYSTEM (sq mi) (river mile) an Creek 16.7 114.7 vasse Creek 317 120.5 sconade River 3,500 104.5 age River 14,900 129.9 Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-2 MISSOURI RIVER DRAINAGE BASIN LOCATION APPROXIMATE MISSOURI DRAINAGE AREA RIVER MILE (sq mi)
| |
| Mouth 529,000 0 Hermann 528,200 97.9 ar Callaway 523,200 115.0 Plant Site Boonville 505,700 197.1 Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-3 MISSOURI RIVER AND ALLUVIUM WATER SUPPLIESa MISSOURI PLANT AVERAGE P RIVER CAPACITY CONSUMPTION Yb MILE FACILITY SOURCE (MGD) (MGD) 20.5 St. Louis Co. Missouri River 76.0 22.974 29.0 St. Charles City Missouri River NA 0.442 29.0 St. Charles City 3 Alluvial Wells 6.0 4.203 33.0 St. Charles Co. 3 Alluvial Wells 2.0 0.466 36.0 St. Louis Co. Missouri River 125.0 90.71 36.8 St. Louis City Missouri River 120.0 58.4 43.0 St. Charles Co. 2 Alluvial Wells 0.72 0.178 55.0 St. Charles Co. 5 Alluvial Wells 22.5 0.020 (Weldon Springs) 58.1 Union Electric Company Missouri River NA 991.13 61.4 Clarence Patke (Irrigation) Missouri River NA NA 64.5 D & G Struckhoff (Irrigation) Missouri River NA NA 117.1 Central Electric Power Coop. 1 Alluvial Well and NA 72.0 Missouri River 3 140.0 (Unknown) (Irrigation) 1 Alluvial Well NA NA 144.0 Jefferson City Missouri River 6.5 4.25 155.0 City of Hartsburg 3 Alluvial Wells c c Rev. OL-13 5/03
| |
| | |
| MISSOURI PLANT AVERAGE P RIVER CAPACITY CONSUMPTION Yb MILE FACILITY SOURCE (MGD) (MGD) 6 171.0 City of Columbia 7 Alluvial Wells 16.000 7.36 7 197.0 City of New Franklin 2 Alluvial Wells 0.144 0.072 8 197.1 City of Boonville Missouri River 1.73 0.992 9 225.6 Robert Reich (Irrigation) Missouri River NA NA 0 226.7 City of Glasgow Missouri River 0.576 0.240 rce: Huff, 1979; Meramec Regional Planning Commission, 1972; Missouri DNR, 1977; Michael, 1979; Missouri Geological Survey and Water Resources unpublished; US Army Corps of Engineers, unpublished; US Environmental Protection Agency unpublished; and Mid-Missouri Regional Planning Commission, 1972.
| |
| e: NA = No information available.
| |
| From the mouth to river mile 226.7. Discharge of Callaway site is located at river mile 115.4.
| |
| See Figures 2.1-35 and 2.1-36 for locations.
| |
| See Table 2.1-29, Boone Co. Conservation Public Water Supply No. 01.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-4 MISSOURI RIVER DISCHARGESa MISSOURI DESIGN AVERAGE P RIVER DISCHARGE DISCHARGE Yb MILE FACILITY (MGD) (MGD) 7.0 Metropolitan Sanitation District (MSD) 1.0 NA Earth City 7.0 MSD, Lagoon 1.0 NA 20.5 MSD, Fee Fee Sewage Treatment Plant 10.0 NA 26.0 City of St. Charles 5.5 2.0 33.0 St. Charles Co. (Duckett Creek) 0.61 NA 57.9 Union Electric Company NA 991.13 66.0 City of Washington 1.8 NA 82.0 City of New Haven 0.164 0.15 97.0 City of Hermann 0.350 NA 0 117.1 Central Electric Power Coop. NA 72.0 142.0 Jefferson City 6.2 6.1 2 196.0 City of Boonville 1.9 NA Rev. OL-13 5/03
| |
| | |
| MISSOURI DESIGN AVERAGE P RIVER DISCHARGE DISCHARGE Yb MILE FACILITY (MGD) (MGD) 3 226.0 City of Glasgow 0.238 NA rce: East-West Gateway Coordinating Council, 1978; Huff, 1979; Meramec Regional Planning Commission, 1972; Mid-Missouri Regional Planning Commission, 1972; Michael, 1979; Jones, 1978; Missouri Geological Survey and Water Resources, unpublished; U.S. Army Corps of Engineers unpublished; U.S. Environmental Protection Agency unpublished.
| |
| e: NA = No information available.
| |
| From the mouth to river mile 226.
| |
| See Figures 2.1-35 and 2.1-36 for locations.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-5 MAJOR RECORDED FLOODS AT HERMANN, MISSOURI DISCHARGE GAGE READING STAGE ABOVE MSLa TE OF OCCURRENCE (cfs) (feet) (feet) e 1844 892,000b 35.5 517.1 e 6-7, 1903 676,000b 29.5 511.1 y 21, 1943 550,000 31.20 512.76 il 28, 1944 577,000 30.90 512.46 y 19, 1951 618,000 33.33 514.89 il 25, 1973 500,000 33.70 515.26 Datum of gage is 481.56 feet above mean sea level (MSL), datum of 1929.
| |
| Computed by U.S. Army Corps of Engineers.
| |
| erences: U.S. Geological Survey, 1968, 1973, and 1978.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-6 ESTIMATED MAGNITUDE AND FREQUENCY OF FLOODS IN MISSOURI RIVER FOR EXISTING CONDITIONS ANNUAL PROBABILITY DISCHARGE DISCHARGE AT OF NOT RECURRENCE AT HERMANN, MISSOURI ING EQUALLED INTERVAL MISSOURI RIVER MILE 115 R EXCEEDED (years) (cfs) (cfs)
| |
| .500 2 222,000 218,000
| |
| .423 2.33a 241,000 237,000
| |
| .200 5 325,000 319,000
| |
| .100 10 405,000 398,000
| |
| .040 25 485,000 477,000
| |
| .020 50 555,000 545,000
| |
| .010 100 620,000 610,000 SPFb,c 790,000 780,000 PMFd 1,320,000 1,300,000 Mean annual flood.
| |
| The Standard Project Flood (SPF) represents the flood that may be expected from the most severe combination of meteorologic and hydrologic conditions that are considered reasonably characteristic of the geographical region involved, excluding extremely rare combinations (Chow, 1964).
| |
| No recurrence interval is associated with this event.
| |
| The Probable Maximum Flood (PMF) represents the flood event that may be expected from the most severe combination of critical meteorologic and hydrologic conditions that are considered reasonably possible in the region (U.S. NRC, 1977).
| |
| itional
| |
| | |
| ==Reference:==
| |
| U.S. Army Corps of Engineers, 1979.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-7 PROBABLE MAXIMUM PRECIPITATION (PMP) AT THE SITE*
| |
| PMP IN INCHES RATION HOURS ALL-SEASON DECEMBER JANUARY FEBRUARY MARCH 6 25.4 9.5 7.4 7.8 9.3 12 30.0 12.6 11.3 11.9 14.2 24 32.5 15.4 14.4 15.3 17.0 48 35.0 19.7 18.7 19.6 20.8 Based on Hydrometeorological Report No. 33 (U.S. Weather Bureau, 1956)
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-8 HOURLY DISTRIBUTION OF MAXIMUM 6-HOUR INCREMENT WITHIN 48-HOUR PMP STORM*
| |
| INCREMENTAL PMP IN INCHES TIME HOURS ALL-SEASON DECEMBER JANUARY FEBRUARY MARCH 2-13 1.5 0.6 0.4 0.5 0.6 3-14 2.0 0.8 0.6 0.6 0.7 4-15 3.6 1.3 1.1 1.1 1.3 5-16 14.0 5.2 4.1 4.3 5.1 6-17 2.8 1.0 0.8 0.8 1.0 7-18 1.5 0.6 0.4 0.5 0.6 otal 25.4 9.5 7.4 7.8 9.3 Based on Chow, 1964.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-9 RAINFALL INTENSITIES AT CALLAWAY PLANT SITE FOR 100-YEAR STORM AND PROBABLE MAXIMUM PRECIPIATION STORM*
| |
| RAINFALL INTENSITY IN INCHES/HOUR NOFF TIME OF NCENTRATION 100-YEAR STORM PMP STORM inutes 9.9 39.0 minutes 8.4 33.0 minutes 7.2 27.0 minutes 6.4 24.0 minutes 5.4 20.0 minutes 4.4 17.5 minutes 3.9 15.5 our 3.4 14.0 ours 2.1 9.5 ours 1.5 7.3 ours 0.9 4.5 Based on S&P data, 1979.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-10 ESTIMATED MAGNITUDE AND FREQUENCY OF CONSECUTIVE ANNUAL LOW FLOWS FOR VARIOUS DURATIONS IN THE MISSOURI RIVERa ANNUAL LOW FLOW IN cfs DURATION FOR INDICATED RECURRENCE INTERVAL IN YEARS PERIOD OF OF FLOW LOCATION RECORD (DAYS) 2 5 10 20 100 (0.500)b (0.200)b (0.100)b (0.050)b (0.010)b Missouri River 1953-73 7 18,500 12,500 10,300 8,800 6,600 at Hermann 14 20,200 14,300 12,100 10,700 8,600 30 24,200 17,700 15,300 13,700 11,400 60 29,100 20,600 17,400 15,200 11,800 90 33,000 22,800 18,900 16,200 12,200 120 36,500 25,300 20,800 17,800 13,200 183 44,200 31,800 26,800 23,300 17,900 365 65,900 48,800 41,200 35,500 26,500 Rev. OL-13 5/03
| |
| | |
| ANNUAL LOW FLOW IN cfs DURATION FOR INDICATED RECURRENCE INTERVAL IN YEARS PERIOD OF OF FLOW LOCATION RECORD (DAYS) 2 5 10 20 100 (0.500)b (0.200)b (0.100)b (0.050)b (0.010)b ssouri River near 1953-73 7 17,900 12,100 9,900 8,500 6,300 allaway Plant Site (Missouri River 14 19,600 13,900 11,700 10,400 8,300 Mile 115) 30 23,600 17,200 14,900 13,300 11,100 60 28,400 20,100 17,000 14,800 11,500 90 32,200 22,200 18,400 15,800 11,900 120 35,600 24,700 20,300 17,400 12,800 183 43,000 31,000 26,200 22,800 17,500 365 62,900 46,800 39,700 34,200 25,500 Based on USGS data for period 1953-73; 1979.
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| Probability of not being exceeded.
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-11 ESTIMATED MINIMUM DISCHARGES AND STAGE ELEVATIONS DURING LOW FLOW CONDITIONS FOR THE MISSOURI RIVER NEAR THE CALLAWAY PLANT SITE AT MISSOURI RIVER MILE 115 DISCHARGE RIVER STAGE LOW FLOW CONDITION (cfs) (feet MSL) toric low flow due to freezing 3,500 494.3 ter Drought Low flow 7,250 495.5 (minimum flow that approaches a 100 percent change of being equaled or exceeded)a ay, 30-year recurrence 5,500 495.0 interval low flowb day, 100-year recurrence 11,100 496.0 interval annual low flowc Based on operational study (Missouri Basin Inter-Agency Committee, 1969) and USGS low flow data (1979).
| |
| Preliminary design base for Callaway Plant water supply intake on the Missouri River.
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| Based on USGS data (1979).
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-12 RECORDED MINIMUM DISCHARGES AND STAGES ON THE MISSOURI RIVER AT BOONVILLE AND HERMANN, MISSOURI ION MINIMUM GAGE STAGE MONTH/ DISCHARGE READING ELEVATION YEAR DAY (cfs) (feet) (feet MSL) ville, Missouri 1936 12/31 5,140 -0.40 565.0 od of record:
| |
| -1977) 1937 1/13 5,400 -0.75a 564.7 1938 12/13 4,100 0.00b 565.4 1940 1/10 1,800 2.70b 568.1 1963 12/21-22 5,000 3.30c 568.7 2.80c 568.3 ann, Missouri 1938 12/17 8,300 2.90b 484.5 od of record:
| |
| -1977) 1940 1/10-12 4,200 1.07b 482.7 b
| |
| 1.68 483.3 1.45b 483.1 1957 1/22 9,000 0.53 d 482.1 1963 1/24 7,500 0.05b 481.7 1963 12/23 6,210 -0.25 481.4 Gage height computed from graph drawn through U.S.A.E. readings.
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| Stage-discharge relation affected by ice.
| |
| From graph based on daily wire-weight gage readings.
| |
| Stage estimated from rating curve 9-28-56 ce: Skelton, 1966; USGS, 1938.
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| Rev. OL-13 5/03
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| TABLE 2.4-13 PROJECTED ESTIMATED LOW FLOW PROBABILITES OF MISSOURI RIVER AT RIVER MILE 115a LOW FLOW FUTURE DISCHARGEb PROBABILITYc YEAR (cfs) (percent) 1980 9,210 99.9 4,290 100.0 2000 9,210 99.8 4,290 100.0 2020 9,210 99.6 4,290 100.0 Based upon "Missouri River Main Stem Reservoir Regulation Study, 1-74 services as provided by Chief, Engineering Division, Department of the Army, Missouri River Division, Corps of Engineers, Omaha, Nebraska, by written communication dated January 17, 1974, to Dames & Moore.
| |
| Adjusted from flows of 10,000 cfs and 5,000 cfs at Hermann.
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| Probability expressed as percent of time indicated discharge is estimated to be equaled or exceeded.
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-14 COMPARISON OF REGULATORY POSITION OF REGULATORY GUIDE 1.127, REVISION 1, DATED MARCH 1978, TITLED INSPECTION OF WATER-CONTROL STRUCTURES ASSOCIATED WITH NUCLEAR POWER PLANTS AND SNUPPS - CALLAWAY POSITION FOR ULTIMATE HEAT SINK RETENTION POND ULATORY GUIDE 1.127 POSITION SNUPPS - CALLAWAY POSITION NGINEERING DATA COMPILATION COMPLIES: Refer to the following:
| |
| . General Project Data Callaway Addendum FSAR Sections 2.1.1.2, 9.2.5
| |
| . Hydrologic and Hydraulic Data Callaway Addendum FSAR Sections 9.2.1, 9.2.5
| |
| . Foundation Data Callaway Addendum FSAR Sections 2.5.1.2, 2.5.5.1, 2.5.5.3
| |
| . Properties of Foundation Materials Callaway Addendum FSAR Sections 2.5.4.2, 2.5.5.1
| |
| . Concrete Properties SNUPPS FSAR Section 3.8.1.6 Electrical and Mechanical Equipment Callaway Addendum FSAR Sections 9.2.1, 9.2.5
| |
| . Pertinent Construction Records Construction records of UHS retention pond, including progress photos, alterations, and modifications
| |
| . Water Control Plan NOT APPLICABLE Earthquake History Callaway Addendum FSAR Sections 2.1, 2.5.3.3 Principal Design Assumptions and Analysis Callaway Addendum FSAR Sections 2.4.5, 2.4.7, 2.4.10, 2.4.11.6, 2.5.4.6, 2.5.5.2 NSITE INSPECTION PROGRAM
| |
| . Concrete Structures in General (Applies to outlet structures only.)
| |
| (1) and (2) Concrete Surfaces and Structural Cracking COMPLIES: Inspect outlet structure visually for cracking, chipping, or other deterioration of concrete.
| |
| (3) Movement: Horizontal and Vertical Alignment COMPLIES: Inspect outlet structure visually for any movements of concrete.
| |
| Refer to Regulatory Guide 1.127, Revision 1, for complete explanation of Regulatory Guide Position.
| |
| Rev. OL-13 5/03
| |
| | |
| ULATORY GUIDE 1.127 POSITION SNUPPS - CALLAWAY POSITION (4) Junctions COMPLIES: Inspect outlet structure visually for any movement of adjacent riprap, protected slopes, or unusual condition of the joints.
| |
| (5) Drains: Foundation, Joint, Face NOT APPLICABLE (6) Water Passages COMPLIES: Inspect outlet structure visually for cracking, spalling, chipping, or other deterioration of concrete. Inspect the channel downstream of the structure for erosion and its effect on the stability of the structure.
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| (7) Seepage or Leakage COMPLIES: Inspect outlet structure visually for any unusual wet areas or seepage in the structure vicinity.
| |
| (8) Monolithic Joints, Construction Joints COMPLIES: Inspect outlet structure for unusual condition of the joints.
| |
| (9) Foundations NOT APPLICABLE (10) Abutments NOT APPLICABLE
| |
| . Embankment Structures (Categorize walls of dug pond as embankment structure for inspection purposes only.)
| |
| (1) Settlement COMPLIES: Inspect the top of the slopes visually (for a distance of about 80 feet from the slope, where possible) for any unusual features such as cracks or depressions on the ground surface. Before pond filling, establish four to eight survey benchmarks around the pond at yard level. Monitor the vertical and lateral movement of these benchmarks before the filling and for several months after the filling.
| |
| (2) Slope Stability NOT APPLICABLE: (Pond contains no downstream slope. Exposed part of upstream slope inspected under Para. 2.b.(5) "Slope Protection").
| |
| (3) Seepage COMPLIES: (Limited applicability to downstream of outlet structure): Inspect outlet structure visually for any unusual wet areas or seepage in the structure vicinity (4) Drainage Systems COMPLIES (Limited applicability): Inspect the top of the slopes visually for any unusual features such as cracks or depressions on the ground surface.
| |
| (5) Slope Protection COMPLIES: Inspect visually the riprap and filter protecting the pond slopes for any significant movement of riprap causing visible changes in the riprap layer thickness and for any special exposed areas of filter layer due to complete or partial removal of riprap.
| |
| Rev. OL-13 5/03
| |
| | |
| ULATORY GUIDE 1.127 POSITION SNUPPS - CALLAWAY POSITION
| |
| . Spillway Structures and Outlet Works (1) Control Gates and Operating Machinery NOT APPLICABLE (2) Unlimited Saddle Spillways NOT APPLICABLE (3) Approach and Outlet Channels COMPLIES: Inspect crest of outlet structure for any blockage by debris, siltation, and undesirable vegetation.
| |
| (4) Stilling Basin (Energy Dissipators) COMPLIES: Inspect energy dissipator and riprap downstream of outlet for erosion or any blockage by debris, siltation, and undesirable vegetation.
| |
| (5) Intake Structure NOT APPLICABLE (6) Conduits, Sluices, Water Passages, etc. NOT APPLICABLE (7) Drawdown Facilities NOT APPLICABLE
| |
| . Reservoirs NOT APPLICABLE
| |
| . Cooling Water Channels and Canals and Intake and Discharge Structures (1) Channels and Canals COMPLIES: Inspect channel downstream of outlet for erosion or blockage by debris, siltation, and undesirable vegetation.
| |
| (2) Intake and Discharge Structures COMPLIES: Make periodic soundings near the pond discharge structures and the pumphouse forebay sill after system operation to assess the silting or erosion of the pond.
| |
| Safety and Performance Instrumentation COMPLIES: Inspect visually the riprap and filter protecting (1) Headwater and Tailwater Gages NOT APPLICABLE (2) Horizontal and Vertical Alignment Instrumentation (Concrete Structures) NOT APPLICABLE (3) Horizontal and Vertical Movement, Consolidation and Pore-Water Pressure COMPLIES: Before filling the pond, establish four to eight benchmarks around the pond at Instrumentation (Embankment Structures) yard level. Monitor vertical and lateral movements of the benchmarks before and for several months after filling. Establish three to four observation wells around the pond to periodically monitor ground-water level.
| |
| (4) Uplift Instrumentation NOT APPLICABLE Rev. OL-13 5/03
| |
| | |
| ULATORY GUIDE 1.127 POSITION SNUPPS - CALLAWAY POSITION (5) Drainage System Instrumentation NOT APPLICABLE (6) Seismic Instrumentation NOT APPLICABLE
| |
| . Operation and Maintenance Features NOT APPLICABLE
| |
| . Postconstruction Changes COMPLIES: Document and report postconstruction changes that might influence project safety.
| |
| ECHNICAL EVALUATION COMPLIES: After each general inspection of the pond, the findings of the inspection will be evaluated with respect to engineering data reviewed in the initial inspection report and pond conditions that existed previously. If this evaluation indicates that significant changes have occurred, the existing conditions will then be evaluated to assess impact on hydraulic performance and structural stability. This evaluation will include assessment of existing unacceptable conditions, such as changes in ground-water levels, siltation, settlement, erosion, etc. Recommendations for additional investigations, analyses, or remedial measures will be made when required.
| |
| REQUENCY OF INSPECTIONS COMPLIES: The initial inspection will begin with baseline readings taken at least 2 weeks prior to pond impoundment and shall continue with readings at decreasing intervals during impoundment and throughout the first year of service. Subsequent inspections and measurements will be made at approximately 1-year intervals after the issue of the initial inspection report, for the next 5 years, and then extended to 5 years thereafter. However, special inspections will be performed after the occurrence of earthquakes equal to or greater than the OBE, tornadoes striking the site, and other similar severe environmental conditions.
| |
| NSPECTION REPORT COMPLIES: The initial preservice report will include the inspection conducted before, during, and after pond filling, and the data compiled during the first 3 months after water impoundment. The report contents will include: a general description of the pond and associated structures; instrumentation description; results and discussions of visual inspection of each feature; and presentation and technical evaluation of results of measurements and instrumentation data. Each subsequent report will include updated data plots and results of each subsequent inspection. Each will include a discussion of measurement data, any maintenance performed, and any unusual observances of structures that have been noted since the previous inspection.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-15 PERTINENT DETAILS OF REFUELING WATER STORAGE TANK vation of Bottom Slab (feet MSL) 835.5 meter (feet) 40.0 ume in Liquid Contents in gallons 400,000*
| |
| al Curie Content 3.7900642 x 103 Based on at least 80 percent of vessel usable volume.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-16 PARAMETER VALUES USED IN SURFACE-WATER TRANSPORT OF LIQUID RADWASTE IN MISSOURI RIVER FOLLOWING POSTULATED RUPTURE OF REFUELING WATER STORAGE TANK rage Width of River, B 1,100 feet) rage Depth of River, D 14 feet) charge in River, Q 69,000*
| |
| cfs) rage River Bed Slope, S 0.000165 ft/ft) tance from Near Shore for Source, YS 0 feet) for Determining Ky 0.65 for Determining Kx 5,600 dwaste Concentration 0.709 x 10-1 n Tank (Ci/ft3)
| |
| Values noted are for regulated river flow conditions near the Callaway Plant site.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-17 AQUIFER CHARACTERISTICS IN CALLAWAY PLANT SITE VICINITY OCK UNITS PHYSICAL PROPERTIESa APPROXIMATEa WATER YIELDb HYDROLOGICb TYPICALb TYPICALc AND AGE THICKNESS CHARACTERISTICS UNIT YIELD WELL DEPTH (feet) (gpm) (feet) iumd Clay, sand & gravel sediments 50-120 Adequate for municipal & Major 500 10-120 ent) generally coarser with depth industrial supply Acquifer eterd Medium- to coarse- 0-200 Adequate for small towns & Major 75 400 ovician) grained sandstone industries Acquifer r-Jeffersond Fine- to medium-grained 300-500 Adequate for domestic and Minor 10-15 250-950 jointed dolomite; interbedded livestock supply Aquifier ovician) shale in upper 100 feet; chert layers idoux Fine- to coarse-grained 100-250 Variable yield, adequate for Major 25-350 700-900 ovician) sandstone; occasional farm supply and small towns Aquifer interbedded cherty dolomite onade Fine-grained dolomite, 300 Adequate for small towns and Major 50-75 800-1,000 ovician) coarse-grained near base industry Aquifer er Medium-grained sandstone 25-30 ovician) ence Medium- to coarse-grained, 200-350 Adequate for farm & domestic Minor 15-20 1,000-1,400 brian) vuggy, fractured dolomite supply; rarely municipal and Aquifer industrial supply Rev. OL-13 5/03
| |
| | |
| OCK UNITS PHYSICAL PROPERTIESa APPROXIMATEa WATER YIELDb HYDROLOGICb TYPICALb TYPICALc AND AGE THICKNESS CHARACTERISTICS UNIT YIELD WELL DEPTH (feet) (gpm) (feet) si Fine- to coarse-grained, vuggy 0-450 Adequate for municipal and Major 500 1,400-1,600 brian) dolomite industrial supply Aquifer y-Doerun Thin- to medium-bedded 0-200 Adequate for domestic supply Minor 5e 1,550-1,800 brian) dolomite; interbedded siltstone Aquifer and shale Interbedded siltstone, shale, 150-225 Rarely used as a supply of Aquitard None brian) sandstone and dolomite water eterre Fine- to medium-grained, 400-1,600 Adequate for domestic supply; Minor 20-25 1,800-1,950 brian) Medium-bedded dolomite commonly used with Lamotte Aquifer tte Fine- to coarse-grained, 300-500 Adequate for municipal and Major 65 350-2,600 brian) cross-bedded, well-cemented industrial supply Aquifer sandstone Metasediments and gneissic Unknown No Yield Aquiclude None None granites Information from Unklesbay, 1955; Hayes, 1961; Hayes & Knight, 1961; Martin, Knight & Hayes, 1961; Fuller et al., 1967.
| |
| Information from Fuller et al., 1967.
| |
| Estimated from information in Fuller et al., 1967 and Robertson, 1962.
| |
| Aquifers utilized locally in immediate site vicinity.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-18 MUNICIPAL WATER SUPPLIES WITHING 50 MILES OF PLANT Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-19 MUNICIPAL WATER SUPPLIES WITHING 50 MILES OF PLANT Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-20 WELL INVENTORY WITHIN 5 MILES OF PLANT WELL APPROXIMATE DEPTH TO APPROXIMATE ESTIMATED DEPTH LAND SURFACE WATER LEVEL ELEVATION OF PUMPAGE RATE CATIONa (FT) ELEVATION (FT) WATER LEVEL TYPE OF WELL (GALLON S/DAY) NAME OF OWNER OR TENANTb
| |
| -10 40 600 20 500 Dug 190 A. Leisinger
| |
| -11 86 660 15 645 Drilled 200 C. Bush
| |
| -13 300 615 70 545 Drilled 200 M. Gibson
| |
| -16 252 620 60 560 Drilled 280 L. Dickrader
| |
| -18 Surface 625 0 625 Enclosed Spring 320 J. Garett
| |
| -23 28 525 20 505 Drove 200 W. Vandelicht
| |
| -25 Surface 525 0 525 Enclosed Spring 700 F. Eueltzau
| |
| -31 Surface 600 0 600 Enclosed Spring 790 W. Mealy
| |
| -32 Surface 600 0 600 Enclosed Spring 860 E. Farely
| |
| -34 340 525 62 463 Drilled 410 J. Shepherd
| |
| -35 160 525 60 465 Drilled 200 R. Miller
| |
| -37 20 525 15 510 Dug 450 M. Hoorman
| |
| -39 20 525 6 519 Dug 100 O. Becker
| |
| -43 360 600 60 540 Drilled 320 K. Mealy
| |
| -44 200 680 14 566 Drilled 300 J. Dick
| |
| -46 47 521 17 504 Drilled NA USGS
| |
| -47 520 807 NA NA Drilled NA R. Nicholsc
| |
| -48 250 795 130 665 Drilled NA G. Bezlerc
| |
| -2 149 620 72 548 Drilled 500 J. Waggoner
| |
| -4 Surface 660 0 660 Enclosed Spring 200 J. Krebs
| |
| -5 150 660 49 611 Drilled 200 B. Harvey
| |
| -10 275 720 85 635 Drilled 300 S. Ward
| |
| -14 345 800 165 635 Drilled 550 B. Mealy
| |
| -16 342 760 182 578 Drilled 200 L. Maddox NA = Information not available.
| |
| Location shown on Figure 2.4-23 Based on 1973 field investigations by Dames & Moore with the exception of those noted.
| |
| Based on Missouri Geological Survey and Water Resources unpublished.
| |
| Rev. OL-13 5/03
| |
| | |
| WELL APPROXIMATE DEPTH TO APPROXIMATE ESTIMATED DEPTH LAND SURFACE WATER LEVEL ELEVATION OF PUMPAGE RATE CATIONa (FT) ELEVATION (FT) WATER LEVEL TYPE OF WELL (GALLON S/DAY) NAME OF OWNER OR TENANTb
| |
| -19 465 720 182 538 Drilled 300 C. Ready
| |
| -3 300 820 178 642 Drilled 520 Krenzel
| |
| -8 Surface 800 0 800 Enclosed Spring 420 L. Danbs
| |
| -11 600 775 214 561 Drilled 900 H. Vandeloecht
| |
| -15 Surface 720 0 720 Enclosed Spring 580 B. Crabtree
| |
| -16 482 640 205 435 Drilled 200 C. ONeal
| |
| -17 300 795 140 655 Drilled 250 C. Krebs
| |
| -19 404 780 207 573 Drilled 200 C. Klingman
| |
| -23 450 740 210 530 Drilled NA L. Maddox
| |
| -18 348 840 230 610 Drilled 800 R. Ballard
| |
| -19 460 800 210 590 Drilled 200 C. Davis
| |
| -26 465 824 255 569 Drilled NA Davis Brothersc
| |
| -27 320 836 305 531 Drilled NA H. Davis
| |
| -1 230 660 4 656 Drilled 550 Burns
| |
| -3 15 600 4 596 Dug 100 Klosterman
| |
| -7 260 662 35 627 Drilled 800 H. Smithc
| |
| -9 12 700 8 695 Dug 300 R. Schmidt
| |
| -10 316 745 118 627 Drilled 260 H. Arnold
| |
| -17 290 660 40 620 Drilled 200 P. Galatins
| |
| -17 Surface 660 0 660 Enclosed Spring 200 P. Galatins
| |
| -20 275 545 4 541 Drilled NA L. Klastermanc
| |
| -21 205 587 6 581 Drilled NA E. Leec
| |
| -22 295 580 40 540 Drilled NA P. Gaffatinc
| |
| -1 NA 840 272 568 Drilled 400 J. Powers
| |
| -5 405 820 200 620 Drilled 1,380 P. Garrett
| |
| -6 Surface 815 0 815 Enclosed Spring 410 J. Masek
| |
| -15 378 842 NA NA Drilled 1,200 C. Holland
| |
| -Unknown 1,510 NA NA NA Drilled NA Union Electricc Rev. OL-13 5/03
| |
| | |
| WELL APPROXIMATE DEPTH TO APPROXIMATE ESTIMATED DEPTH LAND SURFACE WATER LEVEL ELEVATION OF PUMPAGE RATE CATIONa (FT) ELEVATION (FT) WATER LEVEL TYPE OF WELL (GALLON S/DAY) NAME OF OWNER OR TENANTb
| |
| -Unknown 1,135 NA NA NA Drilled NA Union Electricc
| |
| -10 330 801 230 571 Drilled NA V. Cope
| |
| -1 65 820 20 800 Dug 950 W. Davidson
| |
| -3 350 800 116 684 Drilled NA O. Morgan
| |
| -7 755 760 215 545 Drilled 60,000 Curia Land Sales
| |
| -17 Surface 620 0 620 Enclosed Spring 1,650 C. Brooks (Lost Canyon Lake)
| |
| -6 325 761 200 521 Drilled NA M. Nickelsc
| |
| -21 705 795 NA NA Drilled NA Beaufort Transfer Co.c
| |
| -22 755 782 225 557 Drilled NA Lost Canyon Estatec
| |
| -23 177 740 NA NA Drilled NA NAc
| |
| -8 375 740 125 615 Drilled 760 Schulte
| |
| -9 276 740 60 680 Drilled 100 Snyder
| |
| -12 460 700 140 560 Drilled 250 M. Brown
| |
| -19 420 815 70 745 Drilled 1,110 R. Masek
| |
| -20 400 800 100 700 Drilled 380 D. Bridges
| |
| -23 300 NA 180 NA Drilled NA W. Herring
| |
| -23 375 830 246 584 Drilled NA A. Breedenc
| |
| -24 500 779 200 579 Drilled NA Church of Godc
| |
| -25 39 700 NA NA Drilled NA NAc
| |
| -4 20 760 15 745 Dug 300 T. Lamons
| |
| -6 297 720 100 620 Drilled 910 A. Diehl
| |
| -11 300 720 100 620 Drilled 400 J. Flowers
| |
| -17 117 640 3 637 Drilled 480 S. Bernard
| |
| -18 118 660 22 638 Drilled 680 C. Bradley
| |
| -26 300 785 220 565 Drilled NA C. Diehlc Rev. OL-13 5/03
| |
| | |
| TABLE 2.4-21 PERMEABILITY OF SITE GEOLOGIC UNITS BASED ON PRECONSTRUCTION BOREHOLE PRESSURE TESTS CALLAWAY LIMESTONE DEPTH PERMEABILITY BORING TEST # FROM TO (cm/sec)
| |
| P-69 2 102.0 122.0 2.3 x 10-6 3a 122.0 142.0 3.6 x 10-7 P-74 3 102.0 122.0 6.3 x 10-7 4 122.0 142.0 6.2 x 10-7 P-147 2b 117.0 137.4 2.1 x 10-6 3a 137.0 157.4 1.2 x 10-6 P-70 2b 106.0 126.0 6.6 x 10-6 3 127.0 147.0 1.8 x 10-5 4a 141.0 161.0 1.9 x 10-5 P-143 3b 107.0 127.4 5.4 x 10-6 4c 127.0 147.4 1.4 x 10-6 5c 147.0 167.4 2.6 x 10-6 P-144 2b 106.0 126.4 negligibled 3 126.0 146.4 4.6 x 10-7 4c 146.0 166.4 9.8 x 10-7 e: 1.0 x 10-9 to 1.9 x 10-5 cm/sec age: 4.1 x 10-6 cm/sec Interval tested includes part of the upper Cotter-Jefferson City Formation.
| |
| Interval tested includes part of the basal Snyder Creek Shale.
| |
| Interval tested includes part of the upper St. Peter Sandstone.
| |
| No flow detected in interval tested. Conservative value of 1 x 10-9 cm.sec assigned for purposes of data reduction.
| |
| Rev. OL-13 5/03
| |
| | |
| SNYDER CREEK SHALE DEPTH PERMEABILITY BORING TEST # FROM TO (cm/sec)
| |
| P-69 1e 83.0 103.0 2.8 x 10-6 P-74 1 75.0 95.0 1.6 x 10-6 2 e 82.0 102.0 1.5 x 10-6 P-147 5f 78.0 98.4 1.7 x 10-6 1 101.0 121.4 5.9 x 10-7 P-70 1 87.0 107.0 7.5 x 10-6 2 106.0 126.0 6.6 x 10-6 P-143 1 79.0 99.4 1.5 x 10-6 2 88.0 108.4 negligibled P-144 1 86.0 106.4 negligibled e: 1.0 x 10-9 to 7.5 x 10-6 cm/sec age: 2.4 x 10-6 cm/sec Interval tested includes part of the upper Callaway Limestone.
| |
| Interval tested includes part of the Bushberg Sandstone.
| |
| Rev. OL-13 5/03
| |
| | |
| ST. PETER SANDSTONE AND PALEOKARST RUBBLE DEPTH PERMEABILITY BORING TEST # FROM TO (cm/sec)
| |
| P-70g 5 161.0 103.0 4.9 x 10-6 6 181.0 201.0 5.0 x 10-6 7 201.0 221.0 4.5 x 10-6 8 221.0 241.0 4.2 x 10-6 9 241.0 261.0 3.9 x 10-6 P-143 5h 147.0 167.4 2.6 x 10-6 6 160.0 180.4 2.0 x 10-6 7i 178.0 198.4 1.8 x 10-6 8 i 198.0 218.4 3.3 x 10-6 9i 206.0 226.0 1.9 x 10-6 10i 222.0 242.0 5.8 x 10-7 P-144 5 166.0 186.4 3.9 x 10-7 6 181.0 201.4 3.6 x 10-7 7 201.0 221.4 3.2 x 10-7 8 219.5 239.9 2.9 x 10-7 P-147 3 137.0 157.4 1.2 x 10-6 4 i 153.0 173.4 3.8 x 10-7 e: 2.9 x 10-7 to 5.0 x 10-6 cm/sec age: 2.2 x 10-6 cm/sec le e: 5.8 x 10-7 to 3.3 x 10-6 cm/sec age: 1.8 x 10-6 cm/sec eter e: 2.9 x 10-7 to 5.0 x 10-6 cm/sec age: 2.4 x 10-6 cm/sec Values based on reevaluation of field pressure test data.
| |
| Tested section includes part of the basal Callaway Limestone.
| |
| Denotes interval zones tested in Paleokarst rubble zone.
| |
| Rev. OL-13 5/03
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| COTTER-JEFFERSON CITY FORMATION DEPTH PERMEABILITY BORING TEST # FROM TO (cm/sec)
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| P-143 11j 240.0 260.4 2.7 x 10-7 P-69 4j 141.0 161.0 9.8 x 10-7 5 160.0 180.0 1.4 x 10-6 6 179.0 199.0 5.0 x 10-6 7 198.0 218.0 4.7 x 10-6 8k 1.3 x 10-5 9k 218.0 238.0 3.9 x 10-6 10k 238.0 258.0 3.6 x 10-6 11 k 258.0 278.0 3.4 x 10-6 12k 278.0 298.0 3.2 x 10-6 13k 298.0 318.0 3.0 x 10-6 14 318.0 338.0 1.9 x 10-5 15 338.0 358.0 9.5 x 10-6 P-74 4h 122.0 142.0 6.2 x 10-7 5 142.0 162.0 1.6 x 10-6 6 161.0 181.0 1.7 x 10-6 7 180.0 200.0 1.3 x 10-6 8k 200.0 220.0 1.5 x 10-6 9 219.0 239.0 4.2 x 10-6 10k 238.0 258.0 3.9 x 10-6 11 k 256.0 276.0 3.6 x 10-6 12 270.0 290.0 3.4 x 10-6 13k 289.0 309.0 3.3 x 10-6 14 k 305.0 325.0 2.0 x 10-5 15k 328.0 348.0 2.0 x 10-5 16 347.0 367.0 5.1 x 10-4 e: 2.7 x 10-7 to 5.1 x 10-4 cm/sec e (above 300 ft): 2.7 x 10-7 to 4.7 x 10-6 cm/sec age: 2.5 x 10-5 cm/sec age (above 300 ft): 3.2 x 10-6 cm/sec Intervals at depths adjacent to or underlying St. Peter Sandstone.
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| Values based on reevaluation of field results.
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| Rev. OL-13 5/03
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| TABLE 2.4-22 PERMEABILITY OF SITE GEOLOGIC UNITS BASED ON PRECONSTRUCTION FALLING HEAD PERMEAMETER TESTS OLOGIC PERMEABILITYc IT(s)a PIEZOMETERb (cm/sec)
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| HS-1 6.8 x 10-8 HS-4 2.7 x 10-6 P-80T 4.8 x 10-6 P-104T 2.5 x 10-7 P-104AG 1.9 x 10-7 P-80M 3.4 x 10-6 P-104M 4.5 x 10-8 AVERAGE 1.6 x 10-6 R-1-20 2.4 x 10-5 HS-2 9.2 x 10-7 HS-3 6.0 x 10-7 AVERAGE 8.5 x 10-6 Geologic units are designated as follows: Qu - Quaternary deposits; ML -
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| Modified loess; Ag - Acretion-gley; T - Glacial Till; Pgc - Pennsylvanian Graydon chert conglomerate; Mbr - Mississippian Burlington Limestone; Mbs -
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| Mississippian Bushberg Sandstone; Dsc - Devonian Snyder Creek Shale; Dc-Devonian Callaway Limestone; Ojc - Ordovician Cotter-Jefferson City Formation.
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| Piezometer effective intervals are given in PSAR Table 2.4-15. Piezometer locations are shown on PSAR Figures 2.4-17 and 2.4-83.
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| Permeability values based on the results of falling head permeameter tests conducted in the field.
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| Piezometer not operational - permeability values suspect and, therefore, not included in calculation of range or average value for particular units.
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| Rev. OL-13 5/03
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| OLOGIC PERMEABILITYc IT(s)a PIEZOMETERb (cm/sec)
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| & Mbr P-6A-83 6.6 x 10-7 P-2-69 3.8 x 10-7 P-9-75 9.5 x 10-7 R-2-49 2.1 x 10-6 P-4-47d 5.4 x 10-7 P-15-78d 9.1 x 10-7 AVERAGE 1.0 x 10-6
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| & Pgc R-5-68 1.1 x 10-6
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| & Mbs P-12-81d 2.1 x 10-6 P-11-82 5.1 x 10-6
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| , Mbr P-16-78d 1.5 x 10-6 s & Dsc P-5A-89 4.5 x 10-6
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| , Mbs & Dsc P-13-73 4.4 x 10-6 s & Msc P-4-120 1.5 x 10-7 P-1A-97 2.7 x 10-6 AVERAGE 1.4 x 10-6 R-1-84 4.2 x 10-7 P-17-127 2.3 x 10-7 P-6A-135 1.9 x 10-7 AVERAGE 2.1 x 10-7
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| & Dc P-2-135 3.0 x 10-7
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| & Ojc P-10-145 1.5 x 10-6 P-5A-154 6.1 x 10-7 P-3-155 3.0 x 10-7 AVERAGE 8.3 x 10-7 Rev. OL-13 5/03
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| OLOGIC PERMEABILITYc IT(s)a PIEZOMETERb (cm/sec)
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| , Dc & Ojc R-4-127 2.1 x 10-7
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| & Ojc R-1-148 1.5 x 10-7 P-3-155 3.0 x 10-7 AVERAGE 2.2 x 10-7 R-6-208 3.0 x 10-7 Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.4-24 AVERAGE PERMEABILITY FOR PERMANENT MONITORING PIEZOMETERS AVERAGE OLOGIC PERMEABILITYc IT(s)a PIEZOMETERb (cm/sec)
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| Ojc M1 8.3 x 10-7 s, Dsc M2 1.4 x 10-6 s, Dsc, Ojc M3 8.5 x 10-7 M4 8.5 x 10-6 (Middle) M5 3.4 x 10-6 M6 8.5 x 10-6 M7 4.1 x 10-6 (Upper) M8 3.7 x 10-6 (Middle) M9 3.4 x 10-6 M10 8.5 x 10-6 Geologic units are designated as follows:
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| Pgc - Pennsylvanian Graydon Chert Conglomerate; Mbs - Mississippian Bushberg Sandstone; Dsc - Devonian Snyder Creek Shale; Dc - Devonian Callaway Limestone; Ojc - Ordovician Cotter - Jefferson City Formation.
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| Piezometer effective intervals are given in FSAR Table 2.4-25. Piezometer locations are shown on FSAR Figure 2.4-30.
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| Averages taken from similar depths tested.
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| Rev. OL-17 4/09
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| TABLE 2.4-25 PERMANENT PIEZOMETER WATER LEVEL READINGS ZOMETER EFFECTIVE UNITS TOP OF CASING DATE WATER LEVEL DEPTH WATER LEVEL REMARKS INTERVAL* SCREENED ELEVATION (BELOW TOP OF CASING) ELEVATION (feet) (MSL) (feet) (MSL)
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| M1 97 - 169 Callaway Upper 845.2 7/25/79 --- --- Dry Cotter-Jefferson City 8/9/79 --- --- Dry M2 83 - 138 Bushberg Snyder Creek 853.02 7/25/79 82.69 770.33 Callaway 8/9/79 82.84 770.78 M3 72 - 125 Bushberg Snyder Creek 847.41 7/25/79 119.20 728.21 Possibly not Callaway 8/9/79 126.17 721.24 stabilized M4 35 - 58 Graydon 847.96 7/25/79 51.81 796.15 Possibly not 8/9/79 57.05 790.91 stabilized M5 234 - 300 Middle Cotter-Jefferson 848.37 7/25/79 --- --- 7/25/79 not City 8/9/79 263.37 585.05 completed M6 24 - 45 Graydon 829.42 7/25/79 32.74 796.68 8/9/79 33.05 796.37 M7 95 - 126 Callaway 829.81 7/25/79 124.68 705.13 8/9/79 125.68 704.13 M8 130 - 170 Upper Cotter-Jefferson 829.57 7/25/79 117.72 711.85 City 8/9/79 117.77 711.80 M9 230 - 296 Middle Cotter-Jefferson 829.90 7/25/79 267.79 562.11 City 8/9/79 266.83 563.07 M10 40 - 51 Graydon 845.12 7/25/79 34.18 810.94 8/9/79 34.90 810.22 Effective interval depths reported to nearest foot below ground.
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| Rev. OL-17 4/09
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| TABLE 2.4-26 SELECTED GROUND WATER QUALITY ANALYSES FROM PUBLIC AND DOMESTIC WATER SUPPLIESa TOTAL DIS- TOTAL POTAS- CAL- MAGNE NI- SUL- CHLO- FLUO- SOLVED HARD-MAP ALKA- IRON SODIU SIUM CIUM -SIUM TRATE PHATE RIDE RIDE SOLIDS NESS RMATION KEY SUPPLY FACILITY pH LINITY (Fe) M (Na) (K) (Ca) (Mg) (NO3) (SO4) (Cl) (F) (TDS) (TH) eter Q1 Montgomery City 7.7 341.0 0.04 224.5 5.0 20.8 11.7 0.0 146.9 52.5 1.64 768. 100 Q3 Middletown 7.4 465.0 0.30 200.0 19.4 36.8 22.4 1.3 153.5 10.9 1.00 888. 134 r- Q3 Bellflower 7.5 429.0 0.14 57.5 6.8 77.6 37.9 0.0 43.8 6.7 0.93 477. 350 ferson City Q4 Portland 7.7 316.5 0.30 4.2 1.8 74.0 41.2 0.0 14.0 4.2 0.0 432. 354 (Private Supply) idoux Q5 Jonesburg 8.1 295.0 0.06 56.0 8.8 61.6 31.4 0.0 85.0 27.8 2.80 541. 284 Q6 Hallsville 7.5 357.0 0.04 57.5 7.8 75.2 32.6 0.4 56.8 30.7 1.08 529. 322 onade Q7 New Bloomfield 7.6 328.0 0.10 20.0 3.0 68.8 30.1 0.0 17.5 4.8 0.60 414. 296 cluding Q8 Callaway County 7.2 328.0 0.09 20.0 5.4 76.0 33.5 0.3 36.0 4.9 0.95 449. 628 nter Member) PWSD #1 ence Q9 Fulton 7.7 326.0 0.01 40.0 5.4 64.8 31.1 0.6 38.7 16.6 1.16 441. 290 Q10 Auxvasse 7.6 0.14 25.5 6.8 60.8 33.0 0.0 14.4 7.4 0.74 350. 263 si Q11 Cedar City 7.9 289.0 0.45 54.5 5.4 57.6 24.3 0.0 34.8 28.6 1.08 477. 244 Q12 Cole County 7.8 278.0 0.30 2.5 0.9 64.0 31.6 0.0 18.7 3.5 0.16 344. 290 PWSD #1 Rev. OL-13 5/03
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| TABLE 2.4-27 GROUND WATER QUALITY ANALYSES OF SAMPLES FROM THE GRAYDON CHERT CONGLOMERATE PIEZOMETER PIEZOMETER PIEZOMETER PIEZOMETER PIEZOMETER PS-5 PS-4A PS-6 PS-1A HS-3 8.2 7.7 7.4 7.3 7.8 Alkalinity (ppm) 376 331 368 428 436 bonate Alkalinity 458.2 404.5 448.7 521.4 530.9 (ppm)
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| Hardness (ppm) 133 223 333 291 231 ppm) 35.6 53.2 90.0 78.4 57.6 ppm) 10.7 24.3 26.2 23.1 21.1 pm) 20.3 16.8 15.4 47.6 7.4 pm) 135 71.5 100.0 117.5 98.0 m) 6.2 0.7 4.2 0.7 16.4 meters bailed January 29, 1975. Piezometers sampled January 30, 1975.
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| ples analyzed by Missouri Department of Natural Resources, ion of Environmental Health, Jefferson City, Missouri, January 30, ary 31, 1975.
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| Rev. OL-13 5/03
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| TABLE 2.4-28 DETAILS OF TANKS POSTULATED TO RUPTURE IN ACCIDENT ANALYSIS FOR CALLAWAY PLANT SPENT RESIN BORON RECYCLE REFUELING WATER STORAGE TANK HOLDUP TANK STORAGE TANK (PRIMARY) (A OR B) tion In Radwaste Building In Radwaste Building Outside; between Radwaste Building and the Turbine-Reactor Complex tion of Bottom Slab (ft above MSL) 812.0 812.0 835.5 eter (ft) 7.0 20.0 40.0 Height (ft) 7.3 19.1 36.8 me of Liquid Contents (gal) 2,095 44,800 400,000 me of Liquid Contents (ml) 7.929 x 10 6 1.696 x 108 1.514 x 109 Content for Radionuclides Radionuclide Half-Life (days)
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| H-3 4,478 Negligible* 5.92 x 102 3.79 x 103 Mn-54 303 8.73E+01 1.12 x 10-3 6.99 x 10-6 Co-58 71.3 1.83E+03 5.36 x 10-2 3.36 x 10-4 Co-60 1,924.9 7.68E+02 7.37 x 10-3 4.58 x 10-5 Sr-89 52.0 2.94E+01 9.67 x 10-3 5.92 x 10-5 Sr-90 10,263.5 4.05E+00 3.08 x 10-4 1.92 x 10-6 Nb-95 35.2 9.00E+00 1.75 x 10-4 1.31 x 10-6 Zr-95 65.0 6.36E+00 1.99 x 10-4 1.25 x 10-6 I-131 8.07 3.51E+03 3.99 x 100 2.34 x 10-2 Cs-134 748.8 5.34E+03 9.29 x 100 1.39 x 10-2 Cs-137 11,099.9 4.44E+03 6.75 x 100 1.01 x 10-2 Ba-140 12.8 4.89E+00 4.05 x 10-3 2.56 x 10-5 This source term was developed by increasing the tank inventory stated in Table 11.1-6, Sheet 17 by a factor of 3 to ensure that the source term would bound allowable plant operating conditions Rev. OL-13 5/03
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| TABLE 2.4-29 PARAMETER VALUES USED IN MODELING GROUND-WATER TRANSPORT OF RADIONUCLIDES FOLLOWING POSTULATED RUPTURE OF LIQUID RADWASTE TANKS AT CALLAWAY PLANT SPENT RESIN STORAGE TANK (PRIMARY),
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| BORON RECYCLE HOLDUP TANK (A OR B),
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| ORIGIN OR REFUELING WATER STORAGE TANK stination Tributary to Tributary to Well 23 Mud Creek Logan Creek ection from origin S50°Wa N40°Eb S83°Wb tance (ft) along flow path to destination 4,500a 4,400b 8,700b ischarge point) rage hydraulic gradient, i 0.0144a 0.0148b 0.0075b izontal permeability (cm/day) Kh 52.0 52.0 52.0 al porosity, n 0.15 0.15 0.15 ctive porosity, ne 0.12 0.12 0.12 persion coefficients (cm2/day)
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| Dx 0.589 0.589 0.583 Dy 0.589 0.589 0.583 Dz 1.0x10-6 1.0x10-6 1.0x10-6 al concentration of cations in ground water 0.013 0.013 0.013 (meq/ml) CCa Rev. OL-13 5/03
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| SPENT RESIN STORAGE TANK (PRIMARY),
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| BORON RECYCLE HOLDUP TANK (A OR B),
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| ORIGIN OR REFUELING WATER STORAGE TANK stination Tributary to Tributary to Well 23 Mud Creek Logan Creek ion exchange capacity (meq/g). Q 0.0044 0.0044 0.0044 ilibrium exchange constants, E Co-Ca 1.16 1.16 1.16 Sr-Ca 1.00 1.00 1.00 Cs-Ca 2.21 2.21 2.21 al dimensions of slug in formation (cm)
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| Spent Resin Storage Tank (Primary) 375.3 375.3 375.3 xo (=yo =zo)
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| Boron Recycle Holdup Tank (A or B) 1,042 1,042 1,042 xo (=yo =zo)
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| Refueling Water Storage Tank xo (=yo) 2,878 2,878 2,878 zo 1,219 1,219 1,219 From Unit No. 1 (closest unit to discharge point).
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| From Unit No. 2 (closest unit to discharge point).
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| Rev. OL-13 5/03
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| TABLE 2.4-30 RESULTS OF COMPUTER SIMULATION OF GROUND-WATER MOVEMENT OF RADIONUCLIDES TO DISCHARGE LOCATIONS IN NEAREST STREAMS AT NEAREST POINT ON AT NEAREST POINT ON TRIBUTARY TO MUD CREEK TRIBUTARY TO LOGAN CREEK C (a) t (b) C (a) t (b)
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| RADIONUCLIDE max max max max OSTULATED RUPTURE OF THE SPENT RESIN STORAGE TANK (PRIMARY H-3 (c) (c) (c) (c)
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| Mn-54 9.3 x 10-22 2.19 x 104 9.9 x 10-21 2.09 x 104 Co-58(d) < 10-50 1.5 x 105 < 10-50 1.5 x 105 Co-60(d) 1.08 x 10-22 1.51 x 105 1.23 x 10-21 1.45 x 105 Sr-89(d) < 10-50 1.3 x 105 < 10-50 1.3 x 105 Sr-90(d) 3.6 x 10-5 1.33 x 105 5.4 x 10-5 1.27 x 105 Nb-95 < 10-50 2.19 x 104 < 10-50 2.09 x 104 Zr-95 < 10-50 2.19 x 104 < 10-50 2.09 x 104 I-131 < 10-50 2.2 x 104 < 10-50 2.1 x 104 Cs-134(d) < 10-50 2.7 x 105 < 10-50 2.6 x 105 Cs-137(d) 1.65 x 10-5 2.68 x 105 3.3 x 10-5 2.57 x 105 Ba-140 < 10-50 2.2 x 104 < 10-50 2.1 x 104 OSTULATED RUPTURE OF THE BORON RECYCLE HOLDUP TANK (A OR B)
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| H-3 1.2 x 10-1 2.19 x 104 1.4 x 10-1 2.09 x 104 Mn-54 1.2 x 10-27 2.19 x 104 1.0 x 10-26 2.09 x 104 Co-58(d) < 10-50 1.5 x 105 < 10-50 1.5 x 105 Co-60(d) 1.1 x 10-28 1.51 x 105 1.2 x 10-27 1.44 x 105 Sr-89(d) < 10-50 1.3 x 105 < 10-50 1.3 x 105 Sr-90(d) 2.2 x 10-10 1.33 x 105 3.3 x 10-10 1.27 x 105 Rev. OL-13 5/03
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| AT NEAREST POINT ON AT NEAREST POINT ON TRIBUTARY TO MUD CREEK TRIBUTARY TO LOGAN CREEK C (a) t (b) C (a) t (b)
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| RADIONUCLIDE max max max max Nb-95 < 10-50 2.19 x 104 <10-50 2.09 x 104 Zr-95 < 10-50 2.19 x 104 <10-50 2.09 x 104 I-131 < 10-50 2.2 x 104 <10-50 2.1 x 104 Cs-134 < 10-50 2.67 x 105 <10-50 2.55 x 105 Cs-137 2.1 x 10-9 2.68 x 105 4.5 x 10-9 2.56 x 105 Ba-140 < 10-50 2.2 x 104 < 10-50 2.2 x 104 OSTULATED RUPTURE OF THE REFUELING WATER STORAGE TANK H-3 8.6 x 10-2 2.18 x 104 1.0 x 10-1 2.08 x 104 Co-60(d) 1.0 x 10-31 1.50 x 105 1.1 x 10-30 1.43 x 105 Sr-90(d) 1.7 x 10-13 1.33 x 105 2.5 x 10-13 1.27 x 105 Cs-137(d) 4.0 x 10-13 2.66 x 105 8.4 x 10-13 2.55 x 105 Cmax = peak concentration in Ci/ml at specified discharge point.
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| tmax = time of peak concentration, in days after occurrence of postulated rupture.
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| Present in tank only in negligible amounts.
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| Cation exchange hold-back included in simulation.
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| Rev. OL-13 5/03
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| TABLE 2.4-31 RESULTS OF COMPUTER SIMULATION OF MOVEMENT OF RADIONUCLIDES TO WELL 23a Cmaxb tmaxc SOURCE RADIONUCLIDE (Ci/ml) (days) on Recycle dup Tank or B) H-3 9.5 x 10-6 8.16 x 104 ueling Water rage Tank H-3 8.4 x 10-6 8.14 x 104 nt Resin rage Tank mary) Sr-90 3.0 x 10-16 4.96 x 105 ation exchange hold-back included in simulation.
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| max= peak concentration at the well.
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| ax= time of peak concentration after occurrence of postulated tank rupture.
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| Rev. OL-13 5/03
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| TABLE 2.4-32 DETAILS OF DILUTION CALCULATIONS FOR GROUND WATER DISCHARGING TO TRIBUTARIES LENGTH OF CURVILINEAR LINE CONNECTING ESTIMATED AVERAGE PLUME WIDTH UPSTREAM ATTENUATED CONCENTRATION AT DISCHARGE ENDS OF VALLEYS CONCENTRATION AT ACROSS PLUME IN LOCATION (ON PLANT SIDE) DILUTION CHOSEN CHOSEN ADIO- DISCHARGE DISCHARGING Wp Lc RATIO CONFLUENCE POINT CONFLUENCE UCLIDE SOURCE LOCATION WATER*(Ci/ml) (ft) (ft) Lc/Wp (Ci/ml) POINT LOCATION Mud Creek In Mud Creek, Tributary, 4.7 x 10-2 177 9,300 52.5 8.9 x 10-4 11,500 ft. S35°W 4,500 ft from of plant center Radwaste Bldg.
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| H-3 Refueling Water Logan Creek In Logan Creek, Storage Tank Tributary, 5.4 x 10-2 177 6,400 36.2 1.5 x 10-3 11,500 ft N45°E 4,400 ft from of plant center Radwaste Bldg.
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| Mud Creek In Mud Creek, Tributary, 5.4 x 10-6 108 9,300 86.1 6.3 x 10-8 11,500 ft S35°W 4,500 ft from of plant center Radwaste Bldg.
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| Sr-90 Spent Resin Logan Creek In Logan Creek, Storage Tank Tributary, 8.1 x 10-6 108 6,400 59.3 1.38 x 10-7 11,500 ft N45°E (Primary) 4,400 ft from of plant center Radwaste Bldg.
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| At time of peak concentration.
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| Rev. OL-13 5/03
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| Callaway Plant site is located in Callaway County, Missouri, approximately 10 miles theast of the town of Fulton (Figure 2.5-1). The site is located in the Central Stable gion a region which was subjected to gentle structural uparching and downwarping ing the Paleozoic and Mesozoic eras. The arches, basins, and other structures of the ntral Stable Region were formed, with few exceptions, by vertical block tectonics ing the Paleozoic Era. Geotechnical investigations conducted at the site and in the rounding region have not identified the existence of any faults closer to the site than miles.
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| rock at the site is overlain by nonindurated glacial and postglacial deposits averaging to 40 feet in thickness. These deposits consist of a modified loess accretion-gley, and cial till. The uppermost bedrock unit at the Callaway Plant site is the Pennsylvanian ydon chert conglomerate which consists of gravel- to boulder-size chert particles in a y or silt matrix. The deposits are underlain by Mississippian limestone and sandstone he Burlington and Bushberg formations respectively, and limestone, siltstone, and le of the Devonian Snyder Creek and Callaway formations.
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| total thickness of the Paleozoic section at the site, including underlying Cambrian Ordovician sedimentary units, is approximately 2,000 feet. The underlying cambrian basement rocks 10 miles south of the Callaway Plant consist of highly red serpentine which becomes porphyritic with depth and is underlain by rhyolite phyry and tuff.
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| ntle warping of the rocks at the site is indicated by the presence of numerous sional unconformities in the stratigraphic section and the gentle tilting that the strata ibit. The regional dip is 5 to 10 feet per mile toward the northwest, with dips in the site a of up to 70 feet per mile.
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| Callaway Plant site occupies a plateau area where elevations range from about 800 50 feet above mean sea level (MSL). The Missouri River passes about 5 miles south he site at an elevation approximately 300 feet lower than the plant area. The ography surrounding the plateau, particularly between the site and the river, has been turely dissected by intermittent streams whose gradients locally exceed 400 feet per
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| : e. Glacial and postglacial sediments averaging 30 to 40 feet in thickness cap the eau where the site is located. The Callaway Plant site is located in an area of the tral United States which has been relatively stable seismically. No historic earthquake center has been reported within about 40 miles of the plant site. Only four thquakes have been reported within 60 miles of the Site since the beginning of the h century, none of which were greater than Modified Mercalli Intensity (MMI) V. The 1-1812 New Madrid event occurred approximately 200 miles southeast from the site h a maximum intensity of MMI XI-XII. Based on seismic investigations which were ducted, a Safe Shutdown Earthquake (SSE) has been determined for safety related ctures. The SSE would generate a horizontal ground acceleration of 0.20g in ve-average foundation supporting materials. The specified SSE is derived from 2.5-1 Rev. OL-21 5/15
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| miles; an Intensity VII event occurring anywhere within the Chester-Dupo or Ste.
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| nevieve seismotectonic regions approximately 70 miles east-southeast of the site; or MMI V event occurring within the Missouri Random Region near the site.
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| results of comprehensive geotechnical investigations at the site demonstrate that petent foundation materials are present for establishing conservative design and struction criteria for support of the Category I facilities. All major Category I structures supported on competent rock. There are no geologic features at or near the site that uld preclude its use for the construction and operation of the nuclear power station.
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| geologic investigations for this report included reviews of published and unpublished a, communication with individuals, agencies, and companies knowledgeable about region or Callaway Plant site area, aerial photographic and Earth Resources hnology Satellite (ERTS) imagery interpretation, reconnaissance geologic mapping, borings, subsurface correlation, field testing surface and borehole geophysics, and oratory testing of soils and rock. The firms who performed the work and their pective contributions are shown in the following list.
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| estigations Performed by ologic Literature Review Dames & Moore; T. C. Buschbach -
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| Illinois Geological Survey ial Photographic and ERTS Dames & Moore gery Interpretation connaissance Geologic Mapping Dames & Moore t Borings Dames & Moore; Test Drilling Service, Inc.; Raymond International Wabash Drilling Company avation Mapping Dames & Moore d Testing Dames & Moore ophysical Explorations Dames & Moore ehole Geophysical Logging Dames & Moore Birdwell Division, Seismograph Service Corp ck Quarry Studies Dames & Moore 2.5-2 Rev. OL-21 5/15
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| oratory Soil Tests Dames & Moore; Geo-Testing, Inc.; M. L. Silver -
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| University of Illinois at Chicago Circle; K. Majidzadeh - Ohio State University oratory Rock Tests Geo-Testing, Inc.; Richard C. Mielenz; Walter H. Flood & Co., Inc.; Erlin Hime Co; Pittsburgh Testing Laboratory; Daniel International Corp.
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| ratory Ground Motion Dames & Moore
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| .1 BASIC GEOLOGIC AND SEISMIC INFORMATION
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| .1.1 Regional Geology
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| .1.1.1 Regional Physiography site area straddles the boundary between the Dissected Till Plains Physiographic tion to the north and the Ozark Plateaus Physiographic Province to the south. The sected Till Plains is a division of the Central Lowland Physiographic Province nneman, 1946). The region surrounding the site encompasses all or portions of merous physiographic units which are discussed in the following paragraphs. Figure
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| -2 shows the location of the site with respect to these physiographic units. Site area siography is discussed in Section 2.5.1.2.1.
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| a, northern Missouri, and most of Illinois were covered by various glacial advances ing Pleistocene time (see Figure 2.5-3). Deposits of glacial till and loess buried a ographic surface of moderate relief and left a featureless plain. The resulting ositional topography is not bedrock controlled; however, some preglacial landforms reflected through the glacial cover and form minor aspects on the terrain. The ciated area which occupies the Central lands Physiographic Province, is divided into the Till Plains and the Dissected Till ins sections primarily on the basis of drainage development.
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| southern boundary of the Dissected Till Plains Section, as defined by the southern t of glaciation, passes through the site area. As the name implies, this section is well sected by existing stream drainage. Glacial deposits within the region of study are consinan and older in age. streams on the older glacial tills are better established
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| , as a result, have more deeply eroded valleys. A notable feature of this siographic section is the absence of end moraines. The Till Plains Section lies east of Mississippi River in Illinois. The topography is characterized by an undulating surface low relief. Numerous end moraines are present but not strongly developed. They are 2.5-3 Rev. OL-21 5/15
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| ever, dissection is not well developed except along major streams.
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| Ozark Plateaus region extends across the state of Missouri from the Missouri and sissippi rivers to northern Arkansas and northeastern Oklahoma an includes the em and Springfield plateaus and the Boston Mountains. Topographic forms are the duct of maturely dissected, gently dipping, sedimentary rocks of variable hardness. A es of inwardfacing escarpments arranged concentrically around the central Ozark me has developed on the more resistant formations.
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| Salem Plateau completely encircles the St. Francois Mountains. This region was e a continuous rolling upland surface with elevations from 1,500 to 1,700 feet MSL; ever, only remnants remain today. Numerous streams have eroded much of the eau and cut valleys hundreds of feet deep. Despite extensive dissection, numerous rstream tracts (known locally as "prairies") justify the section being designated a eau rather than hills. Local relief on the Salem Plateau uplands is seldom as much as feet, but relief adjacent to major streams may be as great as 500 feet. This deep and cate dissection is one of the features that distinguishes the Salem Plateau from the ingfield Plateau (Thornbury, 1965).
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| St. Francois Mountains lie at the center of the Ozark Uplift. Rugged hills of cambrian igneous rocks rise above the Salem Plateau to a maximum elevation of 72 feet MSL, the highest point in Missouri (U.S. geological Survey and Missouri ision of Geological Survey and Water Resources, 1967).
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| Springfield Plateau is elevated between 1,000 and 1,500 feet MSL, with moderate to topographic relief. Much of the plateau consists of flat interfluvial "prairies",
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| arated by stream valleys cut 200 to 300 feet below the upland surface.
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| liers of Pennsylvanian rock locally stand a few hundred feet above the plateau face and represent persistent remnants of an older, higher land surface that has been rpreted as a peneplain (Thornbury, 1965). The Springfield Plateau is bounded on the th by a prominent escarpment that marks the northern front of the Boston Mountains.
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| Boston Mountains rise above the Springfield Plateau to form a prominent, thward-facing, irregular escarpment that attains a height of 800 feet. There are merous steep cliffs and deep, narrow valleys throughout the province.
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| ortion of the Coastal Plain Province lies within the study region and consists of the sissippi Alluvial Plain and East Gulf Coast physiographic sections. The Mississippi vial Plain called the Southeast Lowlands in southeastern Missouri borders the tern edge of the Ozark Plateaus. This physiographic section lies within the alluvial ey of the Mississippi River and is bounded by prominent valley walls that rise as ch as 200 feet above the valley floor. The East Gulf Coast Section displays a series of ed features consisting of several parallel lowlands and cuestas that swing across 2.5-4 Rev. OL-21 5/15
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| Interior Low Plateaus Province occupies a transitional region between the alachian Plateau and the Central Lowlands. Within the study region, it consists entially of low, maturely dissected plateaus with silt-filled valleys.
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| Osage Plains lie west of the Ozark Plateaus and extend northward from northern as across Oklahoma, and into Kansas and Missouri south of the glaciated areas.
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| ch of the Osage Plains section can most aptly be described as scarped plains. The ography ranges from a nearly featureless plain and low escarpments a few hundred d high to bold escarpments rising as much as 600 feet above adjacent plains ornbury, 1965).
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| Eastern Lake Section embraces the eastern four of the Great Lakes along with their acent lowlands. This section is shown on Figure 2.5-2; however, it lies entirely outside study region.
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| gional drainage in Missouri and Arkansas is toward the east and south into the souri, Arkansas, and Mississippi rivers. In Illinois, regional drainage flows west and th into the Illinois and Mississippi rivers.
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| .1.1.2 Regional Geologic Setting area of investigation is within the Central Stable Region of North America as shown Figure 2.5-4 and discussed by King (1959). This vast region has had a relatively tle tectonic history since the beginning of Cambrian time, as contrasted with long ords of crustal mobility in other parts of the continent.
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| cambrian rocks are exposed at the surface within the Canadian Shield. The eroded cambrian surface dips beneath the Central Stable Region and is overlain by a thward thickening wedge of Paleozoic and younger sedimentary rocks. About 75 es south of the site, the Precambrian basement is exposed in the core of the Ozark ift.
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| arches, basins, and other structures of the Central Stable Region, with few eptions, were formed by vertical block tectonics during the Paleozoic Era. Many of m yield evidence of a prolonged history of development (Eardley, 1962).
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| site area is situated along the northern flank of the Ozark Uplift. The Illinois Basin to the east in Illinois, while the Forest City and Cherokee basins, separated by the urbon Arch, are to the west in Missouri and Kansas. These and other structural tures are illustrated on Figure 2.5-5 and discussed in detail in Section 2.5.1.1.
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| site is adjacent to the Missouri River at the southern edge of glaciation in North erica. The area is characterized by gently rolling upland that has been dissected by 2.5-5 Rev. OL-21 5/15
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| .1.1.3 Regional Geologic History study area lies in a geologic region of broad uplifts and basis within which the tinental plate and the overlying sedimentary rocks have interacted throughout logic time. The regional geologic framework is reflected in the paleotopography, the ology of the rock units, the tectonic history and the geomorphic development of the dern land surface as contained in the geologic record. The following discussions are nded to provide a generalized historical framework for more specific considerations egional structural geology, seismotectonics, and plant site geology.
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| .1.1.3.1 The Precambrian Era basement rocks of the study region are Precambrian volcanic rocks, intrusive rocks, metamorphic rocks that are similar to the cratonic assemblage exposed in the nadian Shield. The oldest rocks are regionally metamorphosed rocks of high tamorphic facies. These rocks are similar to the granulites and schists of the Grenville vince of the Canadian Shield but yield slightly younger radiometric ages (1.46 billion rs, Merriam, 1963). Although the precise distribution of basement lithotypes is nown, the scattered subsurface data available indicate that metamorphic rock types dominate in the area surrounding the Ozark Region.
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| only surface exposures of Precambrian rocks of any large areal extent in the continent region are those at the crest of the Ozark Uplift. These exposures are made entirely of igneous rocks. They consist of large volumes of acidic extrusive rocks that umulated on the Precambrian surface around volcanic centers in the St. Francois untains. This large mass of extrusive rocks was subsequently intruded by granitic ies that were perhaps derived from the same magmatic source as the extrusive ks.
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| ng period of erosion followed the end of volcanic activity in the Ozark Region. A ply incised dendritic drainage pattern (local relief of at least 500 feet) developed on flanks of the Precambrian Ozark highland. This topographic surface was exhumed by sion and generally coincides with the present surface in the most rugged parts of the Francois Mountains (Dake and Bridge, 1932). This period of exposure and erosion ed for several million years until Late Cambrian time when Paleozoic marine seas at st partly submerged the ancestral Ozark highland. Present day structural relief ween the St. Francois Region and the Central Illinois Basin is a minimum of 13,000
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| : t. Relative uplift and subsidence of these areas subsequent to Cambrian time is oubtedly responsible for much of this relief. The original relief of the ancestral Ozarks ve the surrounding region is impossible to estimate.
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| 2.5-6 Rev. OL-21 5/15
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| 4b), Precambrian faults known from mine working in Iron County Missouri rdemann, 1966), and in the geometry of Late Precambrian ultrabasic dikes, which among the most common structural features in the area (Graves, 1938; Gibbons, 3). Most elements of this fabric are vertical and trend northeasterly or northwesterly.
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| site lies on the northern flank of the composite regional structure high known as the ark Uplift or the southeast Missouri high (Kisvarsanyi, 1974a). Depth to basement at site is approximately 2,000 feet. The basement surface has a gentle northward ional slope of a few feet to the mile.
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| .1.1.3.2 Paleozoic Era ologic events that affected the region of the study during the Paleozoic Era are cussed below under the seven subordinate time periods: Cambrian, Ordovician, rian, Devonian, Mississippian, Pennsylvanian, and Permian.
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| or tectonic movements in the central United States resulted in erosion during the cambrian, followed by slow subsidence and deposition throughout most of the eozoic Era, and finally stability at or near the close of the Pennsylvanian Period.
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| der (1968) stated that the major elements in the time interval that followed the broad ft and deep erosion during Late Precambrian time included successively:
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| : a. Slow subsidence of the entire midcontinent;
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| : b. Development of major arches and basins with intermittent subsidence and uplift;
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| : c. Regional fragmentation thorough subdivision of the basins by minor arches;
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| : d. Marine oscillation leading to cyclical deposition;
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| : e. Final uplift and stability.
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| .1.1.3.2.1 Cambrian Period e to the absence of Lower and Middle Cambrian rocks throughout most of the west, it is assumed that the long period of erosion that occurred at the close of the cambrian continued through Early and Middle Cambrian time.
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| stic sediments that predate the Upper Cambrian have been identified in Vernon and es counties in western Missouri. Since the exact age of these sediments is not wn, they have been dated only as pre-Upper Cambrian (Skillman, 1948), and may be old as Precambrian.
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| 2.5-7 Rev. OL-21 5/15
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| ard the Keweenawan and Appalachian basins (Snyder, 1968). The Keweenawan in extended southwestward along eastern Minnesota, through central Iowa, across theastern Nebraska, and into Kansas. The Appalachian Basin extended along the ion now occupied by the Appalachian Mountains in the eastern United States. The cambrian lowlands throughout the study area were submerged by shallow seas.
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| per Cambrian sandstone was the first Paleozoic sedimentary rock to be deposited r most of the Midcontinent (Snyder, 1968). The Eastern Interior Basin, comprising ch of Michigan, Indiana and Illinois, subsided more rapidly than adjacent areas during Late Cambrian.
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| St. Francois Mountains in Missouri remained a topographic high through Cambrian e as indicated by the absence of Upper Cambrian rocks in local areas. The remainder he Ozark area subsided, however, and sediments transgressively overlapped the her peaks.
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| Cherokee and Forest City basins in northwestern Missouri and eastern Kansas an to subside, resulting in tilting movements down to the southeast (Merriam, 1963).
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| or ancestral arches and basins of the central United States began to develop in the er part of Late Cambrian time and continued into Early Ordovician time. The arches e areas that experienced less subsidence than the adjacent basins (Snyder, 1968).
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| .1.1.3.2.2 Ordovician Period ch of Missouri as well as most of the Midwest, remained submerged under a shallow at the end of the Cambrian. Sedimentation continued either unbroken or with only or unconformity into Early Ordovician time (U.S. Geological Survey and Missouri ision of Geological Survey and Water Resources, 1967).
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| ween the Early and Middle Ordovician, regional uplift occurred throughout a vast ion, as reflected by renewed upward movements of the Ozark Uplift in Missouri, along significant rise of the Wisconsin Dome in central Wisconsin, the Nashville and ington domes in Tennessee and Kentucky and the central Kansas Uplift in Kansas.
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| a result, the seas receded form the Midwest and widespread erosion was initiated. A ng unconformity is recorded within the study region at the close of Early Ordovician e.
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| owing a long period of erosion during which well developed river systems and ution depressions formed in portions of the Midwest, the sea advanced again over the sting erosional topography. Unconsolidated sediments were reworked and sand was osited unconformably on the erosion surface over a vast area. Renewed Middle and e Ordovician deposition in Missouri was not as widespread as during the Early ovician, being generally restricted to the northern and eastern parts of the state (U.S.
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| 2.5-8 Rev. OL-21 5/15
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| Ordovician Period ended with uplift and erosion occurring throughout the study ion. A major unconformity is present between the Ordovician and Silurian imentary rocks.
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| .1.1.3.2.3 Silurian Period r an erosional interval of long duration, the region was again inundated by the sea in rian time. In Missouri, Silurian and Devonian deposits are relatively thin, restricted in urrence, and separated below, above, and internally by unconformities (U.S.
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| ological Survey and Missouri Division of Geological Survey and Water Resources, 7). In Illinois data indicate that marine waters advanced from the south during xandrian time.
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| bonate deposits predominate throughout the region, but sandstones and shales are o present. Reef deposits were laid down in shallow seas around the emergent Ozark ift.
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| Silurian Period ended in Illinois with widespread emergence. It appears that the ion remained above sea level throughout Late Silurian time since no marine deposits his age are known within the area (Willman and Payne, 1942). In Missouri, espread uplift and erosion accompanied by faulting occurred at the end of Early vonian time obscuring the record of Silurian sedimentation (U.S. Geological Survey Missouri Division of Geological Survey and Water Resources, 1967). In Kansas, rian rocks are confined primarily to the northeast quarter of the state.
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| .1.1.3.2.4 Devonian Period orthern Illinois, erosion continued from the late Silurian through Early Devonian time.
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| dle Devonian deposition began with a major transgression of the sea. During this iod, the Sangamon and Kankakee arches were formed and acted as barriers to iment transport. Sedimentation continued through the late Devonian in Illinois with umulations of calcareous materials and relatively thick Upper Devonian deposits of and mud that extend across the Sangamon Arch.
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| Missouri, marine deposition continued from Late Silurian time through Early Devonian hich time widespread uplift began with accompanying erosion. In central Missouri, Middle and Upper Devonian rocks rest unconformably on beds as old as Early ovician (U.S. Geological Survey and Missouri Division of Geological Survey and ter Resources, 1967).
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| earliest record of vertical movement of crustal blocks in the Ozark Region is served in post-Middle Devonian rocks along the eastern flank of the Ozark Uplift.
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| ative movements among blocks bounded by the southern and central parts of the Ste.
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| 2.5-9 Rev. OL-21 5/15
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| locus of displacement within the fault zone have isolated these fragments and make ir stratigraphic relationships with other rocks of similar age in the region unclear.
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| ansas, Devonian rocks are confined primarily to the northeast quarter of the state.
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| Eastern Interior Basin was divided into the Michigan and Illinois basins during vonian time by continued subsidence of areas adjacent to the Kankakee Arch.
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| Devonian Period ended with regional uplift, emergence above seal level, and sequent erosion. This period of erosion appears to have removed many of the vonian rocks in northern Illinois.
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| .1.1.3.2.5 Mississippian Period Mississippian Period was a time of widespread shallow submergence throughout region. The deposition of a more or less uniform and thick sequence of marine bonate rocks with chert and some sandstone and shale is evident in the stratigraphic uence over a large part of the area. In some adjacent areas, such as northern Illinois, sissippian age deposits are rare, since Mississippian seas may never have advanced pletely over this region. The Illinois Basin of southern Illinois contains more than 00 feet of Late Mississippian strata.
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| Cap au Gres Faulted Flexure developed during the Mississippian Period. The sfield-Hadley Anticline in Pike County, Illinois, probably developed at this time, ough lack of overlapping Pennsylvanian strata makes the dating somewhat ertain.
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| he close of Mississippian time, the Ozark region rose again and the resultant espread erosion stripped nearly all the Mississippian rocks from the uplifted area, eling them over much of the rest of Missouri (U.S. Geological Survey and Missouri ision of Geological Survey and Water Resources, 1967). Pronounced karst ography was developed or exhumed in the Ozarks and stream valleys were eroded the Mississippian surface. All the borders of the Illinois Basin were uplifted to some ent. The Cincinnati Arch was raised sufficiently to have Chesterian age strata eroded.
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| .1.1.3.2.6 Pennsylvanian Period nditions controlling sedimentation during the Pennsylvanian were considerably erent from those during earlier Paleozoic periods. Throughout Pennsylvanian time, hland areas existed along the eastern and southern parts of North America. The tinental interior was a plain that was repeatedly submerged by the sea or lay a short ance above it (Willman and Payne, 1942). When the plain was submerged, streams m the highland areas carried rock debris into the sea. As the sea receded, deposition tinued in a terrestrial environment. The newly emerged plain became covered by 2.5-10 Rev. OL-21 5/15
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| ther cycle of sedimentation. Each cycle was therefore partly marine and partly estrial. Numerous cycles of deposition, many of which are separated by localized sional unconformities, are recorded in the Pennsylvanian stratigraphy.
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| metime after the end of the Mississippian Period but before Middle Pennsylvanian e, the Bourbon Arch divided the North Kansas Basin into the present Forest City and erokee basins. The Forest City Basin became separated from the Salina Basin to the st through development of the Nemaha Uplift (Snyder, 1968). Pennsylvanian deposits linois thin over the LaSalle Anticline, indicating some continued tectonic movement of structural feature. Deepening of the Illinois Basin and accentuation of the smaller ctures continued through the Pennsylvanian Period. Differential subsidence within basin appears to have produced the DuQuoin Monocline which developed gradually ughout Early and Middle Pennsylvanian time.
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| entral Missouri, Pennsylvanian strata were deposited over the karst topography and inkholes that had formed on the Mississippian rock surface. Stream valleys that had ded into the Mississippian surface were buried by Pennsylvanian deposits.
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| erosional unconformity between Pennsylvanian and Permian strata, where ervable, suggests that some uplift and erosion of Pennsylvanian rocks occurred prior ermian deposition.
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| .1.1.3.2.7 Permian Period mian rocks are rare within the study region but are present in Nebraska, Kansas, ansas, and Oklahoma. The Permian is represented in Missouri by the Indian Cave nd stone of Early Permian age (U.S. Geological Survey and Missouri Division of ological Survey and Water Resources, 1967). It is not known if Permian strata ever nketed much of the study region. The existence of marine and nonmarine Permian s in both the eastern and western United States suggests that these strata may have n deposited in the study region and subsequently removed by erosion.
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| last important structural readjustments of the Illinois Basin occurred at the close of Paleozoic Era in association with mountain building in the Ouachita Region. These nts may have overlapped into the Permian; however, the absence of rocks of this iod within the region precludes the possibility of a precise age determination. At this e, the Illinois Basin was separated from its original southward continuation by uplift of Pascola Arch. Rocks as old as Cambrian were eroded from the crest of the arch, and nnsylvanian strata were removed as far north as the southern tip of Illinois. Major t-Paleozoic faulting appears to radiate into Illinois and northwestern Kentucky from a us beneath the Cretaceous deposits of western Kentucky. The Rough Creek eament, which trends across the southern margin of the Illinois Basin, has been ibuted by Heyl et al (1965) to horizontal compression. Gibbons (1972) on the basis of ted reconnaissance during his study of the tectonics of the eastern 2.5-11 Rev. OL-21 5/15
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| Cap au Gres Faulted Flexure were also accentuated at this time.
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| .1.1.3.3 Mesozoic Era Mesozoic Era is subdivided into the Triassic, Jurassic, and Cretaceous periods.
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| .1.1.3.3.1 Triassic Period ologic events within the study region during Triassic time are difficult to determine. No ks of Triassic age are known within the region, and it is probable that erosion was the dominant geologic process.
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| .1.1.3.3.2 Jurassic Period assic rocks are not present within the study region, and they were probably never osited. Erosion appears to have been the predominant geological process.
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| .1.1.3.3.3 Cretaceous Period t-Pennsylvanian uplift again raised Missouri above sea level, and no marine osition has taken place since then except in the area of the Mississippi Embayment utheast lowlands of Missouri). There, rather sharp downwarping in Late Cretaceous e permitted the sea to advance form the Gulf of Mexico over a peneplained surface of ply weathered Paleozoic rocks (U.S. Geological Survey and Missouri Division of ological Survey and Water Resources, 1967).
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| taceous rocks of reported marine origin have been preserved in west central Illinois ure 2.5-1). These deposits consist of uncemented sand and gravel unformably rlying strata of Mississippian and Pennsylvanian age. Their presence suggests that nwarping of the Mississippi Embayment may have been sufficient to allow taceous seas to advance almost to the Iowa-Illinois boundary.
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| he western part of the Midcontinent, the basins and arches that were active during the eozoic became dormant. The entire area as far east as Iowa, Kansas, and Nebraska sided slowly and received only a thin blanket of Cretaceous sediment before final ft.
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| .1.1.3.4 Cenozoic Era Cenozoic Era is subdivided into the Tertiary and Quaternary periods.
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| 2.5-12 Rev. OL-21 5/15
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| sion continued throughout most of the study region during the Tertiary. The amount of sion that occurred after Pennsylvanian time cannot be determined, but it may have oved much of the pre-existing Pennsylvanian strata as well as younger deposits.
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| he Mississippi Embayment, beds of the Paleocene Epoch unconformably overlie the taceous formations. Some bentonite beds are present as a result of distant volcanic on. In southeastern Missouri, sediments of the Eocene Claiborne Group have been tatively identified for the first time in a deep test well drilled east of Portageville (Russ Crone, 1979). The last widespread inundation of the Embayment occurred by the se of the Eocene, and the area has remained above sea level since that time shing et al., 1964).
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| wn chert gravels containing minor amounts of sand and red clay either as lenses or a matrix are widely distributed in southeastern Missouri from the Mississippi bayment north to St. Louis. These deposits are referred to as the Lafayette gravels they unconformably overlie all older rocks at elevations generally well above the sent streams. They seem to represent remnants of stream deposits formed prior to istocene time, and are tentatively regarded as Pliocene in age (U.S. Geological vey and Missouri Division of Geological Survey and Water Resources, 1967).
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| ttered remnants of deposits of possible Tertiary age are present in western Illinois as vial gravels now found at high topographic levels.
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| .1.1.3.4.2 Quaternary Period ciation within the study region began in the Pleistocene Epoch about 2 million years
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| . Glacial deposits of Nebraskan, Kansan, Illinoian, and Wisconsinan stages are sent within the study region; however, Illinoian and older deposits predominate. The ts of the various glacial advances are shown on Figure 2.5-3.
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| ing each advance, the glaciers eroded preexisting deposits. Debris was deposited m the melting ice in the form of till plains, moraines, and outwash during the advance retreat of the ice. Melt water flowing away from the glacier front was responsible for ding, reworking, and redepositing many of these materials. Windblown silt, derived m the outwash, was widely distributed over the land surface well beyond the glacier
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| : t. Sand dunes developed locally. Between major glacial advances, the climate rned to more temperate conditions. Streams developed more integrated drainage tems. Initially, stream positions were largely controlled by surface features left by the eating glaciers. As these materials were exposed, weathering processes began difying them. The thickness and character of the resulting soils are largely functions of ate and duration of the interglacial age.
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| thern Missouri was glaciated during the Nebraskan and Kansan stages. Glacial osits, including till and outwash sand and gravel, are present throughout northern souri with a maximum recorded thickness of nearly 400 feet. These deposits are 2.5-13 Rev. OL-21 5/15
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| Peoria and other loess (windblown silt) deposits are prominent along the Missouri Mississippi river bluffs. A regional loess distribution map is presented on Figure
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| -7. The southern part of Missouri was not glaciated and did not receive any of the racteristic glacial deposits, but it was influenced by changes related to glaciation. The vial fill in the modern Missouri and Mississippi river valleys is considered to be mostly consinan in age (U.S. Geological Survey and Missouri Division of Geological Survey Water Resources, 1967).
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| .1.1.4 Regional Stratigraphy posits representing all of the systems in the geologic column, except Jurassic and ssic, are found within the study region (see Table 2.5-1). surface exposures of cambrian rocks are largely confined to the St. Francois Mountains area of the Ozark ift in Missouri. Paleozoic rocks, with the exception of Permian, form thick deposits r major portions of the study region. Younger deposits such as Cretaceous and tiary are limited in extent. A major portion of the study region is blanketed by aternary sediments that were deposited during various Pleistocene glacial advances.
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| aternary sediments consisting primarily of sand and gravel, occur along existing inages.
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| discussions of regional stratigraphy in the following paragraphs are confined to or time-stratigraphic units. Data on stratigraphy were compiled principally from Figure
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| -8; Howe et al., 1961; U.S. Geological Survey and Missouri Division of Geological vey and Water Resources, 1967; and Buschbach, 1973. Figure 2.5-1 illustrates the ribution of major time-stratigraphic units. More detailed discussions involving k-stratigraphic units are included under Site Geology, Section 2.5.1.2. Regional logic columns are presented on Figures 2.5-8, 2.5-9, 2.5-10, and 2.5-11.
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| .1.1.4.1 Precambrian Rocks eous, metamorphic, and small bodies of clastic sedimentary rock form the cambrian basement throughout the region (Kisvarsanyi, 1974a). The crystalline rocks chiefly granitic in composition with some older metamorphosed volcanic rocks and nger gabbros present. Radioactive dating indicates that much of the metamorphic intrusive rock in the Ozark region was formed 1,200 to 1,460 million years ago. A g period of erosion preceded the deposition of Cambrian sediments, and much of the ion was reduced to a relatively flat plain. Numerous isolated hills several hundreds of t high were present in eastern Missouri and in western and southern Illinois. The ark region stood as an island, locally as much as 2,000 feet above the first Cambrian s that reached the region.
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| 2.5-14 Rev. OL-21 5/15
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| eozoic rocks are subdivided into major rock units called systems beginning with the mbrian Period and ending with the Permian Period. The thickness, character, and tigraphic relationships of these various rock systems within the study region are cussed in the following sections. A more detailed discussion of site stratigraphy is sented in Section 2.5.1.2.
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| .1.1.4.2.1 Cambrian System rocks of Lower or Middle Cambrian age have been identified in the region. Upper mbrian strata overlie the Precambrian rocks in pronounced unconformity. The basal is an arkosic and conglomeratic quartz sandstone that is widespread throughout the ion. The sandstone is more than 1,500 feet thick toward the northeast in Illinois. It is y a few feet to a few hundred feet thick in the study region, and thin to absent over the ated hills of the Precambrian surface. The sandstone grades upward to dolomite, cating continued advance of the shallow seas. Although dolomite predominates in the aining several hundred feet of Cambrian strata, some fine-grained sandstones, tones, and shales also occur. Much of the region, including the Ozark area, remained merged at the end of the Cambrian, and sedimentation continued unbroken or with or interruption into Early Ordovician time.
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| stic sediments that predate the Upper Cambrian have been identified in Vernon and es counties in western Missouri. They have been dated only as pre-Upper Cambrian ce the exact age of these sediments is not known and may be as old as Precambrian illman, 1948).
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| .1.1.4.2.2 Ordovician System ly Ordovician strata consist chiefly of cherty dolomites with some interbedded quartz dstones. They are several hundred feet thick in most of the region, but thicken to eral thousand feet toward the southeast. These strata are separated from younger iments by a marked unconformity, the result of uplift and erosion throughout the ion. Karst features were developed on the uplifted carbonates before Middle ovician sandstones and carbonates were deposited. Some abnormal thicknesses veral hundreds of feet) of sandstones are preserved in sinkholes. The Middle ovician carbonates, chiefly limestone, but with some dolomite, are widespread and nly bedded. Shale partings and some fine-grained sandstone are present locally, but y generally account for only a small percentage of the section. Uplift and some cation occurred at the end of Middle Ordovician time. Late Ordovician strata were osited unconformably on a relatively flat surface. The strata consist chiefly of shale, stone and carbonates that range from a few to about 200 feet thick. Although these ta were deposited over large areas in the region, uplift and erosion at the end of ovician time subsequently removed portions of Late Ordovician strata from many as.
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| 2.5-15 Rev. OL-21 5/15
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| rian strata consist mostly of light gray dolomite and limestone with zones of abundant rt. They disconformably overlie the Ordovician rocks and are restricted in thickness distribution. They were probably not deposited over the Ozark Uplift, but more than feet of Silurian strata are present in the Illinois and Forest City basins. Reefs were ndant on the submerged platforms surrounding the Ozark region. The Silurian bonates are difficult to separate from the overlying Devonian carbonates, and many dies combine them under the general designation of Hunton Group or Supergroup.
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| permost Silurian and Lower Devonian strata are generally absent in the region, cating a period of non-deposition and/or erosion between the times of deposition of Silurian and Devonian sediments.
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| .1.1.4.2.4 Devonian System ng hiatus occurs in the record following Silurian deposition. The Ozark region, as well ts northern extensions along the Lincoln Fold and the Mississippi River Arch, were fted prior to the advance of Late Middle Devonian seas. More than 1,000 feet of rty limestone and dolomite were deposited in the southern part of the Illinois Basin ing Early Devonian time, but rocks of this age are generally absent from the ainder of the region.
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| dle Devonian sediments were deposited in the Illinois and Forest City basins. They composed chiefly of limestone that is locally very fossiliferous and range from a few t to a few hundred feet. The Devonian limestone is distinguished from the underlying rian carbonates by the presence of thin beds of sandstone or sandy limestone. In theastern Iowa, anhydrite and gypsum are also present in Middle Devonian strata.
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| per Devonian and lowermost Mississippian sediments unconformably overlie Middle vonian carbonates. They consist of widespread, dark brown to black, sporebearing les with some siltstone and limestone. Their maximum thickness is commonly less n 300 feet. They have been removed by erosion from broad areas within the region.
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| .1.1.4.2.5 Mississippian System Early Mississippian began with continued submergence of most of the region eath shallow seas. During the Middle Mississippian, shales and thin sandstones e way to widespread deposits of shallow-water carbonates, chiefly limestone, that cherty and fossiliferous. They are several hundred feet thick over much of the region thicken to more than 1,000 feet in the Illinois Basin, where some oolitic limestone anhydrite are included in the upper part of the section.
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| st of the region was uplifted to form a broad, low plateau during the Late sissippian; deposition occurred chiefly in the Illinois Basin where more than 1,400 t of strata are present. The deposits in the basin are thin, discontinuous, alternating s of shale, limestone, and sandstone. They consist of about one-half shale and 2.5-16 Rev. OL-21 5/15
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| t-Mississippian erosion.
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| he close of Mississippian time, widespread uplift occurred and erosion removed the sissippian deposits in many parts of the region. Sinkholes and erosional stream nnels were formed in the carbonates on the flanks of the Ozark Uplift.
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| .1.1.4.2.6 Pennsylvanian System position during the Pennsylvanian took place in widespread, shallow seas and tiguous swamps and deltas. The deposits are decidedly different from older rocks.
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| y consist of thin units of shale, siltstone, limestone, and coal that can be traced over e areas. Sandstones are present, commonly as channel fill. Deposition was cyclical, each cycle composed of both marine and terrestrial sediments. Fossils include both rine invertebrates and land plants. The aggregate thickness of Pennsylvanian strata s more than 3,000 feet in the Forest City and Illinois basins. Post-Pennsylvanian sion has removed these rocks from the Ozark Uplift and the Mississippian Arch, and caused considerable thinning in many other areas.
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| oughout much of the region where cherty carbonate rocks, such as those deposited ing Mississippian time, have been exposed to erosion, weathering has formed a osit consisting of iron-rich insoluble clay containing resistant chert layers and ules. This chert conglomerate has largely developed by continued weathering of the ent rock. Colluvial and stream action reworked the chert conglomerate during nnsylvanian and possibly post-Pennsylvanian time. Additional weathering of the orked deposits may have produced a secondary residuum in some localities.
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| .1.1.4.2.7 Permian System mian rocks are rare in the region. Some sandstone-filled channels in northwestern souri are cut into Upper Pennsylvanian beds and have been identified as being mian in age. West of the study region, Permian rocks conformably overlie nnsylvanian deposits. They grade upward from an alternating marine and nonmarine uence to dominantly terrestrial red beds, indicating a general emergence during that iod. The entire region apparently remained above sea level most of the time until Late taceous seas invaded the Mississippi Embayment.
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| .1.1.4.3 Mesozoic Rocks sozoic rocks are poorly represented within the study region. Of the three rock tems that were formed during Mesozoic time (Triassic, Jurassic, and Cretaceous),
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| y the Cretaceous is present.
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| 2.5-17 Rev. OL-21 5/15
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| rocks of Triassic age are known within the study region.
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| .1.1.4.3.2 Jurassic System rocks of Jurassic age are known within the study region.
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| .1.1.4.3.3 Cretaceous System wnwarping and faulting along the present course of the Mississippi River permitted e Cretaceous seas to advance at least as far north as southern and southwestern ois and perhaps as far north as the Iowa-Illinois boundary. Cretaceous sediments onformably overlie rocks ranging from Pennsylvanian age in southern Illinois to those ambrian age along the crest of the Pascola Arch in southeastern Missouri and stern Tennessee. Cretaceous sediments are several thousand feet thick just south of region of study but they thin regularly northward.
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| .1.1.4.4 Cenozoic Rocks Cenozoic rocks are divided into the Tertiary and Quaternary system.
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| .1.1.4.4.1 Tertiary System eocene sandstone, limestone, and claystone unconformably overlie the Cretaceous ks. They are found principally in the Mississippi Embayment and are commonly less n 200 feet thick in the region. The overlying Eocene strata are sandstone with rbedded claystone, siltstone and lignite. They range up to 450 feet thick just south of study region. Sediments of the Eocene Claiborne Group and two formation of the ene Wilcox Group have been tentatively identified for the first time in southeastern souri in a deep test well (Russ and Crone, 1979).
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| .1.1.4.4.2 Quaternary System istocene deposits up to several hundred feet thick unconformably overlie bedrock in northern and eastern portions of the study region. They consist of glacial tills, wash sands and gravels, and loess. Quaternary alluvial deposits occur along existing inage courses.
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| .1.1.5 Regional Tectonic Structures tonic features over 200 miles from the site area are shown on Figure 2.5-5. Tectonic tures within the study region are illustrated on Figures 2.5-12, 2.5-13, and 2.5-14. An mpt has been made to show as many structural features within the study region as sible; however, some generalization has been necessitated by the small-scale 2.5-18 Rev. OL-21 5/15
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| a tabulations for all tectonic features illustrated or discussed in this report are sented in Tables 2.5-2 and 2.5-3, with references to additional data sources. Folds faults within 50 miles of the site are tabulated in Tables 2.5-4 and 2.5-5.
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| ilable evidence indicates that the structural style of the entire Ozark Region is block pthrust faulting. Basement "rooted" upthrust faults form the boundaries of blocks a or a few tens of miles on a side. Minor faults and folding associated with basement ted faults of all scales are present as subsidiary features within blocks. Block ndaries display a strong preferred orientation, trending northeasterly and thwesterly and having structural relief as a few tens to more than a thousand feet ween blocks.
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| elements of the structural geometry of the region appear to have been inherited from recambrian structural fabric (Gibbons, 1972; Graves, 1938; Robertson, 1940; Tikrity, 8; Heyl, 1977). Displacements along the individual features represent localized eozoic uplift and subsidence.
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| ed upon the work of Dake and Bridge (1932), the Ozark Region has been a ographically positive region since at least early middle Cambrian time. The relief sent at that time probably represented the erosional resistance of the thick, silicic rusive volcanics that comprise the Precambrian core of the St. Francois Mountains.
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| surface of the Precambrian rocks was deeply incised by streams before the onset of mbrian sedimentation at least 500 feet of relief (Dake and Bridge, 1932). The mbrian and Ordovician sedimentary rocks were deposited and subjected to differential paction over the preexisting topography. Much of the structural geometry of the ion is a result of this pronounced paleotopographic effect (Dake and Bridge, 1932; ller and St. Clair, 1928; Tikrity, 1968).
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| tectonic character of the region is the result of a sequence of episodes of relative tical uplift, subsidence, and tilting of crustal blocks which are bounded by upthrust lts. The geometry of the blocks appears to be inherited from an older, possibly nvillian, structural fabric. The traces of steeply dipping block-bounding faults, ociations with faulted monoclines, the strikes of vertical Precambrian dikes, fracture terns in Precambrian rocks, fracture patterns in the sedimentary rocks of the region, traces of minor faults all reflect a consistent geometry (Graves, 1938; Robertson, 0; Gibbons, 1972). The majority of folding in the region is either the result of the sive draping of relatively weak sedimentary rocks over the edges of fault blocks, or of previously mentioned paleotopographic effects.
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| nly one area are any features present that represent a tectonic style other than that cribed above. Several strike slip faults have been noted by mine geologists in the king of St. Joe Minerals corporation in the Missouri lead belt. These features are tricted to a zone along the strike of the Simms Mountain Fault in the downthrown 2.5-19 Rev. OL-21 5/15
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| kensides and mullions are evident in several cases. In the St. Joe Mineral poration's Des Lodge Mine, one fault laterally offsets the crest of a reef in the neterre Formation by 600 feet. No evidence of strike-slip faulting is present where else in the eastern Ozark Region. The strike-slip faults appear to be the duct of local compression of the edge of the Farmington block resulting from the tion of that edge of the block against the Simms Mountain block when it was tilted ing uplift. This tilting is the result of greater uplift along the eastern edge of the block n along the western edge. Westerly primary dips of sedimentary rocks in the mington block have been reversed; the oblique nature of the displacement along the River Fault substantiates this interpretation (Gibbons, 1972).
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| geometry and boundaries of the major blocks represent inherited zones of akness. Some segmentation of blocks by minor faults has occurred, but blocks eral tens of miles on a side have generally acted as cohesive tectonic units. Where or, persistent features have acted as boundaries of several adjacent blocks (Ste.
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| nevieve Fault, Simms Mountain Fault) their role has been passive (see Figure
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| -15). These features represent kinematic surfaces which have responded to the sodic uplift of contiguous individual blocks throughout Paleozoic time. The vertical tigraphic separation and sense of vertical offset along any segment of these features reflection of the vertical motions of blocks responding to local uplift, rather than to orm motion along the entire length of the major faults (Gibbons, 1972).
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| response of the sedimentary rocks overlying the faults has been entirely passive. A racteristic assemblage of monoclinal folds, curving reverse fault planes, pensatory normal faults, and minor low angle normal faults illustrate passive ponse to repeated vertical movements along nearly vertical basement discontinuities bbons, 1972).
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| gross regional structural pattern of this portion of the continental interior appears to the result of local uplift and subsidence of blocks, or groups of blocks, along
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| -existing structural discontinuities. The dome and basin character of the region is the ct expression of deep crustal or subcrustal adjustments. These adjustments have duced relief on the basement surface through vertical displacement of basement cks which inherited their geometry and which appear to have persisted as structural s through the entire history of the region. The tectonics of the region must, therefore, based upon an understanding of vertical kinematics rather than to lateral or horizontal pressive forces.
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| structural features shown on Figures 2.5-12 and 2.5-13 probably reflect basement ctures and the features must all be considered deep seated. It is possible that some hese features may have been caused or influenced by other mechanisms, such as differential compaction of sedimentary beds emplaced over a Precambrian surface t has substantial topographic relief. However, it is not possible to definitely delineate 2.5-20 Rev. OL-21 5/15
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| ch of the information regarding the structural geology in the region around the site is ived form investigations conducted some time ago, as reflected by many early dates the FSAR structural references. These studies, although generally excellent, present rmation based on scattered surface exposures and limited subsurface control. As a ult, information in this early literature on many structures is often tentative or omplete with regard to their exact location, magnitude, age, and origin. McCracken
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| : 71) presented a composite structural map of Missouri; however, her report is entially a compilation of previous studies and relatively little new information is sented. Many of the structural features in central Missouri have not been studies in ater detail since the original investigations due to the lack of economic incentives and he region's isolation from densely populated areas. Dames & Moore, with the help of Missouri Geological Survey and Water Resources, gathered available field and surface data in order to compile contour maps to better understand and define ctures mentioned in the literature.
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| structural features in the region of the site were probably formed by differential uplift settlement of crustal blocks in a manner similar to that which resulted in the mation of the Ozark Uplift. The relationship between these small features and the ark Uplift is imperfectly understood due to the poor exposures and lack of subsurface rmation. It is nevertheless clear that the forces that formed the Ozark Uplift also were rumental in the formation of these minor structures. The tectonic forces were entially vertical and are considered by some investigators to have resulted from static adjustment. That these forces acted upon blocks of considerable size has been monstrated by Gibbons (1972).
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| blocks described by Gibbons within the central area of the Ozark Uplift demand parison to the concept of crustal blocks as proposed by McGinnis (1970). It is ceivable that the uplift and subsidence of crustal blocks is a direct result of vertical es originating in the mantle. It also might be speculated that the smaller features e formed contemporaneously with the Ozark Uplift and that, consequently, there is a ct relationship. However, this is not necessarily true and it could also be reasonable peculate that minor faulting and folding near the site were formed independently by tical forces working on discrete, independent crustal blocks.
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| st faulting and folding in the study region is Late Paleozoic in age, but some ctures are postulated to be post-Paleozoic. Exact dating cannot be determined for e structures due to the absence of younger sedimentary sections overlying features.
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| yes (1962) proposed major structural lineaments in the Precambrian rocks of Missouri ed upon exposed structures, magnetic and gravity features, and sparse information m drill holes to the Precambrian. These lineaments may be related to structures which part of the Precambrian structural fabric which has controlled the structural geometry 2.5-21 Rev. OL-21 5/15
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| he junctions of Precambrian lineaments some cryptoexplosive structures exist. No ven cryptoexplosive structure is present, however, at the lineament junction nearest site. This junction is associated with the Wardsville Fault and occurs 30 miles st-southwest of the site. The nearest cryptoexplosive structure is the Crooked Creek cture 60 miles to the south-southeast. No recorded seismic activity has been ibuted to these two lineament junctions, but two epicenters have been reported near Palmer Fault System where it joins the Crooked Creek structure.
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| regional tectonic structures significantly adverse to the site have been identified.
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| .1.1.5.1 Regional Folding cussions of regional folding are confined primarily to folds within 50 miles of the site a; however, distant or very large features, such as the Mississippi Embayment, that e a bearing on the various regional and site considerations with regard to geology seismology are also included. Regional folding is tabulated in Tables 2.5-2 and 2.5-4 ch include reference to data sources, and is shown on Figures 2.5-5, 2.5-12, and
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| -14. In addition, data were obtained through written communications (Buschbach, 3).
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| gional tectonic relationships suggest that most of the folding within the study region is eozoic in age (Gibbons 1972). Post-Paleozoic movement on some folds is gested; however, the age of movement for some folds cannot be defined due to the ence of a younger rock sequence. The only area in the study region where t-Paleozoic folding can be demonstrated is in the Mississippi Embayment, where or movements occurred during the Cretaceous and Early Tertiary (see Section
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| .1.1.5.1.10).
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| vement of the Ozark Uplift during Late Paleozoic time has slightly affected the ional attitude of the rock strata. Within the site vicinity, a slight regional dip of 5 to 10 t per mile to the northwest, away from the Ozark Uplift has been reported (Unklesbay, 5). Folding in the site vicinity is discussed in Section 2.5.1.2.3.1.
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| .1.1.5.1.1 Dupo-Waterloo Anticline Dupo-Waterloo Anticline (No. 3 in Illinois on Figure 2.5-12) has an axial trend to the th-northwest. It extends from Monroe County, Illinois at its southern end, through St.
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| is, Missouri and terminates before reaching the Cap au Gres Faulted Flexure about miles north of St. Louis (Buschbach, 1974; Laclede Gas Company, 1974; Tikrity, 8). Outcrops in the Dupo area reveal that the eastern flank of the structure has a dip to 3 degrees and the western flank has dips of up to 30 degrees. The anticline was bably active intermittently from Silurian time to post-Pennsylvanian time. Major vements appear to have occurred in late Mississippian or in pre-Pennsylvanian, and 2.5-22 Rev. OL-21 5/15
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| ed upon outcrops and boring data, the southern end of the anticline is terminated in tral Monroe County, Illinois about 35 miles north of the Ste. Genevieve Fault Zone.
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| vements of the Ste. Genevieve Fault Zone occurred during the same period as did vements on the Dupo-Waterloo Anticline. Both structures may have resulted from the sses established during elevation of the Ozark Uplift and downwarp of the Illinois in. No structural link, however is known or suspected to exist between the po-Waterloo Anticline and the Ste. Genevieve Fault System.
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| .1.1.5.1.2 Illinois Basin Illinois Basin (see Figure 2.5-5) is a spoon-shaped structural basin surrounded by Cincinnati Arch to the east, Wisconsin Arch and uplands to the north, Mississippi er Arch to the northwest, and the Ozark Uplift to the southwest. Most of the Paleozoic tems thicken toward the center of the present Illinois basin. Before they were uplifted truncated by erosion at the end of the Paleozoic, the systems continued to thicken unknown distance farther to the south. The southern limits of the Illinois Basin formed bout the end of Paleozoic time when the rocks in southeastern Missouri and thwestern Tennessee, between the Ozark Uplift and the Nashville Dome, were fted to form the Pascola Arch. The limit of the Illinois Basin is best defined by the -500 L contour on top of the Ordovician Galena Group (see Figure 2.5-9). This places the thern limits of the basin along the Ste. Genevieve Fault Zone to the west, through aski County, Illinois, southeast to Callaway County, Kentucky, eastward to include wart and Montgomery counties, Tennessee, and northeast through Robertson unty, Tennessee and Barren County, Kentucky (Buschbach, 1974). The Precambrian ement rocks are 11,000 to more than 13,000 feet lower at the center of the basin than he positive areas bordering it.
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| .1.1.5.1.3 LaSalle Anticlinal Belt LaSalle Anticlinal Belt (Figure 2.5-5) is an extensive asymmetrical fold that extends linois from Lee County in the northwest to Lawrence County in the southeast. The st limb dips sharply into the deeper part of the Illinois Basin, while the east limb dips tly into the eastern shelf of the basin. The crest of the anticline plunges to the th-southeast. Initial deformation along the LaSalle Anticlinal Belt took place in t-Mississippian time. Deformation continued through Early Pennsylvanian time, ticularly at the southern part of the structure. Renewed activity occurred after nnsylvanian time, probably at the close of the Paleozoic Era.
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| .1.1.5.1.4 Mississippi River Arch Mississippi River Arch (Figure 2.5-5) is a broad, corrugated fold that extends erally north-south through the bulge of western Illinois. To the north, it blends with the consin uplands and to the south it intercepts the Lincoln Anticline. The arch 2.5-23 Rev. OL-21 5/15
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| ever, that the Mississippi River Arch existed early in Pennsylvanian time and was bably subjected to additional deformation at the end of Paleozoic time. The arch is cut numerous cross folds that trend northwest-southeast and plunge southeastward into Illinois Basin.
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| .1.1.5.1.5 Sangamon Arch Sangamon Arch (Figure 2.5-5) was formed by uplift in central and western Illinois ing Devonian and Early Mississippian time. The arch extends from the Mississippi er Arch eastward to Macon and DeWitt counties in central Illinois. Although several dred feet of Devonian and Silurian strata, normally present in surrounding areas, e either not deposited over or were eroded from the arch, later movements have sked the arch so that it does not show on structure maps of the area. It is a relic cture that is interpreted from stratigraphic evidence in the region.
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| .1.1.5.1.6 Bourbon Arch rriam (1963) states that this is a low, indistinct, seemingly up-arched feature that ds almost east-west in eastern Kansas through parts of Bourbon, Allen, Anderson, fey, Woodson, Lyon, and Chase counties, separating the Forest City Basin on the th from the Cherokee Basin on the south (Figure 2.5-5). It is supposedly pre-Middle nnsylvanian, post-Mississippian in age.
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| .1.1.5.1.7 Cherokee Basin Cherokee Basin was formed by mild downwarp in Pennsylvania time (Merriam, 3). It is bounded on the north by the Bourbon Arch and on the west by the Nemaha ift. It is the northern extension of the McAlester or Arkoma Basin of Oklahoma that eloped in pre-Middle Pennsylvanian, post-Mississippian time. The maximum kness of the sedimentary sequence in the basin is about 3,500 feet and consists of mian and older rocks.
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| .1.1.5.1.8 Nemaha Anticline Nemaha Anticline, or the Nemaha Uplift, is probably the most significant structural ture in Kansas. It is a major pre-Middle Pennsylvanian, post-Mississippian element t extends across Kansas from Nemaha County on the north to Summer County on the th and into Nebraska and Oklahoma (Merriam, 1963). The Nemaha has been jected to extensive exploration. It is recognizable in surface rocks of Permian and nnsylvanian age along most of its length but is more pronounced in the subsurface.
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| structure is faulted along the east side by both high angle reverse and normal faults.
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| cambrian rocks lie within 600 feet of the surface along the crest of the uplift but nge farther below the surface toward the south (Merriam, 1963).
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| 2.5-24 Rev. OL-21 5/15
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| Forest City Basin (Figure 2.5-5) is located in northwest Missouri and adjacent tions of Nebraska, Kansas and Iowa. It contains beds of Pennsylvanian and Permian that dip toward a common center located near Forest City, Holt County, Missouri Cracken 1971). The structure is bounded on the west by the Nemaha Uplift, on the th by the Bourbon Arch,, and on the north in Iowa by the Thurman-Redfield structural
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| : e. To the east, the boundary is indistinct.
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| (1943) believed the Forest City Basin was originally both a structural and ographic basin that did not come into existence until after Mississippian time. The in was formed by rejuvenation of the Nemaha Anticline prior to Pennsylvanian osition which was associated with downwarping of a post-Mississippian peneplain t had been formed by long continued erosion.
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| .1.1.5.1.10 Mississippi Embayment s feature (Figure 2.5-5) has been described as a spoonshaped depression area ending north from the Gulf Coast Embayment generally parallel to the Mississippi er in which sediments of Late Cretaceous and Early Tertiary age have been served. The structure is pre-Late Cretaceous (Gulfian) in age and was subjected to eased deepening in Early Tertiary time until the close of the Eocene (McCracken, 1; Cushing et al., 1964; Olive, 1972). Development of the structure may have begun early as the end of the Paleozoic with tectonic movement associated with the ghenian Orogeny (Cushing et al., 1964). The eroded surface of Paleozoic rocks pes from the Ozark escarpment southward under the Cretaceous and younger rocks n average rate of 35 feet per mile.
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| .1.1.5.1.11 Ozark Uplift Ozark Uplift (Figure 2.5-5) is the dominant structural feature in Missouri. The ctural center of this uplift is in Iron County, Missouri; however, the topographic axis ends northeast from Barry to Iron county. The boundaries of the Ozark Uplift are not l defined locally, particularly to the north and northwest; however, they generally respond to the Ordovician-Mississippian rock contacts to the east and west and to the sissippi Embayment on the south.
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| Ozarks have been the subject of geological study since the early nineteenth century.
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| eral hypotheses about the structural nature of the Ozarks have been advanced.
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| adhead (1889) published the earliest comprehensive geological history of the Ozark ion which mentions an upwarping or uplifting of the basement rocks to form the uplift.
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| adhead cites "vertical uplifting forces" which he also calls "upthrusting" as the chanism of uplift. He describes the Ozark region as an "anticlinal" form which omes "monoclinal" at its edge (which edge is not specified). Keyes (1894) called the arks a geanticline and cited horizontal compression as the mechanism of formation, 2.5-25 Rev. OL-21 5/15
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| uchert (1910) proposed that the ultimate cause of uplift was isostatic compensation sedimentary loading of the continent in other areas. Twenhofel (1926) suggested that usion at depth produced the uplift, and he drew an analogy to the Rose Dome in theastern Kansas. Dake (1927) pointed out that "doming" was episodic, with one n phase ending at the close of Bonneterre time. Their conclusion is based on the ap relationship between the Potosi and the Bonneterre formations. Flint (1918) posed that the only other important activity occurred during the Mississippian. Weller St. Clair (1928) interpreted the block faulting (which they asserted was of Devonian
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| ) as the result of "tension" arising from the extension of sedimentary rocks over the ng dome. Weller and St. Clair did an excellent job of mapping in Ste. Genevieve unty. They recognized that some major faults were reverse faults, but contended that y were unrelated to the Ozark Dome. Wheeler (1965) advanced the hypothesis that Ozarks are a huge klippe of an overthrust sheet rooted in the Ouachitas. His ideas e been generally rejected by most geologists (Franks, 1966; Muehlberger, 1966).
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| Cracken (1971) described the Ozark Uplift as a broad, slightly asymmetrical, quaversal fold. Structural mapping on the Roubidoux Formation (McCracken, 1967) gested that the Ozarks were fractured in the form of a ruptured dome centered in Iron unty, with movements continuing from post or late Paleozoic time.
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| ke and Bridge (1932) concluded that the Ozark Region was a topographically positive ion prior to early middle Cambrian time. The relief present at that time probably resented the erosional resistance of the thick silicic volcanics which comprise the cambrian core of the St. Francois Mountains. The surface of the Precambrian rocks s deeply incised by streams before the onset of Cambrian sedimentation (at least 500 t of relief, Dake and Bridge, 1932). The Cambrian and Ordovician sedimentary rocks e deposited over the preexisting topography and subjected to differential compaction.
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| ch of the structural geometry of the region is a result of this pronounced eotopographic effect (Dake and Bridge, 1932; Weller and St. Clair, 1928).
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| tectonic character of the region is the result of a sequence of episodes of relative tical uplift, subsidence, and tilting of crustal blocks which are bounded by upthrust lts. The geometry of the blocks appears to be inherited from an older possibly nvillian, structural fabric. The traces of steeply dipping block-bounding faults, ociations with faulted monoclines, the strikes of vertical Precambrian intrusives, ture patterns in Precambrian rocks, fracture patterns in the sedimentary rocks of the ion, and traces of minor faults all reflect a consistent geometry (Graves, 1938; bertson, 1940; Tikrity, 1968; Gibbons, 1972). Folding in the region is mainly the result he passive draping of relatively weak sedimentary rocks over the edges of fault blocks o the previously mentioned paleotopographic effects.
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| 2.5-26 Rev. OL-21 5/15
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| Auxvasse Creek Anticline (see No. 2 in Missouri on Figure 2.5-12, and also Figures
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| -16 and 2.5-17) is a structure in Township 8 North, Range 8 West, Callaway County, souri. It trends about North 75° West and is asymmetrical with a relatively steep erage of 6°) southwest limb and a gently dipping (1°) northeast limb. Devonian rocks ur at the surface along the axis of the fold, which has about 175 feet of structural ef. Formation of the anticline occurred during Mississippian and possible as early as vonian time. Pennsylvanian strata are deformed on the structure, indicating that the ing continued into Pennsylvanian time. No evidence of faulting has been reported.
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| ter well data on the structure is sparse and does not indicate any evidence of faulting.
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| .1.1.5.1.13 Big Spring Anticline Big Spring Anticline (see No. 4 in Missouri on Figures 2.5-12 and 2.5-16) trends th 60° West in Sections 24 and 25, Township 47 North, Range 5 West, Montgomery unty, Missouri. The fold is gentle, but brings a broad area of St. Peter Sandstone to surface where it is surrounded by younger strata.
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| .1.1.5.1.14 Brown Station Anticline Browns Station Anticline (see No. 9 in Missouri on Figure 2.5-12) trends northwest oss northern Boone County, Missouri. It is a faulted asymmetrical anticline (Figures
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| -17 and 2.5-18) with dips up to 35° on the southwest flank. Total structural relief is roximately 400 feet. Movement occurred recurrently in Mississippian time klesbay, 1952). Maximum movement probably took place at the end of the sissippian. Significant movements continued at least into Pennsylvanian time, and haps there was some post-Pennsylvanian movement. The structural deformation can seen in surface outcrops. Based on structure contours drawn on top of the sissippian age Sedalia Formation (Figure 2.5-8) from water well data obtained from Missouri Geological Survey and Water Resources, the Browns Station Anticline minates in Township 48 North, and Range 11 West, near the boundary between one and Callaway counties.
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| .1.1.5.1.15 Cuivre Anticline Cuivre Anticline (see No. 18 in Missouri on Figure 2.5-12) is a small structure ated southwest of the Lincoln Fold in Townships 49 and 50 North, Rages 1 West and ast, Lincoln County, Missouri. It is separated form the Lincoln Fold by the y-Brussels Syncline. The axis of the Cuivre Anticline strikes North 80° West and nges southeast at about 40 feet per mile. The anticline has about 200 feet of ctural relief and was mapped from borehole data in the area (Gross, 1949).
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| 2.5-27 Rev. OL-21 5/15
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| Davis Creek Anticline (see No. 19 in Missouri on Figure 2.5-12) is a northwest ding structure in Townships 50 and 51 North, Ranges 9, 10, and 11 West, Audrain unty. The anticline is covered by glacial drift and its presence has been established m borehole data. Pennsylvanian strata have been eroded from the crest of the cture, leaving an inlier of Mississippian rocks that is masked by glacial drift.
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| .1.1.5.1.17 Eureka-House Springs Anticline Eureka-House Springs Anticline (see No. 21 in Missouri on Figures 2.5-12 and
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| -17) extends northwestward from House Springs, Missouri, Section 3, Township 42 th, Range 4 East, through Eureka, Missouri, Section 36, Township 44 North, Range 3
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| : t. The structure is best developed between Eureka and House Springs and appears lunge both to the northwest and southeast. The structure persists in a northwest ction in several outcrops of the Chouteau Group between Wentzville and Wright City, souri. Wells drilled in the town of Laddonia encountered Mississippian strata ediately under a thin veneer of drift or alluvium (McCracken, 1971). The age of the icline is postulated to be Late or post-Paleozoic.
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| .1.1.5.1.18 Fish Creek Anticline Fish Creek Anticline (see No. 23 on Figure 2.5-12) trends northwest through theastern Saline County, Missouri. It is part of the Saline County Arch. The structure symmetrical with a steep southwest flank. Uplift of more than 100 feet has brought Mississippian Chouteau Formation to the surface. The anticline plunges gently to the theast and terminates in Township 48 North, Range 14 West (Figure 2.5-9.2) based well data available from the Missouri Geological Survey and Water Resources.
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| .1.1.5.1.19 Saline County Arch ough shown as a prominent tectonic feature on the Structural Features Map of souri (McCracken, 1971), the Saline County Arch is actually the southwest flank of Fish Creek Anticline, and should not be considered as a separate and distinct ctural feature. It is bounded on the southwest by the parallel-trending Saline City lt.
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| .1.1.5.1.20 Kruegers Ford Anticline Kruegers Ford Anticline (see No. 36 in Missouri on Figure 2.5-12 and Figures 2.5-17 2.5-20) is a fold in Gasconade and Osage counties, Missouri. The structure strikes theast and has a steep southeast flank. There is about 50 feet of structural relief that gs the Ordovician Roubidoux Formation to the surface where the crest crosses the sconade River. Some movement along the structure occurred in post-Pennsylvanian e.
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| 2.5-28 Rev. OL-21 5/15
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| Lincoln Fold (see No. 42 in Missouri on Figure 2.5-12) is a major positive structural ture in Missouri. With the Mississippi River Arch, it forms a discontinuous arcuate cession of highs between the Ozark Uplift to the south and the Wisconsin highlands he north. This succession of highs separates the Illinois Basin on the east from the est City Basin on the west.
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| Lincoln Fold is an asymmetrical anticline with a regional trend of about North m!xo!m!x West. The southwest flank has steep dips and some faulting, whereas the theast flank as gentle dips with no known faulting. The fold extends for 165 miles from Cap au Gres Faulted Flexure on the south to Knox County on the north. Subsurface ords and surface outcrops show the fold to have a maximum structural relief of 1,000
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| : t. Geophysical records and a few boreholes that reach Precambrian rocks suggest t a basement ridge existed beneath the present position of the Lincoln Fold before mbrian sediments were deposited in the region. At the end of Silurian time, the fold ears to have begun to develop as a unique structural feature. Recurrent episodes of ing, erosion and deposition occurred throughout the Devonian and are responsible much of its configuration. A long period of erosion followed this major movement, and fold was tilted to the northwest. Mississippian strata were eroded along the axis of fold, and in places they were almost completely removed. Pennsylvanian sediments ered the area after the post-Mississippian erosion. They were subsequently gently hed and most of them have been eroded away. No faulting affecting Pennsylvanian s is known along the Lincoln Fold.
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| .1.1.5.1.22 Mexico Anticline Mexico Anticline (see No. 45 in Missouri on Figure 2.5-12) strikes northeast through town of Mexico, Audrain County, Missouri. The structure was mapped from surface records, and there appears to be more than 200 feet of structural relief sent on the Mississippian strata. Marked erosion of the Mississippian rocks occurred top of the structures prior to deposition of the overlying Pennsylvanian strata.
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| wever, the latter were also involved in the folding, indicating that movement occurred ing or after the close of Pennsylvanian time as well as at the close of Mississippian e.
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| .1.1.5.1.23 Mineola Dome Mineola Dome (see No. 46 in Missouri on Figures 2.5-12 and 2.5-16) is a closed cline or asymmetrical dome, possibly faulted on its southwestern side, with a short th-south axis. It is located in Township 48 North, Range 6 West, Montgomery County, souri. It has a steep south-southwest dip and a more gentle north-northeast dip. The eola structure brings Cotter (Lower Ordovician) rocks to the surface in Loutre Creek, ere they are surrounded by rocks ranging in age from Middle Ordovician to nsylvanian (McCracken, 1971) 2.5-29 Rev. OL-21 5/15
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| name Pascola Arch (see No. 52 in Missouri on Figure 2.5-12) was given by hskopf (1955) to a subsurface structural feature affecting the Paleozoic rocks of theast Missouri. The arch appears to have at least 8,000 and possibly as much as 000 feet of sedimentary rock removed by erosion in post-Paleozoic time and later sided to form part of the upper Mississippi Embayment (Schwalb, 1978). Stearns and rcher (1962) estimated that about 4,000 feet of Paleozoic sediments had been eroded m the arch by late Cretaceous time. Paleozoic rocks in the center of the arch are mbrian in age with rocks of Ordovician age surrounding the core of the structure. It is sible that the Pascola Arch of Grohskopf is a separate domed area similar to the mington or Proctor anticlines in Missouri, but it is, in general, a part of the overall ark Uplift (McCracken, 1971). Buschbach (1978) pointed out that the epicenters of the 1-1812 New Madrid earthquakes as well as much of the recent seismic activity in the w Madrid region are located in the structurally complex area where the Pascola Arch rsects the Reelfoot Rift and Mississippi Embayment. Stauder et al. (1976) found that thwest trending linear seismically active zones had been detected by a regional roearthquake network in the New Madrid Seismic Zone. They determined that these ds are parallel to and possible related to the crest of the Pascola Arch.
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| .1.1.5.1.25 Pershing-Bay-Gerald Anticline Pershing-Bay-Gerald Anticline (see Figure 2.5-20) was thought to be a regional cture trending generally northwest from western Franklin County through Gasconade unty, Missouri (McQueen, 1943). In an attempt to define the Pershing-Bay-Gerald cture, logs of wells in the area from the Missouri Geological Survey and Water sources files were examined. Based on this data, a structure contour map was drawn top of the Roubidoux Formation, a reliable, easily recognizable, and conformable izon over a large area. The resulting structure map did not show a thwest-southeast trending structure comparable to McQueen's Pershing-Bay-Gerald icline. In light of this subsurface data, which was not available to McQueen in 1943, it oncluded that there is not sufficient structural definition in the subsurface to warrant designation of a northwest-southeast trending Pershing-Bay-Gerald Anticline.
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| .1.1.5.1.26 Proctor Anticline Proctor Anticline (see No. 56 in Missouri on Figure 2.5-12) is the main structural ture in Morgan County, Missouri. It trends North 25° to 30° West and extends to the theast into Camden County. The steeper west flank dips about 4°, whereas, the east k dips about 1°. The Cambrian Eminence Dolomite was brought to the surface in late eozoic or early Mesozoic time (Marbut, 1907). From Marbut's (1907) structure map, re appears to be about 200 feet of structural relief on the anticline.
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| 2.5-30 Rev. OL-21 5/15
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| Troy-Brussels Syncline (see No. 65 in Missouri on Figure 2.5-12) separates the Cap Gres Faulted Flexure from the Ozark Uplift. The syncline extends westward from just th of Alton, Illinois, to Troy, Lincoln County, Missouri with its deepest part against the tern flank of the Cap au Gres Structure (see Section 2.5.1.1.5.2.7). The synclinal axis nges eastward and climbs gradually westward toward the Ozarks. The Troy-Brussels cline apparently formed as a result of drag along the downthrown side of the Cap au s Flexure (Rubey, 1952) from late Mississippian to post-Pennsylvanian time.
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| .1.1.5.1.28 Warren County Anticline Warren County Anticline (see No. 66 in Missouri on Figure 2.5-12) trends th-south in Township 4 North, Range 2 West, Warren County, Missouri. The sissippian-age Chouteau Formation is exposed at the crest with younger Burlington estone surrounding the inlier. Major movement occurred in post-Mississippian time.
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| .1.1.5.1.29 Florissant Dome most productive oil field in Missouri is located on the Florissant Dome (see No. 24 in souri on Figure 2.5-12). This nearly circular, closed structure lies on a larger thwest-southeast trending structure, the Dupo-Waterloo Anticline, which passes ugh eastern St. Louis County, Missouri from the Cap au Gres Faulted Flexure, theast to Dupo and Waterloo, Illinois. The Laclede Gas Company maps of the dome cate 100 feet of closure on the St. Peter Formation. The structure was drilled by lede Gas Company of St. Louis as an underground natural gas storage facility. The ervoir rock is the St. Peter Formation Sandstone of Middle Ordovician age.
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| .1.1.5.1.30 Cuba Anticline Cuba Anticline (see No. 68 in Missouri on Figure 2.5-12 and 2.5-16) is adjacent and ediately to the west of the Cuba Fault (Section 2.5.1.1.5.2.8). It extends roximately 25 miles from Township 39 North, Range 6 West in Maries County th-northwest to Township 43 North, Range 7 West in Osage County, where it minates. It has over 100 feet of relief based on contours on top of the Roubidoux mation. Data for the Roubidoux map were obtained from the well log files at the souri Geological Survey and Water Resources and from Donald E. Miller, geologist, souri Geological and Water Resources.
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| .1.1.5.2 Regional Faulting cussions on regional faulting include faults within 50 miles of the site area. Distant tures that have a bearing on the various regional and site considerations with regard eology and seismology are also included. Regional faults are tabulated in Tables
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| -3 and 2.5-5, which include reference to sources of data and are shown on Figure 2.5-31 Rev. OL-21 5/15
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| .1.1.5.2.1 Centralia Fault Centralia Fault (see No. 1 in Illinois on Figure 2.5-13) trends nearly north-south allel to and 1 mile east of the DuQuoin Monocline in Marion and Jefferson counties, ois. It is a zone of several parallel faults. Net displacement is downward to the west, maximum displacement of about 200 feet. The faults can be seen in several coal es in the Centralia area, but they are not visible at the land surface. The faults appear ave developed after folding took place on the DuQuoin Monocline. Relief of the sses was upward on the east side, opposed to the east dip of the monocline. The ting occurred in post-Pennsylvanian, pre-Pleistocene time (Buschbach, 1973).
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| .1.1.5.2.2 Fluorspar Area Fault Complex Fluorspar Area Fault Complex (see No. 2 in Illinois on Figure 2.5-13) is an area of merous northeast to nearly east trending faults centered in Hardin and Pope counties, ois, and in Crittenden and Livingston counties in Kentucky. The complex extends thward from the Rough Creek Lineament to some focal point beneath the Cretaceous osits of the Mississippi Embayment in western Kentucky. Maximum displacements of ut 2,000 feet are present on the northeast trending faults. Numerous cross faults with ser displacements form a complex mosaic pattern (Baxter et al., 1963; Baxter and sborough, 1965; and Baxter et al., 1967). Although the faulting is reported to be minantly normal, some faults have been formed by thrust (compression) faulting.
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| kensides along the fault planes suggest that there have been important horizontal ponents in the movements. Displacements along some faults appear to have taken ce at different angles at different times.
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| Lusk Creek Fault Zone trends North 35° East from the northeastern corner of ssac County, Illinois and extends into Hardin County, Illinois where it terminates inst the Herod Fault and the Shawneetown Fault Zone (Stonehouse and Wilson, 5). According to Weller et al. (1952) and Lusk Creek Fault Zone is a complex cture consisting of normal and reverse faults.
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| sely spaced drilling has shown that faulting is more abundant and more complex than face features indicate. The faulting cuts Pennsylvanian strata and the southern end of Lusk Creek Fault Zone is overlain by unfaulted Cretaceous deposits (Willman et al.,
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| 7). The faults are considered to be younger than igneous dikes which have intruded sedimentary strata (Grogan and Bradbury, 1968). The igneous intrusions have been ed from stratigraphic relationships as later than Middle Pennsylvanian (Clegg and dbury, 1956) and from K-Ar methods as Permian or older (Zartman et al, 1967). From history of crustal movements in the Illinois basin, faulting is post-Pennsylvanian,
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| -Late Cretaceous, or possibly Paleocene (Atherton, 1971). There are a few faults in ntucky near the Lusk Creek Fault Zone that displace Cretaceous deposits and 2.5-32 Rev. OL-21 5/15
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| southwestern part of the complex is in a seismically active area, and several workers e associated modern earthquakes with the faults. The intensity of these earthquakes, ever, is lower than in the New Madrid Seismotectonic Region to the south (see cussion in Section 2.5.2).
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| d work has been performed by the Illinois State Geological Survey in an effort to vide evidence which might support or negate the existence of structural continuity ween the New Madrid Seismic Zone and the faulting in the Fluorspar Area Fault mplex. Faulting of the Paleozoic rocks on the northeast where they are exposed at the face was confirmed as being post-Paleozoic and pre-Late Cretaceous in age.
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| mination of apparent faulting in unconsolidated Tertiary and Quaternary deposits that rlie the Paleozoic rocks to the southwest beneath the Mississippi Embayment has n examined. However, it has yielded no unequivocal evidence of tectonic faulting in Illinois part of the Mississippi Embayment during or after Late Cretaceous time.
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| lting found in the overlying unconsolidated deposits was attributed to landslides and ution collapse (Kolata, 1978; Kolata et al., 1979).
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| .1.1.5.2.3 Rough Creek Lineament Rough Creek Lineament (see No. 3 in Illinois on Figure 2.5-13) is a series of faults fault zones extending generally east-west through western Kentucky and southern ois. In Kentucky, it includes the Rough Creek Fault Zone (Sutton, 1953; Stonehouse Wilson, 1955). In Illinois, it includes the east-west portion of the Shawneetown Fault e to the east and the Cottage Grove Fault System to the west.
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| yl (1972, 1977) suggests that strike-slip faulting or wrench faulting is a major ponent in the Rough Creek Lineament. He tentatively includes the lineament in a line one of faults, monoclines, and igneous intrusions. The line extends east-west for 800 es along the 38th parallel from West Virginia to at least as far west as the Ozark Uplift outh-central Missouri. In the Illinois-Missouri-Kentucky region the lineament appears a complex of faults, associated magnetic and gravity anomalies, and breaks in gnetic anomaly patterns (Lidiak and Zietz, 1976; Hinze et al., 1977; Braile et al., 1978; yl, 1977).
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| Rough Creek Lineament appears to form the northern boundary of the Rough Creek ben that developed in Precambrian rocks before late Cambrian time. The zone of akness was reactivated near the close of the Paleozoic Era (Buschbach, 1978). North his lineament in southeastern Illinois is the Fairfield Basin, the deepest part of the ois Basin.
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| linois, the lineament is dominated by numerous high angle reverse faults with the th side upthrown and there are a number of normal faults (Weller et al., 1952). The ts display evidence of some horizontal movement. The eastern part of the lineament, 2.5-33 Rev. OL-21 5/15
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| ends westward along the prominent hills in southern Gallatin County, curves thward from Cave Hill in Saline County, leaves the Rough Creek Lineament and joins southwest-trending Herod Fault to the Lusk Creek Fault Zone.
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| Shawneetown Fault Zone cuts Pennsylvanian strata and is presumed to be t-Pennsylvanian in age (Willman et al., 1967). The southern end of the Lusk Creek lt is overlain by unfaulted deposits of Cretaceous age and therefore, it is inferred that most recent faulting within the Shawneetown Fault Zone is post-Pennsylvanian,
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| -Late Cretaceous (Buschbach, 1973).
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| western portion of the lineament, the Cottage Grove Fault System, extends from ine County westward to Jackson County, Illinois and appears to have formed at ghly the same time as the Shawneetown. Displacements are diminished, with ximum displacements of about 250 feet. Pennsylvanian strata are cut by the faulting therefore the age of faulting along the Cottage Grove Fault Zone is presumed to be t-Pennsylvanian, pre-Late Cretaceous (Willman et al., 1967; Buschbach, 1973).
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| geometry described by Heyl (1972, 1977) does not coincide with the geometries of ied strike slip faults in analogous situations in other localities (Ottawa-Bonechere cture, Oklahoma en echelon fault zone, Montana Lineaments). These features play lineaments composed of en echelon normal faults, giving rise to an elongated of horst and graben terrain. No reverse faulting is predicted by dynamic models of h structures (Friedman, 1967; Billings, 1972). Limited reconnaissance by Gibbons
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| : 72) during his study of the eastern Ozarks suggested strong similarities with the ctural style of the Set. Genevieve Fault System. Upthrust faulting and minor features erved by Heyl. Large vertical displacements associated with reverse faulting, pensatory normal faults, monoclines and horizontal movements along minor faults all common features in upthrust terrains (Prucha, et al., 1965). This feature lies within ructural province with demonstrated upthrusting associations. It is, therefore, likely t the Rough Creek-Cottage Grove-Shawneetown System may represent a series of hrust faults along block boundaries similar to those in the eastern Ozarks.
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| .1.1.5.2.4 Wabash Valley Fault System Wabash Valley Fault System (see No. 5 in Illinois on Figure 2.5-13) is a 15- to mile wide zone of generally parallel faults that extends north-northeastward for roximately 60 miles on the eastern flank of the Fairfield Basin from the Rough Creek eament in Gallatin to Wabash Counties in southeastern Illinois, roughly paralleling the bash River. The easternmost faults extend into southwestern Indiana (Bristol and worgy, 1978).
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| faults, which are high angle and normal, have been observed in mines, boreholes, surface exposures. Maximum known displacement on the faults is up to 480 feet stol and Treworgy, 1978), although displacements of a few to 200 feet are more 2.5-34 Rev. OL-21 5/15
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| ng the faults decreases toward the south. Since no displacement has been ognized in Pleistocene deposit, the faulting appears to have occurred in
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| -Pleistocene time. No evidence has been found in Illinois during recent studies to rant extending the Wabash Valley fault system across the Cottage ve-Shawneetown fault zone south to the Mississippi Valley fault system (Bristol and worgy, 1978).
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| .1.1.5.2.5 Chesapeake Fault Zone Chesapeake Fault (see No. 1 in Kansas and No. 8 in Missouri on Figure 2.5-13) is a or structure that is best developed in eastern Lawrence County, Missouri Cracken, 1971). Rutledge (1924) first located the fault as extending from the center he eastline of Section 12, Township 27 North, Range 25 West, about 25 miles erally northwest across Lawrence County into Dade County. He named the fault and ed it as Late Mississippian because the Pennsylvanian age channel sandstone ssing the fault is not displaced.
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| Cracken and McCracken (1965) extended the fault to the Kansas line by structure touring of widely scattered drill hole data on the base of the Roubidoux Formation.
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| e (1962, 1976) extended the fault into Bourbon County, Kansas and shows roximately 100 feet of downward displacement to the northeast. The control for ending this structure into eastern Kansas is extremely sparse and therefore, the ension of this fault into Kansas is inferred.
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| mall fault, also trending northwest from the Kansas/Missouri border located north of Chesapeake Fault, has been inferred from sparse control (Cole, 1976). It had been viously interpreted as a bedrock valley. An extension of this fault is not mapped to the theast in Missouri (Missouri Geological Survey, 1979; McCracken 1971).
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| .1.1.5.2.6 Bolivar-Mansfield Fault System Bolivar-Mansfield Fault System (see No. 5 in Missouri on Figure 2.5-13) is a broad e of discontinuous, generally parallel faulting that extends northwest from Douglas ugh St. Clair and Bates counties, Missouri into Kansas. Many of the individual faults his system have been named separately. This zone may extend southeastward into ansas (McCracken, 1971) and has been extended northwestward through Bates unty by Gentile (1965, 1976). The Eldorado Springs North fault has been extended m Bates County into Kansas (McCracken, 1971) and is shown as an unnamed fault on top of the Precambrian in Linn County, Kansas by Cole (1976). It had previously n interpreted as a valley on the basement surface (Cole, 1962). The system appears order the southwest flank of the Ozark Uplift. Faulting is mostly high angle normal, throws of up to 300 feet (McCracken, 1971). The faulting involves beds ranging in from early Pennsylvanian (Cherokee Group) to early Ordovician (Roubidoux mation).
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| 2.5-35 Rev. OL-21 5/15
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| Cap au Gres Faulted Flexure (see No. 7 in Missouri on Figure 2.5-13) is a sharp noclinal fold that extends east-southeast through Lincoln County, Missouri, then erally east through southern Calhoun and Jersey counties in Illinois. The rocks dip eply on the southern flank of the structure, and the maximum amount of structural ef is 1,000 to 1,200 feet. Faults that occur along the flexure generally are downthrown he south and have displacements from a few to a few hundred feet. Limited osures in the area make it difficult to determine the extent and continuity of the faults.
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| or deformation along the Cap au Gres Faulted Flexure took place in post-Middle sissippian, pre-Pennsylvanian time. A minor amount of deformation occurred in t-Pennsylvanian, pre-Pleistocene time. Pennsylvanian strata south of the flexure are siderably lower than outliers of similar strata north of the flexure. In addition, the houn peneplain bevels the edges of tilted Pennsylvanian strata in the area, indicating t-Pennsylvanian movement. Displacement probably occurred in Pliocene time and ounts to little more than 100 feet. No evidence has been found to indicate any ormation of Pleistocene deposits in the area (Buschbach, 1975). A pair of thwest-trending anticlines, the Dupo-Waterloo Anticline to the south and the Lincoln d to the north, end abruptly against the flexure. Both anticlines have their steeper ks to the west, and they appear to have similar geologic histories. The crests of the clines are offset about 30 miles (Cole, 1961).
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| .1.1.5.2.8 Cuba Fault Cuba Fault (see No. 10 in Missouri on Figure 2.5-13 and Figure 2.5-16) passes 3 es west of Cuba, Missouri, across Crawford and Gasconade counties to Township 43 th, Range 7 East in Osage County, Missouri (McQueen, 1943). Fox (1954) proposed t the fault extends to the south and possibly joins the Crooked Creek Structure (see 9 in Missouri on Figure 2.5-13). Current work refutes Fox's concept. James A. Martin James H. Williams of the Missouri Geological Survey and Water Resources ompanied James W. Smith of Dames & Moore in verifying the position of the fault entially as mapped by McQueen (1943).
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| Cuba Fault is downthrown on the east side with a vertical displacement from 125 to feet (McCracken, 1971). As Pennsylvanian strata may be cut by the fault, the age of last movement is Pennsylvanian or younger.
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| .1.1.5.2.9 Cuba Graben Cracken (1971) states that the Cuba Graben (see No. 11 in Missouri on Figure
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| -13) is the downthrown area between the Cuba and Leasburg faults which has tected Pennsylvanian beds from erosion. The Cuba Graben is probably not due to izontal tensional forces as with most grabens but is more likely due to vertical vements, since the bounding faults have associated anticlines (Figure 2.5-16).
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| 2.5-36 Rev. OL-21 5/15
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| er of the Missouri Geological Survey and Water Resources.
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| ause the bounding faults may cut Pennsylvanian strata, the youngest mapped mations in the area, the last movement of the Cuba Graben may be Pennsylvanian or nger.
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| .1.1.5.2.10 Fox Hollow Fault s is a small fault striking slightly east of north and becomes a monocline both to the th and south (see No. 16 in Missouri on Figure 2.5-13). It is a normal fault with a throw pproximately 120 feet. Chouteau beds (Mississippian) are faulted against Jefferson Dolomite (Ordovician) (McCracken, 1971).
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| .1.1.5.2.11 Jeffriesburg Fault Jeffriesburg Fault is a short, northwest-trending fault that lies 3.5 miles east of the sburg Fault (Section 2.5.1.1.5.2.12) in Township 43 North, Ranges 1 and 2 West, nklin County, Missouri (see No. 22 in Missouri on Figure 2.5-13, Figures 2.5-16, and
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| -21). On the surface, Pennsylvanian sandstone is faulted against Jefferson City omite (McCracken, 1971). According to subsurface contours on top of the Roubidoux mation (data collected from the well logs on file at the Missouri Geological Survey and ter Resources), the southwest side of the fault appears to have been upthrown at st 100 feet. The fault, determined from Roubidoux contours, appears to terminate to southeast in Section 36, Township 43 North, Range 1 West, and to the northeast in tion 11, Township 43 North, Range 2 West. Displaced Pennsylvanian rocks indicate age of faulting to be Pennsylvanian or younger.
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| .1.1.5.2.12 Leasburg Fault Leasburg Fault (see No. 24 in Missouri on Figure 2.5-13 and Figure 2.5-16) erally trends from Section 22, Township 30 North, Range 2 West in Crawford County ection 20, Township 43 North, Range 2 West, Franklin County, Missouri (McCracken, 1). It appears to change strike several times from northeast to northwest but persists a distance of some 40 miles. McQueen (1943) describes the fault as downthrown to northwest. The preservation of Pennsylvanian age sediments within the Cuba ben suggests that the faulting is Late or post-Pennsylvanian in age.
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| .1.1.5.2.13 Mississippi Valley Faults eries of faults located in the Mississippi Valley (see No. 42 on Figure 2.5-13) in the per Mississippi Embayment has been described by Bond et al. (1971).
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| ording to the interpretation and description by H. Schwalb, in the work by Bond et al:
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| "Many faults are exposed in the Paleozoic rocks around the northeastern edge of 2.5-37 Rev. OL-21 5/15
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| subsurface control, only the major displacements can be plotted in the embayment area. A fault that trends northeast is downthrown on the west, has 700 to 800 feet (210 to 240 m) of displacement, and follows the course of the Mississippi River. A very large fault trending slightly south of east crosses the Mississippi River fault near the junction of the Missouri-Arkansas-Tennessee boundaries. Displacement exceeds 4,000 feet (1,220 m) at the Mississippi River and decreases eastward; the downthrown side is on the south, but the fault may scissor to the east, reversing the displacement. A third fault is mapped in Missouri almost parallel with the Mississippi River fault. The downthrown side is on the east, producing a graben within the Mississippi River flood plain. South of the major east-west fault, another displacement follows the trend of the Mississippi River, but downthrow is on the east."
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| se faults are shown as a group on Figure 2.5-13 as fault No. 42. Detailed discussion he relationship of the Mississippi Valley Faults to other structures is presented in tion 2.5.2.3.1.1.2.
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| .1.1.5.2.14 Newburg Fault Zone Newburg Fault Zone (see No. 26 in Missouri on Figure 2.5-13) is a series of faults ding northwest to west for about 4 miles in Townships 36 and 37, North, Ranges 8 9 West, Phelps County, Missouri. This zone consists of three areas of faulting. The thern portion of the fault zone is a graben with the faults striking North 58 West.
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| ximum displacement is 60 feet. An intermediate zone occurs north of this feature. A mal fault farther to the northwest strikes almost due east. The downthrown side is to south. Maximum throw along this segment is 100 feet. Ordovician age Gasconade Roubidoux formations are present in fault blocks at the surface.
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| .1.1.5.2.15 St. Genevieve Fault System Ste. Genevieve Fault System is a complex fault zone of variable character (see No.
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| n Missouri on Figure 2.5-13). At various points along its trace, from two to four eply dipping reverse faults and a faulted monocline account for most of the structural ef across the feature. Compensatory normal faults are generally present in the edge he upthrown block. The character of the monocline changes form a small flexure ose steep limb dips approximately 40° northeast to a large feature with the steep limb rturned at lest 50 southwest. The dips of the reverse faults in the fault zone vary from tical to 50°. The fault zone is uniformly upthrown on the west although evidence for or reversals in the sense of movement along the fault does exist. Stratigraphic placement varies from approximately 450 feet along the edge of the Potosi block, 900 t along the edge of the Farmington block, to a possible maximum of 2,000 feet along edge of the Perryville block. The Ste. Genevieve Fault Zone is interpreted as a ndary for several of the crustal blocks in the eastern Ozarks. It trends straight along edges of the blocks, but may bend sharply where it intersects another block 2.5-38 Rev. OL-21 5/15
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| Ste. Genevieve Fault System is probably an inherited feature, the strike of whose ments represent a Precambrian structural grain and its position controlled by the amics of subcrustal block uplift. It has probably existed as an inter-related series of ts that comprise a major structural discontinuity in the region since at least late cambrian time. It represents a major element in the limb between the Ozark Uplift and Illinois Basin. Structural and magnetic lineaments of the 38th Parallel lineament cussed by Lidiak and Zietz (1977) were found to be interrupted by the prominent thwest trending magnetic anomalies associated with the Ste. Genevieve Fault.
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| thwest trending gravity anomalies also associated with the Ste. Genevieve Fault e were recognized by Keller and Austin (1977).
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| extension of the Ste. Genevieve Fault System into Illinois has been called the tlesnake Ferry Fault (see No. 4 in Illinois on Figure 2.5-13). Presently it is called the
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| . Genevieve Fault Zone.
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| .1.1.5.2.16 Wardsville Fault Cracken (1971) stated that the Wardsville Fault (see No. 41 in Missouri on Figure
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| -13) trends from Section 7, Township 43 North, Range 11 West (west of Wardsville, souri) northeast to Section 35, Township 44 North, Range 12 West in Cole County, souri. The fault is downthrown 100 feet to the northeast as substantiated by water l borings at the town of Wardsville.
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| face work by Martin (Missouri Geological Survey staff member) in the area east of the er well at Wardsville showed a collapse structure with Burlington Limestone served. The findings point to an extension of the Wardsville Fault beyond St. Martins, souri, and suggest the age of the fault to be post-Early Mississippian in age.
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| .1.1.5.2.17 Reelfoot Lake Fault ch (1971) mapped an extensive concealed fault in southwestern Kentucky and thern Tennessee (see No. 1 in Kentucky on Figure 2.5-13 and Table 2.5-3). This area just north of the Reelfoot Lake region of faulting in Tennessee described by Fuller 05), and is thought to be part of the same system. Although Finch found no evidence he mapped quadrangle, he felt it reasonable to assume that this fault was active ing the creation of Reelfoot Lake by the 1811-1812 earthquakes. Correlation of loess osits has shown nearly 200 feet of vertical displacement in the main fault, which ch postulates as a landslide block. A displacement of 70 feet was proven in a shorter, ociated fault. No movement has been recorded since the 1811-1812 earthquakes.
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| ack (1979) has interpreted faulting in the Reelfoot Lake area from seismic reflection files. These faults have increased offset with depth, with maximum displacement of eozoic marker beds of 265 feet measured. Local thinning of Cretaceous and Tertiary 2.5-39 Rev. OL-21 5/15
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| .1.1.5.2.18 Kingdom City Fault Kingdom City Fault (see No. 48 in Missouri on Figure 2.5-13 and Figure 2.5-16) is posed to trend east-northeast in Township 49 North, Range 9 West, Callaway County, souri. Based on data from well log No. 26595 in the Missouri Geological Survey and ter Resources well log files, it is a reverse fault and cuts the St. Peter Formation e, displacing it 300 feet. On the basis of surrounding well information, the southeast e was downthrown.
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| .1.1.5.2.19 Ste. Mary's Fault teker (1956) recognized a strong gravity gradient that trended northeasterly and ssed the Mississippi River at Ste. Mary's, Missouri (see No. 53 in Missouri on Figure
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| -10). No faulting was recognized at the surface until road cuts for Interstate Route 50 e completed. Tikrity (1968) described 200 to 400 feet of downward displacement to southeast, toward the Illinois Basin, and considered it to be a northeast extension of Ste. Genevieve Fault System. A wide fault zone that includes steeply dipping fault es and monoclines was noted during reconnaissance for this study. This fault zone ncides with the gravity gradient noted by Mateker (1974) and with the southern ndary of the Farmington block (Figure 2.5-15) (Gibbons, 1972).
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| .1.1.5.2.20 Simms Mountain Fault Simms Mountain Fault separates the Precambrian terrain of the St. Francois untains from the Cambrian sedimentary rocks of the Missouri lead belt (see No. 37 in souri on Figure 2.5-10 and Figure 2.5-15). The brittle basement rocks and dolomites ng the fault trace have been severely shattered and a broad, gentle valley has been ded along the fault trace along most of its length. The sedimentary rocks immediately acent to the fault trace dip approximately 45!m!xo!m!x to the east, probably resenting the remnant of a faulted monocline. The fault is uniformly upthrown to the st and dips steeply, since its trace crosses topographic features of considerable relief out deflection. Total vertical stratigraphic separation is probably less than 200 feet.
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| .1.1.5.2.21 Big River Fault Big River Fault is a steeply dipping reverse fault. Its trace defines the boundary ween the Farmington and Potosi blocks (see No. 3 in Missouri on Figure 2.5-13 and ure 2.5-15). Total structural relief across the feature is 280 feet at Bonneterre, souri. Structural relief decreases along strike to the southwest, reflecting the tilting of Farmington block. The Big River Fault terminates against the Ste. Genevieve Fault the northeast and the Simms Mountain Fault on the southwest.
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| 2.5-40 Rev. OL-21 5/15
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| Black Fault is a steeply dipping fault whose trace trends northwesterly (see No. 4 in souri on Figure 2.5-10). Poor exposure makes precise definition of fault geometry ossible. The fault is downthrown to the west, and near the town of Black, Missouri, entire vertical stratigraphic separation is within the thickness of the Bonneterre mation (approximately 100 feet). The Black Fault defines the western boundary of the Francois block (Figure 2.5-15) and represents the easternmost structure on the stern limb of the Ozark Uplift.
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| .1.1.5.2.23 Anthonies Mill Fault Anthonies Mill Fault is described by McCracken (1971) as being observed at the face. Its existence was substantiated by drilling near the Pea Ridge iron deposit. The t extends from Section 19, Township 39 North, Range 1 West, Washington County, souri, to Section 11, Township 39 North, Range 2 West, Crawford County, Missouri.
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| displacement on the fault is 150 to 200 feet with the downthrown side on the thwest (see No. 49 in Missouri on Figure 2.5-13).
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| .1.1.5.2.24 Catawissa Fault Catawissa Fault (see No. 50 in Missouri on Figure 2.5-13 and Figure 2.5-16) is ed on boring information from the Missouri Geological Survey and Water Resources l log files. It is located in the southwestern portion of Township 43 North, Range 2 t, Franklin County, Missouri. It has a displacement of 150 feet with the northwestern e downthrown.
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| .1.1.5.2.25 Browns Station Fault Browns Station Fault, which is located on the southwestern limb of the Browns tion Anticline (see No. 51 in Missouri on Figure 2.5-13 and Figure 2.5-16), Callaway unty, Missouri, is interpreted as having 300 feet of displacement. The southwestern ck is downthrown (Laclede Gas Company, 1974).
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| .1.1.5.2.26 Mineola Fault Mineola Fault (see No. 52 in Missouri on Figure 2.5-13 and Figure 2.5-16) is located he southwestern portion of Township 48 North, Range 6 West, Montgomery County, souri on the flank of the Mineola Dome. Interpretation of well log data from the souri Geological Survey and Water Resources files (1974) indicates that 200 feet of nward displacement to the southwest.
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| .1.1.5.2.27 Cryptoexplosive Structures in Missouri Cracken (1971) locates and discusses several cryptoexplosive or diatreme features in souri. The Avon diatremes, Crooked Creek structure, Decaturville Structure, Dent 2.5-41 Rev. OL-21 5/15
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| cellaneous structures; however, she indicates that these are generally local features t may be related to solution activity.
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| cryptoexplosive structures occur on a line that trends approximately east-west ugh central Missouri. They all occur in Paleozoic formations. No evidence of activity ce their origin has been found, and no satisfactory explanation for their origin has yet n determined.
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| .1.1.5.3 Regional Jointing gional joint or fracture patterns are consistent and well developed throughout the ion. Two systems of fractures are prevalent. The most common and the most widely ributed fracture system is made up of two sets that parallel the general regional ctural trends (northwest and northeast). This system is present in the basement ks and is represented there by fractures intruded by ultrabasic rocks of known cambrian age. The second system is subordinate and has two joint sets that strike th-northwest and east-northeast. The two systems are statistically difficult to inguish in large samples and may represent local variants of the same system. The r right angle of intersection and vertical attitude of both systems suggest that these regional orthogonal fracture systems common to areas that have been uplifted by hrust tectonics (Gibbons, 1972).
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| .1.1.5.4 Regional Stability region surrounding the site is stable. No earthquakes have occurred within 40 miles he plant site. No potential zones of instability, either natural or caused by man's vities, have been found that adversely and significantly affect construction and ration of the plant at the site.
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| .1.1.5.4.1 Natural Features gional solution activity by ground water is discussed in Section 2.5.1.1.6.1. Solution weathering features at the site are discussed in Section 2.5.1.2.5.3. There are no ural geologic features at or sufficiently near the site that adversely affect its use for a lear power facility.
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| .1.1.5.4.2 Man's Activities n's activities in the study region include surface and subsurface mining of both tallic and nonmetallic minerals, production of fuels such as coal, oil, and gas, and drawal of water from subsurface aquifers. None of these activities have taken place r the site area with the exception of minor quarrying of limestone and clay, located icient distances from the site as to cause no concern with regard to stability. The cts of man's activities at the site are discussed in Section 2.5.1.2.5.6.
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| 2.5-42 Rev. OL-21 5/15
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| discussed in regional geologic history (Section 2.5.1.1.3), and reflected by onformities in the geologic column of Missouri, the study region has experienced ft and warping several times during the Paleozoic Era. The effects on the site area reflected by erosional unconformities and gentle tilting of the rock strata, with a orted regional dip of 5 to 10 feet per mile to the northwest, away from the Ozark Uplift klesbay, 1955).
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| gional warping or rebound due to unloading of glacial ice may be occurring in northern tions of the study region where glacial deposits are extensive and still display dence of oversconsolidation. At the site, rebound is not considered significant. The sence of thin glacial deposits in the site area suggests that the advancing ice sheet s relatively thin and/or of short duration. The glacial till is believed to have been osited during Kansan time, approximately 0.7 million years ago (see Section
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| .1.2.2.1).
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| .1.1.6 Regional Ground Water etailed treatment of ground water and surface water hydrology is presented in tion 2.4.
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| ndant ground water is contained in the alluvial deposits within the Missouri and sissippi River valleys and in the Mississippi Alluvial Plain Physiographic Section.
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| extensive area occupied by the Ozark Plateaus Section is underlain by more than 00 feet of Paleozoic carbonates and sandstones that dip away from the Precambrian e of the Ozark Uplift. In this area, recharge to aquifers is by infiltration of precipitation.
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| ural discharge is commonly by springs abundant throughout the Ozarks. The Osage ins Section generally contains relatively small quantities of highly mineralized ground er. Within the Till Plains and Dissected Till Plains sections, limited ground water is ally available from sand and gravel outwash deposits associated with Pleistocene ciation. The most important water-bearing areas, however, occupy buried valleys that filled with clean granular outwash deposits.
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| gionally, water quality becomes poorer in areas away from the Ozark Plateaus tion due to an increase in total dissolved solids from less than 200 parts per million to r 40,000 parts per million in some areas of the study region. (U.S. Geological Survey Missouri Division of Geological Survey and Water Resources, 1967).
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| .1.1.6.1 Regional Solution Activity by Ground Water ge scale solution activity has taken place in the thick carbonate sequence south of the souri River as evidenced by the numerous large springs and caves found in that ion (Figure 2.5-22). There is, however, a notable decrease in the number of caves size of springs in areas north of the Missouri River and in a large area of west central 2.5-43 Rev. OL-21 5/15
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| face and subsurface soil and rock stratigraphy.
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| ere springs are large and numerous, (see Figure 2.5-22) the underlying rock units sist primarily of cherty limestone and dolomite which range from Mississippian to mbrian in age. Some sandstone units are present but shale rarely occurs (Figure
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| -8). The surficial soil deposits contain characteristically high percentages of residual rt. Precipitation is readily channeled through the permeable, cherty soils and into the erlying thick carbonate rock sequence in which karst features, springs, and caves are eloped by solution activity.
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| hose areas shown on Figure 2.5-22 where springs are small or absent and caves are
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| , the underlying stratigraphic section contains formation that consist largely or entirely hale. These shale units retard or block the vertical movement of groundwater and ctively reduce solution activity. Pennsylvanian-age deposits in Missouri are largely ervious shale and clay (Figure 2.5-8). The areas in northern and western Missouri in ch Pennsylvanian rocks occur are illustrated on Figure 2.5-22. In these areas, springs small and many are highly mineralized (U.S. Geological Survey and Missouri ision of Geological Survey and Water Resources, 1967).
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| Mississippian-age rocks of northeastern Missouri also contain shaley units such as Hannibal and Warsaw formations which retard groundwater movement. By contrast, Mississippian-age rocks of southwestern Missouri contain relatively little shale ssouri Geological Survey and Water Resources, 1961) and a corresponding increase oted in the number of springs and caves (Figure 2.5-22). The middle Devonian der Creek Shale which occurs in the site area, retards the downward percolation of und water as discussed in Section 2.4.13.2.3.2.1, Local Hydrologic Conditions.
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| l type and thickness are significant factors which contribute to reduced solution vity in northern Missouri. The occurrence of relatively impermeable glacial and ustrine soils which were deposited during Pleistocene time beginning approximately 1 ion years ago, generally thicken northward from the southern limit of glaciation ures 2.5-3 and 2.5-22). These clayey soil deposits blanket vast areas and severely rd the downward movement of precipitation into the underlying rock units, thereby nificantly reducing solution activity.
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| .1.1.6.1.1 Springs me of the world's largest springs are found within the study region (Figure 2.5-22).
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| Salem and Springfield plateaus of the Ozark region contain the largest and greatest mber. Springs are also present in the Pennsylvanian rocks of the Osage Plateau; ever, these are small and highly mineralized.
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| face and subsurface conditions are favorable to the development of the large Ozark ng system. The surface conditions include large areas of porous material and 2.5-44 Rev. OL-21 5/15
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| ers of fractured limestone and dolomite. Springs may be concentrated along zones of tures (Figure 2.5-23). Most of the Ozark area springs are outlets of subterranean am that have been intersected by erosional valleys. As a result, most of the large ngs are found at or near the local valley floor level of the principal streams.
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| .1.1.6.1.2 Caves re is no agreement as the exact definition of a cave with regard to size and shape; ever, it is generally accepted that most subsurface caves result from ground water vity in soluble carbonate bedrock. Most caves are low-gradient underground stream nnels originating at or below the water table. Regional uplift and subsequent stream sion exposes the subterranean water-filled channel and forms a large spring. The ity gradually drains as the water table adjusts to a lower level.
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| y few of the Ozark caves are increasing in size today. Roof collapse, sinkhole debris, stone deposits, and alluvial or colluvial sediments have acted to partially fill or block ny cave chambers. Present day cave development can be observed in the large ngs that emerge at the bottoms of major valleys. In areas where significant quantities mpermeable cohesive soils or shale form a protective cap over the soluble carbonate mations, solution activity and karst development is minimized.
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| .1.2 Site Geology small-scale topographic map on Figure 2.5-24 shows the site relative to major ural features. A reconnaissance geologic map of the site area is shown on Figure
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| -25.
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| ologic and geophysical studies were performed at the site to determine the lithologic, tigraphic, and structural geologic conditions. Surface conditions at the site were estigated by using surveying and reconnaissance geologic techniques and by use of ographic maps, aerial photographs, and ERTS imagery. Subsurface conditions were estigated by means of test borings, laboratory testing and analysis, subsurface relations and field test programs. Boring locations are shown on Figures 2.5-26,
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| -27, and 2.5-28. Detailed geologic mapping of excavations and construction nitoring has verified the results of the above investigations.
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| zometers were installed in borings at various depths throughout the area to monitor undwater in all soil and rock units penetrated by drilling. A vibratory groundmotion dy was done to evaluate seismic characteristics of soil, older sediments, and lithified mations underlying the site.
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| 2.5-45 Rev. OL-21 5/15
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| site area straddles the boundary between the Dissected Till Plains Physiographic tion to the north and the Ozark Plateaus Physiographic Province to the south (see ure 2.5-2). The plant site is blanketed by glacial deposits and lies within the Dissected Plains.
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| ing Early Pleistocene time, the site area was largely a glacial till plain. Subsequent sion and downcutting of the Missouri River and its tributary streams has dissected the n, leaving a nearly isolated plateau between 6 to 8 square miles in size.
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| ographic relief on the plateau varies form about elevation 800 feet MSL near the imeter to a maximum of 858 feet MSL southwest of Reform (see Figure 2.5-26). The hest elevations are found along a very broad, low ridge in the southern and western tions of the area, where the terrain is generally higher than elevation 840 feet MSL.
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| plateau is higher than any surrounding land feature within a radius of 6 miles.
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| Missouri River is about 5 miles south of the plant. Its floodplain is about 2 1/2 miles e and has an average surface elevation of about 525 feet MSL. The normal flow level he Missouri River is about 509 feet above mean sea level.
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| area between the plateau and the Missouri River flood plain is highly dissected. Mud ek and its intermittent stream branches have incised deeply into the southern flank of plateau with stream gradients that drop more than 200 feet within a distance of less n 1/2 mile. Topographic relief is more than 150 to 200 feet between valleys and es, and the overall drop in elevation between the crest of the plateau and the river is ut 350 feet.
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| face drainage east and northeast of the site area is intercepted by Logan Creek.
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| an Creek is deeply incised and has developed a 1,000-foot-wide floodplain.
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| merous intermittent streams have cut deeply into the eastern flank of the plateau, ulting in more than 200 feet of rugged local relief.
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| vasse Creek, a major tributary of the Missouri River, is located about 2 miles west of site area and intercepts all the surface drainage from the western and northern flanks he plateau. The creek is more than 30 miles long and has developed a number of y large tributary branches. Adjacent to the site, the stream flows within entrenched anders on a 1/4- to 1/2-mile-wide floodplain at an approximate elevation of 530 feet L. Numerous intermittent streams about 1 1/2 miles long have cut deeply into the stern and northwestern flanks of the plateau, resulting in more than 250 feet of rugged al relief.
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| .1.2.2 Site Stratigraphy sequence and character of the soil, older sediments, and lithified formations erlying the site area are shown on the composite stratigraphic column (Figure 2.5-46 Rev. OL-21 5/15
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| in the surrounding area, and on published literature. Subsurface geologic cross tions that show relationships between the various stratigraphic units underlying the are illustrated on Figures 2.5-30 through 2.5-35 and 2.5-36. In addition, a regional logic cross section is shown on Figure 2.5-37. Logs of over 165 borings drilled at the during the various Dames & Moore site geologic investigations are discussed in ail in Section 2.5.6.1.1. The unified soil classification along with a key to the test data hown at the end of Section 2.5.
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| ings C5-1 through C5-8 were drilled during the initial site investigation in March 1972.
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| ings R-1 through R-8 and P-1 through P-67 were drilled during the site onnaissance and detailed foundation phases of site investigation from July 9, 1973, ugh January 7, 1974. Borings P-68 through P-148 were drilled during a period from ober 22, 1974, through February 8, 1975, in order to investigate the filling of ancient st features below the plant site.
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| ditional site stratigraphic data were obtained in connection with on-site quarry and erground mine studies that have been presented in "Report, On-Site Rock Quarry Selection and Feasibility Study, Source of Coarse Aggregate, Callaway Plant Units 1 2, for Union Electric Company" dated April 11, 1975; "Report, Engineering Geology estigation, Proposed On-Site Production Mine Quarry, Source of Coarse Aggregate laway Plant, Units 1 and 2, for Union Electric Company" dated July 31, 1975; "Report endum, Engineering Geology Investigation, Proposed On-Site Production Mine arry Source of Coarse Aggregate, Callaway Plant Units 1 and 2" dated June 2, 1977; port, Results of Detailed Excavation Mapping, Callaway Plant, Units 1 and 2" dated gust 24, 1976; and "Interim Report Results of Detailed Excavation Mapping, Ultimate at Sink Excavations, Callaway Plant, Units 1 and 2, for Union Electric Company,"
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| ed April 25, 1979.
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| ings Q-1 through Q-26 were drilled south and northeast of the plant during the course he on-site quarry investigations. Borings Q-27 through Q-48 were drilled northeast of plant in the area of a proposed mine quarry in order to obtain information on the sical characteristics of the Callaway Formation. Borings Q-49 through Q-66 were ed in the same area to evaluate the feasibility of portal development in a relocated e portal area and to examine the development of filled solution features in the laway Formation which could result in spalling of the roof rock in the mine and sent a safety hazard to mining.
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| ings A-1 through A-6 were drilled off-site in 1976 at the quarry of the Auxvasse Stone Gravel Co., 17 miles north of the plant, to retrieve samples for testing to determine suitability of the Callaway Limestone from that quarry for use as Category I coarse crete aggregate. Excess fines from the aggregate production from this quarry were o used as Category I pipe bedding material. Two sets of borings were drilled at a rry 4.5 miles north of the site on Auxvasse Creek. Borings H-1 to H-16 were pleted in 1977 at the MoCon of Fulton, Inc. quarry, to evaluate the physical 2.5-47 Rev. OL-21 5/15
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| 9, then known as Mertens Quarry, to acquire samples for testing to determine the ability of the Callaway Limestone from the alternate source for use as Category I rse concrete aggregate.
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| .1.2.2.1 Glacial and Postglacial Soil Deposits posits of Quaternary age within the site area consist of soils that are associated either ctly or indirectly with Pleistocene glaciation. Geologic discussions of glacial and tglacial soil deposits are presented below. Engineering properties of these soils are cussed in Section 2.5.4.2.
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| .1.2.2.1.1 Modified Loess st of the plateau area is blanketed by a fairly continuous layer of mottled reddish wn and gray silty clay that varies in thickness from 3 to 15.5 feet. This soil was osited over the site during the Wisconsinan and/or Illinoian glacial stages as a dblown silt known as loess. The loess was deposited on an irregular topographic face. Subsequent erosion, resulting in the present surface features, has stripped the ss from some areas. Weathering has altered the original physical properties of the ss at most locations to form a silty clay. Engineering properties of the loess are sented in Section 2.5.4.2.
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| .1.2.2.1.2 Accretion-gley modified loess is underlain by a deposit of moderately plastic, gray, silty clay. The ct origin of this material has been a question of debate among geologists for many rs. The concept of accretion-gley, which was first developed by Frye et al. (1960) and her discussed by Howe and Heim (1968), appears to be the most reasonable theory rigin for the clay, on the basis of site observations. The accretion-gley is postulated to the product of slow accumulation of predominantly fine-textured material in poorly ined or undrained areas on the surface of the till plain left after retreat of the glacier. In site area, glacial till deposited during the Kansan stage of glaciation forms the face on which the accretion-gley rests. Furthermore, the accretion-gley at the site is textured, massive bedded, and is not a product of intense in situ weathering.
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| upper and lower boundaries of the accretion-gley are former erosional surfaces on ch some topographic relief was developed. Consequently, the thickness of the osit, as determined by borings, various across the plateau area from 0 to about 28.5
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| : t. The highest elevation at which the top of the unit was encountered was 845.1 feet the lowest was 811.2 feet. Lens-shaped deposits of silt and sand which had been ountered in test borings, were locally observed and mapped at the top of the retion-gley during geologic mapping of excavations. These lenses are approximately 5 feet in thickness with apparent widths of 38 to 120 feet in the reactor excavations.
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| se deposits were probably formed by streams prior to deposition of the overlying 2.5-48 Rev. OL-21 5/15
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| .1.2.2.1.3 Glacial Till yer of glacial till consisting of reddish brown silty clay containing some sand and vel underlies the accretion-gley deposit in topographically high portions of the site
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| : a. The till has been identified as Kansan in age on the basis of paleomagnetic estigations (Kukla, 1974). The till was observed to vary in thickness from 0 to 27.2 feet he test borings and was generally encountered between elevations of 827 and 800
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| : t. Sand lenses in the basal portion of the till were observed and mapped during logic mapping of the reactor excavation. These lenses vary in apparent width from 5 5 feet and have a maximum thickness of 6 feet. The deposits are stratified and are bably outwash stream deposits that formed in advance of Kansan glaciation of the
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| . It is slightly preconsolidated and hard. Engineering properties of the glacial till are sented in Section 2.5.4.2.
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| .1.2.2.2 Older Sediments--Pennsylvanian?
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| this report, the name Graydon chert conglomerate applies to deposits for cherty clay, dstone, and sandy chert conglomerate that occur in the site area between the erlying Burlington Limestone and the overlying glacial deposits. The Graydon sists of buff, red, purple, and greenish gray silty to sandy clay with 5 to 90 percent vel- to boulder-size chert particles and having some well-indurated sandstone or dy chert conglomerate developed in widely scattered and localized areas. It is sent in the topographically high areas surrounding the site and was encountered in all nt site test borings. This somewhat variable unit represents a complex series of logic events that have not been completely revealed by this investigation. Available lished data is sparse and inconclusive. Unklesbay (1955) discusses exposures of duum, chert conglomerate, and sandstone which occur between the Burlington estone and Cheltenham Clay of the Fulton quadrangle and states that these deposits e been commonly called "Graydon", but are now provisionally referred to as Krebs up of Pennsylvanian age by Searight et al. (1953). Branson (1944) describes the ydon as a coarse sandstone to a conglomerate made up of mainly chert cobbles in a trix of sand and clay. According to Branson, the Graydon in Polk County, Missouri, urs as patchy depression fillings on Burlington or other formations and is overlain ally by Cheltenham fire clay of Pennsylvanian age. The Missouri Geological Survey Water Resources (1961) does not recognize the "Graydon" as a distinct stratigraphic but describes the basal Cheltenham Clay as containing sandstone, chert glomerate, and chert rubble or residuum and calls it the "rimrock" of the filled k-type deposits.
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| th of the plant site, deposits identical to Graydon are overlain by Cheltenham Clay of nnsylvanian age; however, data for direct correlation with the plant site, such as tinuous mappable exposures or extended boring coverage, are not available.
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| 2.5-49 Rev. OL-21 5/15
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| dual (weathered-in-place) nature. Bedding can be observed only in the localized, l-indurated sandstone and sandy chert conglomerate portions of the Graydon. No ts or bedding planes have been observed in the nonindurated clayey and cherty ydon that underlies the site. At the site, it is extremely difficult to visually distinguish rt and clay of residual origin from transported chert and clay. Separation, however, be made on the basis of clay mineralogy. A high percentage of kaolinite is racteristic of residuum produced by weathering, while high percentages of illite gest transportation and deposition (Missouri Geological Survey and Water sources, 1973). X-ray analyses of nine selected Graydon samples from borings and crop were completed as shown in Table 2.5-20. Test results revealed that some ples contain a high percentage of illite, and others are high in kaolinite. This cates that both residual and transported clays are present in the Graydon in the site a.
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| ppears likely that during the period of uplift, which occurred at the close of sissippian time (Section 2.5.1.1.3.2.5), significant quantities of chert and residual ys were produced by weathering of the exposed Mississippian rock surface in the site
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| : a. Depositional processes initiated in Pennsylvanian time probably reworked most or of the Mississippian chert and residual soil. It is possible that some portions of ensive residual deposits remained undisturbed and were subsequently buried by nsylvanian and younger deposits. Basal Pennsylvanian strata consist primarily of nded chert gravels, cobbles, and boulders within a matrix of multi-colored clay, which igh in illite content. Locally, streams deposited sand and chert that are now well urated sandy chert conglomerates. Exposures of these basal Pennsylvanian deposits ur in the northern portion of the site area and are comparable to those described by klesbay (1955). It is also possible that some residual soils have been produced by orking and weathering of the Pennsylvanian cherty clays during Cretaceous or even tiary time. The Graydon chert conglomerate at the plant site is probably nnsylvanian in age; however, this cannot be stated with certainty due to the absence verlying Pennsylvanian strata. The Graydon chert conglomerate was observed to y in thickness from 4.2 to 49.9 feet and was generally encountered between vations of 814.6 and 789.2 feet throughout the site area. Contours on the top of the ydon are shown on Figures 2.5-38 and 2.5-39. An isopach map of this unit is shown Figure 2.5-40.
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| Graydon chert conglomerate, with the exception of local deposits of indurated dstone and sandy chert conglomerate, is not indurated as are the underlying rock ta belonging to the Burlington and older formations; however, the cherty clay deposits t largely form the Graydon in the site area are millions of years old. As such, they are d and competent. It has been described as a clay containing roughly 5 to 90 percent volume of irregular, rounded chert fragments. The chert fragments vary in size from bles to boulders nearly 2 feet in diameter. No open spaces or voids have been ected between rock fragments in the borings, test pits and excavations that have 2.5-50 Rev. OL-21 5/15
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| e recovery in the Graydon chert conglomerate varied between 28.0 and 92.5 percent averaged in individual borings. An overall average core recovery from a total of 102 ings was 67.0 percent. These values are relatively low in comparison with those of underlying rock units. Poor core recovery in the Graydon is due to the nature of the terial. For the most part, it is a cherty to sandy hard clay containing cobble to boulder chert fragments. It is extremely difficult to maintain good core recovery. As chert ments are encountered, the driller must increase bit and water pressure in order to e through them. Once the chert is penetrated, the increased water pressure and ry action of the drill bit blasts away the clay matrix until pressure adjustments can be de by the driller. In addition, the chert fragments often loosen from the clay matrix and under the bit during coring. This action grinds away the clay and reduces core overy.
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| ling fluid losses were experienced in the Graydon chert conglomerate in only 8 of the l 165 test borings in which it was encountered. The Graydon, which is devoid of uble carbonate material, was cored without the use of casing. Fluid losses in the ydon were temporary and confined to zones of 1 to 7 feet in thickness. The losses attributed to scattered and irregular zones of high chert content (80-90 percent) and
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| , discontinuous sandy layers that have somewhat higher permeabilities. Since no ing was used in the Graydon, some fluid losses are also attributed to seepage at or r the ground surface. There appears to be no relationship between drilling fluid ses and zones of low core recovery in the Graydon.
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| gineering properties of the Graydon chert conglomerate are discussed in Section
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| .4.2. The results of plate load and borehole pressuremeter tests are presented in tions 2.5.4.2.2.1.1 and 2.5.4.2.2.2 respectively.
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| ll-indurated sandstone and sandy chert conglomerate were encountered in Boring 7 (Figure 2.5-136) and tentatively identified as Pennsylvanian in age. Well-indurated rt conglomerates have been observed above the Burlington Limestone in widely ttered exposures during reconnaissance geologic mapping of the site area. Field dence suggests that they represent Early Pennsylvanian stream deposits that formed alleys carved on the Mississippian rock surface. The sandy chert conglomerates ear to be alluvial in origin. Marine fossils preserved in the reworked chert fragments cate the chert source to be primarily Mississippian-age carbonate rocks.
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| uried channel deposit containing chert conglomerate and sandstone may occur in the thern portion of the site area as indicated by Boring C5-7; however, its dimensions course are poorly defined. Field data based on observations of very limited osures of sandy chert conglomerate similar to that encountered in Boring C5-7 gest that a roughly east-west trending alluvial deposit, some 600 feet wide, may ur north of Reform along County Highway "O", as shown on the Reconnaissance ologic Map, Figure 2.5.15. No evidence of similar channel deposits was encountered 2.5-51 Rev. OL-21 5/15
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| .1.2.2.3 Lithified Formations roximately 2,000 feet of Paleozoic rock strata underlie the site area between the und surface and Precambrian basement. The formations range in age from sissippian to Cambrian. The units penetrated by test borings at the site are illustrated the Site Stratigraphic Column, Figure 2.5-29. The bedrock surface for the site area plant site is shown on Figures 2.5-41 and 2.5-42.
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| .1.2.2.3.1 Mississippian System sedimentary rock strata that occur immediately below the Graydon chert glomerate and form the uppermost lithified formations throughout almost all of the area are Mississippian in age. Two formations are present: the Burlington and hberg.
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| Burlington Formation of Middle Mississippian age is limestone. It is light tan to wnish gray, medium to massive bedded, coarse grained, and contains layers and ules of white, fossiliferous chert. An abundance of crinoid fossils is characteristic.
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| Burlington Formation generally forms the top of rock in the plant site. Based on data m 121 plant-site test borings that were drilled through the horizon of the Burlington mation, the unit varies in thickness from 0 to 41.7 feet. It was entirely absent in about percent of the borings as a result of pre-Pennsylvanian weathering and erosion over million years ago. The average thickness of the Burlington in the 92 borings in which as encountered is 11 feet, while the average thickness for all 121 test borings is 8
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| : t. Contours on top of rock (Figures 2.5-41 and 2.5-42) reveal a somewhat irregular face, which is unconformable with the overlying Graydon chert conglomerate. The lington Limestone, together with the overlying Graydon chert conglomerate, forms a stant layer that caps and sustains the topographically high portions of the site area.
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| Burlington Limestone typically is weathered and contains solution features formed a period of weathering and erosion that occurred prior to deposition of the overlying ydon chert conglomerate, over 300 million years ago. The solution features are now d with hard green to brown, silty to sandy clay with some limestone and chert ments. Weathered zones were observed to vary in thickness from 0 and 27.2 feet, erally averaging about 7.5 feet in thickness.
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| e recovery in the Burlington ranged from 0 percent to 100 percent. The average overy for all borings in the Burlington was greater than 80 percent. The lower core overies in the formation were typically obtained in the upper zone where clay filled ution features and fractures were the most abundant.
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| 2.5-52 Rev. OL-21 5/15
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| fined to zones of 1 to 5 feet in thickness. Full drilling fluid circulation returned in each he 8 test borings after the test boring was advanced a few feet. The losses are ibuted to the presence of jointing and fracturing or to zones of very thin bedding, as erved in the rock cores, and to occasional small, isolated solution features along ding planes and joints that have not been completely filled with clay. Since the lington was cored before the casing was advanced below the shallow soil horizons, it ery likely that some fluid losses can be attributed to seepage around the casing into near surface soils. In general, losses of drilling fluids show no relationship with zones ow core recovery in the Burlington. In only one of the 92 borings that cored through Burlington a temporary loss of drilling fluid was correlated with a corresponding core overy of 75 percent. No bit drop was experienced in this interval.
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| re than 1,000 feet of core was drilled in the Burlington Formation in 92 test borings ughout the plant site. During all of this drilling, only two bit drops of 0.1 and 0.25 foot h were experienced. No water loss was observed in connection with the 0.1 foot drop only a temporary loss with the 0.25 foot drop, indicating the presence of small, ated solution features that were not completely filled with clay. Falling head meameter tests in the Burlington indicate low permeabilities as discussed in Section
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| .13.2.3.2.1.
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| Bushberg Formation is a thin, persistent basal Mississippian sandstone which urs throughout the site area. Field data suggest that it is conformable with the rlying Burlington Limestone. The Bushberg varies in thickness from a few inches to roximately 8 feet. Average thickness throughout the site is 2.7 feet. The formation sists of a greenish white to yellowish brown, fine-to medium-grained sandstone, derately cemented, and argillaceous in zones. It rests unconformably on beds of vonian age.
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| me additional site stratigraphic information on the Mississippian Burlington and hberg rock units was obtained during on-site quarry investigations and is presented he Quarry Site Selection and Feasibility Study and the On-Site Production Mine arry reports.
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| .1.2.2.3.2 Devonian System Snyder Creek Formation underlies the Bushberg Sandstone throughout the site
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| : a. At the top, the Upper Devonian Snyder Creek consists of a light gray to brown estone that averages less than 5 feet in thickness. It is generally silty, massive ded, and contains numerous brachiopod fossils. The silty limestone is underlain by a careous siltstone that grades downward from brown to purple and greenish gray in or. Thin layers of silty limestone are common. The basal Snyder Creek becomes ley and typically contains some zones that have weathered to clay. Due to erosion of upper surface, the formation as a whole ranges in thickness from 10.3 to 47.5 feet, 2.5-53 Rev. OL-21 5/15
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| Callaway Formation of Middle Devonian age unconformably underlies the Snyder ek and rests with pronounced unconformity on Ordovician-age Joachim, St. Peter, or ter-Jefferson City formations in the site area. It typically consists of limestone but may de to dolomite in zones. The Callaway is light gray to brownish gray, fine to coarse ined, and medium to massive bedded. Stylolites are common and numerous and the sence of sell-preserved corals is characteristic. Pyrite inclusions are encountered in upper beds of the Callaway. Pinpoint to 2-inch diameter, calcite-filled and open vugs y be occasionally found in the unit. The vugs, which often occur in irregular zones, are continuous and generally average less than 15 percent of the total rock core. Sandy estone or beds of white, well-cemented, fine to medium grained sandstone are mon at the base.
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| Callaway Formation was observed in test borings to range from 11 to 47.5 feet in kness. Average thickness is about 35 feet. Detailed data indicate that a brief period of sion occurred in the site area before Snyder Creed deposition, producing a minor onformity. This conclusion is based on observations of sedimentary breccia in the al Snyder Creek at some localities, such as in Borings P-25 and P-67. Also, the tact between the Callaway and Snyder Creek is extremely abrupt and generally ular instead of gradational and horizontal, as would be expected if deposition had n continuous. In addition, the upper zones of the Callaway at a few locations, such as orings P-24 and P-31, contain inactive solution features that are completely filled with d, green clay similar to those observed in the "weathered zones" of the Burlington estone. Core recovery from these intervals in Borings P-24 and P-31 was 100 cent. No significant fluid loss was experienced during drilling. Contours on top of the laway are shown on Figures 2.5-45 and 2.5-46. Additional site stratigraphic rmation on the Devonian Snyder Creek and Callaway rock units was obtained during site quarry investigations and is presented in the Quarry Site Selection and Feasibility dy, the On-Site Production Mine Quarry reports and in the addendum to the latter ort (see Section 2.5.1.2.2).
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| as found that ancient filled solution features, pre-Snyder Creek in age, exist in the er 10 feet of the Callaway Formation in the mine quarry area northeast of the plant.
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| solution features were found to be concave upward and to be filled with disoriented tone, shale, and limestone fragments.
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| er Devonian rocks are not present in the site area. It appears likely they were osited and subsequently removed by a period of erosion that was initiated by ional uplift at the close of Early Devonian time (Section 2.5.1.1.3.2.4).
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| .1.2.2.3.3 Silurian System rian rocks are not present at the site. Since they are present in adjacent regions ure 2.5-1), it is possible that they occurred within the site area at one time. The 2.5-54 Rev. OL-21 5/15
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| ks.
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| .1.2.2.3.4 Ordovician System oldest rocks penetrated by on-site borings are of Ordovician age. Three formations e observed in borings: the Joachim, St. Peter, and Cotter-Jefferson City formations.
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| underlying Roubidoux and Gasconade formations are also of Ordovician age but e not penetrated by borings at the site.
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| Joachim Formation is present at the site in thin, scattered, and isolated patches.
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| s unit was encountered in 9 borings as indicated on Table 2.5-6 and ranges in kness from 3.0 to 10.2 feet. It occurs as a dolomite that unconformably underlies the laway and rests with apparent conformity on the St. Peter Formation, if present, or onformably on the Cotter-Jefferson City formations. The Joachim Dolomite is brown ray, fine grained, silty, and fossiliferous. Small vugs are common.
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| St. Peter Formation is present in the site area in the form of isolated depression gs on the eroded Cotter-Jefferson City surface. The depressions reflect ancient ied karst (paleokarst) features that developed during a period of uplift and erosion that urred in Ordovician time, approximately 425 million years ago. The St. Peter is a te, fine grained, sugary sandstone, generally crossbedded and friable. On exposed faces, it weathers yellowish brown and becomes resistant to erosion as a result of ondary cementation.
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| St. Peter Formation was observed in numerous locations throughout the site area was encountered in Borings P-48, P-70, P-72, P-143, and P-144. These urrences are discussed in detail in Section 2.5.1.2.5.3. No voids were observed.
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| face exposures are typically rounded in form and in all cases appear to be isolated ression fillings. Some of the largest exposures occur just north of Steedman, as wn on ure 2.5-25, where they are about 400 to 500 feet in diameter. It is not possible to ally determine the thickness of these depression fillings with any degree of accuracy; ever, the larger deposits may have attained a thickness of 30 to 100 feet as revealed present day erosion.
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| one of pre-St. Peter/post-Cotter-Jefferson City paleokarst rubble separates the St.
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| er Sandstone from the underlying Cotter-Jefferson City Dolomite, as observed in the eokarst features that underlie the plant site (see Section 2.5.1.2.5.3). The rubble sists of interbedded layers, lenses, slump blocks, and recemented disoriented debris sisting of dolomite, sandstone, siltstone, and shale. Bedding angles vary from izontal to vertical. No voids have been observed in the rubble and no losses of drilling were experienced while drilling through it.
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| 2.5-55 Rev. OL-21 5/15
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| sides of the Missouri River. The cotter lies conformably on the underlying Jefferson
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| . Because it is difficult, however, to differentiate between the two formations, they are n designated as a combined unit. Site test borings have penetrated only 154.7 feet of Cotter-Jefferson City formation; however, their combined average thickness ughout Missouri is reported to be about 400 feet (Missouri Geological Survey and ter Resources, 1961). The Cotter-Jefferson City is typically a light gray, fine grained, bedding planes, becoming numerous and closely spaced in some zones. Dark gray white banded chert is present in thin layers. Siltstone and sandstone beds are sent at some locations.
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| me additional site stratigraphic information on the Ordovician Joachim, St. Peter, and ter-Jefferson City formations was obtained during on-site quarry investigations and is sented in the Quarry Site Selection and Feasibility Study and the On-Site Production e Quarry reports (see Section 2.5.1.2.2).
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| roximately 1,400 feet of Ordovician and Cambrian age rocks underlie the site ween the basal Cotter-Jefferson City and the top of Precambrian basement rocks.
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| se rock units are illustrated on the Site Stratigraphic Column, Figure 2.5-29.
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| scriptions and thicknesses are based entirely on data published by the Missouri ological Survey and Water Resources (1961).
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| Roubidoux Formation underlies the Cotter-Jefferson City formations. It consists of dstone, dolomitic sandstone, and cherty dolomite. In central Missouri, it is dominantly a quartzose sandstone. The sandstone is composed of fine to medium ined quartz sand that characteristically is subrounded and frosted. Gray and brown ors are predominant on weathered surfaces, but the color of the fresh sandstone is monly light yellow, tan, or red at the surface and white in the subsurface. The omite in the Roubidoux is finely crystalline, light gray to brown in color, and thinly to kly bedded. Individual beds contain brown to gray, banded, oolitic sandy chert. The kness of the Roubidoux ranges from 100 to 250 feet. The formation's greatest kness is at the southwestern part of the Ozarks, and its least thickness is along the theastern part of the area.
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| Gasconade Formation underlies the Roubidoux and is the basal formation of ovician age. It is predominantly a light brownish gray, cherty dolomite. The formation tains a persistent sandstone unit in its lowermost part that is designated the Gunter mber. The lower part of the dolomite that overlies the Gunter Member is coarsely stalline and characterized by large amounts of chert that often exceed 50 percent of total volume of the rock. in contrast, the upper part of the dolomite is dominantly, ly crystalline and contains smaller amounts of chert. In the central Ozark Region, the rage thickness of the Gasconade is 300 feet.
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| 2.5-56 Rev. OL-21 5/15
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| of the Cambrian strata in Missouri are regarded as being Late Cambrian in age. The bined thickness of the Upper Cambrian Series totals approximately 1,000 feet. Six mations are present. The youngest, the Eminence Formation, unconformably erlies the Gunter Member of the Gasconade Formation. It is composed primarily of dium to massively bedded, light gray, medium to coarse grained dolomite. It contains mall amount of chert in the form of small nodules and angular fragments are present stly in the upper half of the formation. In some areas, the Eminence Formation tains large massive chert boulders and blocks as much as 6 feet in diameter. White tic chert is locally present in the upper part of the formation. Molds and casts of tropods are commonly found in the Eminence chert, and in places masses of potozoan occur near the top of the formation. The Eminence throughout most of souri has an approximate thickness of from 200 to 250 feet.
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| Potosi Formation conformably underlies the Eminence. The similarity of their ologies and other characteristics tends to obscure their actual contact. The Potosi is a ssive, thick bedded, medium- to fine-grained dolomite that characteristically contains abundance of quartz druse or so-called "mineral blossom" that is associated with rt. Druse-free chert is uncommon. The rock is typically brownish gray in color and athers to a light gray. A notable characteristic of the Potosi, as well as of a few other er Paleozoic formations, is that the freshly broken rock gives off a pronounced minous odor. The Potosi is present in the subsurface throughout most of the state, at widely scattered localities, it is thin or absent. The Potosi Formation conformably rlies the Derby-Doe Run formations.
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| Derby and the overlying Doe Run Formation were originally defined in 1908 from osures in the vicinity of mines operated by the Derby Lead Company and the Doe n Lead Company in the Lead Belt area at that time. However, the conformable tionship and similar lithology of the two units has since led most stratigraphers to sider them as a single unit, and the combination of the two names, Derby and Doe n, is now accepted as the formation name: Derby-Doe Run. It its outcrop area in theast Missouri, the Derby-Doe Run consists of thin- to medium-bedded dolomite t alternates with thin-bedded siltstone and shale. The dolomite beds are medium to grained, buff to brown, argillaceous, and silty. the chert content of the formation is y low, accounting for less than 10 percent of the rock by volume. Glauconite is sent in the lower 40 to 50 feet of the formation. The thickness of the Derby-Doe Run pproximately 150 feet; however, it ranges in thickness from 0 to 200 feet.
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| Davis Formation is conformable with both the overlying Derby-Doe Run and the erlying Bonneterre formations. The Davis contains shale, siltstone, fine-grained dstone, dolomite, and limestone conglomerate. Much of the siltstone and fine-grained dstone is glauconitic and has a "salt and pepper" appearance. "Flat-pebble" and ewise conglomerates are characteristic of the Davis. The "flat-pebble" glomerates consist of rounded disc-like pebbles of fine-grained limestone that are 2.5-57 Rev. OL-21 5/15
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| Bonneterre Formation is typically a light gray, medium- to fine-grained, dium-bedded dolomite which locally can consist of relatively pure limestone. In ces, it is very coarse grained and contains small cavities lines with dolomite rhombs.
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| ally, parts of the Bonneterre are glauconitic and shaly with the shale occurring in beds s than 2 inches thick. The lower part of the Bonneterre consists of alternating beds of omite and arenaceous dolomite with the amount of sand increasing toward the base.
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| Bonneterre occurs in the subsurface throughout most of the state of Missouri and ts conformably on the Lamotte Formation.
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| Lamotte Formation rests unconformably on Precambrian basement rocks. It is sistent in the subsurface throughout much of Missouri, but regional variations in kness have been recognized. It is predominantly a quartzose sandstone that in many ces grades laterally into arkose and conglomerate. Pebbles and boulders of felsite are chief constituents of the conglomerates that immediately overlie Precambrian rocks any places. The color of the sandstone ranges from light gray or white to yellow, wn or red. Red to purple silty shale is locally present, and lenses of arenaceous omite are scattered through the upper part of the formation. The Lamotte is commonly to 400 feet thick in Missouri, although it is absent due to nondeposition over ttered Precambrian hills.
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| .1.2.2.3.6 Precambrian Basement Rocks nearest exposures of Precambrian age rocks are located in the St. Francois untains, about 75 miles southeast of the site. The nearest boring that reached cambrian rocks (Robertson, 1974) is the Continental Ozark No. CO-10 located in the quarter of the NE quarter of Section 3, Township 44 North, Range 8 West, roximately 10 miles south of the plant site. This boring was drilled in 1969 to a total th of 1,955 feet. Precambrian basement was reached at a depth of 1,844 feet, 1,214 t below MSL. At this location the Precambrian rocks consist of slightly to highly altered pentine, which becomes porphyritic with depth and is underlain by rhyolite porphyry tuff.
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| .1.2.3 Site Structural Geology ologic studies to determine the site structural characteristics have been performed zing data obtained from site borings, excavation mapping and geophysical surveys.
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| ddition, bedrock exposures were mapped throughout the site vicinity. Contacts ween formations were located horizontally and vertically utilizing topographic maps aerial photographs. dip and strike measurements were taken on bedding planes and ts where possible. A thorough search for faulting was made throughout the site area.
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| bsurface sections (Figures 2.5-30 through 2.5-37) were prepared correlating both ing data and rock exposures. Detailed mapping of all Category I excavations was also 2.5-58 Rev. OL-21 5/15
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| .1.2.3.1 Site Folding effect of regional warping on the site area has been discussed in Section
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| .1.1.5.4.3.
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| ntle warping of Pennsylvanian and older strata appears to have occurred in the site nity. A structure contour map drawn on the base of the Callaway Formation is trated on Figure 2.5-47. The horizon is one of unconformity as discussed in Section
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| .1.2.2.3.2. A detailed examination of this surface in a localized area, such as at the nt site, would reveal ancient erosional irregularities, which completely mask any tle structural expression related to folding; however, the use of widely scattered rock osures as control points seems to average out the local irregularities and indicates presence of broad, gentle flexures.
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| he site, the age of the broad fixtures cannot be determined precisely. Devonian and sissippian age rocks appear to be involved. Reconnaissance geologic field data gests that the Graydon chert conglomerate also reflects the gentle flexures, as wn on Figure 2.5-24. If the tentative age of Early Pennsylvanian is correct for the ydon, the age of warping must be Late or post-Pennsylvanian. There is no evidence upport any of these gentle movements during Pleistocene time.
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| bsurface sections are illustrated on Figures 2.5-30 through 2.5-37 and located on ure 2.5-25. The structure contour map (Figure 2.5-24) and subsurface sections are ed on reconnaissance level control points. Structural features with gentle dips, ging from 5 to 70 feet per mile (a one degree dip is 92.16 feet per mile), are present.
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| e very gentle flexure, with dips that average about 20 feet per mile, extends southwest m the plant site toward Auxvasse Creek and suggests a somewhat indistinct structural h that my occur between the towns of Mokane and Steedman, some 5 miles thwest of the site. A more prominent structural high with dips of about 50 feet per mile ears to be present in the vicinity of Section 16 of Township 46 North, Range 7 West, iles east of the site.
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| rocks at the site generally dip gently toward the north and northwest. This is patible with regional dips as discussed in Section 2.5.1.1.5.1 on Regional Folding.
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| al irregularities in structure are shown in the vicinity of Logan Creek, 2 miles theast of the site, in Sections 6 and 7 of Township 46 North, Range 7 West, and in the nity of Auxvasse Creek about 4 miles west-northwest of the site in Sections 5 and 8 of nship 46 North, Range 8 West. Geologic field work concentrated in these areas ealed no evidence of faulting. In the vicinity of the Auxvasse Creek irregularity, ppable contacts are poorly exposed and difficult to observe except in small and widely ttered locations. The irregularity is based on elevation differences of 10 to 20 feet ween points spaced approximately 1 mile apart. No strike or dip measurements could 2.5-59 Rev. OL-21 5/15
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| Cotter-Jefferson City formations was traced almost continuously for several usand feet. Dips between 0 and 15 degrees were observed, but no vertical placements in the rocks were discovered. The Auxvasse and Logan creeks gularities are believed to be only two of numerous local irregularities in the ter-Jefferson City rocks that resulted from differential subsidence related to erosion groundwater solution prior to Middle Devonian time (Sections 2.5.1.2.4.3 and
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| .1.2.5.3).
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| merous minor local variations in the attitude of the rock strata have been noted in the area. The location of these observations are shown on the reconnaissance geologic p, Figure 2.5-25, as dip and strike symbols. Additional observations, not shown on ure 2.5-25, were made at these points along the bluffs adjacent to the Missouri River dplain; 1/4 mile east of Steedman, immediately west of Auxvasse Creek, and 1 mile thwest of Mokane. Detailed examinations of changes in attitude were conducted. Dip strike data were recorded. Photographs were taken where possible. Rock exposures e traced horizontally and vertically as far as possible in order to determine the gnitude and possible origin of the features. No faulting other than minor slump faults ction 2.5.1.2.3.2) and no unusual concentrations of fractures were noted in the nity of these local changes in rock attitude. Aerial photographs revealed no lineations ociated with these features. At some locations, such as in the bluffs southwest of kane, strata in the Cotter-Jefferson City Formation can be observed to change in ude from horizontal to 15 degrees and back to horizontal within a lateral distance of y a few hundred feet. This phenomenon appears to be relatively common in the ter-Jefferson City rocks. At all site area locations, changes in attitude of rock strata ear to be related to deposition on irregular karst topography and/or subsequent sidence that may have occurred in Early Devonian time, over 300 million years ago.
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| s conclusion appears to be supported by other studies in the area. Unklesbay (1955) cusses local deformation of the Jefferson City Formation. Based on his observations, ndicates that such features are localized, that they appear to have resulted from mping and subsidence subsequent to or accompanying groundwater solution, and t they appear to have no regional significance. Harlan (1951) also discusses low folds small faults in the Jefferson City Formation as being caused by solution and erential settling which occurred before Middle Devonian time.
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| .1.2.3.2 Site Faulting faulting, except for slumping into ancient karst features, has been revealed within 5 es of the site either by drilling, by reconnaissance field mapping, by detailed avation geologic mapping, or by the study of aerial photographs and ERTS imagery.
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| reconnaissance geologic map on Figure 2.5-25 covers an area of approximately 100 are miles. There is no evidence of faults within the mapped area.
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| possibility that pre-Pleistocene faulting might exist in the vicinity of Boring P-48 (see ure 2.5-30) has been considered. A subsurface analysis of the plant site utilizing 2.5-60 Rev. OL-21 5/15
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| 44 reasonably indicates that irregularities in the configuration of formation boundaries top of rock are due to the following sequence of events.
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| : a. Uplift and erosion during Early Ordovician time that produced a karst feature at the plant site;
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| : b. Middle Ordovician deposition of pre-St. Peter paleokarst rubble, St. Peter Sandstone, and Joachim Dolomite as karst fillings, followed by periods of regional uplift, erosion, and possible renewed solution activity from Late Ordovician through the Early Devonian;
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| : c. Deposition of Middle Devonian Callaway on the irregular (unconformable)
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| Cotter-Jefferson City and Joachim surfaces, followed by brief regional uplift, which initiated minor erosion of the Callaway;
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| : d. Deposition of the Late Devonian Snyder Creek on the irregular Callaway surface, again followed by brief regional uplift that caused minor erosion of the Snyder Creek;
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| : e. Deposition of the Bushberg and Burlington formations on the uneven Snyder Creek surface, followed by continued deposition and eventually by regional uplift that initiated major erosion and weathering in the site area;
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| : f. Deposition of Graydon chert conglomerate on the irregular, eroded Mississippian surface;
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| : g. Glaciation.
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| all-scale slump faulting directly related to a pre-Devonian solution feature can be erved in the bluff exposure of the Cotter-Jefferson City Formation adjacent to the souri River floodplain. The solution feature is located on Figure 2.5-25 in Section 35 ownship 46 North, Range 8 West, about 3.5 miles south of the site. The slump faults downthrown toward the solution feature in all cases and display vertical placements of 1 to 3 feet, which diminish and fade out vertically. The faults are tained within the Ordovician rocks and as such are pre-Middle Devonian in age (over million years). They are not related to tectonic activity, and there is no likelihood of urrence since the ancient solution features in the area appear completely filled, fied, and inactive.
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| ailed examinations of surface exposures in the erosional valleys surrounding the nt site revealed no evidence of faulting. Lineaments in the site vicinity, which can be jected through the plant site, are believed to be related to jointing.
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| 2.5-61 Rev. OL-21 5/15
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| | |
| avation mapping, no faulting was revealed in the subsurface of the immediate plant
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| .1.2.3.3 Site Jointing nts measured within approximately 5 miles of the plant site are nearly all are high le to vertical (75 to 90 dip), planar to slightly irregular and consist primarily of four tematic sets. These sets differ significantly between the Ordovician and t-Ordovician strata. In the Ordovician Cotter-Jefferson City Formation, the dominant strike ranges from approximately North 15 East to North 10 West with a ondary set from North 50 West to North 75 West. The joints are more closely spaced n in the overlying units, averaging locally 8 to 10 inches, but are commonly several t apart. In the post-Ordovician units, the predominant strike ranges from roximately North 70 East to East-West with a secondary set from North 5 West to th 15 West. The heavy concentration of easterly strikes of the post-Ordovician is wn on the contour diagram (Figure 2.5-25). In these units, joint spacing locally ranges m 6 to 18 inches, but is commonly several feet. Additional joint measurements were ained in connection with on-site quarry investigations and are presented in the Site Production Mine Quarry report (see Section 2.5.1.2.2). These additional asurements are in approximate agreement with the joint measurements previously sented. The joint pattern of the site location appears to be representative of the ional jointing pattern as discussed in Section 2.5.1.1.5.3.
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| .1.2.4 Site Geologic History geologic history of the site is interpreted through study of the stratigraphy and cture of the subsurface units. Regional geologic events, such as periods of uplift and sion, are useful in site history interpretation.
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| .1.2.4.1 Precambrian istory of geologic events has been discussed in Section 2.5.1.1.3.1 under Regional ologic History. Data are insufficient to determine precisely what occurred within the vicinity during Precambrian time; however, it is assumed that many of the same logic events revealed by Precambrian exposures in central and northern Wisconsin o took place within the site area.
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| .1.2.4.2 Cambrian period on-site borings have penetrated rocks of Cambrian age. Geologic events during mbrian time at the site must be inferred from observations in adjacent areas. It is likely t the period of erosion that closed the Precambrian time continued through Early and dle Cambrian times. Late Cambrian sedimentation in transgressing seas began with deposition of the Lamotte Sandstone on the eroded Precambrian basement surface.
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| 2.5-62 Rev. OL-21 5/15
| |
| | |
| n, Potosi, and Eminence formations. These units consist principally of cherty dolomite, cative of a long continued marine environment. The site area probably remained merged at the end of Cambrian time.
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| .1.2.4.3 Ordovician Period carbonate deposition that characterized Cambrian time was interrupted briefly ing the initial Ordovician deposition as indicated by the Gunter Sandstone Member.
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| position of a thick carbonate sequence continued during Early Ordovician time. The sconade and Cotter-Jefferson City formations were deposited in a marine ironment, which was temporarily altered during Roubidoux time as near-shore sands e deposited.
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| ween Early and Middle Ordovician time, regional uplift initiated erosion and solution vity at the site that removed all post-Cotter-Jefferson City deposits and produced an gular karst topography having scattered, rubble-lined sinkholes.
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| ing Middle Ordovician time, the sea advanced over the erosional topography of the area. Deposition of the St. Peter Sandstone in sinkholes was followed by deposition he dolomite of the Joachim Formation over wider areas. Significant quantities of bonates were probably deposited in post-Joachinm time, but uplift and erosion at the of the Ordovician period removed unknown quantities of Upper or Middle Ordovician iments from the site area.
| |
| .1.2.4.4 Silurian Period cks of Silurian age are not present at the site. They are present in adjacent areas as wn on the Regional Geologic Map, Figure 2.5-1. The regional occurrence of Silurian ks is discussed in Section 2.5.1.1.4.2.3. It is possible that Silurian deposits occupied site area at one time, but were removed by a subsequent period of erosion.
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| .1.2.4.5 Devonian Period regional geologic event discussed in Section 2.5.1.1.4.2.4 indicate that the site area s subjected to uplift and erosion at the end of Early Devonian time. At the site, Middle vonian rocks rest unconformably on beds of Middle to Lower Ordovician age. It ears likely that the periods of erosion, which occurred at the close of Ordovician time again at the end of Early Devonian time, removed all of the Silurian rocks as well as er Devonian and significant quantities of Ordovician rocks.
| |
| dle Devonian seas advanced over an erosional surface. The Callaway Limestone s deposited over the Cotter-Jefferson City Formation and the patchy deposits of chim and St. Peter formations. After a brief period of erosion that ended Callaway osition, marine conditions changed and silty sediments were laid down to form the 2.5-63 Rev. OL-21 5/15
| |
| | |
| .1.2.4.6 Mississippian Period al sedimentation during Mississippian time consisted of the deposition of thin hberg sands as the sea transgressed over the site area. The sand deposition was owed by deposition of a thick sequence of cherty Burlington Limestone.
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| ift at the close of Mississippian time resulted in widespread stream erosion and sible development of karst topography in some areas. Significant quantities of t-Burlington and Burlington rocks were probably removed from the site area.
| |
| ensive deposits of cherty clay residuum may have formed at this time.
| |
| .1.2.4.7 Pennsylvanian Period dimentary processes initiated during Pennsylvanian time probably resulted in orking of most or all of the chert and clay residuum that accumulated earlier during a iod of uplift at the end of Mississippian time. Sandstone and sandy chert glomerate appear to have been deposited locally in buried valleys which were cut in Mississippian rock surface. The chert and clay deposits, along with the local dstone and sandy chert conglomerate, collectively from the Graydon chert glomerate, which is discussed in Section 2.5.1.2.2.2 under Site Stratigraphy. The ydon is tentatively assigned the age of Early Pennsylvanian on the basis of similarity deposits that are overlain by Cheltenham Clay and underlain by the Burlington estone in the northern portion of the area shown on Figure 2.5-25.
| |
| gional events during Pennsylvanian time are discussed in Section 2.5.1.1.3.2.6.
| |
| nsylvanian deposits are thin in the site area. Little is known of the geologic events t occurred at the site during the approximately 300 million years (Table 2.5-1), which arates the Lower Pennsylvanian from the overlying Pleistocene deposits at the site.
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| gional events during this period are discussed in Sections 2.5.1.1.3.2.7 through
| |
| .1.1.3.4.1.
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| .1.2.4.8 Quaternary Period ciation occurred at the site during the Kansan stage of Pleistocene time, some
| |
| ,000 years ago, as discussed in Section 2.5.1.2.2.1.3. The deposits are thin at the and absent to the south.
| |
| posits of post-Kansan accretion-gley, also of Pleistocene age, indicate lacustrine, rly drained, or undrained environments existed at the site for a considerable time owing deposition of the glacial till, perhaps in response to damming of glacial melt er as the Kansan ice sheet retreated northward.
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| 2.5-64 Rev. OL-21 5/15
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| | |
| he Missouri River, following the retreat of the last of the Pleistocene ice sheets.
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| .1.2.5 Site Engineering Geology
| |
| .1.2.5.1 Evidence of Prior Earthquakes or to moderate earthquake ground motion has been experienced at the site; however, re is no evidence from geomorphologic, lithologic, stratigraphic, structural geologic or physical studies to substantiate such motion.
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| .1.2.5.2 Deformational Zones ologic studies related to site structure are discussed in Section 2.5.1.2.3. Minor flexing he lithified formations appears to have occurred (Section 2.5.1.2.3.1). Faulting in the area is confined to minor displacements related to ancient solution features (Section
| |
| .1.2.3.2). No major structures or zones of deformation have been encountered that ersely affect construction and operation of the plant.
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| .1.2.5.3 Solution and Weathering Features mination of bedrock exposures in areas adjacent to the plant site revealed several logic features related to solution activity in the Cotter-Jefferson City Formation of ly Ordovician age. It appears likely that these features formed during a period of sion that was initiated by regional uplift prior to Middle Ordovician time, over 400 ion years ago (Table 2.5-1). The sinkholes or karst topography, which were then eloped on the Ordovician bedrock surface, are now filled with rock consisting of ular, disoriented blocks of dolomite, sandstone, and conglomerate that are tightly and pletely cemented within a calcareous matrix. A well-exposed solution feature is ated along the Cotter-Jefferson City bluffs adjacent to the Missouri River floodplain in tion 35 of Township 46 North, Range 8 West, about 3.5 miles south of the site. At this ation, the solution filling is more resistant to erosion that the normal sequence of strata acent to it. Small scale slump faulting was also observed as discussed in Section
| |
| .1.2.3.2. These minor faults, which have displacements of 1 to 3 feet, are monstrated to be at least preMiddle Devonian in age. They are not related to tectonic vity and there is no likelihood of recurrence since the ancient solution feature is pletely filled, lithified, and inactive.
| |
| ndstone of the St. Peter Formation was deposited in many of these ancient solution tures during Middle Ordovician time, over 425 million years ago (Table 2.5-1), as cussed in Section 2.5.1.2.4.3. The location of twelve isolated, oval-shaped patches of Peter Sandstone are shown on the reconnaissance geologic map, Figure 2.5-25.
| |
| examination of Cotter-Jefferson City exposures in bluffs along the Missouri River dplain, 3.5 miles south of the site, revealed interbedded, irregular, and discontinuous 2.5-65 Rev. OL-21 5/15
| |
| | |
| ter-Jefferson City Formation. They are well indurated and contain no significant voids.
| |
| intensity of solution activity, which occurred on and within the Cotter-Jefferson City omite prior to Middle Ordovician time, is indicated by the presence of sandstone and ble-filled sinks and caves within the site area. The occurrence of St. Peter Sandstone ws that many of these features were filled during Middle Ordovician time. It is not wn if additional solution activity occurred in the site area during the period of erosion t ended Early Devonian time. However, it appears that the marine deposition during dle Devonian time, over 350 million years ago, completely filled any remaining ution features. Based on direct observations of rock cores and rock exposures, these tures are now solidly filled and stable, and represent no hazard to plant safety.
| |
| ing P-48 encountered a paleokarst feature on the Cotter-Jefferson City surface as trated by subsurface sections (Figure 2.5-30 and 2.5-31). Additional drilling revealed t this feature underlies Unit No. 2 in the approximate position as outlined on Figure
| |
| -28. The upper surface of the feature is interpreted as having an elongated oval pe and a plan dimension of approximately 200 by 400 feet. The elongate axis of the ture trends about North 80 degrees West, consistent with one set of jointing in the ter-Jefferson City Formation (see Section 2.5.1.2.3.3). It appears likely that solution vity along joints in the Cotter-Jefferson City Formation prior to the deposition of the dle Ordovician St. Peter Sandstone, approximately 425 million years ago, was ponsible for the formation of this ancient karst feature that now lies buried roximately 100 feet below the proposed reactor foundation grade and 80 feet below top of the lithified formations. The paleokarst feature was completely and solidly filled St. Peter Sandstone and pre-St. Peter rubble before the end of Ordovician time, ut 425 million years ago.
| |
| shown on Subsurface Sections I-I', J-J', and K-K' which are illustrated on Figures
| |
| -31 through 2.5-33 and located on Figure 2.5-28, a zone of post-Cotter-Jefferson City,
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| -St. Peter rubble lies along the sides and bottom of the paleokarst feature. The rubble sists of interbedded layers, lenses, slump blocks and recemented, disoriented debris sisting of dolomite, sandstone, siltstone, and shale. Bedding angles vary from izontal to vertical. No voids were encountered in the rubble zone and no fluid losses e experienced while drilling through it. Core recovery in the rubble zone ranged ween 36 and 100 percent and averaged approximately 90 percent. The completeness lling, competency, and lithologic character of the paleokarst rubble, as observed in rock cores, is similar to a paleokarst feature that is exposed in the bluffs adjacent to Missouri River floodplain and that was observed by Mr. Emanuel A. Licitra, Dr. J. Carl pp, and Dr. Richard McMullen during the AEC (NRC) site safety visit on November 1974. Pressure testing in the rubble indicated low permeabilities. These are cussed in detail in the hydrology section of this report.
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| maximum observed thickness of the St. Peter Sandstone was in Boring P-70, where
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| .3 feet were cored (see Subsurface Sections I-I', J-J' and K-K'). Borings P-48, P-143, 2.5-66 Rev. OL-21 5/15
| |
| | |
| rage over 90 percent. No voids were encountered while drilling through the St. Peter; ever, drilling fluid losses of up to 40 percent were recorded in Boring P-70 while ng the sandstone. these losses of drilling fluid, although experienced while coring the Peter, must be attributed to some other subsurface horizon because:
| |
| : a. Pressure test results indicate the St. Peter sandstone in P-70 and in other borings is not sufficiently permeable to absorb significant quantities of drilling fluid.
| |
| : b. No drilling fluid losses were experienced while coring the St. Peter Sandstone in Borings P-48, P-72, P-143, and in P-144, which penetrated 63 feet of sandstone only 50 feet from Boring P-70.
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| d losses in Boring P-70 are partially attributed to the upward movement of fluid, past base of the casing and into the Bushberg Sandstone and Graydon chert glomerate and partially to the presence of a zone of somewhat higher permeability, ch was revealed by pressure testing in the Callaway Formation (see Section
| |
| .13.2.3.2.1).
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| ssure testing was performed in Borings P-70, P-143, and P-144. Test results in all e borings indicated that the St. Peter Sandstone has a low permeability. Pressure ing is discussed in detail in Section 2.4.13.2.3.2.1.
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| Cotter-Jefferson City Formation, which underlies and is adjacent to the paleokarst ture, was continuously cored to a depth of 107.6 feet below the deepest extent of the
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| -St. Peter rubble (see log of Boring P-70, Figure 2.5-215). Occasional zones of ated vugs ranging from pinpoint to 2 inches in size were encountered. Vugs as large 2 inches were rare. No drops in the drill bit occurred during coring, and the core ealed no evidence of solution activity such as interconnected channels and staining or ening of fractures. Drilling fluid losses of up to 60 percent in Boring P-74 were erienced in the Cotter-Jefferson City Formation; however, these fluid losses were erienced at elevations between 480 to 520 feet, corresponding to the regionally eloped Cotter-Jefferson City Formation aquifer as discussed under the section of rology. At least 50 feet of low permeability Cotter-Jefferson City rock separates the ional aquifer from the deepest extent of the paleokarst feature, as illustrated on surface Section I-I' (see Figure 2.5-31).
| |
| e recoveries ranged between 93 and 100 percent and averaged 99 percent. Pressure ing indicated low permeabilities. The results of pressure testing are discussed in ail in the hydrology section of this report (Section 2.4.13.2.3.2.1).
| |
| ed on correlations between borings, the stratigraphic units younger than St. Peter be shown to be continuous over the paleokarst feature. There is no evidence for tical displacement in any unit. The Joachim Formation is present over the St. Peter 2.5-67 Rev. OL-21 5/15
| |
| | |
| htly depressed over the paleokarst feature, as indicated by Figure 2.5-46, Contours Top of the Callaway Formation. This phenomenon has been discussed previously and ted to possible post-depositional solution activity and slumping, which may have ended through Devonian time. The additional deep drilling revealed that while the laway surface is depressed over the paleokarst feature, the unit also increases in kness in the same area. This relationship strongly suggests that the depression of the laway surface is a result of depositional factors rather than post-depositional cesses. The Middle Devonian age Callaway Formation very likely reflects deposition a "scoured out" (unconformable) Ordovician age surface. It is noteworthy that this eokarst effect on overlying deposits decreases upward and by Pennsylvanian time, ut 300 million years ago, its effects are no longer discernible (see Subsurface Section
| |
| , Figure 2.5-32). Finally, the surface blanket of Pleistocene-age deposits completes concealment of the deeply buried paleokarst feature. Finally, the surface blanket of istocene-age deposits completes the concealment of the deeply buried paleokarst ture.
| |
| ddition to those borings drilled to further study the paleokarst feature under Unit 2, a mber of additional deep borings were drilled in the foundation area of Units 1 and 2 in er to determine if other paleokarst features were present. Boring P-72, located at the eme southern corner of Unit 1 (see Figure 2.5-28), encountered 13 feet of St. Peter ndstone underlain by 5 feet of pre-St. Peter rubble (see Subsurface Section M-M',
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| ure 2.5-35). Borings P-146 and P-147 were drilled in order to determine if this second eokarst feature extended northward under the foundation area of Unit No. 1. Pressure ing was performed in Boring P-147 and is discussed in detail in the hydrology section his report (see Section 2.4.13.2.3.2.1).
| |
| illustrated on Section M-M', the second paleokarst feature thins northward from ing P-72. Borings P-146 and P-147 encountered only a thin zone of pre-St. Peter ble between the Callaway and Cotter-Jefferson City formations. It appears likely that main body of this second paleokarst feature lies south of Unit No. 1. It is also very ly that this second feature is similar in geological and hydrological character to the eokarst feature that underlies Unit No. 2 and that has been studied in detail. Contours top of the Callaway Formation (see Figure 2.5-46), however, suggest that this second ture may be somewhat smaller in size than the first and may be oriented in a theast direction.
| |
| e recoveries in Borings P-72, P-146, and P-147 averaged 97 percent for the St. Peter ndstone, 96 percent for the pre-St. Peter rubble, and 99 percent for the ter-Jefferson City Formation. No evidence of active carbonate solution was observed ny of the cores. No significant fluid losses were experienced while drilling Borings 2 and P-147; however, a 100 percent loss of drilling fluid was experienced at a depth 32.5 feet below the ground surface in a basal sandstone unit of the Callaway mation (see Figure 2.5-291, Log of Boring P-146). A 3-inch drop in the drill bit was erienced at the base of the Callaway Limestone, indicating a void having a horizontal 2.5-68 Rev. OL-21 5/15
| |
| | |
| athering. This is the only significant solution feature that has been encountered in all he 165 test borings and the 25 quarry investigation borings that have been drilled in site, producing more than 14,000 feet of rock core for analysis. Pressure testing was formed in Boring P-147 located about 50 feet from Boring P-146. The test results cate low permeabilities for the entire rock section. Pressure test results are discussed etail in the hydrology section of this report (see Section 2.4.13.2.3.2.1).
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| nsiderable time was expended in order to investigate paleokarst features below ndations for Units 1 and 2. Sixteen deep borings were drilled, more than 3,500 feet of k core were analyzed and described in detail, subsurface maps and cross sections e prepared by correlating between borings, water pressure tests were performed, permeability values were calculated. Important geologic and hydrologic data were ained; and conclusions regarding solution activity and weathering, subsurface bility, and movements of ground water remain essentially unchanged. The detailed estigation of paleokarst features has, however, added greatly to the scientific dence in support of the following conclusions:
| |
| : a. The drilling data indicate that no voids or active solution channels occur within the filled paleokarst features and that no voids or solution channels occur in the carbonate rocks below or adjacent to the paleokarst features as a result of either incompletely filled ancient channels or regenerated secondary solution activity in post-Ordovician time.
| |
| : b. There is no possibility of the formation of sinkholes, or subsurface cavities resulting in subsidence or collapse of overlying soil and rock in the plant area. Based on detailed analysis of borings, there are no geologic features that could possibly affect construction and operation of a nuclear power plant.
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| : c. Conclusions regarding site faulting (see Section 2.5.1.2.3.2) remain unchanged. The additional site investigations have revealed no evidence of faulting except in relationship to slumping.
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| : d. The results of pressure tests in and adjacent to the paleokarst features indicate that regenerated secondary solution activity is not present and cannot occur under the present geologic and hydrologic site conditions.
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| : e. The Snyder Creek and Callaway formations have very low permeabilities and essentially act as an aquitard restricting the vertical movement of ground water (see Section 2.4.13.2.3.2).
| |
| : f. No significant hydraulic connection exists between the sandstone-filled paleokarst features and deeper aquifers beneath the site. The paleokarst features and the adjacent and immediately underlying Cotter-Jefferson City 2.5-69 Rev. OL-21 5/15
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| | |
| 5 x 10-6 centimeters per second (see Section 2.4.13.2.3.2).
| |
| bsurface investigations in the south portion of the site revealed another paleokarst ture in the Cotter-Jefferson City Formation, which is illustrated on Figure 5 of the arry Site Selection and Feasibility Study (see Section 2.5.1.2.2). As illustrated by tion B-B' on Figure 5 of the Quarry Study, the paleokarst feature contains St. Peter dstone and is overlain by the Joachim and Callaway formations. A sagging effect ilar to that shown on Figure 2.5-46 and previously discussed in this section is evident; ever, it is also accompanied by a rapid thickening of the Joachim and Callaway rock s directly over the feature. This study presents additional data indicating that the arent downwarping and corresponding thickening observed over the paleokarst ture under Unit 2 is the result of marine deposition on a scoured-out friable sandstone face.
| |
| h the possible exception of the Burlington-Bushberg and Joachim-St. Peter contacts, ormational boundaries that were penetrated by test borings are unconformable.
| |
| se unconformable surfaces represent periods of exposure to weathering and erosion t occurred prior to deposition of the overlying strata. Weathering has been observed in ost all lithified units to some degree. Based on observation of cores from test borings, maximum weathering zones occur at the top of the lithified formations. At this izon, the depth of weathering was observed to vary between 0 and 27 feet.
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| Burlington Limestone is the youngest completely lithified formation in the site area.
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| upper zones are highly weathered. Solution channels and cavities were formed at time, but are now filled with green silty to sandy clay containing chert and limestone ments. The clay is hard and easily sampled by coring. A total of 92 borings etrated the Burlington Formation. No open voids larger than 2 inches were ountered. No drops in the drill bit were experienced during drilling. Core recovery erally ranged from 45 to 100 percent and had an overall average of better than 80 cent. A high percentage of recovery of the clay solutional fillings was not unusual.
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| me low core recoveries of 25 to 45 percent were obtained in Borings P-6, P-32, P-42, P-53 and are attributed to weathered rock conditions and to the presence of merous clay-filled fractures and clay solutional fillings. No noticeable drilling fluid ses can be associated with the low core recoveries.. Drilling fluid loss on the order of o 100 percent was experienced in the Burlington in Borings P-2 and P-33. These fluid ses, which represent approximately 20 to 40 gallons per minute (Raymond rnational), were temporary and confined to intervals of 1 to 5 feet in thickness.
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| servations of core recovered from these zones of fluid loss revealed the presence of tures; however, no solution cavities were present.
| |
| basal Mississippian Bushberg Sandstone unconformably overlies the Snyder Creek mation. The Bushberg Sandstone is, in general, moderately friable, well-indurated, not subject to cavity formation by solution or weathering. Fissures that developed in er beds of Snyder Creek during a pre-Mississippian period of erosion were filled with 2.5-70 Rev. OL-21 5/15
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| | |
| zones of these strata to clay.
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| upper surface of the Middle Devonian Callaway Formation is also unconformable as cussed in Section 2.5.1.2.2.3.2. Solution channels and cavities, similar to those in the lington, were developed during a period of erosion and solution activity. The voids t formed prior to Snyder Creek time apparently were filled with silt and clay as the der Creek was being deposited. Vuggy zones ranging from a few inches to a few feet hickness and having a maximum estimated porosity of 30 percent were observed. No s larger than 2 inches in diameter were encountered in the Callaway Limestone, with exception of the single 3- to 4-inch void that was penetrated in Boring P-146 (see tion 2.5.1.2.5.3). No other open solution channels, large cavities, or caves were ountered in the Callaway, wither in borings or in rock exposures of the site area. A cription of recent solution weathering on hillsides as observed during rock excavation est Pit 1 is presented in the On-Site Production Mine Quarry report (see Section
| |
| .1.2.2).
| |
| Cotter-Jefferson City formations reveal evidence of past solution activity as cussed in Section 2.5.1.2.4.3; however, little evidence of weathering is present with exception of thin clay fillings in fractures.
| |
| ed on detailed rock core examinations and laboratory testing, there are no zones of athering in the lithified formations that could adversely affect construction and ration of a nuclear power plant. In general, no voids larger than 2 inches in diameter e ever encountered during the test drilling, with the exception of the 3- to 4-inch void t was encountered in Boring P-146. All of the smaller voids are attributed to isolated s, pinpoint to 2 inches in diameter, occurring in random zones as identified on the ing logs. The maximum porosity of any of the zones was determined to be 30 percent.
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| ves occur in the Cotter-Jefferson City Formation along the prominent bluffs adjacent he Missouri River floodplain. These caves range in size from small animal burrows to ular openings some 3 to 5 feet in diameter and extending horizontally into the rock f some 5 to 10 feet. They are formed by a process of differential erosion. The caves ur in thin-bedded and shaley layers of rock which are more easily affected by sional processes than are the overlying and underlying massive bedded and tively pure carbonate layers. Elongate undercuttings tend to form in the rock face ng the more easily eroded zones. There are locally enlarged and deepened by zing and thawing, wind action, and burrowing animals. These caves are dry. There is evidence to suggest that solution activity was ever involved in their formation.
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| o caves were observed to have formed in isolated remnants of St. Peter Sandstone.
| |
| largest of these is the "Research Cave" located on Figure 2.5-25 in the southeast ner of Section 19, Township 46 North, Range 7 West, about 2.5 miles southeast of the
| |
| . The St. Peter caves are also formed by differential erosion. Under proper ographic conditions, the upper surface of the sandstone becomes well indurated by a 2.5-71 Rev. OL-21 5/15
| |
| | |
| well-indurated crust remains to form an arched cavern structure. This type of cavern ms only in the St. Peter where it has been exposed to erosion at or near the head of sent day erosional valleys.
| |
| erential erosion is a common geologic phenomenon restricted to surface exposures bears little relationship to the formation of caves by subsurface solution activity. Site ings and reconnaissance field investigations have not revealed any caves or nificant open cavities in the carbonate rocks of the area. There is no evidence to gest that any caves or voids exist that could jeopardize the structural integrity of the nt.
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| .1.2.5.4 Residual Stresses ce no faults, folds or shear zones of any significance were encountered in the project a, and since the site is located on a nearly isolated plateau with deeply incised inages on all sides, no unrelieved residual stresses in the rock strata were detected.
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| .1.2.5.5 Site Stability site is underlain by glacial and postglacial soils, older sediments, and a thick uence of lithified formations consisting of limestone, sandstone, shale and dolomite.
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| d exploration programs, which have been completed to date, show no evidence of actual or potential surface or subsurface subsidence, uplift, or collapse resulting m tectonic depressions or cavernous terrain at the site. No voids or active solution nnels occur within the filled paleokarst features or in the carbonate rocks below or acent to them as a result of either incompletely filled ancient channels or regenerated ondary solution activity in post-Ordovician time.
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| ce the project area is within the Central Stable Region, it is not anticipated that any nificant regional warping or differential uplift would occur during the design life of the ject.
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| glacial and postglacial soils at the site generally exhibit low to moderate pressibility, and the modified loess, accretion-gley and till are overexcavated and laced with compacted granular structural fill beneath all major power plant and Class I ctures. Settlement analyses indicate that consolidation of soil and rock strata eath the structures will not exceed the tolerable settlement limits.
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| ing the field and laboratory programs, none of the soil or rock samples indicated any ential for instability because of mineralogy, lack of consolidation or water content. The efaction potential of the subsurface material, as discussed in Section 2.5.4.8, is nil.
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| desirable response characteristics such as thixotropy, differential consolidation, tering and fissuring were not encountered.
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| 2.5-72 Rev. OL-21 5/15
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| estigations at the site have not revealed any adverse geologic conditions that can be ibuted to man's activity. The addition or withdrawal of subsurface fluids, including und water, at the site has not been significant. Material extraction in the site vicinity consisted of minor amounts of surface quarrying of limestone and fire clay. The ation of local mining activities which occurred in the past are shown on Figure 2.5-25.
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| present, there are no active mining operations within 4.5 miles of the plant site.
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| re has been no mining or petroleum production in the site area that would cause any face or subsurface subsidence. Based on current knowledge of the area, no mining or roleum activity is anticipated. Central Missouri is not a promising area for oil or gas duction (American Association of Petroleum Geologists, 1971). All petroleum lorations within 50 miles of the site are shown on Figure 2.5-48. The nearest ducing oil or gas well is located in the Florissant Field, 70 miles from the plant site.
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| re is no potential for gas storage in structures around the site due to the absence of able reservoir and cap rock units.
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| .1.2.6 Site Ground Water etailed discussion of the regional and local groundwater environment is given in tion 2.4.13. Groundwater conditions at the site are summarized in this section.
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| tal of 49 piezometers were installed at the site during the period August, 1973, ugh December, 1974. The piezometers were installed at various depths throughout area, monitoring the soil and rock units. In addition, permeameter tests in the field ings (Section 2.5.6.1.2.3), borehole pressure tests (Section 2.5.6.1.2.4) and pump s (Section 2.4.13.2.3.2.4) were conducted to determine the hydrologeologic racteristics of the formations beneath the plant site to a depth of about 400 feet. The ults of these testing programs are summarized in Tables 2.4-20, 2.4-21, and 2.4-22.
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| 979 eleven piezometers were installed to monitor post-construction water levels in k units ranging from the Cotter-Jefferson City through the Graydon chert glomerate. These are summarized in Table 2.4-23 and their locations are shown on ure 2.4-27.
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| rogram of water level measurements was conducted on these 49 piezometers from gust, 1973 through February, 1975. In early 1975 all but five of the 49 piezometers e destroyed and grouted because they interfered with the power block excavation construction activities. Water level measurements continued on the remaining five zometers, located in the Ultimate Heat Sink area, until they too were destroyed and uted early 1976. The results of this program are shown on Figures 2.4-18 and 2.4-26 in Table 2.4-22.
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| shallow water table ranges from 5 to 30 feet below ground surface in the Quaternary osits (Figure 2.4-18). The depth to the shallow water table responds slowly to 2.5-73 Rev. OL-21 5/15
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| der Creek (Figure 2.4-17).
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| ter percolates downward from the base of the Snyder Creek into the underlying laway Formation. The rate of vertical percolation is very low due to the low meabilities of the Snyder Creek Shale and underlying units. The Snyder Creek Shale, laway Limestone, St. Peter Sandstone and upper Cotter-Jefferson City Formation to ths of about 350 feet below ground surface at the site are of low permeability and urated conditions exist at zones in the Callaway and Cotter-Jefferson City formations ure 2.4-12).
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| epths below about 340 feet in the Cotter-Jefferson City Formation, at an elevation of ut 500 feet (MSL), a regional aquifer system is present (Figure 2.4-17). The mations between the lower part of the Cotter-Jefferson City and the Lamotte mations form part of the regional aquifer.
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| ne of the formation above the lower part of the Cotter-Jefferson City Formation are able of producing more than about 1 gallon per minute in a 6-inch borehole. A 6-inch well in the Cotter-Jefferson City Formation drilled to a depth of about 400 feet below und level was pumped over a 5 day period at about 8 gallons per minute. Total wdown during this period was about 85 feet.
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| reater depths in the regional aquifer system, yields as great as 500 gallons per ute per well could be expected based on information from Fuller et al. (1967) and ght (1962).
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| .2 VIBRATORY GROUND MOTION vibratory ground motions at the site in central Missouri, for which aseismic design eria have been established, are based upon the postulated recurrence of the ximum historic earthquakes occurring in several defined seismotectonic regions. The thquakes affecting the site and governing aseismic design are identified as:
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| : a. A Modified Mercalli Intensity (MMI) XI-XII event (Table 2.5-6) occurring anywhere within the New Madrid Seismotectonic Region located in extreme southeastern Missouri and portions of the adjacent states. The closest approach of the boundary of this source region is 175 miles southeast of the site.
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| : b. An MMI VII event occurring anywhere within the Chester-Dupo or the Ste.
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| Genevieve Seismotectonic regions located in eastern Missouri. The closest approach of these regions lies 70 miles to the east-southeast of the site.
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| : c. An MMI V event occurring within the Missouri Random Region near the site.
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| 2.5-74 Rev. OL-21 5/15
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| servatism, the Safe Shutdown Earthquake (SSE) is defined as a horizontal ground eleration at foundation level of 0.20g. This is equivalent to an intensity approaching I VIII (Modified Mercalli Intensity - see Table 2.5-6) at foundation level. The operating is Earthquake (OBE) is a recurrence of the New Madrid earthquake at its historic center. Consistent with the conservatism developed for the Safe Shutdown thquake, the maximum horizontal acceleration for the OBE will be 0.12g. These els are used to anchor the appropriate design response spectra.
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| .2.1 Seismicity st of historical earthquakes with epicenters located within a distance of about 200 es from the site is presented in Table 2.5-7. This list presents all reported earthquakes in 50 miles of the site, and significant shocks having MMI V or greater within 200 es of the site. The epicenters of these shocks are plotted on Figure 2.5-49. Table
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| -8 lists the historic earthquakes that are considered significant to the site. Since the inning of the nineteenth century only four earthquakes have been reported within 60 es of the site. None of these events exceeded MMI V in intensity; the nearest one to site was a distance of 40 miles. Eighteen earthquakes of MMI V or greater have been orted within 100 miles of the site, and 60 shocks of MMI VI or greater have been orted within 200 miles. Few earthquakes were of sufficient intensity to cause damage ell built structures.
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| ough the site has been within the limits of perceptibility of at least 22 shocks within past 2 centuries, the site intensity has exceeded MMI V only during the historic series eismic events in the New Madrid area in the years 1811, 1812, and 1895 (Tables
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| -7 and 2.5-8).
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| .2.1.1 New Madrid Earthquakes upper Mississippi Embayment region has probably been the locus of large thquakes prior to the destructive events of modern record in 1811 and 1812.
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| ording to Fuller (1912), Lyell (1849) reported Indian legends recounting a great thquake in the Mississippi Valley. This tends to be corroborated by Heinrich (1941),
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| o describes a great ancient Mississippi River shock that was reported to have urred in 1699 in the same region affected by the 1811-1812 events. The reported central location, however, was in western Tennessee.
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| three earthquakes that occurred on December 16, 1811, and January 23 and ruary 7, 1812 near New Madrid, Missouri are thought to have been the largest ever ccur in the central and eastern United States. These shocks probably generated an nsity as high as MMI XI-XII, were reportedly felt in an area of about 2,000,000 square es, and changed the surficial topography in an area of about 30,000 to 50,000 square es. Structural damage from these earthquakes was small due to the sparse population 2.5-75 Rev. OL-21 5/15
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| | |
| report entitled "The New Madrid Earthquake," published by the U.S. Geological vey in 1912, Fuller apparently gives the most factual and complete account of the orical events that occurred during the years 1811 and 1812. Although criticized by e workers, Fuller made every effort within the scientific standards and e-of-the-art of his period to present facts as best he could. Although he did his field k in 1904, he was able to preserve the basic historical reports that might otherwise e been lost to present day workers.
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| he USGS report, he gave many descriptions of the results of the earthquakes in terms hysical features that recorded the intensity of otherwise transitory seismic events.
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| er recognized the fact that ground motion from the New Madrid events was amplified iver alluvium. In describing the damage of the December 16, 1811 shock, he cites ke's description of the damage near Cincinnati and quotes him as follows:
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| "It (the violent earth motion) seems to have been stronger in the valley of the Ohio than in the adjoining uplands. Many families living in the elevated ridges of Kentucky, not more than 20 miles from the river (the Ohio River), slept during the shock; which can not be said, perhaps, of any family in town."
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| er later describes the amplification of alluvial materials:
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| "In the more remote districts the action was less intense, producing only vibrations and tremors. There appears, however, to have been more or less of surface movements, as the shocks were much more distinctly felt by those living in the alluvial flats of the valleys than by those on the rock uplands, notwithstanding that it is only through the rocks that the shocks could be transmitted to the distances observed. The slight vibrations in the latter must, therefore, have been greatly magnified on transmission to the alluvial masses. The intensities in the valley and upland differed sufficiently to be noticeable at the time. Drake, speaking of Cincinnati, says: 'The convulsion was greater along the Mississippi, as well as along the Ohio, than in the uplands. The strata in both valleys are loose. The more tenacious layers of clay and loam spread over the adjoining hills, many of which are composed of horizontal limestone, suffered but little derangement.'"
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| significant to the subsequent evaluation of the intensity of the New Madrid events t in the preparation of the isoseismal maps and attentuation curves presented by ous workers herein, most of the data points are from town and settlements situated in alluvial valleys of rivers and streams, such as Cincinnati, St. Louis, Saline, Ste.
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| nevieve, Louisville, Natchez, and Pittsburgh.
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| nt the most distant cities where shocks were felt, (such as Washington, D.C., Boston, ladelphia, and Charleston, South Carolina), were also situated along rivers or on stal plain deposits where amplification could be expected due to the properties of the 2.5-76 Rev. OL-21 5/15
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| s more competent, the intensities appear to have been substantially less.
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| ground motion felt in the vicinity of the site from the 1811-1812 New Madrid events s the highest of any known to have affected the site and probably induced a site nsity on the order MMI VI-VII (Nuttli, 1973a).
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| tli's early work (1973a), as shown on the isoseismal map for the December 16, 1811 nt, is shown on Figure 2.5-50. As this map used by Nuttli had no data points for the ely uninhabited region west of the Mississippi River, Dames & Moore undertook an ensive investigation of historical archives in an attempt to obtain new data points. Old ps, newspapers, diaries, letters and other documents were examined to substantiate estimate of the intensity of the events in the general region of the site. This effort was tially successful in revealing heretofore unpublished information at three locations: St.
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| is, St. Charles, and Defiance. In his early evaluation of damage reports after the New drid events, Nuttli (1973a) had listed an intensity of MMI VII-VIII at St. Louis. As a ult of further analysis, he now considered (Nuttli, 1973b) that these intensities were ed upon reports from the old town of St. Louis where it lay on the banks of the sissippi River (Figures 2.5-51 and 2.5-52); that his previous estimate did not take into ount amplification through the underlying alluvial materials; that the intensity in rby areas underlain by rock would necessarily have been less; and that sequently, the intensity for St. Louis should now be considered MMI VII. The lowering he intensity at St. Louis is supported by the knowledge that the village of culaneum, 50 miles closer to New Madrid than St. Louis, reported an intensity of only I VI, which suggests that the intensity at St. Louis might be lowered further. At St.
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| arles, about 70 miles from the site, the Kibbee house, the first brick building to be built
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| : t. Charles (about the year 1810), sustained damage indicating an intensity of MMI VII son, 1968, 1973). At Defiance, 56 miles from the site, Daniel Boon's home, which was ant at the time of the 1811-1812 events (Andreas, 1973; Oliver, 1973), sustained mage estimated at an intensity of MMI VII. The St. Charles and Defiance data points about 160 miles from New Madrid; the site lies about 200 miles from New Madrid, 40 es beyond the new data points with their intensities of MMI VII. Based upon these ors, the site must be considered to have been subjected to ground motion of MMI VII ess.
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| his research effort, although three definitive data points were discovered, other ations were revealed that were populated at the time of the 1811-1812 events but ded no reports upon which intensities could be defined. The absence of reports that uld surely have been made had damage been noteworthy is, in a sense, significant, n though such negative data cannot be used in intensity definition. Nevertheless, it is ful to show the size and distribution of the population during the years 1811-1812 ause if noteworthy damage had been incurred it probably would have been recorded, orted, or retold. Settlements known to exist in the region that is now Missouri are wn on Figure 2.5-53.
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| 2.5-77 Rev. OL-21 5/15
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| isiana" by Henry Marie Brackenridge, published in 1814 and corroborated in "Darby's versal Gazetteer," edition of 1827; Bradford's Illustrated Atlas of the United States; story of the Discovery and Settlement of the Valley of Missouri" by John Monette,
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| ., published in 1846; and "The Influence of the Environment on the Settlement of souri" by James Fernando Ellis, Ph.D., published in 1929:
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| St. Charles 3,505 St. Louis 5,667 Ste. Genevieve 4,620 Cape Girardeau 3,888 New Madrid 3,103 Hope Field and St. Francis 183 Arkansas 874 Troops at Military Posts in Territory (est) 200 Hunting and Trading Parties up the Missouri and 300 Mississippi (est.)
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| Remote Families not found by Sheriff (est.) 300 Total 22,640 his total population, 8,011 were slaves. The number of civilized Indians and mixed onals, while not known, could not have been considerable (Brackenridge, 1814).
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| e Sans Dessein, now called Bakersville, was settled on the banks of the Missouri er by about 20 French families (Brackenridge, 1814). Cote Sans Dessein lies only 16 es from the site, and both the settlement and the site lie about 200 miles northwest of w Madrid. New Franklin, in the vicinity of Booneville, Missouri (about 55 miles from the
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| , a colony of Kentuckians numbering about 150 families settled on the Missouri River ooper's Bottom in 1810. At the same, about 150 people settled at Booneslick in the a which later was established as Booneville and (Old) Franklin.
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| ing 1811, other settlers immigrated into the area and erected cabins and forts for tection against Indians (History of Callaway County, 1884). Booneslick was situated ut 55 miles northwest of the site and about 225 miles from New Madrid, or about 30 es further from New Madrid than the site. It is significant that none of these lements reported damage at the time of 1811-1812 events.
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| 2.5-78 Rev. OL-21 5/15
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| ctly between New Madrid and the site (Figure 2.5-53).
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| ll of these historic locations, sufficient population and structures existed so that had 1811-1812 series of earthquakes been of sufficient intensity to cause damage, they uld have been noted. Reports would have eventually reached the river cities and uld have been published. The implications are that the intensity of earth motion to the thwest of New Madrid was probably lower than previously thought. Therefore, based Nuttli's reduction of the St. Louis intensity to MMI VII and the establishment of MMI VII efiance, Nuttli's original isoseismal map is herein revised. Both Nuttli's original map the revised map are shown on Figure 2.5-50. According to the revised map, the site nsity was about MMI VI-VII.
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| ork by Stearns and Wilson (1972), the data points for the New Madrid events were rpreted in a different manner. Their isoseismal maps for the December 16, 1811, and ruary 7, 1812, earthquakes are shown on Figures 2.5-54 and 2.5-55. Their posite for the New Madrid events is shown on Figure 2.5-56.
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| significant that in both Nuttli's and in Stearns and Wilson's interpretations, the nuation patterns are elongated toward the east and northeast respectively. This tern is particularly well developed in Stearns and Wilson's interpretation. It is gnostic that the data points where damage was reported lie along the Ohio River ere the most populated towns were located and where amplification through river vium would be expected.
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| .2.1.2 Other Earthquakes Significant to the Site er events which were probably felt at the site are included in the list shown in Table
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| -8 and discussed below.
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| 843, an earthquake with a maximum intensity of MMI VIII occurred in western nessee and was felt from Rhode Island to Mississippi and Iowa. The intensity at the was probably about MMI II. Memphis, Tennessee, close to the epicenter, suffered most damage (Coffman and von Hake, 1973). In 1878, an MMI VI shock in theastern Missouri is estimated by Docekal (1970) to have had an intensity at the site ween MMI I and MMI III. The maximum disturbance from this event was in the sissippi Valley between Memphis, Tennessee, and Cairo, Illinois. Another shock in Mississippi Valley occurred in 1895 at Charleston, Missouri, where 4 acres of ground k and formed a lake. This shock, which was felt by people in parts of 23 states and a maximum intensity at its epicenter of MMI VIII, is estimated to have produced und motion at the site with an intensity of MMI V-VI (Nuttli, 1974). An isoseismal map this event prepared by Nuttli (1973c) is shown on Figure 2.5-57. A recent reevaluation he Charleston, Missouri earthquake indicates that ground motion at the site may have an intensity of MMI VI (Hopper and Algermissen, 1980, Plate 1). On November 4, 3, an MMI VII event occurred near Charleston, Missouri, and was felt over an area of 2.5-79 Rev. OL-21 5/15
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| eston, Missouri, and was felt over an area of 125,000 square miles. Based on cekal's data (1970), the intensity at the site was at the bounds of perceptibility. The t shock to be felt at the site occurred in November of 1956 in the Mississippi Valley. At epicenter in Wayne County, Missouri, the shock was of MMI VI and is estimated to e produced an intensity at the site of between MMI II and MMI III (Docekal, 1970). On rch 3, 1963, an earthquake with an epicentral intensity of MMI VI occurred in theastern Missouri where chimneys and windows were cracked. At the site, it is mated to have been MMI II to MMI III (Docekal, 1970). On October 1, 1971, an nsity V shock near Seogwick, Arkansas may have been felt at the site with an nsity of I-III. A similar site effect is estimated to have been felt from the marked tree, ansas event of March 25, 1976. The Strawberry, Arkansas earthquake sequence an on February 27, 1979 and continued until March 3, 1979. The largest shock in this uence had a maximum intensity of MMI VI near Powhatan, Arkansas (NOAA, 1981; weg and Johnston, 1980). The epicentral area corresponds to the physiographic ndary between the Ozark Uplift and the Mississippi Embayment, which appears to be outhwestward extension of the boundary between the Border and West Embayment smotectonic regions (Section 2.5.2.3.1.2). Intensities of MMI III at Lake Charles and I II at Walnut Ridge and Hoxie, indicate rapid attenuation toward both the northwest northeast (Zollweg and Johnston, 1980, Figure I-4).
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| m the year 1900 through the present, several shocks have occurred in the upper sissippi Valley which were probably felt at the site. The first occurred in 1902 near St.
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| is, Missouri, with an epicentral intensity of MMI VI. Based on Docekal's work (1970),
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| site intensity is estimated to have been between MMI II and MMI III. In 1903, an MMI arthquake occurred near Murphysboro, Illinois. This shock was felt over 65,000 are miles and produced a site intensity at the limits of perceptibility (Docekal, 1970).
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| 917, an MMI VI earthquake occurred with an epicenter near St. Mary's, Missouri, ut 50 miles south of St. Louis. The earthquake, felt over an area of 210,000 square es, is estimated to have had an intensity of MMI IV at the site (Docekal, 1970). An seismal map for this event is shown on Figure 2.5-58. Three MMI V events in 1920, 9, and 1946, centered at St. Louis, Missouri, Griggs, Illinois, and Chloride, Missouri, pectively, were felt at the site. The first could have been felt at the site as MMI III to I IV, the second and third as MMI I to MMI III (Docekal, 1970). An earthquake tered near Sparta, Illinois, in 1955, had an intensity of MMI VI and was felt in the site a with an intensity of MMI I. In 1978, an earthquake near Webster Groves, Missouri an intensity of V and was felt over most of the St. Louis area (St. Louis Univ.
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| ophys. Obs., 1981). The site intensity is conservatively calculated as MMI III (Table
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| -8).
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| 965, an earthquake occurred near Centerville, Missouri, about 90 miles th-southwest of St. Louis. At the epicenter, the maximum intensity was MMI VI while site intensity was MMI IV to MMI V (Docekal, 1970). This earthquake was felt over
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| ,000 square miles. An isoseismal map (Eppley, 1965) for this event is shown on ure 2.5-59. A 1976 earthquake near Farmington, Missouri had an epicentral intensity 2.5-80 Rev. OL-21 5/15
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| Estimates indicate a site intensity of MMI IV (Table 2.5-8).
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| ee other earthquakes at distant locations were perceptible in the vicinity of the site ing the 19th Century. In 1867, an earthquake with an intensity of MMI VII occurred its epicenter at Manhattan, Kansas, and was felt as far away as Chicago (Docekal, 0). It produced an intensity at the site on the order of MMI I to MMI III (Docekal, 0). The famous 1886 earthquake(s) near Charleston, South Carolina, had a ximum epicentral intensity of MMI X and was felt from Boston, Massachusetts, to New eans, Louisiana. The maximum intensity at the site probably was MMI I to MMI II llinger, 1977).
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| ecent event perceptible at the site occurred on November 9, 1968, in the Wabash ey. This earthquake had an epicentral intensity of MMI VII and produced an intensity he site of MMI IV (Heigold, 1968). An isoseismal map for the 1968 event was pared by Gordon et al. (1970) and is shown on Figure 2.5-60. The 1974 earthquake r Olney, Illinois had an epicentral intensity of MMI VI and produced a site intensity of I IV.
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| epicenter of the September 27, 1981 earthquake in southern Illinois has been cated to the vicinity of Mt. Vernon and reevaluated as a MMI VII event (Street, 1980).
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| isoseismal map for this event indicates no felt reports from the site area (Street, 1980, ure 1). Other Illinois Basin earthquakes with epicentral intensities of MMI V occurred ing 1974 and 1978 with conservatively estimated site intensities of III and II, pectively (Table 2.5-8).
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| .2.2 Geologic Structure and Tectonic Activity
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| .2.2.1 Regional Tectonic Setting Central Stable region surrounding the site is described by Eardley (1962) as a region sisting of a veneer of sediments overlying Precambrian crystalline rocks which have n formed into arches, basins, and other structures primarily as a result of Paleozoic irogenic activity. This system of broad arches and basins extends from the eastern alachian Mountain Chain to the western Rocky Mountains where it is truncated by later Laramide Orogeny. To the north, folded Precambrian rocks are exposed at the face in the Canadian Shield Province. The southern border is defined by the limit of apping Cretaceous and Tertiary sediments that characterize the adjacent Coastal in Tectonic Province. The Mississippi Embayment to the southeast of the site is neated by a northeast-trending reentrant of these Coastal Plain deposits up into the sissippi River drainage basin.
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| tectonic character of the region is the result of a sequence of episodes of relative tical uplift, subsidence, and tilting of crustal blocks bounded by upthrust faults. The metry of the blocks appears to be inherited from an older, possibly Grenvillian, 2.5-81 Rev. OL-21 5/15
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| | |
| cambrian rocks, fracture patterns in the sedimentary rocks of the region, and traces minor faults all reflect a consistent geometry (Graves, 1938; Robertson, 1940; bons, 1972).
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| geometry and boundaries of the major blocks represent inherited zones of akness. Some segmentation of blocks by minor faults has occurred, but blocks eral tens of miles on a side have generally acted as cohesive tectonic units. Where or, persistent features have acted as boundaries (Ste. Genevieve Fault, Simms untain Fault) their role has been passive. These features represent kinematic faces which have responded to the episodic uplift of contiguous individual blocks ughout Paleozoic time. The vertical stratigraphic separation and sense of vertical et along any segment of these features is a reflection of the vertical motions of blocks ponding to local uplift, rather than to uniform motion along the entire length of the or faults (Gibbons, 1972).
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| ding in the region is either the result of the passive draping of relatively weak imentary rocks over the edges of fault blocks, or of the previously mentioned eotopographic effects (Section 2.5.1.1.5). There is no evidence of any folding in the ion due to basement-transmitted horizontal principal stresses or to thin-skinned vity tectonics. A characteristic assemblage of monoclinal folds, curving reverse fault nes, compensatory normal faults, and minor low angle normal faults illustrate passive ponse to repeated vertical movements along nearly vertical basement discontinuities bbons, 1972). The tectonics of the region must, therefore, be based upon an erstanding of vertical kinematics rather than on lateral or horizontal compressive es.
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| structural features discussed and illustrated in Section 2.5.1 probably reflect ement structures and the features must all be considered deep-seated. Some of se features have probably been caused or influenced by other mechanisms, such as differential compaction of sedimentary beds emplaced over a Precambrian surface t has substantial topographic relief. However, it is not possible to verify such origins individual structural features with the present level of information available regarding structural geology of central Missouri.
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| structural features in the region of the site were probably formed by differential uplift settlement of crustal blocks in a manner similar to that which resulted in the mation of the Ozark Uplift, the major structural feature in the site area. The tionship between these small features and the Ozark Uplift is imperfectly understood to the poor exposures and lack of subsurface information. It is nevertheless clear t the forces that formed the Ozark Uplift also were instrumental in the formation of se other minor structures. That these forces acted upon blocks of considerable size been demonstrated by Gibbons (1972).
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| 2.5-82 Rev. OL-21 5/15
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| Ginnis (1970). It is conceivable that the uplift and subsidence of crustal blocks is a ct result of vertical forces originating in the mantle. It also might be speculated that smaller features were formed contemporaneously with the Ozark Uplift and that, sequently, there is a direct relationship. However, this is not necessarily true and it ht be reasonable to speculate that minor faulting and folding near the site were med subsequently by vertical forces working on independent crustal blocks.
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| gross geologic structure of the Ozark Uplift is described by the structures on the ement surface as discussed and illustrated in Section 2.5.1.
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| .2.2.2 Tectonic Setting of the Site Locale site straddles the boundary between the Dissected Till Plains Physiographic vince to the north and the Ozark Province to the south, being situated on a plateau ut 5 miles north of and 305 to 325 feet above the flood plain of the Missouri River.
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| Ozark Region has been a topographically positive region since at least early middle mbrian time (Dake and Bridge, 1932). The relief present at that time probably resented the erosional resistance of the thick, silicious extrusive volcanics which prise the Precambrian core of the St. Francois Mountains. The surface of the cambrian rocks was deeply incised by streams before the onset of Cambrian imentation (at least 500 feet of relief (Dake and Bridge, 1932). The Cambrian and ovician sedimentary rocks were deposited and subjected to differential compaction r the pre-existing topography. Much of the structural geometry of the region is a result his pronounced paleotopographic effect (Dake and Bridge, 1932; Weller and St. Clair, 8).
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| he area of the site, 25 to 50 feet of glacial and post-glacial soils overlie a 4- to 50-foot k layer of chert conglomerate with clay matrix. This in turn overlies a series of estones, dolomites, sandstones, and shales ranging in age from Mississippian to mbrian. These lie upon the Precambrian basement at a depth of about 2,000 feet ow the surface at the site. Within the immediate region of the site, the sediments are rly horizontal, reflecting the regional dip of about 5 to 10 feet per mile to the thwest. The only known fold structures near the site are the Browns Station (Section
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| .1.1.5.1.14), Davis Creek (Section 2.5.1.1.5.1.16), Mexico (Section 2.5.1.1.5.1.22),
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| vasse Creek (Section 2.5.1.1.5.1.12), Mineola (Section 2.5.1.1.5.1.23), Big Springs ction 2.5.1.1.5.1.13) and Kruegers Ford (Section 2.5.1.1.5.1.20) anticlines. There is evidence to support the presence of the Pershing Bay-Gerald Anticline as discussed ection 2.5.1.1.5.1.25. The Auxvasse Creek Anticline, which lies about 10 miles north he site, represents a gentle fold parallel to the Browns Station Anticline. Along its axial d to the northwest, the Auxvasse Creek Anticline projects into the Davis Creek icline. No folds are in evidence to the southwest. These structures are all very gentle.
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| Auxvasse Creek Anticline has 175 feet of structural relief and the Browns Station 2.5-83 Rev. OL-21 5/15
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| site lies at a considerable distance northwest of the center of the Ozark Uplift and m most of the major structural features in the surrounding region. Although the same es that formed the Ozark Uplift during the Paleozoic probably also formed such ctures as the Davis Creek and the Browns Station Anticlines, uplift of the former ture was in the range of 5,000 feet, whereas the flexures of the latter features were in range of only 100 to 200 feet. Clearly, the forces that formed the Ozark Uplift were siderably greater than those that formed the gentle features near the site.
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| Cracken's (1967) discussion on tectonics of the site region terminates with the owing:
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| Dips everywhere in Missouri are gentle except in the immediate vicinity of some of the faults. The most prominent structure north of the Ozark dome is the Lincoln fold. This, together with the other larger structures such as the Proctor Anticline, Saline County arch, and Browns Station Anticline... trend northwesterly parallel to the principal direction of the Precambrian grain and to the early elongation of the Ozark Uplift. It is believed that they originated in block-fault structures in the basement over which the Paleozoic sediments draped to produce the anticlinal and synclinal folds that persist to the surface (Hinds, 1912).
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| ologic investigations within 5 miles of the site have revealed no faulting. The closest ts to the site are the Fox Hollow Fault 30 miles west, the Wardsville Fault 30 miles thwest, the Kingdom City Fault 12 miles northwest, and the Cuba Fault about 18 es to the south. The Fox Hollow and Wardsville faults have displacements of 120 and feet respectively, and are found in Mississippian sediments. The trend of the former bout north and the trend of the latter about northwest; if projected neither would roach the site closer than 30 miles. The Kingdom City Fault has a displacement of feet and is Middle Ordovician or younger in age. The proposed trend of the fault is theast, which if projected would approach the site no closer than 12 miles. The Cuba lt is considered to be Pennsylvanian or younger. This fault, which bounds the west e of the Cuba Graben, diminishes northward and cannot be traced more than a few es northwest of the Gasconade River (McQueen, 1943). At this point, it lies about 18 es south-southeast of the site. If the Cuba Fault were to be projected along it thernmost strike of North 50 West, it would approach no closer than 10 miles to the (Fox, 1954).
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| .2.2.3 Behavior During Prior Earthquakes known that minor to moderate earthquake ground motion has been experienced at site; however, there is no evidence from lithologic, stratigraphic, structural, or physical studies to substantiate such earthquake motion. Also, no evidence from face mapping has been found that would indicate recent faulting.
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| 2.5-84 Rev. OL-21 5/15
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| large structural elements within the vast Central Stable Region apparently localize as of stress relief as marked by characteristic seismicity in certain subregions. While wledge of the exact seismogenic nature of these subregions is incomplete, the centrations of seismicity displayed by certain seismogenic zones afford diagnostic ervation of what is currently taking place in the crustal rocks. Because such active as should be recognized, and can for the most part be spatially related to a consistent ctural regime, and since the correlation of individual events with specific structures lts) is lacking, the relationship of earthquakes to geologic structures is better eloped on the basis of the historical distribution and gross tectonic regimes, or smotectonic regions.
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| .2.3.1 Seismotectonic Regions smotectonic regionalization of the seismically active areas significant to the site has n prepared using the basic approach by Gubin (1967). Data were obtained principally m the literature and supported by personal communication with individuals of the ntific community, a list of whom is contained in the bibliography. Seismotectonic ndaries were delineated by comparison of seismicity, structure, fault plane solutions,
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| , in the New Madrid Seismotectonic Region, by comparison of gravity, magnetics, TS imagery, geomorphology and the resulting distribution or confluence of apparent plementary characteristics.
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| term "seismotectonic region" is generally used to describe a tectonic region where smic activity has occurred in relation to known geologic structures and where thquake generating forces may still be present. Some large tectonic regions have n the sites of only a few earthquakes, usually relatively small, infrequent and urring throughout the area without apparent relation to any particular structure. These ions are designated as random regions. There are some stable regions that exhibit emely low seismicity. In the following sections, individual seismotectonic regions, as wn on Figure 2.5-61, are discussed. The characteristics and seismic activity of these ions are discussed below and summarized in Table 2.5-9.
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| .2.3.1.1 New Madrid Seismotectonic Region s region lies about 175 miles southeast of the site. However, earthquake activity in area historically control seismic design in a large part of the midcontinent due to its se seismicity and the large destructive "New Madrid" earthquakes previously cussed.
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| primary evidence for the New Madrid Seismotectonic Region is the concentration of h intensity earthquakes that have occurred in the Upper Mississippi Embayment near town of New Madrid, Missouri and their spatial relation to identified faulting and other ctures. Earthquakes that have occurred in historic times near New Madrid with nsities MMI V and greater are shown on Figure 2.5-49. All known perceptible New 2.5-85 Rev. OL-21 5/15
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| sections so that they can be referred to from time to time in subsequent analyses of seismotectonic nature of the New Madrid region.
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| .2.3.1.1.1 Summary Geologic History of the Mississippi Embayment historical genesis that led to the present structural conditions in the upper sissippi Embayment are discussed in Section 2.5.1 and summarized as follows: uplift erosional beveling of the Pascola Arch prior to Lower Devonian time; subsidence accompanying deposition of Paleozoic limestones; rejuvenation of the Ozark Uplift he northwest and the Nashville Dome to the southeast, and the subsidence of the rvening structural trough which became the Mississippi Embayment; advancement of Cretaceous seas to create the Gulf Coast onlap; and deposition filling of the upper sissippi Embayment with a series of Cenozoic sands, silts, and clays that included remarkably uniform and massive Porters Creek Clay of Paleocene age. Surficial logy is shown on Figure 2.5-64. Stratigraphy in the upper Mississippi Embayment is wn in Table 2.5-11. The New Madrid area is the locus of many structural features, e or all of which may contribute to the high seismicity of this area, as discussed ow.
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| .2.3.1.1.2 Tectonic Structures Near New Madrid cent and on-going geophysical studies in the upper Mississippi Embayment are racterizing the gross tectonic framework which apparently hosts the high level of smic activity noted in the area. Figure 2.5-65 presents the structural synthesis of the st recent evaluations, and serves as a basis for bounding the New Madrid smotectonic region, as subsequently developed.
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| northwest and southeast limits of the "Reelfoot Rift" (Embayment) as shown on ure 2.5-65, are delineated by Hildenbrand et al. (1977), from available studies. The thwestern boundary is marked by an alignment of intrusives presumed on the basis of l-defined magnetic and gravity highs which lie outside or along the boundary of the The Proposed "rift" zone itself is expressed in the Precambrian basement by a broad e of subdued magnetic expression (Figure 2.5-67). According to Hildenbrand et al.
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| 77), this low gradient zone implies 1.1 to 2.4 km of relief between basement inside the e and basement outside the zone. The southeast margin of the zone also includes gnetic and gravity highs associated with mafic or ultramafic igneous intrusions. To the theast, the zone of low gradient terminates against a northwest-trending low that is rred to represent the buried extension of the northwest-southeast-trending Ste.
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| nevieve fault zone in western Kentucky (Figure 2.5-66). To the north, the Rough ek fault zone appears to mark the northern boundary of a large northwest-trending ben in the Precambrian basement. The graben is a major structural feature which ears to have formed initially in late Precambrian to early Paleozoic time (Soderberg Keller, 1981). O'Leary and Hildenbrand (1978) observe that aeromagnetic data cate a morphological configuration of the Precambrian basement totally unexpressed 2.5-86 Rev. OL-21 5/15
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| , are related to trough structure in the basement. The areal distribution of present thquake activity, the configuration of lineaments, and the morphology and depth of gnetic basement imply such a relationship.
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| own faults and folds near New Madrid are shown on Figure 2.5-66. (Note: In the owing discussion on faults, the numbers in parentheses refer to map index numbers Figure 2.5-66.) The faults that lie close the area of intense seismicity include the enville Fault (18), the English Hill Fault (15), the Aquilla Fault (2), the Idalia Fault
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| ), the three (First, Second and Third) Mississippi Valley faults (42), the Jackson Fault
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| ), the Black Fault (4), the Ste. Genevieve Fault System (38), the Fluorspar Fault mplex (Illinois 2), the Rough Creek Lineament (Illinois 3), and the Wabash Valley Fault tem (Illinois 5).
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| Greenville Fault (18) was inferred by McCracken and McCracken (1965) during paration of a structure map for Missouri. Although the exact strike of the fault is not cernible due to thick mantle cover, the workers gave a mapped trend direction of ut North 45° East. The Greenville Fault lies outside the seismically-active area near w Madrid, well within the elevated crustal blocks that form the St. Francois Massif. It refore has no relationship to the northeasterly trending faults which have been placed by recent activity in the area of New Madrid.
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| English Hill Fault (15) was mapped by Steward (1942) and by Grohskopf (1955) in same area as the Idalia Fault (20) (Farrar and McManamy, 1937) and another cribed as the Albright Creek Fault. Grohskopf (1955) inferred the connection between short segments of the English Hill, Idalia, and Albright Creek Faults to form a tinuous fault zone, as marked by Crowleys Ridge, a topographic feature striking theast with a length of over 30 miles. However, recent seismic surveys and sequent drilling (Zoback, 1979) have not determined any offset of bedding at depth oss the Crowleys Ridge structure, and its definition as a major fault system is arranted at this time. The Aquilla Fault has a very short mapped trace and cross-cuts main trend with an approximate strike of North 60° West.
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| ut 10 miles southeast of the Idalia and English Hill faults lies another fault having a allel strike trend. This fault is the westernmost of three major Mississippi Valley Faults ction 2.5.1.1.5.2.13) and will be termed here the "First Mississippi Valley Fault". It has rike direction of about th 40° East and an inferred length of about 40 miles. This "First" fault has a rcation with a strike direction of roughly North 30° East and a length described as ut 20 miles; it closely coincides with a line of epicenters and constitutes a line of smic contract. This line, as discussed in Sections 2.5.2.3.1.1.6 and 2.5.2.3.1.1.7, is sidered to be the northwestern boundary of the New Madrid Seismotectonic Region described by this study. The Second Mississippi Valley Fault is located slightly east of Mississippi River and east of the town of New Madrid. It has a strike direction at its 2.5-87 Rev. OL-21 5/15
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| ey Fault lies south and southeast of the first two and displays a crosscutting strike to first two Mississippi Valley faults. It has a mapped length of about 80 miles with a uth 75° East trend, sub-parallel to the axis of the Pascola Arch near its southeastern emity.
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| Jackson Fault was identified by McQueen (1939) who described a graben with a placement of 200 feet, but who was unable to identify the strike direction. Gealy
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| : 55) further detailed this fault. It has a strike of about North 75° West and a described gth of 15 miles (Dake, 1930; James, 1951; Kiilsgaard, 1963), and a mapped strike ction of about North 80° West.
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| closest approach to the site of the Ste. Genevieve Fault System (38) is that segment linois known as the Rattlesnake Ferry Fault lying about 70 miles north of the town of w Madrid. The total length of the Ste. Genevieve Fault System is about 100 miles.
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| ough it has an overall trend direction of North 60° West, the system is highly ricated and displays many strike directions throughout its length.
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| well-known Fluorspar Fault Complex lies from 90 to about 160 miles to the east of Ste. Genevieve fault system. Although the individual faults of this complex have kes about North 40° East, in aggregate they cover a broad area about 50 miles long 25 miles wide. Recent investigations indicate that some of the northeast-trending ts displace Paleozoic rocks in the Fluorspar District and extend southwestward eath late Cretaceous sediments of the Mississippi Embayment in south Illinois. The tively uniform thickness of the Cretaceous sediments and the configuration of their e indicate that essentially all of the displacement on faults in the underlying Paleozoic k occurred prior to the deposition of the Cretaceous sediments (Kolata, Treworgy and sters, 1981; IL State Geological Survey, 1973).
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| Rough Creek Fault System lies about 95 miles north of New Madrid. It has an overall d direction of North 75° West and a length of about 180 miles (Section 2.5.1.1.5.2.3).
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| Wabash Valley Fault System lies about 110 miles northeast of New Madrid.
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| Pascola Arch (Section 2.5.1.1.5.1.24) lies about 30 miles southwest of New Madrid has an axial trend of about North 45 West. The Moorman Syncline, which lies about miles northeast of New Madrid, generally reflects the change in trend direction ween the Fluorspar Fault Complex and the Rough Creek Fault System. Three hinge s or "Bending Zones" (Stearns, 1973) form folds at the center of the upper Mississippi bayment and its junctures with the Ozark and Nashville domes (Section
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| .2.3.1.1.7). Lineations that may reflect tectonic structures are discernible from ERTS gery, from geomorphological trends in topography, and from geophysics. A magnetic p and a gravity map for the region around New Madrid are shown on Figures 2.5-67 2.5-68, respectively. Lineations after O'Leary and Hildenbrand (1978) are shown on ure 2.5-69.
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| 2.5-88 Rev. OL-21 5/15
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| logs from drillholes near New Madrid provide the basic data upon which structural tour maps have been prepared by Stearns (1974). The information from these wells hown in Table 2.5-12 and the locations are shown on Figure 2.5-70. For each well, following data are presented: name of the property owner, name of the drilling pany, completion date, location by section, township and range, surface elevation, l depth and sea level elevation of formation boundary. The authority for formation ndaries is the Missouri Geological Survey, except for those marked by an asterisk.
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| se were picked for this study from sample or electric logs in the Missouri Geological vey file. The wells are listed alphabetically by county and sequentially by township range. Abbreviations are standard except for stratigraphic boundary "picks": TPC nds for top of the Porters Creek Clay (of Paleocene age); TPAL stands for base of taceous (relatively soft) sands and clays and top of undifferentiated Paleozoic mations.
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| .2.3.1.1.4 Fuller's Report er's USGS report (1912) is useful in delineating areas of maximum disturbance for hnical discussion and evaluations of ground motion, as discussed below and in tion 2.5.2.1. Among those features Fuller described were fissures, faults, landslides, uplift of domes and the depression of "sunk lands," and the phenomenon he termed trusion," which resulted in the ejection of water, sand, mud, and gas. The most ceable features of these phenomena that remain today are "sand blows" that, ugh erosion, are beginning to lose their distinctive appearance, and thus do not vey to the modern observer the violence associated with their formation. Fuller tes a description by an engineer names Bringier who witnessed this unusual event told how:
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| (the water forced its way through the surface deposits) ... blowing up the earth with loud explosions. It rushed out in all quarters, bringing with it an enormous quantity of carbonized wood, reduced mostly into dust, which was ejected to the height of from 10 to 15 feet, and fell in a black shower, mixed with the sand, which its rapid motion had forced along; at the same time the roaring and whistling produced by the impetuosity of the air escaping from its confinement seemed to increase the horrible disorder. In the meantime the surface was sinking and a black liquid was rising to the belly of my horse.
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| mechanism that caused this phenomenon is related to the disruption of the ground aulting or fissuring within an area of loose sand saturated with water. Due to the uence of the energy from strong ground motion, the sands were subjected to efaction and were extruded through the fissures at the surface into the air. The area sand blows" and other earthquake features is well shown on Fuller's original map, ch is reproduced as Figure 2.5-71. The area of "sand blows" together with the other tures of ground disturbance mapped by Fuller are significant, for they define the area iolent motion.
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| 2.5-89 Rev. OL-21 5/15
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| ng variations in the technique for determining fault plane mechanisms indicated by smic waves, Street et al. (1974), and Herrmann (1978, 1979) have presented maps wing several fault plane solutions for recent earthquakes in the area of southeastern souri, including the area around New Madrid. A composite map of available solutions hown on Figure 2.5-72 and a list of parameters is shown in Table 2.5-13. The symbols wn represent the usual stereographic plot of the data; however, the white quadrant resents compression and the black quadrant tension. These solutions will be referred rom time to time to evaluate fault trends and relative motion.
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| .2.3.1.1.6 Distribution of Current Seismic Activity merous seismic recording instruments operate in, or are proposed for the
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| -continent site region, particularly in the active portion of the highly seismic sissippi Valley. The Central Mississippi Valley seismic network operated by the partment of Earth and Atmospheric Sciences at St. Louis University consists of 21 ions in the Mississippi Embayment, 4 stations in the Upland region and 8 stations in theastern Illinois. A seismograph was installed at St. Louis in the year 1909, whereas er stations belonging to St. Louis University began operating in 1962 and later. The er permanent cooperative regional stations are ROL (Rolla), operated by the versity of Missouri at Rolla since 1962; FAV (Fayetteville), operated by the University rkansas since 1952; LWK (Lawrence), operated by the University of Kansas since 0; MHK (Manhattan), operated by Kansas State University since 1962; DBQ buque), operated by Loras College since 1962 and TUL (Tulsa), operated by ahoma Geophysical Observatory since 1961.
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| cent installations and those proposed for the near future are shown on Figure 2.5-73.
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| iew of the large number of seismographs around the plant site, as described above, it xpected that any sizable seismic event in the site region can be easily detected and nitored.
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| the basis of the several years' dense instrumental coverage in the New Madrid ion, additional evidence for defining the areal extent of seismogenic structure is sented. Figure 2.5-74 shows all recorded earthquakes in the area between July 1974 March 1978. Figures 2.5-74.1 through 2.5-74.3 show all earthquakes recorded ing 1978 through 1980, respectively. The density of activity clearly outlines a gross theast trend of activity along the axis of the embayment, broken by a short northwest d in the Reelfoot region before continuing again along the preferred structural grain.
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| northwestern extent of the activity stops abruptly near the First Mississippi Valley lt zone or the west side of Bending Zone 2 (as subsequently described), becoming denly diffuse to the northwest. The suggested solutions for focal mechanisms shown Figure 2.5-72 for this area are somewhat correlative with the pattern shown on Figure
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| -7.
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| 2.5-90 Rev. OL-21 5/15
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| sonably reliable indicator of the major features of the long-term earthquake ribution. Aggarwal (1977) has noted such a correlation in New York State and thern Quebec. Tarr (1977) also has suggested that the currently active (and nitored) zone of seismicity in the Charleston, South Carolina area is closely ociated with the rupture surface of the large destructive shocks of 1886. It can be erved on Figures 2.5-74 and 2.5-66 that immediately northwest of the westernmost st) Mississippi Valley fault the activity is suddenly subdued to absent. This diminished vity suggests that stresses are being (and probably will be) relieved in the more tral portion of the embayment along the seismogenic structures that have generated major historical earthquakes. The apparent northwestern limit of dense seismicity, o bounded by the west side of the rift zone (Figure 2.5-65), lies more than 175 miles m the site.
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| .2.3.1.1.7 Analyses and Determination of Boundaries of New Madrid Seismotectonic Region spatial distribution of the highly-seismic area generating historical earthquakes und New Madrid should be examined in light of all known geologic structures or tures. A multiplicity of coincident interfaces obtained from independent data sources ds to confirm a discrete seismogenic zone, outside which large events are not ected to occur.
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| lier work by Stearns (1973, 1974) indicated that the crust underlying the New Madrid a is a focus of several intersecting tectonic elements. He suggested that recent theasterly trending faulting, which may be associated with the New Madrid events, ncides with a zone of weakness rooted in the Paleozoic sediments that form the gh of the upper Mississippi Embayment, and that these events are further localized an intersection with the southeast-trending Pascola Arch. Subsidence of the trough s promoted by an increasing sediment load. He presented the following evidence and w his conclusions as follows:
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| : a. The Pascola Arch, as discussed in Section2.5.1.1.5.1.24 was formed in the Early Paleozoic and was beveled by erosion before Lower Devonian time.
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| Contours drawn on top of the Knox Dolomite, as shown on Figure 2.5-75, reveal the configuration of the structure. It has an axial trend of about North 45 West. The axial crest is well delineated and lies only 15 miles southwest of New Madrid.
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| : b. In the geologic section across the Mississippi Embayment, as shown on Figure 2.5-76, the sediments have a chevron shape in the central area of the Embayment and flatten to the northwest in the vicinity of the Ozark Escarpment and to the southeast in the area of the Nashville Dome.
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| Stearns (1973) interpreted the three reversals of curvature as hinge lines, or as he preferred, bending zones. The bending zones are revealed 2.5-91 Rev. OL-21 5/15
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| the contour along the western flank of the Nashville Dome. Bending Zone 2 is shown by the bottom of the trough. Bending Zone 3 is shown by the broadening of contours along the trend of the Ozark Escarpment.
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| : c. In a similar treatment of the Cenozoic sediments of Figure 2.5-77, uninterpreted contours on top of the Paleocene Porters Creek Clay are shown on Figure 2.5-78. Bending Zones 1 and 3 lie beyond the limits of the formation; however, Bending Zone 2 is evident as the trough of the syncline.
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| : d. Analysis of the structural contours, as produced from the well data in Table 2.5-12, reveals anomalous areas both in the contours on top of the Paleozoic sediments of Figure 2.5-77 and in those of the Porters Creek Clay of Figure 2.5-78. The anomalous areas are outlined on Figure 2.5-79.
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| : e. Lineations compiled from topographic maps and from ERTS imagery are shown on Figure 2.5-69.
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| : f. Interpretation of the combined information from the above figures is embodied in a revised contour map for the Paleozoic sediments on Figure 2.5-80 and for the Porters Creek Clay on Figure 2.5-81. The Pliocene and younger faults from Figure 2.5-81 are shown alone on Figure 2.5-82.
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| : g. The contours at the base of the Cretaceous sediments become more widely spaced and define a lineament on each side at the embayment. The contours on top of the Porters Creek Clay become more widely spaced and form a second lineament, again on each side of the embayment. These are shown in relationship to the three bending zones on Figure 2.5-83.
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| : h. The east and west boundaries of Bending Zone 2 are coincident with the line where the contours on top of the Porters Creek Clay become more widely spaced;
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| : i. The various features discussed above are superimposed upon a single map, as shown on Figure 2.5-84. On this figure are shown: the structure contours on top of the Knox Dolomite at an elevation of 3000 feet below sea level and defining the Pascola Arch at seal level; the western end limits of the northeast-trending faults as shown for the Paleozoic and Pliocene and younger faults (Figures 2.5-81, 2.5-82, and 2.5-83); the east and west side of Bending Zone 2; epicenters of earthquakes over MMI VII; and the area of sand blows.
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| The area of strong ground motion is well delineated by the areal extent of the sand blows (Section 2.5.2.3.1.1) as shown on Figure 2.5-85. Work by 2.5-92 Rev. OL-21 5/15
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| to occur. Subsurface geologic and hydrologic conditions to the northeast, southeast and southwest are similar to those in the sand blow area and would not have imposed a limiting factor. To the northwest, the sand blow area abuts against Crowleys Ridge where conditions are not suitable for liquefaction; however, the geologic terrane northwest of Crowleys Ridge is not significantly different from that of the sand blow area east of Crowleys Ridge. Had strong enough ground motion occurred to the northwest of Crowleys Ridge, liquefaction and sand blows would have occurred.
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| The geologic and hydrologic conditions are shown in plan on Figure 2.5-85 and geologic cross sections, modified after Fisk (1944), are presented on Figure 2.5-86. The drill holes shown of Figure 2.5-85 indicate the depth to the water table, depth of clay and silt cohesive soils, and the depth of sand.
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| : j. Using the above as a base, Stearns (1973) derived a definition for the Reelfoot Seismotectonic Structure, as shown on Figure 2.5-87. The northern boundary lies at the -3000-foot contour on top of the Knox Dolomite on the northern flank of the Pascola Arch. The same -3000-foot contour, on the south flank of the Pascola Arch, forms the southern boundary. The eastern boundary is formed by the eastern limit of the northeast-trending faults that coincide with the eastern side of Bending Zone 2. The western boundary is the western limit of the northeast trending faults, the southern end of which is project southward parallel to the area of sand blows until the line intersects the -3000-foot contour on the southern flank of the Pascola Arch.
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| work by Stearns in describing his Reelfoot Seismotectonic structures had siderable merit. However, analysis of Stearns' work in light of more recent data cates that the basic concept can be refined even more.
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| ther analysis for this report was pursued by superimposing upon Stearns' map of ure 2.5-84 the following information:
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| : a. All of the faults presented by Stearns for the Paleozoic, Pliocene and younger formations on Figures 2.5-80 and 2.5-82.
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| : b. All the epicenters shown on Figure 2.5-63;
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| : c. The First, Second, and Third Mississippi Valley faults as depicted on Figure 2.5-88;
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| : d. The principal outlines of the significant magnetic and gravity anomalies shown on Figures 2.5-67 and 2.5-68; 2.5-93 Rev. OL-21 5/15
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| : f. Pertinent fault plane solutions taken from Street, Herrmann and Nuttli (1974) and Herrmann (1978, 1979) as shown on Figure 2.5-72; and
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| : g. An analysis of the relative strain release of the New Madrid area in terms of cumulative energy released by all tectonic earthquakes since the New Madrid events of 1811-1812, as shown on Figure 2.5-89.
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| composite plot of these factors is shown on Figure 2.5-90.
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| alysis of the composite plot and background data indicates that:
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| : a. Intrusive masses lie along, or just west of a line of faulting that corresponds to the First Mississippi Valley Fault and the northwestern boundary of the rift zone, both of which have a trend of about North 45° East passing northwest of Charleston, Missouri.
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| : b. Crowleys Ridge and its pronounced lineaments, as discerned from the investigation of topography and ERTS photography, are coincident with the English Hill and Idalia Fault trends. This topographic feature has an overall linear trend of North 47° East but probably does not represent major structure at depth (Zoback, 1979; Kolata, 1978; Bristol, 1978).
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| : c. Crowleys Ridge and the First Mississippi Valley Fault are parallel and lie about 10 miles apart. A distinctive line of epicenters lies along the northeasterly trend of the latter. Although Stearns (1973) chose a line of presumed faulting along Crowleys Ridge to define the northwestern boundary of his Reelfoot Seismotectonic Region, this work redefines this region of high intensity motion as the New Madrid Seismotectonic Region and conservatively places the northwestern boundary at the First Mississippi Valley Fault, which is preferentially chosen on the basis that:
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| : 1. The principal seismic activity is bounded to the northwest by the westernmost northeast-trending zones of major structure in the embayment rather than by the Crowleys Ridge, which probably does not represent major faulting.
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| : 2. Faulting southeast of this boundary is recent and active as evidenced by the seismic history and Holocene disruption (Russ, 1979).
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| : 3. Seismic monitoring in the embayment region defines a distinct zone of epicenters (Figure 2.5-74) marking the western limit of stress 2.5-94 Rev. OL-21 5/15
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| : 4. The change in the seismicity alignment from the preferred northeast trend to a primarily northwest trend occurs at the intersection of the Reelfoot rift with the axis of the Pascola Arch. Further, this zone of major seismicity occurs between the Bloomfield and Covington plutons (Figure 2.5-65) which are related to the anomalous structural conditions (rifting) of the crust in this locale. This circumstance of major earthquake area and extensive gravity highs and associated magnetic anomalies has been noted by Kane (1977) in or near seven major seismic areas in the eastern United States.
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| This coincidence of structure and seismicity is contained to the northwest by the First Mississippi Valley Fault.
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| : d. The eastern boundary of the New Madrid Seismotectonic Region is delineated by the coincidence of the change in the density of epicenters toward the southeast with the fault that is identified as the Second Mississippi Valley fault in the discussion of Section 2.5.2.3.1.1 and as shown on Figures 2.5-10, 2.5-88, and 2.5-90. To the south, the trend of the second Mississippi Valley Fault projects into a series of lineations that coincide with a line beginning at the south end of the North 40° East faults described above, and extending in a curving line until it merges with the line of faults that Stearns (1973) describes as the East Limit of the northeastern trending faults. As the southern end of the New Madrid Seismotectonic Region is beyond the scope of this study, Stearns' southwestern seismotectonic boundary serves as a reasonable boundary and is so accepted for the purpose of this report.
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| northern extent of the New Madrid seismic zone is here in terminated (pinches out) he Fluorspar Fault Complex and the western Kentucky Faulted belt. Investigations in extreme southern tip of Illinois (Kolata et al., 1977, 1981) have disclosed no recent onic movement in the faults of this area, most of which have been displaced in t-Paleozoic to pre-late Cretaceous time. Closely spaced drilling at two localities in aski County disclosed that faults in the immediate area are probably due to landslides olution cavity collapse (Kolata et al., 1977).
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| nding Zone 2 has been defined by Stearns (1973, 1974) as the synclinal axis of the sissippi Embayment (Section 2.5.2.6.1.1.6). The structural significance of Stearns' nding Zone 2 is that it coincides with a series of unique and anomalous tectonic tures including: a zone of northeast-southwest trending faulting; the area of sand ws, the zone of concentrated epicenters for violent seismic events; and a location at trough of the Mississippi Embayment. The location of Bending Zone 2 is spatially ncident with the combined New Madrid-Reelfoot Seismotectonic regions such that y occupy the full width of Bending Zone 2. This may be clarified by noting on Figure 2.5-95 Rev. OL-21 5/15
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| arns considers that Bending Zone 2 provides evidence of the presence of an erlying zone of tectonic weakness and instability. Whether or not the Bending Zone tself constitutes a mechanism for the generation of strong motion events is not of at importance; rather it is more important to note that it is coincident with a focus of tiple anomalous conditions. Thus it cannot be demonstrated whether the Bending e is a contributary agent to the strong motion events at this focus or, rather, a result of forces that cause the seismicity. In any case, the coincident presence of Bending e 2 with other anomalous features appears significant even though the ultimate chanism for strong motion events has not yet been recognized.
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| ummary, as shown on Figure 2.5-91, the New Madrid Seismotectonic Region is nded on the northwest by the First Mississippi Valley Fault, the west side of Bending e 2, and the rift boundary. On the east, it is bounded by the eastern (Second) sissippi Valley Fault. To the north, it is bounded by the changes in strain release ng the northwest trend coincident with the -3000-foot contours on the northern flank of Pascola Arch. This bounded region is characterized by strong motion earthquakes intensities of MMI IX and greater superimposed upon a background of repetitive er-intensity events.
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| torical and current seismicity data, together with this analysis, indicate that strong tion events greater than MMI VII are limited to the New Madrid Seismotectonic gion as defined herein and will approach the site no closer than about 175 miles.
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| .2.3.1.2 Other Seismotectonic Regions ough there is much evidence available to delineate the New Madrid Seismotectonic gion, other areas of the surrounding region have not been so intensively studies; the ndaries of seismotectonic regions, therefore, are not completely established.
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| vertheless, certain gross trends can be discerned, and it is useful to delineate them in light of present knowledge even though they are subject to refinement as more data ome available.
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| .2.3.1.2.1 Reelfoot Seismotectonic Region me seismicity is related to the region east of the New Madrid Seismotectonic Region herein defined. However, it is characterized by fewer and lower-intensity events that arate it from the New Madrid Region. The New Madrid Seismotectonic Region is racterized by strong ground motion of about MMI IX or higher, whereas the region to east is characterized by events MMI VI or less, with no earthquake to the east having erated ground motion greater than MMI VII. The contrast in seismicity lies along the of the eastern (Second) Mississippi Valley Fault (approximately along the Mississippi er) and constitutes the boundary of the lower intensity events.
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| 2.5-96 Rev. OL-21 5/15
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| "The half of the embayment east of the Mississippi River has normal basinal features: tributaries that drain down the dipslope toward the axis of the basin; a crenulated, eroded contact of basin sediments on Paleozoic "basement" rocks; development of a shallow cuesta on the most resistant unit. The western half on the other hand, has tributaries to the Mississippi that flow S20W, parallel to the axis of the basin; the contact with the Paleozoic border rocks is a very subdued fall line; the uppermost sediments are less than a million years old and surround inliers of older rock; earthquake epicenters are thickly concentrated near the river and less so to the west. These features all suggest that the west half of the embayment is presently undergoing a tectonic development independent of the east half."
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| reliminary analysis indicates that the eastern border of this region of lower intensity approximately coincident with Stearns' (1972) eastern limit of faulting, as shown on ure 2.5-82. The northern boundary abuts the Fluorspar Fault Complex and the stern Kentucky Faulted Belt, which are regions of complex structural conditions lying th of the east-west trending Rough Creek Fault System (Section 2.5.1.1.5.2.3).
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| s area of lower seismic activity is herein described as the Reelfoot Seismotectonic gion. It consists of a triangular area bounded on the west by the New Madrid smotectonic Region, on the east by the East Embayment Block (discussed in Section
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| .2.3.1.2.2.), and to the north by the Fluorspar Fault Complex and Kentucky Faulted t (Section 2.5.2.3.1.2.4).
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| .2.3.1.2.2 East Embayment Seismotectonic Region East Embayment Seismotectonic Region is generally coincident with the eastern tion of the Mississippi Embayment. This area has had no known fault movement ce Cretaceous time and only a very minor history of local seismic events (Stearns and son, 1972). The eastern boundary of this region is the Nashville Dome and coincides the edge of the Mississippi Embayment and with the escarpment of the Nashville me (Cumberland Plateau), all of which constitutes Stearns and Wilson's (1972) nding Zone 1. This boundary apparently represents a physiographic and old tectonic der and it does not appear to be related to significant modern seismic activity earns and Wilson, 1972).
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| northern boundary is a continuation of the edge of the Mississippi Embayment as it ves westward and abuts against the Western Kentucky Faulted Belt and further west inst the southern edge of the Fluorspar Fault Complex. There is little contrast in smicity across the northern boundary, although incidence of seismicity is somewhat her to the north. The western boundary with the Reelfoot Seismotectonic Region lies ng Stearns' (1972) eastern limit of northeast trending faults.
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| 2.5-97 Rev. OL-21 5/15
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| Nashville Dome is largely unfaulted and represents a major tectonic uplift initiated in Paleozoic. It is now a structurally stable area and essentially aseismic (Stearns and son, 1972). The eastern boundary of this region with the East Embayment Block lies ng Stearns' Bending Zone 1, which coincides with the escarpment of the Nashville me.
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| northern boundary between the Nashville Dome and the Western Kentucky Faulted t is geologic and represents the margin of the tectonic dome. To the north, there are ny mineralized faults and the seismicity is somewhat higher (Stearns and Wilson, 2). The eastern and southern boundaries of the Nashville Dome are not critical to the pose of this report.
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| .2.3.1.2.4 Fluorspar Fault Complex and the Western Kentucky Faulted Belt Seismotectonic Region Fluorspar Fault Complex and the Western Kentucky Faulted Belt are two complex tems of faults that lie in southern Illinois and western Kentucky. The faults of the orspar Fault Complex are characterized by a series of faults having a North 40° East d covering an area 40 miles wide by about 60 miles long. This series of faults ends from beneath the late Cretaceous sediments of the Mississippi Embayment on south to the east-west trending Rough Creek Fault Zone on the north. The Western ntucky Faulted Belt is characterized by faults having a trend of about North 60° East, lying in an area about 80 miles long east to west and about 40 miles north to south.
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| north boundary of this region is considered as lying along the Rough Creek Fault
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| : e. The Wabash Valley Seismotectonic Region, as discussed in Section 2.5.2.3.1.2.5, to the north. The southern boundary lies along the northern boundaries of the elfoot, the East Embayment Seismotectonic regions, and the northern flank of the shville Dome. The eastern boundary of the Illinois Basin Random Region and the Ste.
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| nevieve Seismotectonic Region lies along the projection to the northeast of the thwestern boundary of the New Madrid Seismotectonic Region, as discussed in tion 2.5.2.3.1.1, and corresponds to a line of contrast in seismicity. To the west lies Illinois Basin Random Region, where seismic activity is low with a few random events t have reached a maximum of MMI VII, the Ste. Genevieve Region, and the Border gion.
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| region of the Fluorspar Fault Complex and the Western Kentucky Faulted Belt is a ically stable area with only a few low intensity, randomly-occurring earthquake centers (Baxter et al., 1973; Stearns and Wilson, 1972). The pattern of seismicity is use and historic earthquake epicenters appear to show no relationship to know faults lata, Treworgy and Masters, 1981).
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| 2.5-98 Rev. OL-21 5/15
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| Wabash Valley Seismotectonic Region consists of the area surrounding the Wabash ey faults. This system is generally parallel set angle normal faults that bound horst grabens. The region has moderate seismic activity; the maximum earthquake ociated with the region is of MMI VII (Figure 2.5-49). Some authors have proposed t this region represents a northern extension of the New Madrid Fault Zone. However, ent studies (Bristol and Treworgy, 1978) conclude that the Wabash Valley fault tem, although adjacent to several other major fault systems to the south awneetown-Rough Creek fault zone, Fluorspar fault complex, Kentucky fault zone, w Madrid fault zone), is the result of different faulting mechanisms. The amount of placement along Wabash Valley faults appears to decrease toward the south. In ition, the authors state that the Wabash Valley faults do not extend to, or intersect, Shawneetown fault zone immediately to the south. Also, the lower level of seismicity he Fluorspar Fault Complex - Western Kentucky Faulted Belt tends to refute such a nection. The boundary of this region to the northwest is with the Illinois Basin ndom Region and is based on the absence of northeast-trending faults to the west, change in degree of seismicity, and the lack of correlation of structures with centers to the west. The boundary of this region to the south is discussed in Section
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| .2.3.1.2.4. The boundary to the east lies beyond the scope of this report.
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| .2.3.1.2.6 Illinois Basin Random Region Illinois Basin Random Region comprises the Illinois Basin tectonic province. This ion has low seismic activity but has produced a few events of intensity as high as MMI In general, the earthquakes cannot be related to known structural features and must considered as having a random occurrence anywhere within the region. Work by Ginnis and Ervin (1974) led them to believe that earthquakes may more often occur ween crustal blocks as delineated by steep gradients on gravity maps. To the west, Illinois Basin Random Region is separated form the Ste. Genevieve and ester-Dupo Seismotectonic regions and the Missouri Random Region by the ctural change that separates the Illinois Basin from the Ozark Uplift (Section
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| .1.1.5.1.11) and the Lincoln Fold (Section 2.5.1.1.5.1.21). The bordering Ste.
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| nevieve and Chester-Dupo Seismotectonic regions exhibit greater total seismicity n the Illinois Basin Random Region.
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| ontrast, the Missouri Random Region has much less total seismicity that the Illinois in Random region and has had no seismic event greater than Intensity MMI V. The ndary between these two regions is marked by a series of structures that closely ow the Mississippi River, including the Cap au Gres Fault (Rubey, 1952; Tikrity, 1968) the Lincoln Fold (McQueen et al., 1941).
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| borders with the Fluorspar Faulted Complex and the Wabash Valley Seismotectonic gion are discussed above (Sections 2.5.2.3.1.2.4 and 2.5.2.3.1.2.5). The boundaries he Illinois Basin Random Region to the north, northeast, and northwest are beyond scope of this report.
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| 2.5-99 Rev. OL-21 5/15
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| West Embayment Seismotectonic Region lies between the New Madrid smotectonic Region, as described in Section 2.5.2.3.1.1, and the northwestern edge he Mississippi Embayment (Section 2.5.1.1.5.1.10). It is a seismotectonic region of to moderate activity, with a maximum associated event of MMI VI (Figure 2.5-49).
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| thquakes in this region cannot be related to known geologic structures. Fault plane utions in this region exhibit varying mechanisms as shown by Solutions 3, 5, and 21 ure 2.5-72). Fault plane Solution 3 is believed to be associated with the north-south t, which probably bound the west sides of Anomalies A and B, as discussed in tion 2.5.2.3.1.1.7.
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| northwest boundary of this region is delineated by the western edge of the upper sissippi Embayment, which coincides with the Ozark Escarpment and which also lies ng Stearns and Wilson's (1972) Bending Zone 3.
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| low to moderate seismic activity of this region contrasts with the strong motion nts of the New Madrid Seismotectonic Region to the southeast and with the orically low seismic activity of the Border Region to the northwest. The extent of the st Embayment Region to the southwest is unknown and is beyond the scope of this ort.
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| .2.3.1.2.8 Border Seismotectonic Region Border Region is a stable area lying along the southeastern flank of the Ozark Uplift.
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| historically of low seismicity with earthquakes being infrequent and of MMI IV or less.
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| s region is bordered on the southeast by the northwestern boundary of the New drid Seismotectonic Region along the edge of the upper Mississippi Embayment and ncident with Bending Zone 3 described by Stearns (1974) and discussed in Section
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| .2.3.1.1.7. To the northeast, the region is bounded by the southwesternmost faulting ociated with the Ste. Genevieve Fault System (Section 2.5.1.1.5.2.15). To the thwest, the region is bounded by the core of the St. Francois Mountains along the rface of the northeast trending Greenville Fault (No. 18 on Figure 2.5-66)
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| Cracken and McCracken, 1965). The extent of the region towards the southwest is nown and beyond the scope of this report.
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| .2.3.1.2.9 St. Francois Seismotectonic Region St. Francois Seismotectonic Region is a region of low seismicity related to faults on margin of the St. Francois Mountains. Differential uplift between the St. Francois untains and the remainder of the Ozark Uplift probably created the residual stresses t have generated the moderate seismic events. The seismicity of the St. Francois smotectonic area is characterized by a maximum intensity of MMI VI.
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| shown on Figure 2.5-66, the faults that surround the margin of the St. Francois untains include the Simms Mountain Fault Zone (No. 37) to the northeast, the 2.5-100 Rev. OL-21 5/15
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| mparison of the fault plane solutions of Figure 2.5-72 with the faulting shown on ure 2.5-66 indicates that the Simms Mountain Fault is coincident with Solution 36; the ck Fault lies northeast of Solutions 13 and 15; and the Ellington Fault appears to be ncident with Solutions 18 and 19. These solutions all indicate that the northwesterly ding faults may have a normal oblique fault mechanism. Solution 16 is coincident the Ellington Fault but does not match Solutions 18 and 19. Solution 22 does not ear to be related to any known fault.
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| .2.3.1.2.10 Ste. Genevieve Seismotectonic Region Ste. Genevieve Seismotectonic Region is related to and defined by the imbricated
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| . Genevieve Fault System. The Ste. Genevieve Fault System is discussed in Section
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| .1.1.5.2.15, by Tikrity (11968), and by Gibbons (1972), and is shown on Figure 2.5-66.
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| Ste. Genevieve Fault System, including the Rattlesnake Ferry extension in Illinois, is ut 100 miles long from end to end. It has a sinuous trace that has an overall strike d direction of about North 30° West. Although the system contains some horsts and ally exhibits high angle compensatory normal faults, the main displacements consist igh angle faults. These faults demonstrate uplift of the crustal blocks to the southwest tive to the downthrown crustal blocks to the northeast, which are also tilted into the ois Basin. Vertical offsets along the upthrust fault system reach a maximum of nearly 0 feet near the center of the fault system and diminish considerably along its trace to northwest and southeast.
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| lts and structures that are part of the Ste. Genevieve Fault Zone include the Ditch ek Fault System (Warfield, 1953) and Valles Mines-Vineland Fault Zone (Parizek, 9), the Rugley School Fault (Pike, 1929), the Cruise Mill-Fertile Fault Zone (Parizek, 9), the Menfro faults (Flint, 1926), the Omete Creek Fault (Flint, 1926), the Mahken nch Fold (Flint, 1926), the Richwoods Fault Zone (Warfield, 1953), Pleasant Creek nocline (Flint, 1926).
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| Ste. Genevieve Fault Zone and its possible extension, the Ditch Creek Fault, end in vicinity of the town of St. Clair in Franklin County. In this vicinity, the character of the logic terrane changes along a line trending northeast-southwest, roughly coincident the course of the Meramec River. Work in this study area appears to indicate that line demarcates the northwestern boundary of the crustal block that Gibbons (1972) designated the Potosi Block. We suggest that this line of demarcation, or lineament, designated as the Meramec River Lineament.
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| Meramec River Lineament is a major dividing line separating the Potosi ck--which constitutes one of the main crustal blocks which have been elevated in the rt of the Ozark Uplift--from the other blocks in the northwestern flank of the Ozark ift in the area of the Cuba Graben. To the southeast of the Meramec River Lineament, 2.5-101 Rev. OL-21 5/15
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| in to the northeast.
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| ong northeasterly trending features (faults, lineaments in structural contours, change ends of surface outcrop belts, change in strike of the Leasburg structure) indicate t a major crustal block boundary transects and terminates the Ste. Genevieve Fault ng a zone roughly corresponding to the position of the Meramec River. Further, it is sidered significant that the indicated Meramec Lineament is roughly coincident with northwestern margins of the Chester-Dupo, Ste. Genevieve, and St. Francois smotectonic regions shown on Figure 2.6-61. It is probable that the Meramec eament constitues the northwestern margin of seismic activity associated with these ions. The Meramec River Lineament nearly coincides with a gravity gradient ament, the St. Louis Lineament (Figure 2.5-69). Also parallel to these two lineaments other linear features resulting from structure, alignment of epicenters, outcrop tern, topographic linears, ERTS imagery linears, cave trends, and alignment of ngs.
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| alysis of the Bouguer gravity map of southeastern Missouri (Figure 2.5-68) reveals a minent gravity gradient between St. Louis and Rolla, Missouri, which Phelan (1968) interpreted as resulting from a difference in crustal thickness. The thin and thick stal blocks are separated by a structurally weak zone. This corresponds very closely the structural concepts of Gibbons (1972). Parallel to the lineaments between Rolla St. Louis is a zone of structural disturbance. Beds are more highly folded as shown structure contours drawn on top of the Roubidoux Formation. Major fold axes trend thwest, but there is a nosing trend eastnorth-eastward. Also the major faults trend thwest, but there are some (Virginia Mines Fault, Catawissa Fault, and portions of the sburg Fault; Figure 2.5-66) that trend east-northeast near the St. Louis Lineament.
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| y possibly related to this structurally disturbed zone is a concentration of springs ng this zone that extends further southwest across the state (Figure 2.5-23). Also, re is a northeast trend to many ERTS, topographic linears, and to the alignment of e caves.
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| thquakes of the Ste. Genevieve Seismotectonic Region exhibit a characteristic ximum intensity of MMI VI, and there is no direct evidence that the Ste. Genevieve lt System is capable. No fault plane solutions from Street and Herrmann (1974) and rmann (1978, 1979), shown on Figure 2.5-72, are found to coincide with the trace of Ste. Genevieve Fault.
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| boundary of this region with the St. Francois Seismotectonic Region to the thwest is based on a change in seismicity coincident with a change in structure ted to the Farmington Block as identified by Gibbons (1972). The seismic events to south appear to be related to the Simms Mountain and related faults at the north rgin of the St. Francois Mountains. The change in character from the Ste. Genevieve he St. Francois regions is transitional, but there is a definite structural break along the ms Mountain Fault (Tikrity, 1968).
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| 2.5-102 Rev. OL-21 5/15
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| smicity coincident with the Ste. Genevieve Fault System. The boundary to the north the Illinois Basin Random Region also is based largely on the contrast in seismicity.
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| boundary with the Chester-Dupo Seismotectonic Region to the north is based upon nges both in seismicity and structure as discussed in Section 2.5.2.3.1.2.11. The theastern border of the Fluorspar Faulted Complex-Western Kentucky Faulted Belt smotectonic Region is not well defined since the Ste. Genevieve Fault System dies before it reaches the Fluorspar Faulted Complex. A continuation of the Ste.
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| nevieve Fault System into Tennessee has been hypothesized by Heyl (1965) and enbrand et al. (1977) based on interpretation of geophysical data; however, this has been substantiated. For the purpose of this report, the Ste. Genevieve smotectonic Region is extended along this projected direction of the Ste. Genevieve lt to its abutment against the northwestern edge of the Fluorspar Faulted Complex.
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| he northwest, the Ste. Genevieve Seismotectonic Region ends at the Meramec River eament.
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| .2.3.1.2.11 Chester-Dupo Seismotectonic Region Chester-Dupo Seismotectonic Region (a name originally proposed by Nuttli, 1973c) ompasses and area underlain by folding and some know faulting in the vicinity of St.
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| is, Missouri.
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| Dupo Anticline (No. 20 on Figure 2.5-12) together with the Dupo-Waterloo Anticline linois (No. 3 on Figure 2.5-13), and the Florissant Dome (No. 24 on Figure 2.5-12) e an overall axial trend of about North 15° West. The Cheltenham Syncline (no. 13 on ure 2.5-12) lies to the southwest of the Dupo structure. The St. Louis Fault (No. 39 on ure 2.5-13; Frank, 1948, Brill et al., 1960) lies in the same area, but is a much smaller cture (discussed as item 39 under Missouri in Table 2.5-3); it has a displacement of y 10 feet, and appears to have a crosscutting relationship to the Dupo Anticline. The Louis Fault does, however, lie along the trend of the Plattin Anticline (No. 55 on ure 2.5-12) (Pike, 1929). The relationship of the faulting and folding to seismicity is clear; nevertheless, the coincidence of faulting, folding, and epicentral locations vides an overall north-south trend.
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| Chester-Dupo Seismotectonic region is one of moderate seismicity characterized by aximum MMI of VI. Recent work by Nuttli (1973c) has shown that some of the old oric earthquakes originally attributed to this region actually occurred further east in Illinois Basin Random Region near Centralia, Illinois. To the south, the Chester-Dupo smotectonic Region borders on the Ste. Genevieve Seismotectonic Region. This der is delineated by a change in the trend directions along which the seismic events e occurred. To the north of this boundary, the epicenters are aligned along th-south trends parallel and subparallel to the structures described above. To the th of this boundary, the epicenters appear to be aligned along a southeast trend that allels the Ste. Genevieve trend and its associated structures such as the Valles es-Vineland Fault Zone (Parizek, 1949), the Ditch Creek Fault System (Warfield, 2.5-103 Rev. OL-21 5/15
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| tion to the deeper portions of the Illinois Basin along the hinge line, which separates basin from the front elements of the Ozark Uplift. To the north, the Chester-Dupo smotectonic Region appears to be bounded by the eastward projection of the Cap au s Fault (No. 7 on Figure 2.5-13) along its apparent strike of about South 80° East. To west, the boundary with the Missouri Random Region is based upon a distinct nge in seismicity, coincident with the Meramec River Lineament.
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| .2.3.1.2.12 Missouri Random Region site lies in an area of central Missouri characterized by random seismic events of ximum MMI V which are not associated with known geologic structures. This region is ein designated as the Missouri Random Seismotectonic Region. As shown on Figure
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| -61, the Missouri Random Region borders upon the Chester-Dupo, Ste. Genevieve, Francois, and the Border Seismotectonic regions.
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| pection of the Bouguer gravity anomalies shown on Figure 2.5-68 reveals a mosaic tern which McGinnis (1974) describes as being characteristic of undisturbed regions he midcontinent. According to McGinnis, the mosaic pattern is produced by mass centrations that were emplaced in Precambrian time by mechanisms that are not pletely understood. A convective overturn of crust involved in plate motions similar to se occurring at the present time is probably the most likely explanation.
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| h mosaic gravity regions of the mid continent are generally associated with regions of dom or infrequent seismicity. These mosaic patterns outline blocks of Precambrian st the differ slightly in density, a differential of about 0.1 gm/cm3.
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| ndaries of the Missouri Random Region to the north, west and south are not herein ned.
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| .2.3.1.3 Identification and Description of Capable Faults term "capable fault" as defined in NRC Guideline 10 CFR 100, December 5, 1973, ersedes previous use of the term "Active fault" for this report. For all practical poses, the New Madrid Seismotectonic Region, as defined, must be considered able of producing large earthquakes, although no events can be associated with a cific structure at this time.
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| side of the described New Madrid Seismotectonic Region, there is no irrefutable dence establishing capability of any known structure in the entire mid-continent ion. In the New Madrid Seismotectonic Region, however, capability should be umed, from a practical standpoint, on the basis of the sheer number and dense ribution of instrument recorded events, along as yet unidentified discrete structures ure 2.5-74).
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| 2.5-104 Rev. OL-21 5/15
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| his area of intense seismic activity.
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| evaluation of the earthquake potential of such a capable structure is not necessary for report, since a recurrence of the largest New Madrid event (1812) is assumed for this smotectonic province. According to Nuttli and Herrmann (1978), its magnitude of 7.5 urates the mb scale and represents a truly major event, similar to the great thquakes associated with movements along lithospheric plate boundaries.
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| lting in the Mississippi Embayment area is considered to be capable, as described in tion 2.5.1.1.5.2.13 and in the discussions in Sections 2.5.2.3.1.1. and 2.5.2.3.1.3.
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| faults in the New Madrid Seismotectonic Region are discussed in detail in Section
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| .2.3.1.1.7. The Intensity X to XII New Madrid earthquakes of 1811-1812 altered the ography of 30,000 to 50,000 square miles of unconsolidated alluvial material of the sissippi Embayment (Section 2.5.1.1.5.1.19) and may have been responsible for the ting near Reelfoot Lake described by Olive (1969). Recent investigations indicate t little or no near-surface fault movement occurred along the Reelfoot Scarp during 1811-1812 events (Stearns, 1980; Russ, 1979; Zoback, 1979). Similar disruption urred during the MMI VIII Charleston, Missouri, earthquake of 1895, but on a much aller scale.
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| .2.3.2 Recurrence Intervals currence intervals for seismic events in the various seismotectonic regions are sented only to demonstrate the contrasting characteristics of frequency of return for erent seismotectonic regions. These have been plotted on Figure 2.5-92 as Modified rcalli Intensity versus the log of the number of earthquakes for a given seismotectonic ion, expressed as number of events per 1,000 square kilometers per 100 years. Due he brevity of the record, the recurrence curves are not intended to be used to culate exact earthquake return periods. Rather, they are considered to be useful as a y of comparing the characteristics of the various seismotectonic regions. Thus the ves show relative characteristics of size, frequency, and maximum earthquakes for h region. From Figure 2.5-92, it is seen that the frequency of occurrence for seismic nts is greatest for the New Madrid Seismotectonic Region and is least for the souri Random Region. Although the historical data base is relatively short in parison to geologic time, the data are not unmeaningful when compared to the jected 40-year operational life of the proposed facility.
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| cent work on earthquake recurrence by Nuttli and Herrmann (1973) gives an estimate he return period of earthquakes in a study area centered in southeast Missouri. These a indicate the recurrence of a New Madrid-type event to be around 800 to 1000 years he seismically active zone around the Mississippi Embayment. A recent study of fault placement in younger sediments in western Tennessee (Russ, 1978) concluded that or earthquakes in the area have an average recurrence period of 666 years.
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| 2.5-105 Rev. OL-21 5/15
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| bability of occurrence) for large new Madrid earthquakes with body wave magnitudes
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| = 7.0 - 7.3 are 912 - 1687 years/events.
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| .2.4 Maximum Earthquake Potential rder to establish criteria for the Safe Shutdown Earthquake, an examination has been de of the degree of ground motion that is possible considering both the seismic ory and geologic structure of the region and the specific site area. To summarize, the smogenic regions within 200 miles of the site as discussed in the previous section are d below, with their maximum historical event and closest approach to the site (see ure 2.5-49).
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| MAX. HIST. CLOSEST SITE REGION EVENT APPROACH Francois VI 65 miles
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| . Genevieve VI 70 miles ester-Dupo VI 70 miles ois Basin Random VII 70 miles der IV or less 140 miles st Embayment VI 160 miles w Madrid XI - XII 175 miles bash Valley VII 180 miles orspar Fault Complex low 180 miles elfoot VII 185 miles souri Random V site ile there are substantial differences in the seismic characteristics of many of the ions listed above, there is perhaps insufficient geologic evidence to define many of m as discrete seismotectonic provinces. The structure and seismicity of the New drid area, however, clearly describes a seismotectonic province, the closest approach he site of which is fairly distinct for purposes of this study, and is consistent with an ropriate level of conservatism. It is also seen that no events outside this seismic zone hin the area of influence of the site) have exceeded Intensity VII. Elsewhere in the 2.5-106 Rev. OL-21 5/15
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| sideration for recurrence in the site vicinity. Also, there are no geologic structures ch would tend to localize earthquakes in the site vicinity.
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| nsiderations for the maximum potential earthquake, then, include (1) a random nsity V occurring adjacent to the site (Missouri Random Region), (2) conservatively, ntensity VII, a minimum distance of 70 miles from the site, and (3) a recurrence of the w Madrid Intensity XI-XII shock 175 miles from the site. On the basis of attenuation dies of the historical effects of the New Madrid event, it is concluded that such a urrence would supersede the design considerations imposed by the lesser events cified in (1) and (2) above.
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| appropriate, then, to examine the possible site effect from this large candidate event erms of historical data and recent attenuation studies.
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| .2.4.1 Attenuation Studies enuation studies for the eastern and central United States have been concerned with diminuation of Modified Mercalli Intensity with distance, since the bulk of the data is in ms of intensity or damage. However, later studies, because of the increased rumental coverage in recent years, have calculated the attenuation of ground motion ameters (acceleration, velocity) directly with distance in various characteristic logic regimes. To avoid confusion in this study, the intensity at the site from a urring design event will be addressed initially, while the intimately related levels of und motion will be addressed in a subsequent section.
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| most recent studies of mid-continent attenuation admittedly calculate levels of und motion that are unrealistic when applied to large events like the New Madrid erience. By way of example, recent relationships for the attenuation of intensity with ance for the mid-continent region have been published by Gupta and Nuttli (1976)
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| Gupta (1976), and are, respectively, as follows:
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| IR = IO + 3.7 - .0011R - 2.7 log R (R20 km) (2.5-1)
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| IR = IO + 2.35 - .00316R - 1.79 log R (R20 km) (2.5-2) ere IR = MM Intensity at distance R from the maximum epicentral Intensity, IO.
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| h formulas calculate an intensity of over VIII at the site from a recurrence of a New drid event (XI-XII) at 175 miles. However, these formulas were developed from vial response to central U.S. earthquakes, the largest of which was Intensity VIII.
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| s, as shown in a later Section 2.5.2.6, an extrapolation of these correlations to the 2.5-107 Rev. OL-21 5/15
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| hould be also considered that historic attenuation of the New Madrid events is greater he northwest and southwest than it is to the northeast and east. The formula above based on an average radius and would thus yield high values to the northwest (site ction) of the epicentral zone of the 1811-1812 shocks.
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| onsideration of the recommended limitations of the above relationships, the nuation for the large New Madrid events can be examined using the actual historic a available from several investigations.
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| first curves investigated are those by Weston Geophysical Company for the Stearns Wilson report (1972), as shown on Figure 2.5-93. This range is representative of ifornia type earthquakes having relatively rapid attenuation. The same figure, which es attenuation in various directions from the epicenter, shows the attenuation curves ived from Stearns and Wilson's isoseismal map for the New Madrid earthquake of
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| : 1. Attenuation for the 1812 New Madrid earthquake is shown on Figure 2.5-94.
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| nges and composite attenuation in the east and southeast directions where more data nts were available are shown on Figures 2.5-95 and 2.5-96. Figure 2.5-97 shows a posite range of attenuations for the major 1811-1812 New Madrid earthquakes.
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| attenuation curves developed form the historical data points for the 1811-1812 nts are conservative due to the geomorphic and physiographic conditions influencing ve amplification and attenuation within the floodplain valleys throughout the midwest.
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| plication of these curves to determine either bedrock or surface intensity at the power nt site, located on the upland terrain on better-than-average foundation support ditions, is also considered to be conservative.
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| one of the synthesized New Madrid attenuation studies from Stearns and Wilson
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| : 72) do intensities at the site exceed MMI VI-VII from a recurrence of the New Madrid thquake either at its historic epicenter or at the margin of the New Madrid smotectonic Region, located about 175 miles to the southeast.
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| .2.4.2 Maximum Intensity at the Site cent attenuation studies based on mid-continent events such as the one shown on ure 2.5-98 apparently overestimate effects at the site when extrapolated to the New drid design event of Intensity XI-XII. Thus, the relationships suggest a site intensity of r VIII for an Intensity XI-XII event at 175 miles. However, based on the actual historic effects, and ground motion levels associated with such an intensity in well rumented areas at equivalent distances in other areas, the calculated site effect of VII considered unrealistic. A design event of maximum Intensity VII at the site more rly represents a viable, but conservative level of ground motion upon which to ermine a design level of acceleration and is compatible with the historic experience in site area. This will be discussed in a later section.
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| 2.5-108 Rev. OL-21 5/15
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| subsurface soil and rock at the site were explored through the drilling of 165 test ings, 131 of which were drilled within the immediate area of the proposed Callaway nt. The field and laboratory programs and the analyses of the engineering properties he subsurface materials are discussed in detail in Section 2.5.4.
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| soil deposits encountered at the site are primarily of glacial and postglacial origin; different units are variable in their engineering properties. These deposits are about to 35 feet thick at the location of the proposed plant.
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| velopment of the power plant and appurtenant facilities included earthwork and ding operations. Site preparations and earthwork for Units 1 and 2 consisted of pping, excavating, dewatering and backfilling operations to attain a nominal plant de of elevation 840 feet. All glacial and postglacial soils beneath the power plant and ociated Category I structures were excavated to the top of the Graydon chert glomerate. In order to improve foundation support conditions, the overexcavated s were replaced with compacted granular structural fill consisting of crushed estone aggregate. All Category I and heavy structures except the Ultimate Heat Sink S) Retention Pond and Category I pipelines are founded directly upon the Graydon ert conglomerate or granular structural fill. A discussion of the stability of the surface materials including plot plans, subsurface sections and engineering perties of the natural deposits and the fill is presented in Section 2.5.4.
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| .2.6 Safe Shutdown Earthquake ed on the above discussions, the maximum intensity at the site would be generated a recurrence of the largest historical events in the New Madrid seismogenic region, at closest approach of 175 miles from the site. This motion would supersede that from credible random events (maximum V-VI) in the region surrounding the site, or the nuated motion from any events which can be restricted to minimum distances from site.
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| the basis of applicable "historical" attenuation studies, the site intensity for the design nt would be less than VII, a level which is corroborated by studies of the effects of the w Madrid events in 1811-1812, as discussed previously.
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| foundation support conditions for plant construction are considered to be above rage since the plant will be supported, as shown on Figures 2.5-120 through 2.5-122, a thin layer of crushed rock structural fill placed upon the Graydon chert glomerate.
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| ground motion from the Safe Shutdown Earthquake would consist primarily of face seismic waves with periods between 1 and 3 seconds, having a total duration of ween 1 and 2 minutes. The maximum acceleration from these waves would be lized for only a few seconds with the remainder of the ground motion being at 2.5-109 Rev. OL-21 5/15
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| level of ground motion to which the site will be subjected as a result of the maximum intensity of Intensity VII is now discussed.
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| ectly applying recent Intensity/Acceleration correlations to the (conservative) site ign intensity of VII (Trifunac and Brady, 1975; O'Brien et al., 1977), a mean peak izontal acceleration value between 0.10 and 0.13g is calculated for the Safe tdown Earthquake (SSE) as shown on Figure 2.5-99. These values are considered servative for the design event at 175 miles for the following reasons.
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| unac and Brady (1975), particularly, have based their mean of 0.12g (for Intensity VII) maximum peak amplitudes of accelerations taken, in many instances, from ruments sited near the epicenter, of a few larger events. Thus, their mean is weighted ewhat toward the near field wherein one or several sharp spikes of acceleration ociated with short periods and high frequencies are typical. Such peaks are not ally evident at distances of concern here; rather, at such distances, a significant tion of the seismic energy is in the form of long-period, large amplitude surface waves ere spectral accelerations are proportionately reduced so that the velocity (and placement) characteristics may become more critical to structural response.
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| cently, Nuttli and Herrmann (1978) developed a formula for the attenuation of eleration with epicentral distance from a given magnitude mb event. This equation is ed largely on their intensity attenuation relationship previously discussed in Section
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| .2.4 for the mid-continent, and is their Equation (7).
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| log Ah (cm/sec2) = 0.84 (2.5-3)
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| + 0.52 mb - 1.02 log R (R 15 km) ch results in a calculated site acceleration level of under 18 percent g.
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| wever, the authors state:
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| "Equation (7) was based on data from earthquakes and accelerograph sites in the Mississippi Embayment. Thus Equation (7) may not in fact represent bedrock motions. It is also of interest to note that large accelerations result when Equation (7) is extrapolated to estimate accelerations due to the New Madrid earthquakes of 1811-1812. There is no existing data which can be used to verify the extrapolations to such large magnitude earthquakes. However, we can have confidence in the use of Equation (7) for earthquakes of mb = 6 and less."
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| lier, Nuttli (1973a) presented an analysis that gave the following values as maximum izontal accelerations specifically for a New Madrid-type event at 175 miles: 0.03g for 2.5-110 Rev. OL-21 5/15
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| notable difference between the estimated 0.04g above and an extrapolation of Nuttli Herrmann's (1978) Equation (7) to a New Madrid-type event (0.18g at 175 miles) gests that the recommended application only to mb 6.0 or less should be adhered to.
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| tli (1973c) has observed that velocity may be the best characteristic to directly cribe ground motion and seems more correlatable with the Modified Mercalli Intensity mage) scale. Nuttli further believes that surface waves may have the greatest maging effect on a location in the far field such as the site's relationship to the New drid epicentral zone.
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| nsity-velocity relationships may be derived by first obtaining surface wave nuation in terms of particle velocity and then converting this value to Mercalli nsity by comparing known particle velocities at specified intensities.
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| ng Nuttli's (1973a) bedrock formula, 10 ( KM ) 10 (2.5-4) m b = 3.75 + 0.9 log --------------------- + log ( A T )microns/sec, 111.195 ew Madrid event of mb = 7.5 (Intensity XI-XII) will yield a horizontal vector velocity of 6 cm/sec at 175 miles (282 km) (after multiplying by a factor of 2 to convert vertical ocity to a horizontal vector of velocity) (Nuttli, 1973; Street, 1978). Relating this ocity to Intensity using the relationship of Trifunac and Brady (1975),
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| log Vh = 0.25 I - 0.63, (2.5-5) ntensity of IV to V is calculated for the ground motion generated at the site by a New drid-type event at 175 miles. This intensity can then be correlated with an eleration value of a little over 0.02g using appropriate correlations (Figure 2.5-99).
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| ummary, the attenuation functions of Gupta (1976), Gupta and Nuttli (1976) and Nuttli Herrmann (1978), as discussed in Section 2.4.2.4.1, would suggest a site intensity III-IX and an acceleration level at the site of 0.18g (respectively) from a recurrence of ew Madrid event 175 miles from the site. However, it is suggested that the ground tion levels thus derived are not realistic on the basis of the following:
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| : a. Nuttli and Herrmann (1978) state that their equation for site acceleration (not verified for body-wave magnitudes greater than 6.0) appears to overestimate site effects from large New Madrid-type events.
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| 2.5-111 Rev. OL-21 5/15
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| thus suggesting that a similar extrapolation to large, rare events (beyond the maximum intensity of VIII used for the attenuation data) is not verifiable.
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| : c. Gupta (1976) and Gupta and Nuttli (1976) use average isoseismal radius to develop central U.S. attenuation relationships. As a result, the elongation of recorded isoseismals to the northeast from the New Madrid events would distort the calculated attenuation relationships when applied to the northwest (the site direction). Thus, the asymmetry shown by actual historical experience from the design event suggests that a lower intensity would prevail in the northwest (site) direction.
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| : d. Appropriately referenced conclusions by the Nuclear Regulatory Commission (1977) concerning the Marble Hill Nuclear Generating Station, located 110 miles from the "New Madrid"-type event, cite the following:
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| : 1. Accelerations exceeding 0.20g are unlikely at epicentral distances beyond 60 miles.
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| : 2. Studies in the mid-continent region indicate that lower acceleration levels are appropriate (at the distances of concern herein).
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| : 3. Much of the damage produced by the New Madrid events may have resulted from soil failure; long duration ground motions with relatively low acceleration can produce such failure.
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| tli's magnitude formula converts the attenuated New Madrid event to a site intensity V to V, with an attendent acceleration level a little over 0.02g at the 175 mile distance.
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| the basis of the wide disparity between calculated levels of acceleration at the site 3 to 0.18g), a recommended SSE level of 0.20g is considered appropriately servative for the above-average foundation conditions at the site as an anchor for the ponse spectra presented in Section 2.5.2.8, below.
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| .2.7 Operating Basis Earthquake Operating Basis Earthquake (OBE) is defined as a recurrence of the New Madrid thquake near its historic epicenter. Such an event produced site intensities a little r VI (Figure 2.5-56). As in the approach for the analysis of the Safe Shutdown thquake in Section 2.5.2.6, the Operating Basis Earthquake of MMI XI-XII will be nuated to an MMI VI-VII. Using the most conservative correlation shown on ure 2.5-99; the calculated peak horizontal acceleration at foundation level would be ut 0.09g as indicated by Nuttli for the New Madrid event at 175 miles as previously cussed. However, the OBE is herein raised to a value of 0.12g, as a conservative asure.
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| 2.5-112 Rev. OL-21 5/15
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| smicity in contouring expected levels of acceleration. In the site area, they show an rpolated acceleration level of about 6 percent of gravity, with a 90 percent probability ot being exceeded (on hard rock) over a 50-year period. The return period for these ameters is 475 years. This converts to only an 8 percent probability of 0.06g being eeded on the site bedrock during the 40-year operating life of the facility.
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| additional study has been accomplished by the Applied Technology Council (1976) er contract to the National Bureau of Standards. Their "effective" acceleration for the area is also about 0.06g with an 80 to 95 percent chance of not being exceeded at one location in a 50-year period.
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| refore, existing studies concerning site specific risk are compatible, and show the ue of 12 percent of gravity to be conservative, demonstrating a low order of probability the selected OBE.
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| .2.8 Response Spectra sign response spectra are presented on Figures 2.5-100 and 2.5-101. The response ctra are scaled or normalized to the design horizontal ground acceleration for the e Shutdown Earthquake of 0.20g and for the Operating Basis Earthquake of 0.12g.
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| se spectra are based on recommended criteria by Newmark, Blume, and Kapur 73), and published as Regulatory Guide 1.60, as revised. The spectra represent the ximum amplitude of motion over the natural frequency range of various structural ments with typical degrees of damping.
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| effects of low frequency, long duration ground motion resulting from an occurrence he Safe Shutdown Earthquake as defined in Section 2.5.2.6 have been evaluated in er to determine the conservatism of the design response spectra. The analysis was formed using the following approach:
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| : a. The accelerograms of two historical earthquakes having long time histories and with predominant energy in the frequency range between 0.33 and 1.0 Hertz were selected for evaluation. The accelerograms were scaled to a conservative maximum historical acceleration level of sustained motion (estimated for the site from the New Madrid event) and were used to compute model response spectra;
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| : b. The model response spectra of the scaled accelerograms were compared to the design response spectra from Regulatory Guide 1.60, anchored at 0.20g; and
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| : c. The design response spectra from Regulatory Guide 1.60, anchored at 0.20g were compared with the aseismic design recommendations for the central United States proposed by Nuttli (1973c).
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| 2.5-113 Rev. OL-21 5/15
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| orical earthquakes are considered to possess seismic characteristics closely roximating the low frequency, long duration ground motion that would be generated a seismic event of Modified Mercalli Intensity XI-XII postulated to occur at the western ndary of the New Madrid Seismotectonic Region (Mississippi Embayment Seismic e).
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| tli (1975) suggested the Seattle, Washington, record of the 1949 Olympia, shington, earthquake. The time history (Murphy and Ulrich, 1951) and response ctra of this seismic event are well known. The Olympia earthquake had an Intensity of (a Gutenberg-Richter magnitude of 7.1) and its epicenter was located about 40 miles m the recording station in Seattle. However, its duration was about 68 seconds. When led to the sustained acceleration level of 0.08g, the computed model response ctra for the Olympia event falls well within the entire design response spectra from gulatory Guide 1.60, anchored at 0.20g.
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| Tokachioki, Japan, earthquake of 1968 is considered to be even more resentative of the postulated New Madrid earthquake because of its size and long ation. This earthquake has a (Gutenberg-Richter) magnitude of 7.9, and its epicenter s located about 120 miles from the recording station at Hachinohe Harbor. The elerogram has a duration of 120 seconds, and the predominant energy was in the uency range of 0.33 to 1.0 Hertz.
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| actual time history of this earthquake is presented on Figure 2.5-102. When scaled sustained site acceleration of 0.08g, the computed model response spectra for this nt also fall within the design response spectra from Regulatory Guide 1.60, anchored
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| .20g as shown on Figure 2.5-103.
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| ed on the evaluation of these two historical earthquakes, it is concluded that the ct of earthquake duration has been adequately incorporated into the design response ctra from Regulatory Guide 1.60. Comparison of the model response spectra puted from historical accelerograms with the Regulatory Guide spectra indicates that Callaway plant design response spectra anchored at 0.20g are conservative, even in frequency range from 0.33 to 1.0 Hertz.
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| thermore, the design response spectra anchored at 0.20g envelope the ground tion spectra proposed by Nuttli (1973a) in the period range of 1 to 3 seconds. Nuttli
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| : 75) has suggested that, in view of the more recent results of Trifunac and Brady 75), it would be better on the average to double his earlier values of ground motion. A und motion spectra curve developed using Nuttli's approach would, therefore, consist he following three points (at an epicentral distance of 175 miles):
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| : a. At period T = 3.3 seconds, resultant displacement = 2 x 5.6 = 11.2 centimeters; 2.5-114 Rev. OL-21 5/15
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| : c. At period T = 0.33 second, resultant acceleration = 2 x 0.016 = 0.032g.
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| se resultant values can be broken down into vertical and horizontal components as wn by Mohraz, Hall and, Newmark (1972). Since the vertical component is very all, the horizontal component values and the resultant values are nearly identical, with resultants being the more conservative.
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| .3 SURFACE FAULTING re are no surface faults at the site. All tectonic features within 50 miles of the site e been discussed in Section 2.5.1.1.5, Regional Tectonic Features.
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| .3.1 Geologic Conditions of the Site lithologic, stratigraphic, and structural geologic conditions of the site and rounding region, including geologic history, have been discussed in Sections 2.5.1.1 2.1.1.2, Regional Geology and Site Geology respectively.
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| .3.2 Evidence of Fault Offset ile the literature reveals no faults within 18 miles of the site (McCracken, 1971),
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| ent field investigations indicate the existence of a fault approximately 12 miles from site near Kingdom City (see Section 2.5.1.1.5.2.18). Field investigations for this ject have not revealed any faults, active or inactive, within 5 miles of the site, with the eption of minor, inactive displacements associated with slump features (see Section
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| .1.2.3.2).
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| .3.3 Earthquakes Associated with Capable Faults re have been no historically reported earthquakes within 40 miles of the site.
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| .3.4 Investigation of Capable Faults faults have been identified any parts of which lie within 5 miles of the site.
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| .3.5 Correlation of Epicenters with Capable Faults faulting is known to exist within 12 miles of the site, and no historic epicenters within miles.
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| .3.6 Description of Capable Faults capable or noncapable faults are known to exist within five miles of the site.
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| 2.5-115 Rev. OL-21 5/15
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| liminary geologic investigations of the site have not revealed any evidence of faulting; refore, no basis to warrant detailed fault investigation exists.
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| .3.8 Results of Faulting Investigations tudy of surface faulting is not required at the site. Reconnaissance and detailed ing data, subsurface correlations, geologic mapping, detailed excavation mapping, aerial photograph interpretations have revealed no surface faulting within the site nity.
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| .4 STABILITY OF SUBSURFACE MATERIALS eral subsurface exploration programs were conducted to evaluate the overall logic and subsurface conditions within the site proper and in the surrounding areas.
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| location of the plant with respect to the surrounding area is shown on Figure
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| -104; the plant facility locations and their relationships to the test borings are shown Figure 2.5-105.
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| ddition to the plant borings, additional exploratory borings were drilled to determine most suitable source or sources of concrete aggregate and crushed rock structural fill backfill. These quarry borings are located on Figures 2.5-107 through 2.5-111. To aid isualizing the subsurface conditions at the site, selected subsurface profiles were pared and are shown on Figures 2.5-112 through 2.5-118.
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| field exploration programs revealed that the subsurface materials at the site consist lacial and postglacial soils overlying older sediments consisting of the Graydon chert glomerate and lithified formations of limestone, sandstone, shale, and dolomite. No dence of any actual or potential surface or subsurface subsidence, uplift, or collapse ulting from tectonic or solution activity was observed during the field exploration grams.
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| preparation and earthwork for Unit 1 consisted of stripping, excavating, dewatering, backfilling operations to attain a nominal plant grade of 840 feet mean sea level L). All glacial and postglacial soils were overexcavated beneath the Seismic egory I structures and other major structures within the power block area. The glacial postglacial soils were also overexcavated beneath the ultimate heat sink (UHS) ling towers and the essential service water system (ESWS) pumphouse. These soils e excavated to the top of the Graydon chert conglomerate (approximate elevation
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| ) and replaced with compacted granular fill to attain the site and/or foundation des. The ESWS pipelines and electrical duct banks are supported by in-situ soils ept in the backfill area surrounding the power plant structures. An excavation plan is wn on Figure 2.5-119, and excavation profiles showing the Category I excavations, ctures, and backfill geometry as they relate to the site stratigraphy are presented on ures 2.5-120 through 2.5-123. Selected photographs of the Unit 1 power block 2.5-116 Rev. OL-21 5/15
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| entially completed at the present time in the Unit 1 power block, UHS cooling towers, ESWS pumphouse areas. The excavation plan and profiles present the projected pleted conditions.
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| field and laboratory testing programs indicated that the crushed rock structural fill backfill and the underlying chert conglomerate have static and dynamic racteristics favorable for support of the plant, and that the in-situ soils exhibit orable static and dynamic characteristics for support of the ESWS pipelines and ctrical duct banks. No adverse ground-water effects are expected, and the site is sidered suitable for the plant.
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| .4.1 Geologic Features ology of the site is discussed in Section 2.5.1.2.
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| .4.2 Properties of Subsurface Materials presentative undisturbed and reconstituted samples of the soil and rock obtained ing the field programs were subjected to static and dynamic laboratory testing in order etermine the engineering properties of those materials. Field testing was also formed with emphasis on the Graydon chert conglomerate and compacted granular material. Summaries of the index, static, and dynamic properties of the in-situ surface materials based on both the laboratory and field tests are presented in Tables
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| -14, 2.5-15, and 2.5-16. Summaries of the static properties of recompacted on-site esive materials are presented in Table 2.5-17. Summaries of the static and dynamic perties of the compacted granular fill material are presented in Tables 2.5-14 and
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| -18.
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| modified loess, accretion-gley and till soils were removed beneath the power block ctures, UHS cooling towers, and the ESWS pumphouse. These structures are ported on mat or spread-footing foundations bearing directly on the Graydon chert glomerate or compacted granular structural fill. The UHS retention pond is structed as an excavated reservoir with the side slopes and bottom of the reservoir in the natural soils.
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| granular structural fill used during plant construction was crushed limestone and omite (Callaway Formation) from approved sources. Preliminary laboratory studies e performed on samples of crushed limestone obtained from three commercial rces. In the spring and summer of 1975, a crushed stone structural fill test pad was structed using material that was obtained from an on-site mine quarry that is an roved source of the structural fill. Extensive field and laboratory testing programs e carried out on the crushed stone in order to verify the structural fill properties ained from initial testing and to develop compaction criteria and quality control cedures. The results of these investigations were summarized and presented in the 2.5-117 Rev. OL-21 5/15
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| 975 (hereinafter referred to as the Structural Fill Report).
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| crushed stone structural fill was placed and compacted to a minimum of 95 percent he maximum dry density as determined by ASTM Test Designation D 1557-70. It was nd during the detailed evaluation of the crushed stone properties that this placement sity is equivalent to 98 percent of the relative density as determined by ASTM Test signation D 2049-69. Based on the results of extensive laboratory (static and dynamic ngth and compressibility) and field (plate load and geophysical) tests, the crushed ne as compacted provides satisfactory engineering properties as structural fill for the egory I structures.
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| surface soil at the site is a modified loess that varies from 3 to 12 feet in thickness er the plant and UHS area, with an average thickness of 7 feet. This soil was inally deposited as a windblown silt forming a loess deposit that has been altered by athering to a mottled brown and gray, low to moderately plastic silty clay. Occasional ses of clayey silt or silt are at the bottom of the deposit.
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| modified loess is underlain by a deposit of moderately to highly plastic gray silty clay, ch is discussed by Howe and Heim (1968) and identified as an accretion-gley deposit tulated to be the result of a very slow accumulation of weathered colloidal size terials (discussed in Section 2.5.1.2.2.1.2). The clay has an average thickness of ut 14 feet and is encountered throughout the site area where its thickness varies from 24 feet under the plant and UHS areas. The plasticity of this clay is a feature nificant to construction operations, as it becomes sticky and soft on exposure to water.
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| ddition, the accretion-gley will swell, which results in volume change and strength uction upon saturation.
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| - to 18-foot thick layer of glacial till underlies the accretion-gley deposit. The till sists of brown or mottled brown and gray silty clay containing some mixed sand and vel. Occasional lenses of silty or clayey sand are contained within the till. These ses are more frequently encountered near the base of the deposit and vary from loose ery dense.
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| Graydon chert conglomerate, as discussed in Section 2.5.1.2.2.2, consists of hard y containing 5 to 90 percent by volume of irregular chert fragments and local deposits ndurated sandstone and sandy chert conglomerate. Observations of the Graydon in plant site excavations showed approximately 80 percent of the material to be the rt-clay conglomerate. Random pockets of hard silty clay containing no chert prised approximately 10 percent of the material, and the remainder consisted of dom pockets of claystone containing no chert. Beneath the power block areas, the rt fragments average approximately 30 percent by volume of the stratum. The chert ments vary from pebble size to boulders nearly 2 feet in diameter. No open spaces or ds have been detected between rock fragments in the test borings, nor were any erved in exposures of the deposit. Within the plant site area, the Graydon unit is 2.5-118 Rev. OL-21 5/15
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| | |
| ehole pressuremeter tests, plate load tests, and laboratory consolidation tests cate that the clay matrix has a hard consistency. Considerable reliance was placed the results of the field testing in the determination of the engineering properties of the ydon unit due to the difficulty in obtaining undisturbed samples of the material.
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| chert conglomerate is underlain by the Burlington Formation of Middle Mississippian
| |
| , at a depth of about 50 to 60 feet below existing grade. The Burlington Formation is edium- to thick-bedded, coarse-grained, cherty, fossiliferous limestone, the upper face of which shows some effects of solution and weathering (Section 2.5.1.2.5.3) but redominantly very competent and indurated. In the test borings, the underlying der Creek, Callaway and Cotter/Jefferson City formations were found to be petent to the maximum depth of borings, 402 feet.
| |
| .4.2.1 Laboratory Tests oratory tests were performed on representative undisturbed and remolded samples he subsurface materials to aid in the evaluation of engineering properties and design ameters. The laboratory testing was primarily conducted in the Dames & Moore oratory at Park Ridge, Illinois. Laboratory testing was also performed by Dr. T. C.
| |
| chbach, Urbana, Illinois; Geo-Testing, Inc., San Rafael, California; Walter H. Flood &
| |
| , Inc., Hillside, Illinois; Professor Kamran Majidzadeh, Columbus, Ohio; Richard C.
| |
| lenz, P.E., Gates Mills, Ohio; Professor Marshall L. Silver, Chicago, Illinois; and the mes & Moore laboratory at San Francisco, California.
| |
| ing plant operations, testing will be performed to the latest revision of the applicable TM, provided this testing is not less conservative than the original testing, as reviewed approved by Union Electric.
| |
| .4.2.1.1 Static Strength Tests on Soil and Graydon Chert Conglomerate and Fill and Backfill Materials
| |
| .4.2.1.1.1 Unconsolidated-Undrained Triaxial Compression Tests consolidated-undrained triaxial compression tests were performed on selected isturbed samples under confining pressures representative of their in-situ condition in er to determine their undrained strength characteristics. A load-deflection curve was wn for each test, and the strength of the soils was defined as either peak shear ngth or shear strength at 10 percent strain, whichever occurred first. The tests were formed in accordance with ASTM Test Designation D 2850-70. The test results are sented on the plant site boring logs, Figures 2.5-129 through 2.5-293.
| |
| nsolidated-Undrained Triaxial Compression Tests 2.5-119 Rev. OL-21 5/15
| |
| | |
| ples were consolidated and tested under confining pressures approximating their itu conditions. The strength of the soil was defined as either peak shear strength or ar strength at 10 percent strain, whichever occurred first. The tests were performed in ordance with the procedures recommended in the U.S. Army Engineer Manual EM 0-2-1906 (Department of the Army, 1970) and The Measurement of Soil Properties in Triaxial Test (Bishop and Henkel, 1962). The test results are presented on the boring s.
| |
| .4.2.1.1.2 Consolidated-Undrained Triaxial Compression Tests with Pore Water Pressure Measurements nsolidated-undrained triaxial compression tests with pore water pressure asurements were performed on selected undisturbed and compacted samples in er to determine their effective strength characteristics. The test procedures were ilar to the consolidated-undrained triaxial compression tests except that pore water ssures were recorded to determine effective stress. The tests were performed in ordance with the recommended procedures given in Department of the Army (1970)
| |
| Bishop and Henkel (1962). The strength of the materials was defined as either peak ar strength or shear strength at 10 percent strain, whichever occurred first. The test ults for the in-situ soils and Graydon chert conglomerate are presented in Table
| |
| -19 and on the boring logs opposite the depths from which the samples were ained.
| |
| o samples of accretion-gley were consolidated before saturation. After consolidation he field moisture content, the samples were saturated using very low backpressure ements and allowed to swell freely. This procedure was used to determine strength s due to swelling. The results of these tests are presented in Table 2.5-20.
| |
| nsolidated-undrained triaxial compression tests with pore pressure measurements e also performed on remolded samples of modified loess and accretion-gley.
| |
| molded samples of the modified loess were compacted at moisture contents close to mum and to approximately 90 percent of the maximum dry density determined by the TM D 1557-70 method of compaction. The required density was obtained by pacting the soil into a 4-inch diameter compaction mold in three layers with 18 blows 5.5-pound hammer falling 12 inches per layer. After compaction, the soil was uded intact from the mold and a 2-inch diameter test specimen was cored from the pacted soil. Remolded samples of the accretion-gley were compacted to two erent specimen sizes. The samples consolidated at 2,400 and 3,500 pounds per are foot were compacted by kneading compaction in the Harvard miniature device to pecimen size 1.3 inches in diameter and 2.8 inches high. The sample consolidated at 00 pounds per square foot was compacted by static compaction to a specimen size inches in diameter and 5.9 inches high. The samples were molded at moisture tents above optimum to densities ranging from 92 to 97 percent of the ASTM D 2.5-120 Rev. OL-21 5/15
| |
| | |
| nsolidated-undrained triaxial compression tests with pore water pressure asurements were performed on compacted samples of limestone and dolomite during detailed laboratory investigation for the crushed stone fill. The samples were pacted to selected densities using limestone and dolomite obtained from the posed location of the on-site mine quarry. Samples were tested with three selected dations. Tables 2.5-22 and 2.5-23 present summaries of the test results at the ximum effective stress ratio and maximum stress difference. Complete results of the s are presented in the Structural Fill Report. Stress-strain curves are presented on ures 4.1 through 4.12, and Mohr circles are presented on Figures 5.1 through 5.10 of t report.
| |
| .4.2.1.1.3 Consolidated-Drained Triaxial Compression Tests ing preliminary investigations, consolidated-drained triaxial compression tests were formed on compacted samples of dredged sand and commercially obtained crushed estone to determine their effective strength characteristics. The samples were pared at predetermined moistures and dry densities. The tests were performed in ordance with the recommended procedures as given in the references cited for solidated-undrained triaxial compression tests. The strength of the materials was en at the peak shear strength. Results of the tests are given in Table 2.5-24.
| |
| .4.2.1.2 Strength Tests on Rock
| |
| .4.2.1.2.1 Unconfined Compression Tests compressive strength of representative rock core samples from the plant site ings was determined by unconfined compression tests. These tests were performed Geo-Testing, Inc., San Rafael, California. Small surface irregularities on the cut ends e smoothed by casting a very thin plaster cap. The samples were subjected to tical axial loads; both vertical and horizontal strain measurements were made with
| |
| -4 strain gauges. Stress and Poisson's ratio versus strain diagrams were obtained ng with the unit weight and moisture content of the test specimens. Modulus values e determined from the slope of the stress-strain curve. The unconfined strength ults from the tests are presented in Table 2.5-25 along with the values of dry density, sture content, modulus of elasticity and Poisson's ratio. The unconfined strengths are o presented on the logs for Borings P-1, P-2, P-16, P-18, and P-19.
| |
| unconfined compressive strength and modulus of elasticity were determined for resentative rock core samples obtained from the area selected for the on-site mine.
| |
| tests were performed by Walter H. Flood & Co., Inc., in accordance with ommended ASTM procedures. The results of the tests are presented in Table 2.5-26.
| |
| 2.5-121 Rev. OL-21 5/15
| |
| | |
| dulus of rupture was determined for representative rock core samples obtained from area selected for the on-site mine. The tests were performed by Walter H. Flood &
| |
| , Inc. The results of the tests are presented in Table 2.5-26.
| |
| .4.2.1.3 Static Properties Tests
| |
| .4.2.1.3.1 Compaction Tests presentative bulk samples were used to determine the compaction characteristics of modified loess and accretion-gley for possible use as fill materials. Compaction tests e performed in accordance with ASTM Designation D 1557-70. The test results are sented on Figures 2.5-394 through 2.5-398.
| |
| mpaction tests in accordance with ASTM Designation D 1557-70 were performed on ples of crushed limestone and dolomite during the comprehensive investigation for granular structural fill. Results of the tests are presented on Figures 3.1 through 3.3 he Structural Fill Report. Compaction tests were also performed using a 12-inch meter mold and a compaction energy unit per unit volume equivalent to ASTM signation D 1557-70. These tests were performed to include larger particle sizes than wed in ASTM Designation D 15577-70, method D. The results of the tests are sented on Figure 3.4 in the Structural Fill Report. The results of all the compaction s on the crushed stone are summarized in Table 2.5-27.
| |
| .4.2.1.3.2 Relative Density Tests ative density tests were performed on three commercially obtained samples of shed limestone during the preliminary studies for the granular structural fill. The tests e performed in accordance with ASTM Designation D 2049-69. The results of the s are presented in Table 2.5-28. Relative density tests (ASTM D 2049-69) were also formed on graded samples of crushed limestone and dolomite from the on-site mine rry location during the detailed laboratory investigation. The results of the tests are en in Table 2.5-27.
| |
| .4.2.1.3.3 Consolidation Tests and One-Dimensional Compression Tests nsolidation tests were performed on representative undisturbed samples to determine r compressibility characteristics. The tests were performed in accordance with ASTM signation D 2435-70 except that each succeeding load was applied after e-settlement plots indicated that 90 percent of the primary settlement had occurred er a given load increments. Shelby tube samples and 4-inch diameter chert glomerate samples were not trimmed to a smaller diameter for testing. Classification s were performed for the majority of the samples tested. The results of the tests formed on undisturbed samples are presented on Figures 2.5-399 through 2.5-435.
| |
| 2.5-122 Rev. OL-21 5/15
| |
| | |
| ve optimum for modified loess and 9 percent above optimum for accretion-gley; both e compacted to approximately 87 percent of the maximum dry density determined by ASTM D 1557-70 method of compaction. The samples tested were 2.4 inches in meter and 1.0 inch in thickness and were trimmed from soil that had been compacted a 4-inch diameter compaction mold. Test results are shown on Figures 2.5-436 and
| |
| -437.
| |
| e-dimensional compression tests were performed on compacted samples of estone and doloite during the detailed laboratory investigation for the granular ctural fill to determine the compressibility characteristics of the materials. Samples e molded to selected densities from material of different trial gradations. The tests e performed in accordance with ASTM Designation D 2435-70 with the following ations. The specimens were 4 inches in diameter and 1.5 inches in thickness with 1/2 h maximum stone size. Material greater than 1/2 inch in the trial gradations was laced prior to compacting the test specimens to different densities, by an equal ount of material larger than the No. 4 sieve and less than or equal to 1/2 inch. The test ults are summarized in Table 2.5-29. The test data are shown on Figures 6.1 through in the Structural Fill Report.
| |
| .4.2.1.3.4 Expansion (Swelling) Tests elling tests were performed on selected samples of modified loess and accretion-gley rder to determine the potential expansive characteristics of the different strata upon uration. Using the consolidometer apparatus, the specimens were laterally confined in ng and consolidated under a wide range of pressures.
| |
| h sample under a given consolidation pressure was then saturated and the vertical ansion measured. After swelling, the samples were unloaded in increments to a tical pressure of 100 pounds per square foot. The volumetric expansion was culated based on the volume after consolidation under the given consolidation ssure. Moisture content and dry density determinations were made on each sample ore and after the test; values at intermediate points were calculated. The test results presented in ; the results are also shown graphically for the accretion-gley on Figure
| |
| -438.
| |
| .4.2.1.3.5 Permeability Tests ing head permeability tests, performed in accordance with the recommended cedures given in Department of the Army Engineer Manual EM 1110-2-1906 (1970),
| |
| e conducted on representative undisturbed samples of the soils and the Graydon rt conglomerate to evaluate their permeability characteristics. Remolded samples of dified loess and accretion-gley were also tested. The remolded samples were pacted both at optimum moisture content and at moisture contents above the mum to between 86 and 91 percent of the maximum dry density determined by the 2.5-123 Rev. OL-21 5/15
| |
| | |
| rberg limit tests were performed on many of the samples tested. The results of all s performed on undisturbed samples are given in Table 2.5-31, and the results of s performed on remolded samples are given in Table 2.5-32.
| |
| ing the detailed laboratory testing of the structural fill, the permeability characteristics compacted sample of limestone and dolomite were investigated by means of a meability test based on falling head permeability test principles. The test was formed in a triaxial compression test cell. The specimen was 6 inches in diameter by nches in height and enclosed in a rubber membrane. After the specimen was urated under backpressure, a hydraulic head differential was applied between the tom and top of the specimen. The changes in head difference with time were orded and the coefficient of permeability was calculated. For the sample with a dation similar to that specified for Category I Granular Structural Fill, and compacted 5 percent of the maximum dry density as determined by ASTM Test Designation D 7-70, the coefficient of permeability was determined to be 7x10-4 centimeters per ond.
| |
| .4.2.1.4 Classification Tests
| |
| .4.2.1.4.1 Grain-Size Analyses in-size analyses were performed on selected samples from the borings and resentative hand samples of Graydon chert conglomerate obtained in conjunction large-scale plate load tests. The analyses of the gradation curves were primarily d for correlation purposes. These tests were performed according to ASTM Standard 22-63. The results of the particle size analyses are presented on Figures 2.5-439 ugh 2.5-450.
| |
| in-size analyses were performed for correlation purposes on samples of granular fill terial. The analyses performed on the three commercial samples of crushed estone and one sample of dredged sand during preliminary studies for the granular ctural fill were performed in accordance with ASTM Designation D 422-63 and are sented on Figure 2.5-440. Grain size determinations performed during the prehensive field and laboratory investigations of the granular structural fill were formed in accordance with ASTM Designations C 117-69 and C 136-71. The results presented on Figures 2.1 through 2.3 in the Structural Fill Report.
| |
| .4.2.1.4.2 Atterberg Limit Tests rberg limit tests were performed on the overburden soils in conjunction with the xial compression and consolidation tests. The liquid limit and plastic limit erminations were made in accordance with ASTM Standards D 423-66 and D 424-59.
| |
| results of the Atterberg limit determinations were used for classification and 2.5-124 Rev. OL-21 5/15
| |
| | |
| ing the comprehensive laboratory investigation for the crushed stone structural fill, fraction passing the No. 40 sieve (0.42 mm) of material with a gradation similar to egory I Granular Structural Fill was tested for liquid limit and plastic limit in ordance with ASTM Designations D 423-66 and D424-59 (1971), respectively. The terial was found to be nonplastic.
| |
| .4.2.1.5 Moisture and Density Determinations
| |
| .4.2.1.5.1 Soil Deposits and Graydon Chert Conglomerate sture content and density determinations were made on samples from the borings in ordance with ASTM Designation D 2216-71. The results are shown on the boring
| |
| : s. Moisture content was also determined on hand samples of Graydon chert glomerate in conjunction with large-scale plate load tests. These results are given the plate load test results.
| |
| .4.2.1.5.2 Rock Samples sture and density determinations on rock core samples were performed by o-Testing, Inc., in conjunction with unconfined compression tests and resonant umn tests and are listed with the results of these tests in Tables 2.5-25 and 2.5-33.
| |
| .4.2.1.6 X-Ray Diffraction Analyses ay diffraction analyses were performed on selected samples by Dr. T. C. Buschbach he Illinois Geological Survey, Urbana, Illinois, in order to determine the clay eralogy of the specimens. Each sample was analyzed three times using the following cedure:
| |
| : a. A powder diffraction pattern of the whole sample was obtained; this pattern indicated the relative amount of clay minerals present, and also showed the major nonclay constituents present in the material;
| |
| : b. A sedimented slide of the less than 2-micron particle size clay fraction was x-rayed to indicate the type and approximate quantity of those clay minerals comprising the clay fraction of the sample; and
| |
| : c. The same sedimented slide was then reexamined after treatment with ethylene glycol. This permitted the swelling of any montmorillonitic clay minerals that were present. This swelling is indicated by shifts in the basal diffraction peaks on the x-ray pattern.
| |
| results of the clay mineralogy studies are presented in Table 2.5-34.
| |
| 2.5-125 Rev. OL-21 5/15
| |
| | |
| rographic examination of selected rock core and hand samples taken from the laway Formation was performed by Richard C. Mielenz, P.E. The examination was formed in accordance with ASTM Designation C 295-65 on samples obtained from area selected for the on-site mine. The results of the examination are summarized in le 2.5-35 for the core samples and Table 2.5-36 for the hand samples.
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| .4.2.1.8 Dynamic Tests
| |
| .4.2.1.8.1 Resonant Column Tests
| |
| .4.2.1.8.1.1 Soil Samples sonant column soil sample tests were performed to evaluate the dynamic modulus of dity and damping characteristics of selected undisturbed soil samples. The tests were ducted over a range of confining pressures at natural moisture content. The tests e performed in accordance with the recommended procedures given in "Suggested thod of Test for Shear Modulus and Damping for Soils by the Resonant Column" rdin) in ASTM STP-479. The test results are presented in Table 2.5-37.
| |
| .4.2.1.8.1.2 Rock Samples sonant column tests were performed on rock core specimens in a manner similar to tests performed on soil samples. The tests were conducted over a range of confining ssures. The test results are presented in Table 2.5-33.
| |
| .4.2.1.8.2 Shockscope Tests mpressional wave velocity (shockscope) tests were performed on representative rock ples. The velocity observed in the laboratory was used to compare with field velocity asurements obtained during the geophysical survey.
| |
| samples were tested in accordance with ASTM Designation D 2845-69, with the ation that the samples were tested under various confining pressures. The test ults are presented in Table 2.5-33.
| |
| .4.2.1.8.3 Dynamic Triaxial Tests
| |
| .4.2.1.8.3.1 Strain-Controlled Dynamic Triaxial Tests dynamic stress-strain properties of representative undisturbed soil and Graydon rt conglomerate samples were determined hy performing strain-controlled dynamic xial tests. The dynamic moduli and damping ratio were determined at the 10th cycle ach oscillating strain level. The tests were performed in a manner similar to that ommended in the April 1978 NRC Regulatory Guide 1.138. The test results are 2.5-126 Rev. OL-21 5/15
| |
| | |
| -454; plots of single amplitude shear strain versus damping ratio are shown on ures 2.5-455 through 2.5-458.
| |
| ain-controlled dynamic triaxial tests were also performed to determine the dynamic ss-strain properties of the crushed stone fill. The tests were performed in the same nner as the tests on natural samples. During preliminary studies, compacted samples rushed limestone from three commercial quarries were tested at varying relative sities. The results of the tests are presented in Table 2.5-39. During the detailed oratory study, samples compacted to 90 and 95 percent of the maximum dry density ermined by ASTM Designation D 1557-70 were tested. The results of the tests formed for the detailed investigation are presented in Table 2.5-40. The results are ted in terms of single amplitude shear strain versus shear modulus and damping ratio Figures 2.5-459 and 2.5-460, respectively.
| |
| .4.2.1.8.3.2 Stress-Controlled Dynamic Triaxial Tests amic strength of a soil is usually expressed in terms of the number of cycles of a en stress required to produce a specified strain. This property for accretion-gley was luated by stress-controlled dynamic triaxial tests. the specimens were saturated and solidated under isotropic conditions; then most samples were anisotropically solidated under a specified principal stress ratio (Kc). The tests were performed in a nner similar to the currently recommended procedures given in the April 1978 NRC gulatory Guide 1.138. The test results are shown in Table 2.5-41. The results for Kc =
| |
| are shown on Figure 2.5-461.
| |
| ess-controlled dynamic triaxial tests were performed on compacted samples of shed limestone and dolomite during the detailed laboratory investigation for the nular structural fill to determine the number of cycles of a given stress required to duce a specified strain. The tests were performed in the same manner as the tests on ural samples. All samples were isotropically consolidated (Kc = 1.0). The results of the s are given in Table 2.5-42 and are shown on Figure 2.5-462.
| |
| .4.2.2 Field Tests
| |
| .4.2.2.1 Plate Load Tests tal of 18 plate load tests were conducted on-site between September 1973 and tember 1976:
| |
| : a. Four tests on the Graydon chert conglomerate during September 1973;
| |
| : b. Seven large-scale tests on the Graydon chert conglomerate: five in the Unit 1 power block excavation during April and May 1976 (Tests I through V) 2.5-127 Rev. OL-21 5/15
| |
| : c. Seven tests on the surface of the granular structural fill test pad during the spring and summer of 1975.
| |
| procedures and results of these tests are discussed in the following sections.
| |
| .4.2.2.1.1 Plate Load Tests on Graydon Chert Conglomerate
| |
| .4.2.2.1.1.1 Small-Scale Tests ing September 1973, Dames & Moore performed four plate load tests on the ydon chert conglomerate in test pits to determine the stress-strain relationship of the terial. At each test pit location (Figure 2.5-104), a trench was dug to the appropriate th, and the bottom was hand cleaned and leveled. A 1-inch thick plate, 18 inches in meter, was placed over approximately 1 inch of Ottawa sand and leveled.
| |
| o 10-foot reference beams were placed parallel across the plate, and three dial ges, reading in increments of 0.001 inch, were used to measure the settlement of the
| |
| : e. A 75-ton hydraulic jack acting against a 14.8-ton Allis Chalmers dozer, Model
| |
| -11, was used to apply the load to the plate. Three of the tests were performed for two les of incremental loading and unloading to zero. The fourth test consisted of one le of loading only. The deflection of the plate was measured for each increment of
| |
| : d. The test results are shown on Figure 2.5-463 as plots of load versus deflection.
| |
| itu determinations of wet density and moisture content were obtained adjacent to h plate load test. The density and moisture content, subgrade modulus and modulus lasticity are shown on the figure.
| |
| .4.2.2.1.1.2 Large-Scale Tests e large-scale plate load tests were performed on the exposed Graydon chert glomerate in the Unit 1 power block excavation during April and May 1976 (Tests I ugh V), and two large-scale tests were performed in the Unit 2 power block avation during September 1976 (Tests VI and VII). The tests in the Unit 1 power block a were performed prior to any construction activities in the area other than excavation esign grades. The locations of the seven tests are shown on Figure 2.5-105.
| |
| e of the plate load tests (I, II, III, VI, and VII) were performed with a 24-inch diameter e and two tests (IV and V) were performed with a 30-inch diameter plate. To minimize ding of the plate, a stack of plates was used with each succeeding plate 6 inches aller in diameter than the plate below, to a top plate 12 inches in diameter. A ball and ket was used above the jack to reduce any effects of eccentricity. Bedding of the load es was accomplished with thin layers of plaster of paris and/or silica sand. The load s applied to the 24-inch diameter plate with a 50-ton capacity hydraulic jack reacting inst a specially reinforced flat-bed semi-trailer bearing 50 tons of weights. The load 2.5-128 Rev. OL-21 5/15
| |
| | |
| ched to the jacks.
| |
| ee independent methods were used to measure the deflection of the plate during the
| |
| : s. The primary method used three dial gauges reading in increments of 0.001 inch ced at 120-degree intervals around the test plate. These were attached to two 20-foot g reference beams independently supported at distances of at least 8 feet from the es of the test plate and oriented perpendicular to the axis of the reaction trailer. The ond method used a scale reading to 1/64 inch which was mounted with a mirror on loading jack. The scale was read by aligning a wire stretched across the reference ms with the image of the wire in the mirror. This measured the deflection of the jack should approximate the deflection of the plate. The third method used a scale ding to 1/64 inch attached to the jack and read by a survey level.
| |
| survey level was also used to read scales mounted on the reference beam supports etermine whether any movement occurred during the tests. No movement of the ports was measured in any of the tests.
| |
| ts I, II, III, VI, and VII were performed after an initial seating load of 0.5 ton per square t (TSF) was applied and released. No seating loads were applied for Tests IV and V ce the smallest readable increment on the loading gauge of the 100-ton capacity jack s equivalent to about 2 TSF. The basic loading sequence was 1, 2, 4, 8, 12, and 15 F for all tests except when failure of the Graydon chert conglomerate occurred before ching the last load increment. Loading and unloading cycles were also performed on e of the tests. Each pressure increment or decrement was maintained until the rate eflection or rebound of the plate was less than 0.001 inch per minute for three secutive minutes.
| |
| servations of the Graydon chert conglomerate during testing indicated that roximately 80 percent of the unit consisted of chert-clay conglomerate.
| |
| proximately 10 percent of the Graydon consisted of random pockets of hard silty clay taining no chert, and the remainder consisted of random pockets of claystone taining no chert. Each of the materials was tested.
| |
| results of the large-scale plate load tests are shown on Figures 2.5-464 through
| |
| -470 and are summarized in Table 2.5-43. The moisture content of the Graydon below h test location was determined and is also presented in the table. Laboratory in-size determinations were performed on hand samples of the Graydon from below eral test locations, and the grain-size distributions are shown on Figures 2.5-449 and
| |
| -450.
| |
| re detailed descriptions of the large-scale plate load tests and analyses of the results given in the two Dames & Moore reports listed below:
| |
| 2.5-129 Rev. OL-21 5/15
| |
| | |
| 1976.
| |
| : b. "Report, Results of Plate Load Tests on Graydon Chert Conglomerate, Unit 2 Power Block Excavation, for Union Electric Company," dated October 27, 1976.
| |
| .4.2.2.1.2 Plate Load Test on Granular Structural Fill he spring and summer of 1975, a granular structural fill test pad was constructed ng crushed Callaway Formation limestone and dolomite obtained from the location ected for the on-site mine quarry. The crushed stone was produced to a gradation y similar to that specified for Category I Granular Structural Fill. The granular fill in the pad was compacted to from 95 to 100 percent of the maximum density determined ASTM Designation D 1557-70 for the material. Details of test pad construction are sented in the Structural Fill Report. The location of the test pad is shown on Figure
| |
| -104.
| |
| en plate load tests were performed on the surface of the completed crushed stone pad to evaluate the in-situ properties of the granular structural fill. Four tests were formed with an 18-inch diameter plate, two tests with a 12-inch diameter plate and test with a 24-inch diameter plate. To minimize bending, a stack of plates with meters decreasing in 6-inch increments was used; no plate would thus be more than ches larger in diameter than the plate above it. A 50-ton capacity hydraulic jack was d with the 18 and 24-inch plates, while a 30-ton hydraulic jack was used with the inch plate. Reaction load was supplied by a specially reinforced flat-bed semi-trailer ded with approximately 50 tons of lead ingots.
| |
| tlement of the plates was measured by three dial gauges reading in increments of 01 inch and by a wire-scale-mirror system. The dial gauges and wire were attached to 20-foot reference I-beams placed perpendicular to the axis of the trailer. The ports for the reference beams were at least 8 feet away from the edge of the plate. A veyor's level was also used to monitor settlement of the plates and any possible vement of the reference beam supports.
| |
| maximum pressure applied during the tests was 38 tons per square foot using the inch diameter plate. Three tests were given two or more cycles of loading at partial or load. Each pressure increment was maintained for a fixed interval of 10 minutes and, ll instances, the rate of deflection was less than 0.001 inch per minute for 3 minutes secutively before the next increment of pressure was applied. No failure was reached ny of the tests; the maximum deflection observed was about 0.3 inch. The results of tests shown as load deflection curves are presented on Figures 2.5-471 through
| |
| -477.
| |
| 2.5-130 Rev. OL-21 5/15
| |
| | |
| tal of 32 Menard pressuremeter tests was performed in Borings P-1, P-6, P-76 and 04 and in boreholes near Borings P-31 and P-48, by Soil Exploration Company, St.
| |
| l, Minnesota, at depths selected by Dames & Moore in order to determine the in-situ dulus of elasticity and undrained shear strength of the Graydon chert conglomerate overburden soils. Table 2.5-44 presents the results of the tests and the location and th of each test.
| |
| .4.2.3 Summary and Discussion of Properties of Subsurface Materials
| |
| .4.2.3.1 Physical and Index Properties ummary of the unit weights and Poisson's ratios of the granular structural fill, the soil s, the Graydon chert conglomerate, and the Burlington Limestone are given in Table
| |
| -14. The unit weights for the soil units and Graydon along with the average moisture tents are also given in Table 2.5-15. The Atterberg limit data for the soils and ydon are summarized in Table 2.5-15. Average coefficients of permeability for the itu soils and Graydon are given in Table 2.5-15. The laboratory permeabilities can be sidered to represent the vertical permeability of the materials while the field meabilities represent the horizontal permeabilities (see Section 2.5.4.3.3.2 for a cription of the field permeability testing). Coefficients of permeability determined by oratory tests for remolded modified loess and accretion-gley are given in Table 2.5-17.
| |
| permeabilities for granular fill and backfill materials are presented in Table 2.5-18.
| |
| permeabilities given for granular fill and backfill probably represent the upper-bound ues for those materials.
| |
| .4.2.3.2 Static Properties
| |
| .4.2.3.2.1 Drained and Undrained Strength Parameters ummary of the static undrained shear strengths of the soil units and Graydon chert glomerate is given in Table 2.5-15. The recommended values for the soil units were ed on laboratory tests while the value for the graydon was based on the large-scale e load tests. The strength of the graydon was back-calculated from the tests where ure was reached by using Terzaghi's bearing capacity theory. The laboratory tests nificantly underestimated the strength of the Graydon due mainly to sample urbance. Also, the laboratory tests were performed only on the clay matrix portion of clay-chert conglomerate rather than the composite, undisturbed material. Menard ssuremeter test results substantiate that the undrained shear strengths presented for soils and Graydon are conservative.
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| ummary of the drained shear strength parameters (effective stress parameters) for soils and Graydon chert conglomerate is given in Table 2.5-15. The results were ained from laboratory, consolidated-undrained triaxial compression tests with pore 2.5-131 Rev. OL-21 5/15
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| drained shear strength parameters for accretion-gley that had been allowed to swell presented in Table 2.5-15. The values were determined by consolidated-undrained xial tests with pore pressure measurements.
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| drained shear strength parameters determined for remolded modified loess and retion-gley are presented in Table 2.5-17. The values were determined by laboratory solidated-undrained triaxial compression tests with pore pressure measurements.
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| recommended effective strength parameters for the compacted granular fill and kfill materials are presented in Table 2.5-18. The values were determined by oratory consolidated-undrained triaxial compression tests with pore water pressure asurements. The angle of internal friction for the granular structural fill was checked values backcalculated from the results of the plate load tests on the test pad using zaghi's bearing capacity theory and assuming incipient failure at the highest loads ieved. The plate load tests indicate that the values given in Table 2.5-18 are servative.
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| .4.2.3.2.2 Compressibility, Stress-Strain, and Swelling Characteristics le 2.5-16 presents the compressibility parameters determined for the soil units based the laboratory consolidation tests. No Category I structures are founded on the soils er than the ESWS pipelines.
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| compressibility parameter determined for the Graydon chert conglomerate and zed by Dames & Moore to calculate settlements of the power block structures, UHS ling towers, and ESWS pumphouse is given in Table 2.5-16. The value presented is constrained modulus based on the tangent modulus concept (Janbu, 1967). This ameter and method of analysis were chosen to best represent the behavior of the terial. A constant constrained modulus was determined for the overconsolidated chert glomerate up to the maximum preconsolidation pressure. Foundation loadings at the nt site do not load the Graydon to or beyond the preconsolidation pressure. The strained modulus presented was determined from the large-scale plate load tests on Graydon. Load deflection data were converted to modulus of elasticity and strained modulus using elastic theory (Timoshenko and Goodier, 1951; Lamb and itman, 1969). The plate load test data were utilized because it was felt that the solidation tests overestimated the compressibility of the material due to sample urbance. The shape of the consolidation curves indicate sample disturbance.
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| maximum preconsolidation pressures and overconsolidation ratios for the soils and ydon chert conglomerate are presented in Table 2.5-16. The preconsolidation ssures were evaluated by both Casagrande's (1936) and Janbu's (1967) procedures were checked by utilizing liquidity index (Naval Facilities Engineering Command,
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| : 1) and c/p ratio (Peck, 1974). Determination of the preconsolidation pressure for the 2.5-132 Rev. OL-21 5/15
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| alculating the overconsolidation ratios, the lower values of preconsolidation ssures were generally used.
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| ough the modified loess shows some effects of overconsolidation, this is limited to ples taken from shallow depths. The material is predominantly normally solidated.
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| compressibility parameters determined from consolidation tests for remolded dified loess and accretion-gley are presented in Table 2.5-17. The remolded materials ave as normally consolidated.
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| recommended compressibility parameter for the granular structural fill in terms of strained modulus is presented in Table 2.5-18. The value was calculated from the ults of the plate load tests on the test pad using elastic theory as described for the ydon chert conglomerate. The plate load test results indicate that the consolidation s overestimate the compressibility of the granular structural fill. The constrained dulus presented was found to be conservative when compared to constrained moduli culated from geophysical results and strain-controlled dynamic triaxial compression s with corrections for strain level.
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| mmaries of static modulus of elasticity and static modulus of rigidity for the granular ctural fill, the in-situ soils, the Graydon chert conglomerate, and the Burlington eston are given in Table 2.5-14. The static modulus of elasticity values for the dified loess, accretion-gley, and till were calculated based on the Menard ssuremeter tests and laboratory consolidated-undrained triaxial tests at 0.5 percent tical strain. The static modulus of elasticity values for the Graydon chert conglomerate s calculated from plate load tests, Menard pressuremeter tests, and laboratory triaxial pression tests. The static modulus of elasticity for the Burlington Limestone was ermined from unconfined compression tests. The static modulus of elasticity for the nular structural fill was determined based on the results of the plate load tests and oratory triaxial compression tests. Static moduli of rigidity were calculated from the ic moduli of elasticity and Poisson's ratio.
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| tic moduli of elasticity for remolded modified loess and accretion-gley are given in le 2.5-17. These were determined from laboratory consolidated-undrained triaxial pression tests using the 0.5 percent strain secant modulus. The percent compaction which the values were determined are given in the table.
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| swelling potential of the accretion-gley is shown on Figure 2.5-438 and is considered e moderate. The modified loess has a low swelling potential. The glacial till was not ed for swelling potential. It is expected to have a moderate swelling potential ough lower than the accretion-gley because the till has a slightly lower percentage of y-size particles and has a lower liquid limit and plasticity index than the accretion-gley.
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| 2.5-133 Rev. OL-21 5/15
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| .4.2.3.3.1 Dynamic Stress-Strain Properties commended dynamic modulus of elasticity, dynamic modulus of rigidity, and damping ues for the granular structural fill, the in-situ soils, the Graydon chert conglomerate, the Burlington Limestone are given in Table 2.5-14. Recommended design curves of amic modulus of rigidity and damping ratio versus single amplitude shear straiin are sented on Figures 2.5-459 and 2.5-460 for the granular structural fill and backfill. The dulus of rigidity was normalized in terms of confining pressure. The recommended ve for the structural fill is based primarily on the average results of the laboratory amic triaxial compression tests.
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| commended design curves of dynamic shear modulus and damping ratio versus gle amplitude shear strain are presented on Figures 2.5-451 through 2.5-454 and
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| -455 through 2.5-458, respectively, for the soils and Graydon chert conglomerate.
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| measured dynamic moduli and damping values for the overburden soils were pared with the results of geophysical measurements and published data on similar s and are believed to be representative of dynamic properties of the in-situ soil perties.
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| dynamic stress-strain properties for the Graydon chert conglomerate were ermined entirely on the clayey portion of the chert-clay matrix. Because of the highly erogeneous and overly consolidated nature of the in-situ material, there was a high ree of distrubance involved in sampling and testing of the chert conglomerate, as cated in Table 2.5-15, which presents static strength results. Therefore, the laboratory amic test results are considered low and not representative of the in-situ dynamic ss-strain behavior of the chert conglomerate. Based on a disturbance factor of 3 to 5 the Graydon chert conglomerate (determined from static triaxial compression tests Menard pressuremeter tests, Table 2.5-15), the upper-bound and lower-bound amic test results by the range of disturbance factor. At a shear strain of 10-4 percent, recommended curves fit very naturally with the upper-bound and lower-bound dulus values obtained from data of the field geophysical surveys performed at the nt site. At the high shear strain level of approximately 1 percent, the recommended ves substantiate the values obtained from the results of the field Menard ssuremeter tests.
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| recommended upper-bound and lower-bound curves as shown on Figure 2.5-454 believed to be representative of the in-situ dynamic stress-strain behavior of the ydon chert conglomerate at the plant site, where a thick soil overburden cover of over eet is generally available. In other areas, such as around Borings R-1 and R-2, where overburden soils are only about 10 feet in thickness, the Graydon chert conglomerate been more severely weathered and geophysical data indicate a shear wave velocity
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| ,200 feet per second, in contrast to the values of 1,700 to 2,500 feet per second at plant site. At such locations the design curve for the dynamic properties of the chert 2.5-134 Rev. OL-21 5/15
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| amic test results.
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| .4.2.3.3.2 Dynamic Strength Properties le 2.5-41 presents the results of stress-controlled dynamic triaxial tests for the retion-gley. Recommended design curves of cyclic shear stress versus the number of les to attain indicated total mean axial strains are shown on Figure 2.5-461. The cipal consolidation stress ratio (Kc) for the design curves are 1.5 and the shear stress ues are the cumulative average cyclic shear stress measured over the indicated mber of loading cycles. Limited tests performed with Kc = 1.0 and Kc = 2.0 conditions shown in Table 2.5-41.
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| le 2.5-42 presents the results of the stress-controlled dynamic triaxial tests performed the granular structural fill and backfill materials. The recommended design curves of lic stress ratio versus the number of cycles to develop 5 percent double amplitude ar strain are presented on Figure 2.5-462. The test results for samples compacted to roximately 95 percent of the maximum density determined by ASTM Designation D 7-70 show considerable dispersion. The major reason for the dispersion of the data elieved to be the use of different specimen sizes and the inclusion of varied maximum ticle sizes in the specimens. Despite these variables in the laboratory testing, the shed stone structural fill nevertheless demonstrates high resistance to liquefaction er cyclic loading conditions. The recommended design curve is based on the most servative results obtained from the test specimen, which contained 3/4 inch ximum particle size.
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| .4.3 Exploration
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| .4.3.1 Borings and Test Pits purpose of the borings and test pits was to determine the details of lithology, tigraphy, structure, physical properties and ground-water characteristics of the surface strata. All borings were drilled using truck-mounted drilling equipment; both ht auger and rotary wash techniques were used. The soils and older sediments ountered during the drilling operations were described on the boring logs by field ineers who constantly supervised all drilling operations.
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| .4.3.1.1 Borings in the Plant Vicinity ures 2.5-104 and 2.5-105 show the locations of the borings in the plant vicinity. Nine ely spaced geologic borings (C5 Series) were drilled in the site area during March 2 by Test Drilling Services, Inc., under the technical direction of Dames & Moore. The ings ranged in depth from 18 to 209 feet below the ground surface. The boring logs shown on Figures 2.5-129 through 2.5-137. Keys to the symbols and descriptions d on the boring logs are given on Figures 2.5-126 and 2.5-127.
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| 2.5-135 Rev. OL-21 5/15
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| eted. These borings were drilled during July and August 1973 and ranged in depth m 95 to 208 feet below the ground surface. Logs of the R borings are shown on ures 2.5-138 through 2.5-145.
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| e hundred forty-eight borings (P Series), ranging in depth from 28 to 402 feet below ground surface, were drilled in the general area of the plant site and UHS. These ings were drilled during the period from November 1972 to February 1975 by ymond International, Inc., under the technical direction of Dames & Moore. The boring s are shown on Figures 2.5-146 through 2.5-293. The data for the C5-, R-, and eries borings are presented in Table 2.5-45.
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| ing the drilling of the C5-, R-, and P-Series borings, particular attention was paid to ording losses of drilling fluids. Also, any sudden drops of the drill rods or sudden nges in bit penetration rates during drilling would be immediately detected and orded.
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| h completed C5-, R-, and P-Series boring not programmed for piezometer allation was grouted within 3 feet of the surface upon completion. The grout, which sisted of a slurry of portland cement, bentonite, and clean water, was pumped into boring from the bottom upward using the drill rods or plastic pipe. Borings with zometers were grouted from the upper piezometer seal to the surface.
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| .4.3.1.1.1 Soil Sampling l samples of the glacial and postglacial materials were obtained using the Dames &
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| ore Type U Sampler, the standard split-spoon sampler, the Pitcher rotary sampler, the Shelby tube sampler. The location of each sample and the sampler type is noted he appropriate depth on each boring log. Soil samples were obtained at a variety of pling intervals with a maximum of approximately 5 feet between sampling attempts.
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| Dames & Moore Type U Sampler (Figure 2.5-128) 3-1/4 inches in outside diameter approximately 2-1/2 inches in inside diameter. The sampler was advanced by driving a drop hammer using the weight and height of fall as noted on the boring logs. Some ples were aso obtained by driving the Dames & Moore Sampler fitted with a thinwall ension on the end of the bit.
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| mples from the Dames & Moore Type U Sampler were placed in plastic bags inside d containers, stored upright in the same vertical position as withdrawn form the und, and were protected from freezing.
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| Pitcher sampler consists of a stationary thin inner barrel and a rotating outer barrel h a cutting bit, which is drilled into the soil. The stationary inner barrel has an outside meter of 3.0 inches and an inside diameter of approximately 2.9 inches. When the pler was withdrawn from the borehole, the inner barrel was removed from the 2.5-136 Rev. OL-21 5/15
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| l samples were also obtained using the 3.0-inch outside diameter and 2.9-inch inside meter Shelby tubes that were hydraulically pushed into the soil. The ends of the tubes e sealed with paraffin until laboratory testing was initiated.
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| turbed soil samples were obtained with the standard split-spoon sampler (2.00-inch
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| ., 1.38-inch I.D.) in accordance with ASTM Designation D 1586-67. The sampler was en with a weight of approximately 140 pounds falling 30 inches. The exact weight of hammer is noted on the boring logs. Standard split-spoon samples were taken for ntification purposes and to compare blow counts with those obtained with the Dames oore Type U Sampler.
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| l samples extracted from the borings were examined and classified in the field in ordance with the Unified Soil Classification System as described on Figure 2.5-126.
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| d classifications were checked during further inspection in the laboratory, and the ults of laboratory tests were used to confirm these classifications.
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| .4.3.1.1.2 Graydon Chert Conglomerate Sampling Graydon chert conglomerate was continuously cored in most of the borings using wireline core barrels or NX double tube core barrels, both with split inner barrels, to ally classify and examine the material. The core runs and percent recovery are wn on the boring logs. NX core samples of the Graydon chert conglomerate were ced in core boxes and stored at the site.
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| Graydon unit consists of a hard clay matrix with generally 5 to 90 percent by volume hert fragments up to 2 feet in diameter. Sampling the Graydon chert conglomerate for oratory testing was difficult, and several different types of samplers were used to ain representative, relatively undisturbed samples.
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| mpling attempts in the Graydon chert unit using the driven Dames & Moore and the ry Pitcher samplers were not usually successful because of the interference caused chert fragments jamming the bit or obstructing the sampler. In the fall of 1973, a 4-inch de diameter, diamond bit core barrel was used to sample continuously in the Graydon rt conglomerate in Borings P-27, P-58 and P-63 in an attempt to get large-diameter, tively undisturbed samples for laboratory testing. This method of sampling was ewhat more successful, and about 5 samples of 6 inches or more in length were ieved from the boreholes and used for the dynamic and static laboratory testing. The ples were placed in plastic bags inside rigid containers, stored upright in the vertical ition as withdrawn from the ground, and protected from freezing.
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| he fall of 1974, the 4-inch diameter, diamond bit core barrel was again used to sample Graydon chert conglomerate in Borings P-78, P-79, P-81, P-82, P-84, P-86, P-89 to 1, P-93 to P-99, P101 to P-103, P-105 and P-106. A removable thin metal liner was 2.5-137 Rev. OL-21 5/15
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| r until examined for laboratory testing. Several relatively good quality core samples of clayey material in the conglomerate were obtained for static and dynamic laboratory ing.
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| .4.3.1.1.3 Rock Sampling lithified formations were continuously cored with NX wireline core barrels and NX ble tube core barrels 5 to 10 feet in length, with either split inner barrels or onepiece ner barrels. Rock cores were approximately 2-1/8 inches in diameter. The core run, cent recovery, and Rock Quality Designation (RQD) are shown on the boring logs.
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| lithology and physical characteristics of the core were logged in the field; tigraphic correlation of rock units was completed in the field office. Rock core ples were placed in core boxes and stored at the site.
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| .4.3.1.2 Quarry Borings ddition to the borings drilled within and surrounding the plant site for geologic and ineering investigations, additional borings were drilled during investigations of sting and potential quarry sites for sources of coarse aggregate. These borings were ed to determine the stratigraphy, structure, physical properties, and ground-water racteristics of the bedrock strata in the existing or proposed quarry or mine site areas.
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| overburden soils were not investigated during the aggregate source studies.
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| ty-six borings (Q Series) were drilled within the plant site area, but away from the er block and UHS areas, for an on-site mine quarry source of limestone coarse regate. The locations of the borings are shown on Figure 2.5-107 and 2.5-108, and boring logs are shown on Figures 2.5-294 through 2.5-359. Borings Q-1 through 6 were drilled during October through December, 1974 for the on-site mine quarry selection study. Borings Q-27 through Q-48 were drilled during the period January ugh March, 1975, to provide recommentations for development of the on-site mine rry. Borings Q-49 through Q-66 were drilled during March 1977 to further investigate mine quarry area after roof stability problems developed in the production limestone
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| : e. Table 2.5-46 presents a tabulation of the on-site quarry boring data.
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| borings (A Series) were drilled at the Auxvasse Quarry located approximately 17 es north-northeast of the site near the town of Auxvasse. The location of the quarry h respect to the plant site is shown on Figure 2.5-109, the locations of the borings in the quarry are shown on Figure 2.5-110, and the boring logs are presented on ures 2.5-360 through 2.5-365. The borings were drilled during April 1976 to estigate the quarry as a source of concrete aggregate.
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| enty-seven borings (H Series) were drilled at a limestone quarry site (Mertens Quarry, merly known as MoCon of Fulton, Inc., Quarry) approximately 4.5 miles north of th nt site. The location of the quarry with respect to the plant site is shown on Figure
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| -109. The locations of the borings are shown on Figure 2.5-111, and the boring logs 2.5-138 Rev. OL-21 5/15
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| ings H-17 through H-27 were drilled during May and June 1979 to investigate another t of the quarry area as a source of granular fill material and concrete aggregate.
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| quarry investigation borings (G, H, and A Series) were performed by Wabash Drilling mpany under the direction of Dames & Moore. The bedrock was cored with NX eline core barrels and NX double tube core barrels. Dames & Moore engineers or logists continuously monitored the drilling activities. Rock core samples were placed ore boxes and stored at the site.
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| .4.3.1.3 Test Pits ing July and August 1973, concurrent with the R Borings, four test pits were dug in area of a proposed reservoir (later deleted) to obtain bulk samples of the various s and to perform plate load tests on the Graydon chert conglomerate. The logs of test are shown on Figure 2.5-393.
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| .4.3.2 Geologic Mapping ologic mapping was performed in the power block excavations, ESWS pipeline ches, and UHS area excavations. The Unit 1 power block, ESWS pumphouse and S cooling tower excavations have been completed. The UHS retention pond is tially completed. Minor portions of the ESWS pipe trenches have yet to be completed.
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| egory I excavations completed to date have been mapped. The mapping data for the t 1 Power Block excavation, ESWS trenches, and UHS area excavations will be bined and presented when all work in these areas has been completed. Two interim pping reports have been prepared by Dames & Moore and submitted to the NRC ering the Units 1 and 2 power block excavations, UHS cooling towers 1 and 2 avations, ESWS pumphouse excavation, and a portion of the UHS retention pond avation. The two Dames & Moore reports are:
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| : a. "Report, Results of Detailed Excavation Mapping, Callaway Plant, Units 1 and 2, for Union Electric Company," dated August 24, 1976; and
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| : b. "Interim Report, Results of Detailed Excavation Mapping, Ultimate Heat Sink Excavations, Callaway Plant, Units 1 and 2, for Union Electric Company," dated April 25, 1979.
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| geologic mapping of the Category I excavations has not revealed either any xpected feature or features that would adversely affect the safety of the plant. While dy or silty lenses have been encountered in the power block excavations, ESWS ches, UHS cooling tower excavations, and ESWS pumphouse excavation, they have hindered construction and will not affect plant safety. Mapping of the UHS retention d slopes completed to date revealed no zones that posed a seepage threat.
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| otographs of the Unit 1 power block excavation are presented on Figure 2.5-125. A 2.5-139 Rev. OL-21 5/15
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| .4.3.3 Ground-Water Explorations
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| .4.3.3.1 Piezometers determine the variations in ground-water levels between separate water-bearing mations, 49 piezometers were installed in selected boreholes between July and cember 1974 under the supervision of Dames & Moore. The piezometers consisted of 5-inch and 2.0-inch I.D. polyvinyl chloride (PVC) pipe perforated throughout the gth of the zone being monitored. The monitored zones were gravel-packed. The ainder of the borehole was sealed with bentonite pellets or cement grout to prevent kage of water from another saturated zone. This procedure was repeated for each zometer where more than one piezometer was installed in a boring. A summary of the ths at which piezometers were installed, the zones monitored and the water levels orded are presented in Table 2.4-19. The location of the piezometers is show on ures 2.4-26, 2.5-104, and 2.5-105. Monitoring of the 49 piezometers was continued prior to the start of construction at the plant site, and the piezometers were ssure grouted to the surface.
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| ven permanent piezometers were installed during May through July 1979 to monitor level and quality of water in the various strata from the Graydon chert conglomerate he middle Cotter-Jefferson City Formation. The piezometers consisted of 2-inch PVC e and PVC screens. Details of the piezometer installations are given in Section
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| .13.2.3.2.2. The piezometer locations are given on Figure 2.4-27.
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| .4.3.3.2 Falling Head Permeameter Tests ing head permeameter tests were conducted by Dames & Moore personnel in ected piezometers during investigations for the FSAR. The method of testing was as ows:
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| : a. Initial static water levels of all piezometers within the same borehole were recorded before testing;
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| : b. The piezometer to be tested was rapidly filled to the top with water; the volume of water and the time required were recorded;
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| : c. The rate of fall of the water level in the piezometer was monitored for a period of 30 minutes to an hour by recording both the water level and the time (at intervals of about a minute);
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| : d. Water levels in other piezometers within the same borehole were rechecked to determine if the piezometer tested was effectively revealed; and 2.5-140 Rev. OL-21 5/15
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| square foot of the zone is equal to the transmissivity divided by the thickness in feet of the slotted interval. The results of the permeameter tests are shown in Table 2.4-18.
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| .4.3.3.3 Pumping Test umping test was conducted in a well 400 feet deep located half the distance between zometers P-1 and P-2. The results of the tests showed:
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| : a. That there is poor hydraulic connection from the Graydon chert conglomerate to the Cotter-Jefferson City Formation;
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| : b. That the yield in the 6-inch well from 149 to 400 feet was about 8 gallons per minute; and
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| : c. That the upper Cotter-Jefferson City serves as a confining zone above the more permeable lower Cotter-Jefferson City, where ground water is under artesian pressure with about 65 feet of hydrostatic head.
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| ore detailed discussion of the pumping test is presented in Section 2.4.13.2.3.2.4.
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| .4.3.3.4 Borehole Pressure Testing uble-packer pressure tests were conducted to assess the permeability of the bedrock mations in the vicinity of paleokarst features encountered at the site.
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| uble-packer pressure testing was conducted in the following manner:
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| : a. After completion of the hole, pressure testing equipment was lowered into the hole and 20-foot increments of hole were isolated by means of inflatable rubber packers;
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| : b. Water was injected into the section of borehole between the packer seals; and
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| : c. The injection pressure and flow rate were recorded in the field during testing.
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| r completion of the testing, the results were reduced, analyzed and permeability ues were calculated based on the equation (U.S. Bureau of Reclamation, 1973):
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| Q (2.5-6)
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| K = --------------- log e lL r for L 10r 2LH 2.5-141 Rev. OL-21 5/15
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| K = Permeability; Q = Constant rate of flow into the isolated interval; L = Length of borehole between packers; H = Differential head of water; r = Radius of hole tested; and loge = Natural logarithm permeability determined from pressure testing represents values for the intervals ed. The permeability results from fractures and joints in addition to the porosity of the k.
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| equipment was calibrated both before and after the pressure testing. During testing, it s determined that the barrel flow meter being used was not accurately recording the y low flows. The use of the meter system was discontinued at that point and testing umed using a calibrated bottle system.
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| sults of the pressure testing are presented in Table 2.4-17. Discussion of the results is sented in Section 2.4.13.2.3.2.1 in conjunction with results from other groundwater estigations.
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| .4.3.4 Geophysical Surveys following geophysical surveys were conducted at the site:
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| : a. A seismic refraction survey to establish the compressional wave velocities of bedrock and the materials overlying bedrock. The results of this survey were used to determine the depths to the various velocity units under the site;
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| : b. A surface wave survey to determine surface wave types, characteristics, and velocity;
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| : c. Uphole and surface velocity surveys to further establish compressional wave velocities;
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| : d. Uphole and surface shear wave surveys to establish shear wave velocities in the near-surface materials and in the underlying bedrock;
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| : e. A crosshole shear wave survey to establish shear wave velocities in bedrock; 2.5-142 Rev. OL-21 5/15
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| : g. Geophysical borehole logging surveys to supplement the refraction, uphole, and shear wave surveys; and
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| : h. A surface shear wave survey on the crushed stone structural fill test pad to determine compressional and shear wave velocities and Poisson's ratio of the compacted granular structural fill.
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| locations of the above studies are shown on Figure 2.5-478 and partially on Figure
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| -104. The results of the geophysical studies are presented in Section 2.5.4.4. The ails of the survey locations and techniques are presented in this section.
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| .4.3.4.1 Seismic Refraction Survey eismic refraction survey was conducted within the site area along four seismic profiles ofiles 1 through 4) for a total of 10,850 linear feet.
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| files 1 and 2 are located in the vicinity of the proposed power plant area, and Profiles nd 4 are located in the northeastern portion of the site. Profiles 1 and 2 trend roximately southeast-northwest and southwest-northeast respectively, intersecting at ing P-1. Profiles 3 and 4 trend approximately east-west and southeast-northwest, pectively, intersecting at a point 200 feet east of Boring R-2, along seismic Profile 3.
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| locations of these profiles are shown on Figure 2.5-478.
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| smic energy used in the survey was produced by explosive charges placed in drilled es. The holes ranged in depth from 4 to 11 feet. DuPont Nitramon-S was the losive used; the charges ranged in size from 1 to 6 pounds.
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| energy released by the explosives was detected by vertically-oriented geophones ced at either 25- or 50-foot intervals along the profiles. The geophones, nufactured by Electro-Tech Labs, have a natural frequency of 14 Hz. Each geophone s fitted with a spike to assure proper coupling with the site materials. The energy ses detected by the geophones were transmitted to an Electro-Tech Labs ER 75-12 smograph to produce permanent seismic records.
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| .4.3.4.2 Uphole Compressional Wave Velocity Surveys ndard uphole velocity surveys were conducted at Borings P-1, P-31, P-48, P-62, and
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| . Small explosive charges were detonated in shallow drilled holes ranging in depth m 6 to 10 feet. The holes were located around the boring at distances of from 10 to 25
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| : t. The energy released by the explosives was detected in each boring by using a cial cable, with geophones molded to it at 25-foot intervals. The cable was lowered the borings, and after each shot, the cable was raised to provide times at intervals of to 5 feet from the bottom of each boring to the ground surface. Recordings were 2.5-143 Rev. OL-21 5/15
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| ustries RS-44 amplifier coupled with an R-4 recording oscillograph.
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| .4.3.4.3 Crosshole Shear Wave Survey sshole shear wave surveys were performed at two locations within the site. Near the posed power plant site, the survey used Borings P-1 and P-2, 300 feet apart. A ond survey was performed in the northeastern portion of the site that used Borings and R-2, approximately 250 feet apart. At the proposed plant site, explosive charges o 2 pounds of Nitramon-S) were detonated in drilled holes 500 feet from Boring P-2, in line with Borings P-1 and P-2. At the location of the second survey, explosive rges (1 to 3 1/2 pounds of Nitramon-S) were detonated in drilled holes 500 feet from ing R-1 and in line with Borings R-1 and R-2.
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| energy released by the explosive charges was detected by a geophone placed at same elevation in each boring. The geophones used were three-component, low uency, Mark Products L1-3DS, which were coupled with the seismograph recording tem. The geophones were raised in 10- and 20-foot intervals after each recording.
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| ear wave arrivals are often masked by the relatively large amplitude motions caused epeatedly reflected and refracted compressional wave arrivals and surface (body) ve arrivals. To help overcome this difficulty, both high and low gain recordings were de at each depth in the borings.
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| .4.3.4.4 Uphole and Surface Shear Wave Surveys ddition to the crosshole shear wave survey, an uphole shear wave survey and a face shear wave survey were performed in and adjacent to Borings P-2 and R-2. The ole shear wave survey consisted of placing a single three-component geophone in borings, and recording the seismic energy resulting from the impact of an 8-pound dge hammer against a heavy wooden plank. The plank was positioned in a shallow avation located at the top of each boring. Both horizontal and vertical impacts were orded at 10-foot intervals in each boring.
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| Boring R-2, a secondary method was used to provide recordings at 10-foot intervals in boring. This method consisted of detonating primacord in shallow trenches located und the boring. Two trenches were used simultaneously, such that the detonation of primacord produced a horizontal twisting motion around the boring.
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| surface shear wave surveys were performed to provide shear wave velocities of the r surface materials. This survey was performed by placing three-component phones on the ground surface at 10- and 20-foot intervals. The geophones were ied in shallow holes to assure proper coupling with the ground. Recordings of the act of an 8-pound sledge hammer against a heavy wooden plank, placed in a shallow avation, were taken. Recordings were taken of both horizontal and vertical impacts.
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| 2.5-144 Rev. OL-21 5/15
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| face wave studies were conducted at two locations within the site. At the proposed nt site, a surface wave survey was conducted along seismic refraction Profile 1 for a ance of 2,820 feet. At the other location, in the northeastern portion of the site, a face wave survey was conducted along seismic refraction Profile 4, for a distance of 85 feet. The locations of these studies are shown on Figure 2.5-478.
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| smic energy was produced by explosive charges of from 1/2 to 5 pounds of amon-S placed in holes drilled to depths of 4 to 10 feet. These drilled holes were nged in a pattern at the southeast end of each survey line.
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| r Sprengnether Engineering S-6000, three-component geophones were placed on ground at intervals of 100 feet. The energy pulses detected by the geophones were smitted to a Sprengnether VS-1200-4 amplifier coupled with an Electro-Tech SDW recording oscillograph.
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| h surface wave study was completed in 300-foot segments with four geophones ced 100 feet apart. After completing a high gain and low gain recording at each ment, the setup was moved and the last geophone location on the completed ment was tied to the first geophone location on the next segment.
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| .4.3.4.6 Ambient Vibration Studies asurements of the level of ground motion due to background (ambient) vibrations e taken at Borings P-1 and R-2. These measurements were taken when activity at site area was at a minimum. An oriented, 3-component S-6000 Sprengnether ineering geophone coupled with the VS-1200-4 system was utilized to record the bient ground motion. The seismograph recorded ground motion in three modes:
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| ocity, acceleration and displacement. In each mode, ground motion in three ponents (radial, transverse, and vertical) was recorded. The seismograph had gain racteristics in the velocity mode of 2,000 inches per inch per second, in the eleration mode of 200 inches per inch per second, and in the displacement mode of 000 inches per inch.
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| .4.3.4.7 Geophysical Borehole Logging uite of geophysical borehole logs was run in Borings P-1, P-31, P-48 and P-62, below Graydon chert conglomerate. The logging services were provided by the Birdwell ision of Seismograph Service Corporation. In each boring, caliper, density and ustic logs were run. In addition, electric logs were run in Borings P-1 and P-48.
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| .4.3.4.8 Surface Shear Wave Survey on Granular Structural Fill Test Pad face compressional and shear wave velocities were measured on the completed shed stone test pad. Direct measurements of the wave arrival times were monitored 2.5-145 Rev. OL-21 5/15
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| face. Geophone output was amplified by a Sprengnether VS-1200-4 (MSS) seismic plifier and recorded on an Electro-Tech Lab SDW-100 oscillograph.
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| .4.4 Geophysical Surveys procedures used for the geophysical surveys were presented in Section 2.5.4.3.4.
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| results of the surveys are presented in this section.
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| compressional wave velocities and the corresponding depths to different velocity s under the site were evaluated by plotting the first arrival times of the seismic energy ach geophone against the distance of each geophone from the source of the seismic rgy. The time distance data from each profile and the corresponding subsurface ss section of the profiles are shown on Figures 2.5-479 through 2.5-482.
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| refraction data generally show four different compressional wave velocities. The ths to the different velocity units have been interpreted from the field data; however, accuracy of these depths is considered to be +/- 15 percent. This accuracy figure is a ult of the small velocity contrasts of the deeper materials. The small velocity contrast gests that there may be increase in velocity with depth within the Graydon chert glomerate. The increase in velocity with depth is a function of the degree of previous athering of this unit. The lower part of the unit was less desiccated and less athered than the upper part and consequently has a higher average compressional ve velocity. The increase in velocity with depth is not linear. Lateral variations in pressional wave velocity within the different subsurface units were detected by the action survey. The combination of both lateral velocity changes and velocity eases with depth has made the interpretation of the refraction data difficult.
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| first velocity unit on the site indicates compressional wave velocities that range from 00 to 2,300 feet per second. This unit correlates with the modified loess throughout site but does include part of the underlying accretion-gley in some parts of the site.
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| s suggests that the water table in these areas is below the top of the accretion-gley.
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| second velocity unit indicated by the refraction data has a compressional wave ocity that ranges from 3,200 to 5,100 feet per second. This unit corresponds to the retion-gley, glacial till, and part of the Graydon chert conglomerate. On Seismic file 3, at Borings R-1 and R-2, the accretion-gley and the glacial till are missing due to athering and erosion that has removed both of the units. The seismic contact between ocity units 1 and 2, therefore, falls at the top of the Graydon chert conglomerate.
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| third velocity unit has a range of compressional wave velocities from 8,100 to 11,400 t per second. This unit includes a part of the Graydon chert conglomerate and the lington, Bushberg, Snyder Creek and Callaway formations. The seismic control for unit is very poor, as explained above in the discussion of seismic velocity functions.
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| observed anomalous arrival times on the time-distance plots are due primarily to ations in thickness and variations in the lateral and vertical velocities of the 2.5-146 Rev. OL-21 5/15
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| bsence of solution fillings within the bedrock.
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| deepest seismic velocity unit (fourth velocity unit) encountered in the refraction vey corresponds to the Cotter-Jefferson City Formation. This unit has a velocity range 2,500 to 14,600 feet per second.
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| results of the uphole surveys and the geophysical borehole logging are shown on ures 2.5-483 through 2.5-495. The surveys in the P-series borings show five basic ocity units. The modified loess is indicated by a fairly constant velocity of 2,000 feet second. The underlying accretion-gley and glacial till, extending to the top of the ydon chert conglomerate, is indicated by a velocity range of 3,400 to 4,200 feet per ond. The Graydon chert conglomerate is indicated by a fairly constant velocity of 00 feet per second. Another velocity unit, with a range of velocities from 8,200 to 00 feet per second, extends from the top of the Burlington Formation to the top of the ter-Jefferson City Formation. The velocity of the Cotter-Jefferson City Formation as ermined by the uphole surveys, 14,000 feet per second, was uniform over the site.
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| uphole surveys indicate a velocity change at the top of the Graydon chert glomerate. This velocity change is not evident on the refraction profiles, due to the all velocity contrast between the overburden and the chert conglomerate.
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| compressional wave velocities obtained from the acoustic borehole logs run in rock e integrated and plotted on the uphole compressional wave survey figures. These grated velocities show excellent agreement with the uphole velocities.
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| h the uphole surveys and the acoustic logs show that compressional wave velocity ribution in the power plant area is uniform. The shear wave velocity distribution is also sidered to be uniform, based on the uniformity of the compressional wave velocity ribution and the uniformity of geology from the borings. The shear wave velocities, as wn on Figures 2.5-496 and 2.5-497, were determined from the data obtained from the sshole method and uphole shear wave survey. The uphole shear wave survey sisted of two separate parts, explained in Section 2.5.4.3.4.4.
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| best quality data for shear waves was produced by the secondary part of the uphole ar wave survey, the primacord method. The crosshole method provided a good check the shear wave values. The deepest shear wave velocity was measured by the sshole method only; however, the surface wave survey confirms the value shown.
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| ures 2.5-496 and 2.5-497 show time-depth plots for the uphole shear wave surveys.
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| ures 2.5-498 and 2.5-499 show the results of the surface shear wave surveys ducted at Borings P-2 and R-2. The results of the crosshole survey are not shown, as interpretation consisted of using a geologic cross-section model. Once this model s constructed, compressional wave velocities were added, and a ray-path analysis s performed to each geophone to compute compressional wave arrival times. These puted times were checked against the field records. The model was adjusted for 2.5-147 Rev. OL-21 5/15
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| ole shear wave surveys and the surface shear wave surveys.
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| oring P-1, the modified loess has a shear wave velocity of 500 feet per second. The erlying accretion-gley and glacial till show a shear wave velocity ranging from 950 to 50 feet per second. The underlying zone, the Graydon chert conglomerate, extending he top of the Burlington Formation, shows a shear wave velocity of 2,500 feet per ond. From the top of the Burlington Formation to the top of the Cotter-Jefferson City mation, the shear wave velocity ranges from 3,350 to 4,000 feet per second. The ter-Jefferson City Formation shows a shear wave velocity of 7,500 feet per second.
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| oring, R-2 the soil has a shear wave velocity of 500 feet per second. The underlying ydon chert conglomerate has a shear wave velocity of 1,200 feet per second. The ar wave velocity from the top of the Burlington Formation to the top of the ter-Jefferson City Formation is 4,000 feet per second. The Cotter-Jefferson City mation shows a shear wave velocity of 7,600 feet per second.
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| properties of the soil, Graydon chert conglomerate, and bedrock strata at the site ed on geophysical methods are summarized on typical geologic columns at Borings and R-2 on Figures 2.5-500 and 2.5-501.
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| o distinct surface waves were observed at the site; their characteristics are presented able 2.5-47, Surface Wave Characteristics. The surface waves were generated at site by small explosive charges placed at shallow depths. Wave 1 is probably a pled surface wave system. The maximum amplitude ration between the surface ves and the body wave trains from the same shot is 5:1. The surface waves observed ing this study all have predominant motion in the radial and radial-transverse ctions, with lesser motion in the vertical direction. The observed surface waves at the exhibited a characteristic frequency range of 7 to 16 Hz.
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| ambient ground motion measurements obtained from the investigations are marized in Table 2.5-48.
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| results of the surface shear wave survey on the granular structural fill test pad, sented as time-distance plots, are shown on Figures 2.5-502 through 2.5-504. The puted wave velocities were in the range of 2,600 to 3,000 feet per second (fps) for compressional waves and 1,300 to 1,400 fps for the shear waves. The lower-bound ues were obtained from a part of the pad where the compacted density was about 95 cent of the maximum density determined by ASTM Test Designation D 1557-70, htly lower than the density in the other two areas tested. The Poisson's ratios, culated based on the relationship of shear and compressional wave velocities, were in range of 0.33 to 0.36.
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| 2.5-148 Rev. OL-21 5/15
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| topography in the plant area slopes toward the east with the ground surface varying m about elevation 850 to 830 feet. Existing drainage is toward the east, along a llow swale. The power plant area lies at the top of a plateau (see Section 2.5.1.2.1).
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| face water flows radially away from the plateau in all directions; however, the plant area proper lies on the northeastern flanks of a very broad and gently sloping ridge ding northwest-southeast as shown by the contours on Figure 2.5-104.
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| preparation and earthwork for Unit 1 consist of stripping, excavating, dewatering and kfilling operations to attain a nominal plant grade of 840 feet. A plan showing the ent of Category I excavations is presented on Figure 2.5-119. Typical excavation files showing the relationship of the structures to the glacial and postglacial soil osits, older sediments, lithified formations and compacted fill and backfill are sented on Figures 2.5-120 to 2.5-123. Typical photographs of the Unit 1 power block avation and a partially completed excavation slope in the UHS retention pond are sented on Figures 2.5-124 and 2.5-125.
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| .4.5.1 Excavation es, brush, crops, grass, roots, and other deleterious materials were stripped from as occupied by structures and from all areas filled. All topsoil was removed prior to eral excavation operations. All glacial and postglacial soils were removed beneath Category I and other major structures within the power block area. The glacial and tglacial soils were also removed below the UHS cooling towers and the ESWS mphouse. The maximum depth of cut in the overburden soils was about 30 feet for the nt area. On the basis of the slope stability analyses (Section 2.5.5.2.2), construction pes were cut on slopes of 1 horizontal to 1 vertical or flatter. Excavation was omplished by conventional earthmoving equipment, both in the overburden soils and he deeper excavations into the Graydon chert conglomerate.
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| UHS retention pond is constructed as a dug reservoir in the natural soils. The ation of the pond and Category I UHS cooling towers is shown on Figures 2.5-104 and
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| -105. The pond is 684 feet by 334 feet in plan dimensions with the bottom at elevation feet, and side slopes of 3 horizontal to 1 vertical. The top of the slopes is at roximately elevation 840 feet. The Category I ESWS pumphouse is located along the thwestern slope of the pond between the Category I UHS cooling towers. Maximum l elevation is 836 feet. A subsurface profile showing the relationship of the cooling ers and UHS retention pond to the natural soil and rock and compacted fill is sented on Figure 2.5-121. The slope stability analyses for static and earthquake ditions, as discussed in Section 2.5.5.2.1, indicate a factor of safety greater than 2.0 the side slopes of 3:1. Excavation was accomplished by conventional earthmoving ipment.
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| 2.5-149 Rev. OL-21 5/15
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| asurement of the ground-water conditions at the site prior to the start of construction cated that the lower portions of the site excavations would be below the ground-water el. The low permeabilities of the soils and Graydon chert conglomerate prevented any nificant seepage into the excavations. Seepage water was not observed from the esive materials in the slopes, probably because the seepage rate was less than the of evaporation. Dewatering was handled by a system of shallow trenches connected umps from which the water was pumped. This dewatering system was used to collect remove surface water runoff from precipitation. All earthwork was performed under conditions.
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| .4.5.3 Protection of Foundation Materials base of the excavation was protected from deterioration and softening caused by t, ponded water, and construction activities. All loose or disturbed materials were oved prior to the placement of fill or backfill materials, and the prepared subgrades e inspected by quality control personnel immediately before placement of the fill and kfill was initiated. The Graydon chert conglomerate was protected by compacted nular fill or by stabilized backfill.
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| .4.5.4 Fill and Backfill Materials e major types of Category I fill and backfill materials were placed at the site: Category anular Structural Fill, Category I Granular Structural Backfill, Category I Cohesive Fill, bilized Backfill, and Category I Bedding Material.
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| .4.5.4.1 Material Specifications and Placement
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| .4.5.4.1.1 Material Specifications
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| .4.5.4.1.1.1 Category I Granular Structural Fill egory I Granular Structural Fill consisted of well-graded crushed limestone and omite from approved sources. The material was required to meet the following dation requirements specified in Revision 12 of Construction Specification 5-4A(Q), Technical Specification for Power Block Fill and Backfill:
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| ALLOWABLE RANGE SIEVE SIZE (PERCENTAGE PASSING) 2 in. ( 50 mm) 100 1-1/2 in. ( 37.5 mm) 90 - 100 1 in. ( 25.0 mm) 80 - 100 2.5-150 Rev. OL-21 5/15
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| SIEVE SIZE (PERCENTAGE PASSING) 3/4 in. ( 19.0 mm) 70 - 90 3/8 in. ( 9.5 mm) 52 - 70 No. 4 ( 4.75 mm) 37 - 53 No. 10 ( 2.0 mm) 22 - 37 No. 30 (600 micron) 10 - 23 No. 40 (425 micron) 7 - 20 No. 200 ( 75 micron) 0 - 10*
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| The portion passing the No. 200 sieve shall not exceed 60 percent of the portion passing the No. 30 sieve.
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| .4.5.4.1.1.2 Category I Granular Structural Backfill egory I Granular Structural Backfill consists of wellgraded crushed limestone and omite from approved sources. The specified gradation limits for the material in vision 12 to the Technical Specification for Power Block Fill and Backfill was similar to t for Category I Granular Structural Fill but with an allowance of up to 15 percent sing the No. 200 (75 micron) sieve size.
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| .4.5.4.1.1.3 Category I Cohesive Fill egory I Cohesive Fill consisted of modified loess obtained from on-site excavations.
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| visions 0 through 12 to the Technical Specification for Power Block Fill and Backfill uired that the Category I Cohesive Fill consist of modified loess.
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| .4.5.4.1.1.4 Stabilized Backfill bilized Backfill consisted of granular material stabilized with portland cement in order chieve a minimum 28-day compressive strength of 1000 psi.
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| .4.5.4.1.1.5 Category I Bedding Material project specifications allowed two types of material to be used as Category I dding Material. The Category I Bedding Material used at the site consisted of regate fines of limestone and dolomite from approved sources and meeting specified dation requirements.
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| 2.5-151 Rev. OL-21 5/15
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| roved sources and meeting specified gradation requirements. The material was cified to be placed in horizontal lifts of 12 inches or less in thickness and compacted minimum of 70 percent relative density based on a procedure modified from ASTM t Designation D 2049-69.
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| .4.5.4.1.2 Material Placement
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| .4.5.4.1.2.1 Category I Granular Structural Fill egory I Granular Structural Fill was placed in horizontal loose lifts of 12 inches or less compacted to a minimum of 95 percent of the maximum dry density determined by ASTM D 1557-70 method of compaction. Detailed evaluations of the crushed stone ctural fill have shown that 95 percent compaction is equivalent to 98 percent relative sity as determined by ASTM Test Designation D 2049-69. The first 2 feet of the terial immediately overlying the Graydon chert conglomerate was compacted to a imum of 92 percent of the maximum dry density determined by the ASTM D 1557-70 thod of compaction in order to prevent disturbance to the Graydon by the high degree ompactive effort necessary to achieve 95 percent compaction of the granular ctural fill. The material was placed below the foundations of Category I structures n to the level of the Graydon chert conglomerate. Typical placement geometry of the egory I Structural Fill is shown on the excavation profiles, Figures 2.5-120 through
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| -122.
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| .4.5.4.1.2.2 Category I Granular Structural Backfill egory I Granular Structural Backfill was placed in horizontal lifts 12 inches or less in kness and compacted to a minimum of 90 percent of the maximum dry density ermined by the ASTM D 1557-70 method of compaction. The material was placed acent to the foundation mats and foundation walls as shown on the typical excavation files, Figures 2.5-120 through 2.5-123.
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| .4.5.4.1.2.3 Category I Cohesive Fill egory I Cohesive Fill was placed in horizontal lifts 6 inches or less in thickness and pacted to a minimum of 90 percent of the maximum dry density determined by the TM D 1557-70 method of compaction. The material was compacted at a moisture tent no more than 5 percent over the optimum moisture content determined by the paction tests. The Category I Cohesive Fill was used in the following locations:
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| : a. Outside the zones of Category I Granular Structural Fill and Backfill;
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| : b. Beside the ESWS pumphouse to block water flow from the UHS retention pond to the Category I Granular Structural Fill; 2.5-152 Rev. OL-21 5/15
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| prevented; and
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| : d. On the northwest side and around the northeast end of the UHS retention pond to raise the grade to 840 feet (MSL).
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| ical placement geometries of the Category I Cohesive Fill are shown on the avation profiles, Figures 2.5-120 through 2.5-123.
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| .4.5.4.1.2.4 Stabilized Backfill bilized Backfill was used for protection of the Graydon chert conglomerate and tection of granular structural fill and backfill. It was used as a replacement for other fill backfill materials, except where prohibited, in areas where placement and paction of those materials would have been difficult.
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| .4.5.4.1.2.5 Category I Bedding Material egory I Bedding Material was used under, around, and over ESWS piping and tbanks. Typical placement geometries are shown on the excavation profiles sented on Figure 2.5-123.
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| material was placed in horizontal lifts 12 inches or less in thickness and compacted minimum of 90 percent of the maximum dry density determined by ASTM Test signation D 1557-70.
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| .4.5.4.1.2.6 Substitutions bilized Backfill was occasionally substituted for Category I Granular Structural Fill and kfill, Category I Cohesive Fill, and Category I Bedding Material, except where the esive fill was needed as a flexible, impermeable barrier. Category I Granular uctural Fill and Backfill were often used as a substitute for Category I Cohesive Fill ept where an impermeable barrier was required.
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| egory I Granular Structural Fill and Backfill were substituted for all Category I hesive Fill in the Unit 1 power block, UHS cooling tower, and ESWS pumphouse avations with the following two exceptions:
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| No substitution was performed on the north and south sides of the ESWS pumphouse wing walls to maintain the low permeability block between the UHS retention pond and the granular fill supporting the eastern part of the pumphouse.
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| granular structural fill or backfill was substituted for Category I Cohesive Fill in the WS pipe or duct bank trench excavations.
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| 2.5-153 Rev. OL-21 5/15
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| nular Structural Backfill required adjacent to the subsurface walls of the structures.
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| cohesive fill had no specific design criteria other than to provide a stable backfill terial. It was to be compacted to a minimum of 90 percent of the maximum dry density ermined by the ASTM D 1557-70 compaction test. Granular structural fill and backfill e substituted for the cohesive fill for construction expendiency. The substitute terials were compacted to higher densities and have higher bearing strengths than cohesive fill and, therefore, exceed the design requirements for the cohesive fill.
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| .4.5.4.1.2.7 Quality Control and Quality Assurance ality control and quality assurance organizations at the site performed the inspection monitoring functions necessary to insure compliance with the project specifications provided documentation to support that compliance. Quality control personnel tinuously monitored the fill and backfill operations. The prepared subgrade was pected immediately before placement of fill and backfill materials was initiated and the face of each lift was inspected for contamination before succeeding lifts were placed.
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| lace moisture content and density determinations were performed in accordance with d frequency requirements given in the project specifications. The in-place moisture density tests were performed to assure compliance with the density and compaction sture content criteria given in the specifications.
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| gress reports detailing the subgrade preparation work and the Category I fill, backfill, pipe bedding placement work have been prepared. Details of the earthwork struction progress are available in these reports.
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| .4.5.4.2 Exploration borrow material used in the production of granular structural fill and backfill was laway Formation limestone and dolomite that was quarried or mined from approved rces. All borrow material used for Category I Cohesive Fill was modified loess ained from on-site excavations.
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| ailed investigations were performed for an on-site mine quarry source of Callaway mation limestone and dolomite used for granular structural fill and backfill. A total of 6 ings (Q Series) were drilled for site selection studies and detailed investigations. The ing locations and mine quarry site are shown on Figures 2.5-107 and 2.5-108; boring a are summarized in Table 2.5-46. The investigations showed that the Callaway mation limestone and dolomite obtained from the on site mine quarry were suitable use as Category I Granular Structural Fill and Backfill. The detailed investigations formed for the on-site mine quarry were presented in complete detail in the following mes & Moore reports and report addendum:
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| 2.5-154 Rev. OL-21 5/15
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| Company", dated April 11, 1975;
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| : b. "Report, Engineering Geology Investigation, Proposed On-Site Production Mine Quarry, Source of Coarse Aggregate, Callaway Plant, Units 1 and 2, for Union Electric Company," dated July 31, 1975; and
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| : c. "Report Addendum, Engineering Geology Investigation, Proposed On-Site Production Mine Quarry, Source of Coarse Aggregate, Callaway Plant, Units 1 and 2, for Union Electric Company," dated June 2, 1977.
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| borings (A Series) were drilled at the Auxvasse Quarry located approximately 17 es northwest of the site. Figure 2.5-109 shows the location of the quarry with respect he plant site, and Figure 2.5-110 shows the boring locations with respect to the quarry out at the time of the investigation. The investigation at the Auxvasse quarry showed t a portion of the Callaway Formation was suitable for concrete aggregate. The same terial is approved for use as Category I Granular Structural Fill and Backfill.
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| o investigations were performed at an off-site quarry (Mertens Quarry, formerly known MoCon of Fulton, Inc. Quarry) located approximately 4.5 miles north of the site. The ation of the quarry with respect to the plant site is shown on Figure 2.5-109.
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| enty-seven borings (H Series) were drilled to investigate the quarry site. The locations he borings are shown on Figure 2.5-111. The investigations showed that the Callaway mation limestone and dolomite was suitable for Category I Granular Structural Fill and kfill.
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| .4.5.4.3 Field and Laboratory Testing field and laboratory testing performed to determine the engineering properties of the nd backfill materials and the results of the testing were presented in Section 2.5.4.2.
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| mmaries of the properties of the materials are presented in Tables 2.5-14, 2.5-17, and
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| -18.
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| .4.5.5 Non-Category I Backfill Material
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| -foot thick clay blanket was placed over the Category I Granular Structural backfill in er to limit seepage into the backfill from surface water.
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| .4.5.5.1 Substitutions inimum of 6" of concrete or asphalt has been substituted for the clay blanket in ous locations which acts as a low permeability barrier. No granular fill or backfill was stituted for the clay blanket where the purpose of the blanket was to provide a low meability fill material.
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| 2.5-155 Rev. OL-21 5/15
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| gional and site groundwater conditions are discussed in detail in Section 2.4. Regional local groundwater systems are discussed in Sections 2.4.13.1.1.1 and 2.4.13.1.1.2, pectively. Regional and local groundwater conditions are discussed in Sections
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| .13.2.3.1 and 2.4.13.2.3.2, respectively. The design bases for subsurface hydrostatic dings are presented in Section 2.4.13.5. Details of the permanent ground-water nitoring system are given in Section 2.4.13.2.3.2.2.
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| cords of groundwater fluctuations from piezometer observations indicate that tuations are on the order of a few feet under normal conditions. Larger fluctuations caused by periods of prolonged drought or heavy rainfall.
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| low permeability of the glacial and postglacial soil deposits and older sediments wed minimal seepage into excavations during construction. The maximum depth of avations for the facility is below the base of glacial till, extending approximately 15 t into the Graydon chert conglomerate. Even though the highest water table in the site a was about 10 to 15 feet above the top of the chert conglomerate, neither the tglacial and glacial soils nor the chert conglomerate layer required dewatering.
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| servations of the ground-water conditions during construction did not reveal any page into the excavations through the cohesive materials, probably because the rate eepage was lower than the rate of evaporation. Isolated saturated silt lenses at the tom of the modified loess and sand lenses in the glacial till did yield seepage when osed by excavations, but the small seepage did not hinder construction or affect struction quality. Sump pumps located in the excavations were adequate to remove page and any runoff occurring after periods of rainfall.
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| ough the ground-water table (top of saturated zone) is raised locally in the vicinity of completed UHS Retention Pond, permeabilities are low (Section 2.4.13.2.3.2.4) so t there is no significant influence on the ground-water table in the plant area. The d itself is contained above the Graydon chert layer (Figure 2.5-121). The low meabilities of the glacial and postglacial materials preclude any significant seepage s from the pond, and it was therefore considered unnecessary to seal the pond side pes and bottom with an impervious blanket. The following justification for this clusion was presented in our response to NRC Question 241.2C. The pond side pes and bottom are being inspected during construction. Any previous sand or silt ses encountered will be removed and replaced with Category I Cohesive Fill.
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| (i) The construction of the UHS retention pond has been completed, and filling was completed on April 10, 1980. During the period May 5 through September 26, 1980, a test was performed to determine the rate of seepage from the pond (Reference 1). The change in water level of the retention pond was recorded during the test, and a meteorology station was established adjacent to the pond to record precipitation and evaporation. These data were used in a water budget analysis to evaluate the rate of seepage from the retention pond. No water was pumped into or 2.5-156 Rev. OL-21 5/15
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| The amount of seepage from the retention pond was evaluated by the following water budget:
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| Seepage = Net Volume Loss-Evaporation+Precipitation Net volume loss and precipitation were determined by direct measurements. Retention pond evaporation could not be measured directly but was evaluated by applying an appropriate pan coefficient to the evaporation measured by a U.S. Weather Bureau, Class A evaporation pan.
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| Another, independent estimate of the seepage rate was obtained by using the results of field permeability tests performed in February, 1980. These new data were used to reevaluate the estimate of seepage loss using flow nets described in Response (ii) below, which was performed in 1977. The February, 1980 field permeability of the soils surrounding the UHS retention pond was less than 4 x 10-6 cm/sec, whereas a value of 2 x 10-5cm/sec had been used in 1977.
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| The seepage rate from the UHS retention pond was found to be very small by both the water budget analysis and by reevaluation of the 1977 flow net seepage analysis. The average seepage rate was found to be less than 0.5 acre-foot for a 30-day period and probably on the order of 0.3 acre-foot. A seepage loss of 0.5 acre-foot would result in approximately a 1.5-inch drop in the retention pond water surface at the normal operating level. If the maximum weekly seepage rate calculated from the seepage test data was projected to 30 days, the seepage loss would be slightly less than 1.0 acre-foot.
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| .4.7 Response of Soil and Rock to Dynamic Loading eneralized summary of dynamic moduli and damping values for the granular fill, ural soils, Graydon chert conglomerate and lithified formations is presented in Table
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| -14. Recommended design curves for the soils, Graydon chert conglomerate, and nular fill and backfill are presented on Figures 2.5-451 through 2.5-460. The dynamic duli of elasticity and rigidity were evaluated from geophysical measurements and/or oratory tests. The values for the Graydon chert conglomerate were adjusted based on results of Menard pressuremeter tests as described in Section 2.5.4.2.2.2. The ing performed to determine these dynamic values is described in Sections 2.5.4.2 2.5.4.3.
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| 2.5-157 Rev. OL-21 5/15
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| amic analysis of buried polyethlene ESW replacement piping is described in laway specification M-2017, Design Specification for Replacement ASME Section III ied Essential Service Water System Piping.
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| ures 2.5 118b and 2.5 118a were submitted as Figures 1 and 2 with the original ponse to Item 241.7C, which was transmitted by ULNRC-506 dated September 10, 1.
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| (a) (i) The location and routing of the original ESWS pipelines and electrical duct banks is shown on Figure 2.5 118a. The location and routing of the replacement ESWS pipline is shown in Figure 3.8-4.
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| (ii) The locations and identification of the borings along or nearest the route of the pipelines and duct banks are shown on Fig. 2.5 118b attached. The boring spacing can be clearly seen from the scale of Figure 2.5 118a.
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| (b) (i) Figures 2.5 118b and 2.5 118a indicate the borings used to prepare the pipeline and duct bank soil profiles. The complete logs of these borings can be found in the boring log section of the figures for Section 2.5 of the FSAR. Figure 2.5-123 of the FSAR shows typical configurations of the fill above the pipelines and duct banks. Also see Figures 3 and 4 of the "Progress Report V. Results of Field Observation of Geotechnically-Related Construction Activities, Callaway Plant, Units 1 and 2, "Volume I, for typical configurations of the pipeline and duct bank fill. Figure 5 of that report shows areas where stabilized Backfill was substituted, as permitted, for Category I Bedding Material.
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| The soil classification and SPT blowcount information is shown on the pertinent boring logs and also on Figure 2.5 118a.
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| (ii) The soil stratification and the top of the Graydon chert conglomerate are shown on Figure 2.5 118a. As stated in FSAR Section 2.4.13.5, the design water table is Elevation 840' MSL which is equivalent to plant elevation 1999.5.'
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| (iii) The invert of the original ESWS pipelines is shown on Figure 2.5-118a. The top of the pipelines is approximately 30 inches above the invert elevation. Typically in the main run, the invert (of bottom) of the duct bank is approximately 1 foot below the pipeline invert.
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| (c) Static soil parameters used in designing the ESWS pipelines and ductbanks.
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| 2.5-158 Rev. OL-21 5/15
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| Maximum Groundwater Elevation = 1999'-6" Maximum Groundwater Elevation = (below pipe)
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| (d) Dynamic soil parameters used in designing the ESWS pipelines and ductbanks.
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| Unit weight = 150 pcf Coefficient of Subgrade Reaction, K = 1000 pci Coefficient of Friction Between the soil and surface of structure = 0 Compressive Wave Velocity, Cp = 2100 fps Shear Wave Velocity, Cs = 860 fps (e) Refer to Standard Plant FSAR Section 3.7(B).3.12 for this information. The site specific soils related information is provided in FSAR Site Addendum Section 2.5.4 and in the above responses.
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| .4.8 Liquefaction Potential liquefaction potential of the structural fill beneath the Category I structures was luated on the basis of the simplified procedure described by Seed and Idriss (1971).
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| procedure is based on both theoretical considerations and descriptions of surface conditions where liquefaction was known to have occurred or not to have urred under earthquakes of known or estimated magnitudes. The liquefaction ential of a granular soil deposit is related to:
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| : a. The grain-size characteristics of the granular soil;
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| : b. The relative density;
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| : c. The position of the ground-water table;
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| : d. The intensity and duration of ground shaking; and
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| : e. The number of significant stress cycles produced by the earthquake.
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| evaluation was based on a maximum horizontal ground surface acceleration of 0g during the Safe Shutdown Earthquake postulated for the site. The structural fill s assumed to be compacted to a relative density of at least 85 percent. Actually, the ctural fill is compacted to greater than 98 percent relative density, which is equivalent 2.5-159 Rev. OL-21 5/15
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| maximum shear stresses were computed assuming that the soil behaves as a rigid
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| : y. The rigid body stresses were corrected using a stress reduction coefficient (Seed Idriss, 1971) to account for the fact that the soil actually behaves as a deformable
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| : y. The average equivalent uniform shear stress during the earthquake was estimated e 65 percent of the computed maximum shear stress. The cyclic shear stresses uired to produce liquefaction in 30 cycles were determined assuming that for the e relative density, the stresses causing liquefaction of gravels are at least 20 percent her than those for sands (Wong, 1971), and that they were proportional to relative sity, as assumed by Seed and Idriss.
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| factor of safety is defined as the ratio of the cyclic shear stress required to produce efaction to the average equivalent uniform cyclic shear stress induced by the thquake. the results of the analysis indicated that compaction of the structural fill to 85 cent relative density will preclude the possibility of liquefaction.
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| other liquefaction analyses were necessary for the plant. All Category I structures not nded on structural fill are founded on the Graydon chert conglomerate, and the egory I UHS retention pond is excavated into the in-situ cohesive soils and Category hesive fill. The Graydon chert conglomerate and the cohesive materials are not ceptible to liquefaction when subjected to earthquake loading.
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| .4.9 Earthquake Design Basis earthquake design basis is discussed in Section 3.7. The Safe Shutdown thquake corresponds to Modified Mercalli Intensity VII ground motion with a peak izontal acceleration of 0.20g as described in Section 2.5.2.6. The Operating Basis thquake corresponds to Modified Mercalli Intensity VI to VII with a peak horizontal eleration of 0.12g as described in Section 2.5.2.7.
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| .4.10 Static Stability Category I structures are supported on reinforced concrete mat foundations. The egory I UHS Retention Pond is constructed within the natural soils at the site.
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| .4.10.1 Bearing Capacity mate bearing capacities and factors of safety under both static and dynamic ditions were computed for the Category I structures using conventional, single and ble layer theories and by slip-circle and sliding-wedge analyses. The Category I nular Structural Fill was analyzed using an angle of internal friction of 45 degrees and et density of 150 pounds per cubic foot. The Graydon chert conglomerate was lyzed using a conservative undrained shear strength of 4,500 pounds per square foot ed on the results of the plate load tests. The analyses were performed assuming the 2.5-160 Rev. OL-21 5/15
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| ds from adjacent structures. The results of these analyses are presented in Table
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| -49.
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| .4.10.2 Settlement
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| .4.10.2.1 Calculated Settlements overburden soils were removed beneath the power block, UHS cooling tower and WS pumphouse areas down to the top of the Graydon chert conglomerate at about vation 812 feet. The soils are replaced with Category I Granular Structural Fill from chert conglomerate up to the bottom of the foundations. The foundations of the iliary and control building lie within the chert conglomerate, and portions of the ctor building and ESWS pumphouse foundations lie within the chert conglomerate.
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| turbine building has both mat and spread footing foundations; all other Category I ctures are on mat foundations. A plan view of the power block area showing the vations of all foundations as modeled for the settlement analysis and showing the ndation pressures used in the analysis is presented on Figure 2.5-505. The loads wn for all buildings except the fuel building are the maximum edge pressures of the ndations. These loads were used in the analysis as conservative average foundation ds. The loads shown for the fuel building were averaged from the pressure distribution the highest loading condition. Use of the maximum edge pressure was considered rly conservative for the fuel building.
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| settlements were computed using computer program EP-10 developed by Dames &
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| ore. The program computes stresses using the Boussinesq theory of stress ribution and assumes all loaded areas are flexible. The settlements were calculated ng the tangent modulus concept described by Janbu (1967). The settlement ameters used for the Graydon chert conglomerate and Category I Granular Structural are given in Tables 2.5-16 and 2.5-18. These parameters were selected based mainly the results of the plate load tests performed on those materials. The ground-water el was assumed to be at elevation 820 feet.
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| results of the settlement analyses are shown on Figure 2.5-505 for the power block ctures and are given in Table 2.5-50 for the power block structures, UHS cooling er, and ESWS pumphouse. The calculated settlement values shown on the figure are accurate to the number of significant figures shown but have been reported to that re to indicate the order of magnitude of differential settlement within and between ctures. Table 2.5-55 shows values for foundation loads and estimated settlement that ersede values presented in Table 2.5-50.
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| calculated settlements represent the total settlement that can be expected for each ndation from first application of the structural load. It was assumed that any rebound he Graydon chert conglomerate due to excavation of the overburden soils was rapid was completed when excavation was completed. Recompression of the chert 2.5-161 Rev. OL-21 5/15
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| | |
| egory I Granular Structural Fill by its own weight was assumed to have occurred at completion of the filling operations. These rebounds and compressions were not uded in the total settlements because they were assumed to have occurred before application of any structural load. The gross foundation loads were used in the lysis without any reduction for buoyant effect for foundations below the ground-water el.
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| actual settlements are expected to be slightly less than shown by the computer lysis because maximum edge pressures were used as uniform average pressures.
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| actual average pressures would be lower. The settlements of foundations below the und-water level may also be slightly less than those calculated because the buoyant ct will reduce the foundation load. The actual settlements of the outside edges of ctures surrounded by structural fill or backfill are expected to be slightly greater than calculated settlements because the structural fill and backfill load outside the ndations was not included in the analysis.
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| magnitudes of differential settlements that are anticipated between structures and in structures can be obtained by comparing the total settlements presented on Figure
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| -505. The actual differential settlements within structures are expected to be less than cated due to the effect of foundation rigidity. The computer program assumes a ible loaded area; however, the foundations are quite rigid. The differential settlement in structures surrounded by structural fill or backfill is also expected to be slightly less n indicated by comparing edge settlements with interior settlements on Figure 2.5-505 ause the edge settlements are expected to be slightly larger than shown on the re. The total differential settlement within a structure or between adjacent structures ot expected to exceed 1/2 inch.
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| Category I granular structural fill and the overconsolidated Graydon chert glomerate behave elastically within the range of applied loads; therefore, nearly all of settlement will occur concurrent with application of the structural loads. Significant erential settlements are generally those that occur after the connections between ctures and important utilities are made.
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| lding settlements are being monitored at regular intervals. Measured settlements are pared with the predicted settlements in Table 2.5-55. Since differential settlements, not the total settlements of structures are of prime interest in evaluating the impact utility connections, the differential settlement quantities are also evaluated.
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| .4.10.2.2 Measured Settlements ettlement monitoring program was established to monitor settlements of the ctures during plant construction and thereafter. Embedded plates were established in walls and slabs, and survey circuits are regularly performed to monitor settlement.
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| 2.5-162 Rev. OL-21 5/15
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| asured, and allowable settlements for the structures. A differential settlement of 0.5 h is allowed within and between structures. The allowable settlements do not essarily represent the maximum recorded settlements that can be accepted. Rather, y represent values that, when exceeded, should be reviewed by the designers.
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| lding settlement primarily occurred during the construction phase and application of dead loads. Periodic survey data has shown that the settlements that have occurred, e been acceptable, and that the structures have stabilized. Some measurements e exceeded the original estimated settlement range, but have not exceeded the wable settlement.
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| 1981 measured survey data show that the differential settlement within the ntainment Building was approximately 0.7 inch on January 31, 1981 and, therefore, eeded 0.5 inch. It appears that the structure is settling as a rigid body with the most lement on the southeast side. Approximately 0.7 inch of differential settlement is not nificant to the Containment Building and will not affect its operation or safety.
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| differential settlement between structures has not exceeded 0.5 inch. Comparing the l settlements measured to date would give the false impression that there may be re than 0.5 inch of differential settlement between the Containment Building and the acent structures, but this is due to the different periods of settlement measurements.
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| ignificant amount of the Containment Building settlement occurred before settlement dings were started for the adjacent structures.
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| ummary, the measured settlement is less than predicted for all structures except for monitoring point of the Fuel Building and Containment Building. Following full lication of the structural loads, settlements of all structures except these have been s than predicted. The average settlement of these Buildings has been very close to maximum predicted. No measured settlements should approach the allowable ues. There will be no detrimental impact from any difference between the predicted measured settlements for any of the Category I structures and appurtenances.
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| .4.10.3 Lateral Earth Pressures subsurface building walls were designed to resist static and dynamic lateral earth ssures exerted by the compacted granular backfill. Walls located partly or fully below site design ground-water level are designed to resist the combined soil and rostatic pressures. In addition, subsurface walls are designed to resist lateral ssures from adjacent foundations. Conservative lateral pressures, expressed as ivalent fluid pressures for various conditions of loading are presented in Table 2.5-51, ere the minimum surcharge is taken as 250 psf.
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| granular structural backfill was compacted to a minimum of 90 percent of the ximum dry density as determined by the ASTM test Designation D 1557-70. The rigid 2.5-163 Rev. OL-21 5/15
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| amic active earth pressures.
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| computation of dynamic lateral pressures was based on the theory developed by nonabe-Okabe as simplified by Seed and Whitman (1970). A horizontal acceleration
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| .20g (equal to the Safe Shutdown Earthquake) was used in the analysis.
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| following discussion of earth pressure computations was given in the response to C Question 241.5C:
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| he design of the Standardized Plant's subsurface walls, the at-rest lateral earth ssure coefficients and the lateral earth pressure distributions shown in Standard Plant AR Figure 2.5-7 were used. This figure gives the coefficients for the different backfill terials at the various sites which were used to compute the lateral earth pressures at top and the bottom of each wall at each site. The maximum earth pressures puted for all sites were taken to be the enveloping pressure and were used in the ign of that wall of the Standardized Plant.
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| the Callaway ESWS pumphouse (a site-unique structure) the Callaway site lateral th pressures shown in Standard Plant FSAR Figure 2.5-7 were used in design.
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| coefficient of earth pressure at rest used for design of the ESWS pumphouse surface walls was 0.33, which corresponds to an angle of internal friction of 42 rees for the material. Engineering studies of the Category I Granular Structural kfill showed the material to have an angle of internal friction of 43 to 46 degrees. The terial placed against the pumphouse walls up to elevations approximately 1996 to 8 feet was Category I Structural Fill for support of the eastern part of the pumphouse.
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| uctural fill has an angle of internal friction of 45 to 50 degrees.
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| the design of the pumphouse wing walls and other site facilities (i.e., barrier walls, nholes, etc.) cohesive fill was used. For the cohesive fill, the pressure diagrams wn on Standard Plant FSAR Figure 2.5-7 were utilized, with an arrest coefficient of ral earth pressure of 0.49 and saturated and buoyant unit weights of 127 pcf and 65 respectively.
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| .4.11 Design Criteria design criteria and methods of analysis for static stability were based on established mechanics procedures as discussed in the references cited and explained in Section
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| .4.10. The computed factors of safety were presented and discussed in Section
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| .4.10. The minimum factor of safety for bearing capacity was required to be 3.0 for ic conditions and 2.0 for combined static and dynamic conditions.
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| 2.5-164 Rev. OL-21 5/15
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| | |
| glacial and postglacial soils at the location of the plant were excavated and removed n to the Graydon chert conglomerate. The excavation was made by conventional thwork equipment.
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| clayey soils removed were placed beneath the structures and around perimeter ls with competent compacted fill and backfill. The fill and backfill are placed in thin lifts compacted, respectively, to a minimum of 95 and 90 percent of the maximum sity as determined by ASTM Test Designation D 1557-70. The placement and paction of fill and backfill were continuously supervised by a qualified engineer, and itu density tests were performed to insure that the required densities were obtained.
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| .4.13 Subsurface Instrumentation settlement monitoring program is described in Section 2.5.4.10.
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| .4.14 Construction Notes construction problems affecting safety of the Category I structures were experienced.
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| roblem did develop when placement of Category I Bedding Material was initiated.
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| ginally, clean sand of a specified gradation was the only material allowed at Category dding Material. Compaction of the sand bedding material to 70 percent relative sity based on ASTM D 2049-69 could not be achieved. All sand bedding was oved, and al alternate Category I Bedding Material consisting of limestone aggregate s was allowed. The aggregate fines were compacted to a minimum of 90 percent of maximum dry density determined by ASTM Test Designation D 1557-70. The paction specification of the sand bedding material was later reduced to 70 percent tive density based on a modified ASTM D 2049-69 procedure when tests showed the uced density was adequate for support of the pipes. Placement of aggregate fines for egory I Bedding Material continued, and no sand was placed as Category I Bedding terial.
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| .5 STABILITY OF SLOPES cut slopes of the UHS retention pond are the only permanent slopes, either natural man-made, within the plant area. The pond is constructed as a dug reservoir tained within the natural soils at the site.
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| porary excavation slopes were cut during excavation for the Category I structures pipelines.
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| 2.5-165 Rev. OL-21 5/15
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| .5.1.1 Permanent Slopes UHS retention pond, shown on Figure 2.5-106, is 334 feet by 684 feet in plan ensions (at top), with 3:1 (horizontal to vertical) side slopes. Prior to excavation, the sting natural ground sloped from elevations 848 feet in the south (plant northwest) ner of the pond to 834 feet in the north (plant southeast) corner, as shown on Figure
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| -106.1. The finished grade elevation around the pond is generally 840 feet, rising to feet in the south (plant northwest) corner, as illustrated on Figure 2.5-106. A ximum of 6 feet of fill was placed on the northeast (plant south) portion of the pond imeter to bring the grade to the required elevation. The extent of this fill is shown on ure 2.5-106.1. The bottom of the pond is at elevation 818 feet, with design water level 36 feet and the crest of the outlet structure at 836.5 feet. After 30 days of operational of water from the pond, the water level will decrease to elevation 821.0 feet, uming that there is no pond replenishment during that time.
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| ical pond slopes are shown on Figure 2.5-106. Riprap (Section 2.4.8.2.2.2) extends m the top of the slope to an 8-foot horizontal bench at elevation 828 feet. The pond several structures built into and adjacent to the slope (see Figure 2.5-106). These the ESWS pumphouse and apron slab, the pond outlet structure, the makeup water
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| , and the ESWS discharge pipes. The cooling tower for Unit 1 is approximately 75 t east of the top of the pond slope. the location of the cooling tower excavation relative he pond excavation is shown on Figure 2.5-121.
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| ails of the field boring program at the pond site are provided in Section 2.5.4.3.1; ing locations are shown on Figure 2.5-106. Menard pressuremeter tests performed in oring within the pond area are described in Section 2.5.4.2.2.2. Geologic features at site are described in Section 2.5.1.2. As noted in Section 2.5.4.3.2, geologic mapping he pond excavation is continuing as excavation progresses. Mapping of the pond pes completed to date has revealed no zones that pose a seepage threat.
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| und-water conditions existing at the site prior to pond excavation are described and cussed in Sections 2.4.13 and 2.5.4.6. Water level conditions assumed for analyses ed with the slope stability cases considered and are described in Section 2.5.5.2.1.
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| noted in Section 2.5.4.6, although the ground-water table (top of saturated zone) is ed locally in the vicinity of the completed UHS retention pond, permeabilities are low ction 2.5.4.2.3.1), so that there is no significant influence on the ground-water table in plant area. The pond itself is contained above the Graydon chert conglomerate layer ure 2.5-121). The low permeabilities of the glacial and postglacial materials (see le 2.5-15) preclude any significant seepage loss from the pond (Section 2.5.4.6).
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| refore, it was considered unnecessary to seal the pond side slopes and bottom with mpervious blanket. The following justification for this conclusion was presented in our ponse to NRC Question 241.2C.
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| 2.5-166 Rev. OL-21 5/15
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| Figure 2.5-106 of the Callaway Site FSAR Addendum)
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| : 1. A pond slope of 3(H): 1(V) and no liner at the bottom or the sides of the pond.
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| : 2. Design pond water level at El. 836.
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| : 3. Pond top of slope at El. 845, bottom of pond at El. 818.
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| : 4. Impervious (horizontal) layer below the pond bottom at El. 789.
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| : 5. Permeability of the soil k = 2x10-5cm/sec. This permeability for the Graydon chert conglomerate was selected for the assumed homogenous isotropic soil since it was the highest field permeability for all soil materials present in the pond area. This was done to provide the needed conservatism in sizing the pond against seepage.
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| : 6. Ground water away from the pond at Case (1) El. 825 (0.8 acre-feet seepage loss), Case (2) El. 812 (1.3 acre-feet seepage loss).
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| The conservatively high estimates of the seepage analyses resulted in a total seepage loss of 0.8 to 1.3 acre-feet in 30 days. For sizing the pond, among other factors, a seepage loss of 1.3 acre-feet was assumed for 30 days. In addition, the pond is sized to provide a 12% margin above the total water requirements for 30 days following a LOCA. The conservatism of the data base for permeability of soils can be seen in the table below:
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| Summary Of Coefficients of Permeability, k, (cm/sec)
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| Material Field Tests Laboratory Tests Modified Loess 3 x 10-6 5 x 10-7 Accretion-Gley 2 x 10-7 2 x 10-8 Glacial Till 5 x 10-6 5 x 10-8 to 5 x 10-5 Graydon chert conglomerate 2 x 10-5 3 x 10-8 k Used in seepage analysis = 2 x 10-5 cm/sec.
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| 2.5-167 Rev. OL-21 5/15
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| | |
| .4.6).
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| (iii) One permeable silt lens and two permeable sand lenses were encountered in the retention pond excavation. The silt body was encountered in the pond slope near the top of the accretion-gley soil stratum near the southeast corner of the pond. The material was removed and replaced with Category I Cohesive Fill. Due to miscommunication at the site, the extent of the body was not mapped at the time the material was removed, and it could not be mapped later because the riprap and filter material had been placed over the area. Figure 2.5-125a was extracted from the detailed mapping report covering the UHS area (Reference 3). The location of the silt lens is not indicated on this figure, but it was located near survey station M4 northeast of the southern pair of discharge pipes.
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| Two permeable sand bodies were encountered in the bottom of the retention pond. The extent of the materials was mapped as they were excavated and is shown on Figure 2.5-125a. One body was located approximately 80 feet north of the ESWS pumphouse and the other body was located approximately 50 feet southwest of the pumphouse. The sandy material was removed from both areas and replaced with Category I Cohesive Fill.
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| Three other zones of questionable permeability were located by visual inspection of the retention pond excavation. One zone consisted of a thin layer of somewhat organic material that was found in the slope above the bench near the southwest corner of the pond. This material was topsoil that had not been completely stripped before Category I Cohesive Fill was placed to raise the grade in that area. A second zone of questionable permeability consisted of a lens of modified loess that appeared more silty than normal, which was also found in the upper slope in the southwest corner of the pond. The extent of these areas is shown on Figure 2.5-125a.
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| Thin wall tube samples were obtained of the topsoil and apparent silty modified loess, and laboratory permeability tests were performed on the materials. The coefficients of permeability determined by the tests were less than 10-7cm/sec. These values were less than the value of 2 x 10-5 cm/sec assumed during initial analyses to check the sizing of the pond; therefore, the areas were judged to pose no seepage threat.
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| The third zone of questionable permeability consisted of several small areas in the bottom of the retention pond where fragments of Graydon chert conglomerate (Gcc) were encountered. The fragments were first thought to be outcrops of the Gcc when encountered during excavation; however, further examination indicated that they were fragments of the Gcc that had been picked up by the glacier and deposited as part of the basal 2.5-168 Rev. OL-21 5/15
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| | |
| exposures in October, 1979. The tests showed that the coefficient of permeability was at most 3 x 10-6 cm/sec in one area and 6 x 10-7 cm/sec in the other area. These values were less than the value of 2 x 10-5 cm/sec used during initial analyses to check sizing of the pond, and the exposures were small, scattered, and probably discontinuous; therefore, the exposures were judged to pose no seepage threat.
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| The seepage test results presented in Section 2.5.4.6 indicate that no significant areas, that would allow a large amount of seepage from the pond, were overlooked during inspection of the slopes and bottom of the retention pond.
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| (iv) Field permeability tests were performed in six piezometers in the UHS area during preconstruction investigations at the Callaway Plant site. The results of the tests are presented in Table 2.4-22 of the FSAR Site Addendum.
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| Piezometers P104M, P104AG, P104T, and R-1-20 listed in Table 2.4-22 are not in the UHS area. Field permeability tests were performed in five observation wells installed around the completed retention pond in February 1980. The effective interval of all five observation wells included both the accretion-gley and glacial till soil strata. The locations of the observation wells are shown on Figure 2.5-125b, and the results of the tests are given in Table 2.5-18a. The field permeability tests performed in the piezometers and observation wells were falling head tests. The standpipes were filled with water, and the rate of drop with time was recorded. These data were used to calculate the reported coefficients of permeability.
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| In October, 1979 field permeability tests were performed in two of the small, scattered areas where Graydon chert conglomerate fragments were incorporated in the glacial till exposed on the bottom of the retention pond.
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| The results of the tests showed that the coefficient of permeability was at most 3 x 10-6cm/sec in one area and 6 x 10-7cm/sec in the other area.
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| These tests were constant head tests and were performed in accordance with "Field Permeability Test (Well Permeameter Method) Designation E-19" as described in the Earth Manual (Reference 4).
| |
| bsurface conditions at the site are described in detail in Section 2.5.4.2. At the UHS ntion pond, the subsurface materials and their contact elevations established for the sections considered in the stability analyses are shown on Figure 2.5-115; Table
| |
| -52 indicates the range of material thickness existing at the pond site. On parts of the theast (plant south) portion of the pond slope, fill was required to bring the slope vation to 840 feet (see Figure 2.5-106.1).
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| 2.5-169 Rev. OL-21 5/15
| |
| | |
| pond was excavated through this thin fill layer and into the in-situ soils. The perties of the subsurface materials at the pond site are discussed in Section 2.5.4.2.
| |
| in-situ strength properties used in the stability analyses of the pond materials are wn in Table 2.5-15. For the modified loess fill, the strengths are remolded strengths wn in Tables 2.5-17 and 2.5-21. The strength values for the soil units were based on oratory tests, while the value for the Graydon chert conglomerate was based on the escale plate load tests.
| |
| values provided in Table 2.5-15 are for static properties. The dynamic properties of subsurface materials are described in Section 2.5.4.2.3.3. Section 2.5.4.8 indicates t the pond materials are not susceptible to liquefaction due to earthquake loading.
| |
| nsequently, a pseudo-static analysis of earthquake effects on slope stability was ployed, as described in Section 2.5.5.2.1, using the static engineering properties of soil and rock material.
| |
| .5.1.2 Temporary Slopes temporary excavations for the plant structures were constructed with side slopes of (horizontal to vertical), extending from the ground surface to the top of Graydon chert glomerate with a maximum depth of slope of about 30 feet. Excavation profiles wing the relationship of the temporary excavations to the natural soil, rock, and pacted fill and backfill are presented on Figures 2.5-120 through 2.5-123. The extent he Category I excavations showing the temporary cut slopes is presented on Figure
| |
| -119.
| |
| .5.2 Design Criteria and Analyses
| |
| .5.2.1 Permanent Slopes
| |
| .5.2.1.1 Design Criteria slope stability of the UHS retention pond was verified for both static and earthquake es, assuming various water levels in the pond and pond walls. The design SSE for pond is 0.25 g. Minimum acceptable factors of safety against slope failure are the owing (U.S. Army Corps of Engineers, 1970):
| |
| Condition Minimum Factor of Safety End of Excavation 1.4 Maximum Pond Level 1.5 Partial Pond Level 1.5 2.5-170 Rev. OL-21 5/15
| |
| | |
| Acceleration Earthquake, Partial Pond, 0.25 g 1.1 Acceleration partial pond level used above is the level equivalent to an elevation of 823 feet, 5 t above the UHS pond bottom. In this condition, the pond level is drawn down from design level of elevation 836 feet to elevation 823 feet. This partial pond condition roximates the conventional rapid drawdown situation for the dug pond.
| |
| ddition to the above conditions, the slopes were verified for end of construction and ximum pond conditions for a representative live load case that could occur during struction or during future operations; this load comprised a uniform surcharge of 250 nds per square foot. Furthermore, the slopes were verified, under seismic conditions, construction of plant support buildings with footings 65 feet from the top edge of the d berm with a 15 kip per foot load.
| |
| o sections (Figure 2.5-115) were selected for analysis. The locations of these tions, shown on Figure 2.5-106, are representative of extreme conditions in the pond
| |
| : a. At all locations, the pond slopes are 3:1 (horizontal to vertical). Section X-X' is resentative of conditions at the southwest (plant north) end of the pond where the ximum amount of cut is located. Section Y-Y' is representative of conditions at the theast (plant south) end of the pond where the maximum amount of fill was placed.
| |
| se sections are based on the boring data and subsurface profiles presented in tion 2.5.4.3. The ground-water and pond level combinations used for the stability lyses represent conditions that will result in conservative estimates of factor of safety.
| |
| se levels are illustrated on Figures 2.5-115.1 through 2.5-115.6 and summarized in le 2.5-53.
| |
| in-situ soil strength parameters assumed in the slope stability analyses were cussed in Section 2.5.5.1.1 and are presented in Table 2.5-15. The fill properties are ed on the remolded strengths of the modified loess described in Section 2.5.4.2 and wn in Tables 2.5-17 and 2.5-21. The accretion-gley material is moderately ceptible to swelling. For the end of excavation condition, soil strength parameters ed on tests without swelling are used. For the other conditions, assumed strengths reduced to account for anticipated swelling. As indicated in Section 2.5.4.2.3.2.1, ults from in-situ Menard pressuremeter tests indicate that the undrained strength ameters used in the stability analysis are conservative. Also, the drained strength ameters of the Graydon chert conglomerate underestimate the in-situ strength of the terial due mainly to the effects of sample disturbance.
| |
| .5.2.1.2 Method of Analysis stability of the pond slopes was evaluated using the simplified Bishop Method. In this thod, the soil mass within an assumed circular failure surface is divided into vertical 2.5-171 Rev. OL-21 5/15
| |
| | |
| forces on all the slices. The analysis is simplified for circular arcs (with little resulting s of accuracy) by assuming that the resultant of the vertical forces on the side of each e is equal to zero. The factor of safety of the slope against sliding failure along the umed circular slip surface is the ratio of the resisting forces along the slip surface e to the shear strength of the soils) to the driving forces of the soil mass. Earthquake cts are included in the analyses by a pseudo-static method in which inertia force al to a horizontal force applied at the center of gravity of each slice of soil is added to driving forces. This inertia force is equal to the total slice weight times 0.25, which is SSE coefficient for the UHS retention pond.
| |
| simplified Bishop Method of analysis was performed using the McDonnell Douglas puter program ICES SLOPE (1974). PC-SLOPE was used to compute effects of port building loads on slope stability with program results verified with the ICES OPE program results. This method is suited to computer analysis for three reasons.
| |
| t, for each slope condition a large number of slip circle centers, each with a large mber of assumed radii, can be generated and analyzed; second, an iterative process sed for each circle analyzed; and third, a large number of slices can be assumed for h circle analyzed, increasing the accuracy of the results. An abstract of the ICES OPE (1974) program is provided in Appendix 3.8A.
| |
| .5.2.1.3 Total and Effective Stress Analyses h of the two sections on Figure 2.5-115 was analyzed for the seven different ditions indicated on Table 2.5-53. Except for the earthquake conditions discussed ow, each condition was analyzed using both total stress and effective stress ameters. Total stress analysis has conventionally been applied to nonfissured clay s in situations in which the shear strength of the soil may be assumed to be the same ore and after a stress change that might lead to failure; it is assumed that the stress ducing failure occurs so rapidly that no opportunity for drainage is afforded whereby soil can increase in shear strength by consolidation. Effective stress analysis can, in ory, be applied to all conditions, although it is often used for stiff fissured clays or for g-term conditions where excess pore pressures have dissipated and the soil is in a ined condition. For the UHS retention pond, each of the conditions considered cept the earthquake conditions) was analyzed using both total and effective stress ameters to envelope all situations.
| |
| thquakes generally produce cyclic loadings which are rapid enough that pore ssures in the soil build up and the soil conditions can be considered essentially rained; the earthquake condition is, therefore, limited to a stability evaluation by total ss analysis. The materials comprising the pond slopes are not susceptible to efaction (Section 2.5.4.8). Analysis is confined to simulating the earthquake forces a horizontal force equal to the SSE coefficient for the pond times the slice weight. In earthquake analysis, slice weight is considered as the total weight of the soil in the e, regardless of the assumed water level within the slice.
| |
| 2.5-172 Rev. OL-21 5/15
| |
| | |
| critical circles for the slope stability analyses are presented in Figures 2.5-115.1 ugh 2.5-115.6. A summary of the minimum factors of safety are presented in Table
| |
| -54. In all cases, the factors of safety are substantially greater than the minimum uirements.
| |
| .5.2.2 Temporary Slopes stability of temporary slopes was analyzed using the modified Bishop method. Only static case was analyzed using both effective stress and total stress parameters, ed on a maximum height of slope of 40 feet. In the total stress analysis, the culated value of factor of safety exceeded 3.5 for the temporary side slopes of 1:1, le in the effective stress analysis, the calculated factor of safety was 1.0.
| |
| not expected that a totally drained condition in the slopes will develop during the avation operations. Therefore, a temporary slope of 1:1 during excavation was sidered adequate.
| |
| .5.3 Logs of Borings locations of the test borings at the site with respect to the structures are shown on ures 2.5-104 and 2.5-105. The logs of borings are presented on Figures 2.5-146 ugh 2.5-293. The details of the field investigations were presented in Section 2.5.4.3.
| |
| .5.4 Compacted Fill egory I Cohesive Fill as described in Section 2.5.4.5.4 was placed around the theast (plant south) end of the UHS retention pond to raise the grade to elevation 840
| |
| : t. All topsoil was stripped before placement of the cohesive fill was initiated. The terial was compacted to a minimum of 90 percent of the maximum dry density ermined by the ASTM Designation D 1557-70 method of compaction. The material s compacted at moisture contents less than 5 percent above the optimum moisture tent for the material determined by the ASTM D 1557-70 compaction test. Sufficient lace density tests were performed to verify that the material was placed and pacted in accordance with the specifications.
| |
| area of Category I Cohesive Fill placement around the northeast end of the UHS ntion pond is shown on Figures 2.5-106.1.
| |
| | |
| ==REFERENCES:==
| |
| SECTION 2.5 lished References 2.5-173 Rev. OL-21 5/15
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| | |
| garwal, Y., 1977, Study of earthquake hazards in New York and adjacent states.
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| n, W.H., 1973, First-look analysis of geologic ground patterns on ERTS-1 imagery of Missouri. ERTS Symposium 2.
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| y, Department of, 1970, U.S. Army Engineer Manual 1110-2-1906. Washington, D.C.
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| erton, E.T., 1971, Tectonic development of the eastern interior region of the United States, in Background materials for symposium on future petroleum potential of NCP region 9 (Illinois Basin, Cincinnati Arch, and northern part of Mississippi Embayment). Illinois State Geological Survey, Urbana, Illinois, Illinois Petroleum 96, p. 29-43.
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| der, F.G., and Gerdemann, P.E., 1965, Explosive igneous activity along an Illinois-Missouri-Kansas axis. American Journal of Science, vol. 263, p. 465-493.
| |
| erberg, R.K., and Keller, G.R., 1981, Geophysical evidence for deep basin in western Kentucky: American Association Petroleum Geologists Bulletin, Volume 65-2, pp. 226-234.
| |
| uder, W., 1973, Seismicity study of the site of Meramec Lake, Missouri. U.S.
| |
| Geological Survey, St. Louis University contract 14-08-0001-12860.
| |
| __, 1977, Microearthquake-array studies of the seismicity in southeast Missouri.
| |
| Earthquake Information Bulletin, vol. 9, no. 1, p. 8-13 (January-February).
| |
| uder, W., et al., 1975, Relation of microearthquakes in southeast Missouri to structural features (abstract). EOS Transactions of the American Geophysical Union, vol. 56, no. 6, p. 398.
| |
| uder, W., et al., 19776, Seismic characteristics of southeast Missouri as indicated by a regional telemetered microearthquake array. Bulletin of the Seismological Society of America, vol. 66, no. 6, p. 1953-1964.
| |
| arns, R.G., 1958, Cretaceous, Paleocene, and lower Eocene geologic history of the northern Mississippi Embayment. Tennessee Division of Geology, Report of Investigations No. 6.
| |
| __. 1973, Geology and seismic hazard in and east of the New Madrid fault zone.
| |
| Geological Society of America meeting.
| |
| arns, R.G., and Marcher, M.V., 1962, Late Cretaceous and subsequent structural development of the northern Mississippi Embayment area. Tennessee Division of Geology, Report of Investigations 18 (reprinted from Geological Society of America Bulletin, vol. 75, p. 1387-1394.)
| |
| arns, R.G., and Wilson, C.W., 1972, Relationship of earthquakes and geology in west Tennessee and adjacent areas. Tennessee Valley Authority.
| |
| arns, R.G., and Zurawski, A., 1976, Post-Cretaceous faulting in the head of the Mississippi Embayment. southeastern Geology, vol. 17, no. 4, p. 207-229.
| |
| 2.5-192 Rev. OL-21 5/15
| |
| | |
| arns, R.G., 1980, Monoclinical structure and shallow faulting of the reelfoot Scharp as estimated from drill holes with variable spacings: U.S. Nuclear Regulatory Commission, NUREG/CR-1501, 37 pp.
| |
| ward, D.R., 1942, Mesozoic and Cenozoic geology of southeastern Missouri.
| |
| Missouri Geological Survey and Water Resources, Rolla, Missouri, unpublished Master's thesis.
| |
| nehouse, H.B., and Wilson, G.M., 1955, Faults and other structures in southern Illinois - a compilation. Illinois State Geological Survey, Urbana, Illinois, Circular 195, 4 p.
| |
| eet, R.L., 1978, A note on the horizontal to vertical Lg wave-amplitude ratio.
| |
| Earthquake Notes, vol. 49, p. 15-20.
| |
| eet, R.L., and Herrmann, R.C., 1974, Map showing fault plane solutions for seismic events in the region of interest for the period 1962 to 1973. Refuge Site PSAR manuscript, figure 25-21.
| |
| eet, R.L., Herrmann, R.B., and Nuttli, O.W., 1974, Earthquake mechanics in the central United States. Science, vol, 184, no. 4143, p. 1285-1287.
| |
| eet, R.L., 1980, The southern Illinois earthquake of September 27, 1981: Bulletin seismological Society America, Volume 70, No. 3, pp. 915-920.
| |
| ker, W.L., 1925, Subsurface geology of Wilson County, Kansas. American Association of Petroleum Geologists, Bulletin, vol. 9, p. 1207-1214.
| |
| ton, P.G., 1953, A geological review of the Rough Creek fault system. Kentucky Geological Survey, Special Paper 3, Series 9, p. 17-20.
| |
| ann, D.H., 1951, Waltersburg Sandstone oil pods of lower Wabash area, Illinois and Indiana. American Association of Petroleum Geologists, Bulletin vol. 35, no. 2.
| |
| r, A.C., 1977, Recent seismicity near Charleston, South Carolina, and its relationship to the August 31, 1886 earthquake, in Studies related to the Charleston, South Carolina earthquake of 1886 - a preliminary report. U.S. Geological Survey Professional Paper 1028.
| |
| zaghi, K., and Peck, R.B., 1967, Soil mechanics in engineering practice. John Wiley and Sons, Inc., New York, 2nd ed., 729 p.
| |
| il, J.M., 1924, Lawrence County exposure and outcrop maps (includes written description of area). Missouri Bureau of Geology and Mines, unpublished manuscript.
| |
| rnbury, W.D., 1965, Regional geomorphology of the United States. Wiley and Sons, New York, p. 251, 268, 269.
| |
| 2.5-193 Rev. OL-21 5/15
| |
| | |
| ity, S.S., 1968, Tectonic genesis of the Ozark Uplift. Washington University, St.
| |
| Louis, Missouri, unpublished Ph.D. dissertation.
| |
| oshenko, S., and Goodier, J.N., 1951, Theory of elasticity. McGraw-Hill, New York, 506 p.
| |
| unac, M.D., and Brady, A.G., 1975, On the correlation of seismic intensity scales with the peaks of recorded strong ground motion. Seismological Society of America, Bulletin, abstract in Earthquake Notes, vol. 46, nos. 1-2, p. 46.
| |
| enhofel, W.H., 1926, Intrusive granite of the Rose Dome, Woodson City, Kansas.
| |
| Geological Society of America, Bulletin, vol. 37, p. 403-412.
| |
| klesbay, A.G., 1952, Geology of Boone County, Missouri. Missouri Geological Survey and Water Resources, Rolla, Missouri, vol. 33, 2nd series, p. 159.
| |
| __, 1955, The geology of the Fulton quadrangle, Missouri. Missouri Geological Survey and Water Resources, Rolla, Missouri, Report of Investigations No. 19, p.
| |
| 7, 10.
| |
| . Army Corps of Engineers, 1970, Engineering and design stability of earth and rock-fill dams, Washington, D.C., EM 110-2-1902.
| |
| . Bureau of Reclamation, 1973, Design of small dams. United States Department of the Interior, Washington, D.C., 2nd ed., 816 p.
| |
| . Department of the Interior, 1974, Earth Manual U.S. GPO, Washington, D.C.,
| |
| Bureau of Reclamation.
| |
| . Geological Survey and Missouri Division of Geological Survey and Water Resources, 1967, Mineral and water resources of Missouri. U.S. Geological Survey and Missouri Division of Geological Survey and Water Resources, Rolla, Missouri, Document, vol. XLIII, no. 19, p. 13-20.
| |
| gner, R.E., and Kisvarsanyi, E.B., 1969, Lapilli tufts and associated pyroclastic sediments in Upper Cambrian strata along Dent Branch, Washington County, Missouri. Missouri Geological Survey and Water Resources, Rolla, Missouri, Report of Investigation No. 43, p. 80.
| |
| gner, R.J., 1961, Geology of the barite deposits in Washington County, Missouri. St.
| |
| Louis University, St. Louis, Missouri, unpublished Master's thesis.
| |
| nless, H.R., undated Pennsylvanian correlations in the eastern interior and Appalachian coal fields. Geological Society of America, Special Paper No. 17, p.
| |
| 130.
| |
| 2.5-194 Rev. OL-21 5/15
| |
| | |
| rd, J.R., 1968, A study of the joint patterns in gently dipping sedimentary rocks of south-central Kansas. Kansas State Geological Survey, Lawrence, Kansas, Bulletin No. 191, Part 2.
| |
| rfield, R.G., 1953, Stratigraphy and structure of the northeast quarter of the Richwoods quadrangle, Missouri. University of Iowa, Iowa City, Iowa, unpublished Master's thesis.
| |
| yman, N.L., 1968, A pictorial history of St. Louis.
| |
| ller, J.M., Grogan, R.M., and Tippie, F.E., 1952, Geology of the fluorospar deposits of Illinois. Illinois State Geological Survey, Urbana, Illinois, Bulletin No. 76, 147 p.
| |
| ller, S., and St. Clair, S., 1928, Geology of Ste. Genevieve County, Missouri.
| |
| Missouri Bureau of Geology and Mines, 2nd Ser., vol. 22.
| |
| eeler, H.E., 1965, Ozark Precambrian-Paleozoic relationships. American Association of Petroleum Geologists, Bulletin, vol. 49, p. 1647-1666.
| |
| iting, L.L., and Stevenson, D.L., 1965, The Sangamon Arch. Illinois State Geological Survey, Urbana, Illinois, Circular No. 383, p. 20.
| |
| iams, J.H., 1966, Reconnaissance mapping in the Doniphan Quadrangle, Missouri.
| |
| Missouri Geological Survey and Water Resources, Rolla, Missouri, unpublished map.
| |
| iams, J.H., and Vineyard, J., 1969, Perennial groundwater level map. Federal Water Pollution Control Administration, Springfield, Missouri, James River-Wilson Creek Study, vol. 2, appendix D.
| |
| man, H.B., and Payne, J.N., 1942, Geology and Mineral resources of Marseilles, Ottawa, and Streator quadrangles. Illinois State Geological Survey, Urbana, Illinois, Bulletin No. 66, p. 195, 197, 203.
| |
| man, H.B., et al., 1967, Geologic map of Illinois. Illinois State Geological Survey, Urbana, Illinois.
| |
| son, M.E., 1922, The occurrence of oil and gas in Missouri. Missouri Bureau of Geology and Mines, vol. 16, 2nd series, p. 294.
| |
| ng, R.T., 1971, Deformation characteristics of gravel and gravelly soils under cyclic loading conditions. University of California, Berkeley, California, Ph.D.
| |
| dissertation.
| |
| tman, R.E., et al., 1967, K-Ar and Rb-Sr ages of some alkalic intrusive rocks from central and eastern United States. American Journal of Science, vol. 265, p.
| |
| 848-870.
| |
| 2.5-195 Rev. OL-21 5/15
| |
| | |
| ack, M.D., 1979, Reactivation of late Cretaceous faulting in the vicinity of Reelfoot Lake, northwestern Tennessee. Geological Society of America, Bulletin, in press.
| |
| ack, M.D., et al., 1979, Seismic reflection profiling to delineate tectonic features of the New Madrid seismic region. Unpublished paper delivered at SSA annual meeting, Golden, Colorado, Abstract. Earthquake Notes, vol. 49, no. 4, p. 27-28.
| |
| weg, J., et al., 1974, Some preliminary results from a seismograph network in the New Madrid, Missouri region. Paper presented at the 46th annual meeting of the Eastern Section of the Seismological Society of America, abstract in Earthquake Notes, vol. 46, nos. 1-2, p. 46.
| |
| weg, J.E., and Johnston, A.C., 1980, Memphis Area Regional Seismic Network, annual progress report - fiscal year 1979 in Buschbach, T.C., ed., New Madrid Seismotectonic Study; Activities during fiscal year 1979: U.S. Nuclear Regulatory Commission, NUREG/CR-0977, pp. 117-125.
| |
| sonal Communications n, W.H., 1973, Missouri Geological Survey, Rolla, Missouri, personal communication.
| |
| dreas, 1973, Present owner of Daniel Boone's home, personal communication.
| |
| erton, E.T., 1973, Illinois Geological Survey, Urbana, Illinois, personal communication.
| |
| ter, J.W., 1973, Illinois Geological Survey, Urbana, Illinois, personal communication.
| |
| htel Power Corporation, 1976, personal communication (April 19).
| |
| __, 1979a, personal communication (April 3).
| |
| __, 1979b, personal communication (April 19).
| |
| __, 1979c, personal communication (April 20).
| |
| __, 1979d, personal communication (April 24).
| |
| __, 1979e, personal communication (September 10).
| |
| eridge, T.C., 1973, Former state geologist of Missouri, University of Missouri, Rolla, Missouri, personal communication.
| |
| chbach, T.C., 1973, Illinois Geological Survey, Urbana, personal communication.
| |
| __, 1974, personal communication.
| |
| __, 1975, personal communication.
| |
| 2.5-196 Rev. OL-21 5/15
| |
| | |
| ud, W.F., 1973, University of California, Berkeley, California, personal communication.
| |
| an, T., Missouri Geological Survey, Rolla, Missouri, personal communication.
| |
| rmann, R.C., 1973, St. Louis University, St. Louis, Missouri, personal communication.
| |
| yl, A.V., 1973, U.S. Geological Survey, Denver, Colorado, personal communication.
| |
| ois State Geological Survey, 1973, Urbana, Illinois, Staff members, personal communication.
| |
| varsanyi, E., 1973, Missouri Geological Survey, Rolla, personal communication.
| |
| la, G.J., Lamont-Doherty Geological Observatory, Palisades, New York, personal communication.
| |
| lede Gas Company, 1974, St. Louis, Missouri, Thomas Farrell provided structure contour maps of Florissant dome (1969) and Browns Station Anticline.
| |
| teker, E.J., 1974, personal communication.
| |
| Ginnis, L.C., 1973, Professor at Northern Illinois University, DeKalb, Illinois, personal communication.
| |
| __, 1974, personal communication.
| |
| souri Division of Geological Survey and Water Resources, 1973, 1974, Rolla, Missouri, Staff members, personal communication.
| |
| ional Oceanic and Atmospheric Administration, 1978, Earthquake data file, area 35-42 N, 87-103 W, personal communication.
| |
| __, 1981, Earthquake data file, area 35-42N., 87-96W., personal communication.
| |
| tli, O.W., 1973, St. Louis University, St. Louis, Missouri, personal communication.
| |
| er, 1973, Great-great-granddaughter of Daniel Boone, St. Charles, Missouri, personal communication.
| |
| on, E.M., 1968, 1973, Historian, St. Charles County, Missouri, personal communication.
| |
| ymond International, Inc., 1974, Matt Lowes, supervisor, Chicago, Illinois, personal communication.
| |
| 2.5-197 Rev. OL-21 5/15
| |
| | |
| bertson, C.E., 1974, Geologist, Mineral Resources Data and Research, Missouri Geological Survey and Water Resources, Rolla, Missouri, personal communication.
| |
| pert, G., 1973, University of Missouri, Rolla, Missouri, geophysical observatory, personal communication.
| |
| Louis University Geophysical Observatory, 1981 Earthquake data file computer printout June 19, 1974 to December 30, 1980, personal communication.
| |
| uder, W., 1973, St. Louis University, St. Louis, Missouri, personal communication.
| |
| arns, R.G., 1973, Vanderbilt University, Nashville, Tennessee, personal communication.
| |
| __, 1974, personal communication.
| |
| on, C., 1973, University of Missouri, Rolla, Missouri, Geophysical Observatory, personal communication.
| |
| ack, M., 1979, U.S. Geological Survey, Menlo Park, California, personal communication.
| |
| weg, J., Tennessee Earthquake Information Center, Memphis State University, Memphis, Tennessee, personal communication.
| |
| 2.5-198 Rev. OL-21 5/15
| |
| | |
| TABLE 2.5-1 GEOLOGIC TIME SCALE GEOLOGIC TIME BEGINNING OF PERIOD TIME-STRATIGRAPHIC UNITS (IN MILLIONS OF YEARS) UNITS Quaternary Period 1 Quaternary System NOZOIC ERA Tertiary Period 63 Tertiary System Cretaceous Period 135 Cretaceous System SOZOIC ERA Jurassic Period 181 Jurassic System Triassic Period 230 Triassic System LEOZOIC ERA Permian Period 280 Permian System Pennsylvania Period 320 Pennsylvanian System Mississippian Period 345 Mississippian Period Devonian Period 405 Devonian System Silurian Period 425 Silurian System Ordovician Period 500 Ordovician Period Cambrian Period 600 Cambrian System (approx.)
| |
| PRECAMBRIAN e: Time-scale in millions of years after Kulp 1961.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-2
| |
| | |
| ==SUMMARY==
| |
| OF FOLIDS AP NO.a NAME AND STATE IDENTIFICATIONb LAST MOVEMENT Illinois:
| |
| 1 Clay City Anticline B Post-Pennsylvanian (Bell, 1943) 2 Downs Anticline B Late Paleozoic (Cohee, 1940) 3 Dupo-Waterloo Anticline S, B Post-Pennsylvanian, pre-Pleistocene (Bell, 1929) 4 DuQuoin Monocline B Pennsylvanian (Brownfield, 1954) 5 Fishook Anticline B Post-Pennsylvanian (Buschbach, 1973) 6 Glasford Disturbance S, B Late Ordovician (Buschbach and Ryan, 1963) 7 Hicks Dome S, B Late Paleozoic (Heyl, 1972)
| |
| Illinois Basin S, B, G Early to Late Paleozoic (Eardley, 1962)
| |
| LaSalle Anticlinal Belt S, B, G Late Pennsylvanian or Permian (Eardley, 1962) 8 Marshall Syncline B Late or post-Pennsylvanian (Clegg, 1965) 9 Mattoon Anticline B Late Paleozoic (Cohee, 1940)
| |
| Features are numbered sequentially by state on Figure 2.5-12; unnumbered features are labeled on Figure 2.5-5.
| |
| S = Surface, B = Borehole, G = Geophysical.
| |
| Rev. OL-13 5/03
| |
| | |
| AP NO.a NAME AND STATE IDENTIFICATIONb LAST MOVEMENT Mississippi River Arch S, B, G Late Mississippian (Illinois State Geological Survey, 1971) 10 Moorman Syncline S, B Post-Pennsylvanian (Bell, 1964) 11 Murdock Syncline B Late or post-Pennsylvanian (Clegg, 1965) 12 Pittsfield-Hadley Anticline S, B Post-Mississippian pre-Pennsylvanian (Krey, 1924) 13 Salem-Louden Anticlinal B Post-Pennsylvanian Belt (DuBois, 1951)
| |
| Sangamon Arch B, G Late Silurian to Early Mississippian (Whiting and Stevenson, 1965) 14 Tuscola Anticline B Pennsylvanian and later (Clegg, 1965)
| |
| Iowa:
| |
| 1 Bentonsport Anticline B Pre-Late Mississipian (Harris and Parker, 1964) 2 Burlington Anticline B Pre-Late Mississippian (Harris and Parker, 1964) 3 Oquawka Anticline B Pre-Late Mississippian (Harris and Parker, 1964) 4 Skunk River Anticline B Pre-Late Mississippian (Harris and Parker, 1964) 5 Sperry Anticline B Pre-Late Mississippian (Harris and Parker, 1964)
| |
| Kansas:
| |
| Bourbon Arch B, G Late Pennsylvanian (McMillan, 1956) 1 Brownville Syncline B Post-Mississippian (Jewett and Abernathy, 1945)
| |
| Cherokee Basin S, B, G Pennsylvanian (Merriam, 1963) 2 Coffeyville Dome B Late or post-Paleozoic (Foster, 1929)
| |
| Rev. OL-13 5/03
| |
| | |
| AP NO.a NAME AND STATE IDENTIFICATIONb LAST MOVEMENT 3 Fredonia Dome S, B Late or post-Pennsylvanian (Stryker, 1925) 4 McLouth Dome S, B Post-Pennsylvanian (Lee, 1943) 5 Mildred Dome S, B Post-Middle Pennsylvanian (Charles, 1927) 6 Morris Anticline S Post-Pennsylvanian (Jewett and Newell, 1935) 7 Mound City Dome S, B Post-Middle Pennsylvanian (Jewett, 1951)
| |
| Nemaha Uplift S, B, G Pre-Middle Pennsylvanian post-Mississippian (Merriam, 1963) 8 Rose Dome S, B Post-Mississippian, pre-Late Pennsylvanian (Moore and Landes, 1937) 9 Straham Anticline S, B Post-Early Pennsylvanian (Jewett and Merriam, 1959)
| |
| Missouri:
| |
| 1 Adams County Terrace B Pennsylvanian (Missouri Geological Survey, 1973) 2 Auxvasse Creek Anticline S, B Post-Pennsylvanian (Unklesbay, 1955) 3 Benton County Anticline S Paleozoic (McCracken, 1971) 4 Big Spring Anticline S Post-Ordovician (McCracken, 1971) 5 Blackburn School S Late or Anticline post-Pennsylvanian (McQueen and Aid, 1940) 6 Blue Lick Anticline S Post-Devonian (McCracken, 1971) 7 Blue Ridge School S, B Late or post-Paleozoic Anticline (Clair, 1943)
| |
| Rev. OL-13 5/03
| |
| | |
| AP NO.a NAME AND STATE IDENTIFICATIONb LAST MOVEMENT 8 Bolivar-Mansfield S, B Late or post-Paleozoic Anticline (Shepard, 1898) 9 Browns Station Anticline S, B Late Mississippian or Pennsylvanian (Unklesbay, 1952) 10 Cameron-Union Star B Post-Pennsylvanian Syncline (Wilson, 1922) 11 Cassville Anticline S Post-Mississippian (Clark, 1941) 12 Centerview-Kansas City S Post-Pennsylvanian Anticline (Clair, 1943) 13 Cheltenham Syncline S Late or post-Pennsylvanian (Fenneman, 1911) 14 College Mound-Bucklin S, B Late or Anticline post-Pennsylvanian (Hinds and Greene, 1915) 15 Coloma Anticline S Late Paleozoic 16 Cow Creek Anticline S Post-Mississippian (McCracken, 1971) 17 Crystal City Anticline S Post-Mississippian (Missouri Geological Survey, 1973) 18 Cuivre Anticline S Post-Mississippian (Missouri Geological Survey, 1973) 19 Davis Creek Anticline S, B Post-Mississippian (McQueen, 1943) 20 Dupo Anticline S, B Late or post-Paleozoic (Fenneman, 1911) 21 Eureka-House Springs S, B Post-Early Ordovician Anticline (McCracken, 1971) 22 Farmington Anticline S, B Devonian (Zartman, Brock, Heyl, and Thomas, 1967) 23 Fish Creek Anticline S, B Post-Early Mississippian (Miller, 1967) 24 Florissant Dome B Post-Ordovician (McCracken, 1956)
| |
| Rev. OL-13 5/03
| |
| | |
| AP NO.a NAME AND STATE IDENTIFICATIONb LAST MOVEMENT Forest City Basin S, B, G Pennsylvanian (Lee, 1943) 25 Galesburg-Pittsburg S, B Post-Middle Mississippian (Bieber, 1955) 26 Golden City-Miller B Post-Middle Mississippian (Bieber, 1955) 28 Gradon-Northview S Paleozoic Anticline (Shepard, 1898) 29 Hamilton-King B, G Post-Pennsylvanian City-Quitman Axis (McQueen and Green, Anticline 1938) 30 Horse Creek Anticline S Post-Ordovician (Bieber, 1955) 31 Howard County Syncline B Late or post-Pennsylvanian (Grohskopf et al., 1939) 32 Humansville Anticline S Pre-Pennsylvanian (Snyder and Gerdemann, 1965) 33 Jasper Anticline S Post-Middle Mississippian (Bieber, 1946, 1955) 34 Joplin Anticline B Paleozoic (Bieber, 1955) 35 Kirksville-Mendota S, B Late Paleozoic (Gentile, Anticline 1965) 36 Kruegers Ford Anticline S, B Post-Ordovician (McQueen, 1943) 37 LaDue-Freeman Anticline S Late or (Central Anticline-Clair, post-Pennsylvanian 1943) (Hinds and Green, 1915) 38 Lamar Syncline S, B Pre-Pennsylvanian (Bieber, 1955) 39 Lawton Trough ? Late or post-Paleozoic (?)
| |
| (McCracken, 1971) 40 Leon-Powersville S, B Late or post-Pennsylvanian (Cordell, 1950) 41 Lewis S, B Late or post-Pennsylvanian (Smart, 1957)
| |
| Rev. OL-13 5/03
| |
| | |
| AP NO.a NAME AND STATE IDENTIFICATIONb LAST MOVEMENT 42 Lincoln Fold S Late Paleozoic (McCracken, 1971) 43 Little Weaubleau Anticline S Paleozoic (Schroeder, 1950) 44 Macon-Sullivan S Post-Ordovician (McCracken, 1938) 45 Mexico Anticline S, B Late or post-Pennsylvanian (McQueen, 1943) 46 Mineola Dome S, B Early Ordovician (Sinclair, 1956)
| |
| Mississippi Embayment S, B, G Pre-Late Cretaceous (McCracken, 1971) 47 Morrisville-Brighton Fold S Paleozoic (Shepard, 1898) 48 Nashville-Carthage Sag B Post-Warsaw (Mississippian) (Bieber, 1955) 49 Newport Basin B Post-Mississippian (Bieber, 1955) 50 North Dry Sac Syncline S Paleozoic (?) (Shepard, 1898) 51 Osage-Verona Anticline S Paleozoic (Theil, 1924)
| |
| Ozark Uplift S, B, G Early to Late Paleozoic (Early Pennsylvanian) 52 Pascola Arch S, B, G Post-Early Devonian (McCracken and McCracken, 1965) 54 Pittsfield-Hadley Anticline Post-Pennsylvanian (Krey, 1924) 55 Plattin Creek Anticline S Post-Mississippian (Missouri Geological Survey, 1973) 56 Proctor Anticline S Late Paleozoic (Marbut, 1907) 57 Richmond-St. Joseph B, G Late Paleozoic (McQueen Anticline and Greene, 1938) 58 Sac River Anticline S Post-Mississippian (Theil, 1924)
| |
| Rev. OL-13 5/03
| |
| | |
| AP NO.a NAME AND STATE IDENTIFICATIONb LAST MOVEMENT Saline County Arch S Late Paleozoic (Searight and Searight, 1961) 59 Salsbury-Quitman S Post-Pennsylvanian Anticline (McCracken, 1971) 60 Schell City-Rich Hill S Pre-Pennsylvanian Anticline (Gentile, 1965) 61 South Sac-Ash Grove S Paleozoic (Shepard, Syncline 1898) 62 Springfield Anticline questionable Paleozoic (?)
| |
| feature (McCracken, 1971) 63 Stinton Anticline S Paleozoic (Rutledge, 1929) 64 Trenton Anticline B, G Late Paleozoic (McQueen and Greene, 1938) 65 Troy-Brussels Syncline S Late Mississippian to post-Pennsylvanian (Rubey, 1952) 66 Warren County Anticline S Post-Mississippian (Heflin, 1961) 67 Washburn Syncline S Post-Mississippian (Clark, 1941) 68 Cuba Anticline B Post-Pennsylvanian (Missouri Geological Survey and Water Resources, 1974)
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-3
| |
| | |
| ==SUMMARY==
| |
| OF FAULTS AP. NO.a NAME AND STATE IDENTIFICATIONb DISPLACEMENT LAST MOVEMENT ILLINOIS:
| |
| : 1. Centralia Fault S, B Down 200' to Post-Pennsylvanian the west (Bristol, 1967)
| |
| : 2. Fluorspar Area Complex S, B 2,000' maximum Post-Pennsylvanian on NE trending faults pre-Late Cretaceous (Baxter et al., 1967)
| |
| : 3. Rough Creek Lineament G Down 400' or Post-Pennsylvanian more to the north pre-Cretaceous (Wanless, 1939; Heyl, 1972; Willman et al., 1967)
| |
| : 4. St. Genevieve S 1,000' to 2,000' Post-Pennsylvanian (Ross, 1963; Meents &
| |
| Swan, 1965)
| |
| : 5. Wabash Valley S, B 200' to 480' Post-Pennsylvanian pre-Pleistocene (Harrison, 1951; Swann, 1951; Bristol and Treworgy, 1978)
| |
| Features are numbered sequentially by state on Figure 2.5-13.
| |
| S = Surface, B = Borehole, G = Geophysics.
| |
| Rev. OL-13 5/03
| |
| | |
| AP. NO.a NAME AND STATE IDENTIFICATIONb DISPLACEMENT LAST MOVEMENT MISSOURI:
| |
| : 1. Aptus Fault S Unknown Paleozoic (Wagner, 1961)
| |
| : 2. Aquilla Fault S, B 30' down to SW Post-Paleocene (Farrar and McManamy 1937)
| |
| : 3. Big River Fault System S 120' down to NW Post-Roubidoux (Ordovician) (James, 1951)
| |
| : 4. Black Fault S, B 300' Post-Cambrian (James, 1951)
| |
| : 5. Bolivar-Mansfield S Up to 300' Post-Middle Pennsylvanian (Gentile, 1965, 1976)
| |
| : 6. Cabanne Fault S Down to the north (McCracken, 1971)
| |
| : 7. Cap au Gres S, B Few hundred feet Post-Pennsylvanian Faulted Flexure pre-Pleistocene (Rubey, 1952)
| |
| : 8. Chesapeake Fault S, B 100' down to NE Late Mississippian (Cole, 1976; Rutledge, 1924)
| |
| : 9. Crooked Creek Structure S, B 1,300' Post-Mississippian (Hendricks, 1954)
| |
| : 10. Cuba Fault S, B, G 125' - 150' down to NE Post-Ordovician (McQueen, 1943)
| |
| : 11. Cuba Graben S, B, G 125' - 300' Post-Pennsylvanian (Fox, 1951)
| |
| Rev. OL-13 5/03
| |
| | |
| AP. NO.a NAME AND STATE IDENTIFICATIONb DISPLACEMENT LAST MOVEMENT
| |
| : 12. Ditch Creek Fault System S 20' - 180'; down to NE Post-Pennsylvanian (Warfield, 1953)
| |
| : 13. Doniphan Fault S Down to S Post-Ordovician (Williams, 1966)
| |
| : 14. Ellington Fault S, B Down to NE Paleozoic (McCracken, 1971)
| |
| : 15. English Hill Fault S 30' Pleistocene (Grohskopf, 1955)
| |
| : 16. Fox Hollow Fault S 120' Post-Mississippian (Unklesbay, 1952)
| |
| : 17. Greasy Creek Fault S 250' down to E Post-Mississippian (Rutledge, 1924)
| |
| : 18. Greenville Fault B Unknown Paleozoic (McCracken, 1971)
| |
| : 19. Highlandville Fault S Down to SW Paleozoic (Hayes, 1960)
| |
| : 20. Idalia Fault S 50' - 100' down to N Tertiary (Grohskopf, 1955)
| |
| : 21. Jackson Fault B 200' Paleozoic (Gealy, 1955)
| |
| : 22. Jeffriesburg Fault S, B 100' down to NE Post-Pennsylvanian (McCracken, 1971; Missouri Geological Survey and Water Resources, 1974)
| |
| Rev. OL-13 5/03
| |
| | |
| AP. NO.a NAME AND STATE IDENTIFICATIONb DISPLACEMENT LAST MOVEMENT
| |
| : 23. Lampe Fault S, B 100' down to SE Post-Mississippian (McCracken, 1964)
| |
| : 24. Leasburg Fault S, B 300' maximum down to Late or post-Pennsylvanian W (McQueen 1943)
| |
| : 25. Moselle Fault S, B 50' - 100' down to W Post-Early Ordovician (Frank, 1945)
| |
| : 25. Newburg Fault S 60' to S Post-Ordovician (Lee, 1911)
| |
| : 27. Palmer Fault System S 200' - 1,200' down to Post-Ordovician S&SW (James, 1951)
| |
| : 28. Ponce de Leon Fault S 50' - 60' down to SW Paleozoic (Hayes, 1960)
| |
| : 29. Pineville Fault S, B 50' - 100' down to W Post-Mississippian (McCracken, 1971)
| |
| : 30. Red Arrow Fault S, G 100' down to SW Paleozoic (Hendricks, 1942)
| |
| : 31. Ritchey Fault S, G 150' down to S Post-Mississippian pre-Pennsylvanian (McCracken, 1971)
| |
| : 32. Sac River Fault S 50' - 80' down E and Post-Mississippian NE pre-Pennsylvanian (Williams & Vineyard, 1969)
| |
| : 33. Saline City Fault S 100'+ Post-Early Mississippian (Miller, 1967)
| |
| Rev. OL-13 5/03
| |
| | |
| AP. NO.a NAME AND STATE IDENTIFICATIONb DISPLACEMENT LAST MOVEMENT
| |
| : 34. Salt Fork Fault B 200' - 250' down to SE Post-Mississippian (Miller, 1967)
| |
| : 35. Seneca Fault B 370' Post-Mississippian (Bieber, 1955)
| |
| : 36. Shell Knob-Eagle S 100' down to SE Post-Ordovician River Structure (Clark, 1941)
| |
| : 37. Simms Mountain S, B 400' - 600' down to NE Post-Ordovician (McCracken, 1971)
| |
| : 38. Ste. Genevieve Fault System S, B 550' to over 1,000' Post-Pennsylvanian (McCracken, 1971)
| |
| : 39. St. Louis Fault S, G 10' Paleozoic (Frank, 1948)
| |
| : 40. Ten O'Clock Run Fault S, B Down to SW Paleozoic (Koenig, 1960)
| |
| : 41. Wardsville Fault S, B 100' down to NE Post-Early Mississippian (McCracken, 1971)
| |
| : 42. Mississippi Valley B 700' - 4000' Post-Cretaceous to recent (AAPG, 1971; Heyl, 1972)
| |
| : 43. Avon Diatremes (dikes) S Unknown Middle Devonian (Zartman et al., 1967)
| |
| : 44. Decaturville Structure S, B Unknown Post-Early Silurian (Snyder and Gerdemann, 1965; McCracken, 1971)
| |
| Rev. OL-13 5/03
| |
| | |
| AP. NO.a NAME AND STATE IDENTIFICATIONb DISPLACEMENT LAST MOVEMENT
| |
| : 45. Dent Branch Structure S Unknown Post-Late Cambrian (Wagner and Kisvarsanyi, 1969)
| |
| : 46. Furnace Creek Structure B Unknown Late Cambrian (Snyder and Gerdemann, 1965)
| |
| : 47. Weaubleau Creek Structure Associated faults - 80' Post-Mississippian down to NE pre-Pennsylvanian (Snyder and Gerdemann, 1965)
| |
| : 48. Kingdom City Fault B 300' down to SE Post-Ordovician (Missouri Geological Survey and Water Resources, 1974; Anderson 1974)
| |
| : 49. Anthonies Mill Fault S, B 150' - 200' Post-Early Ordovician (McCracken, 1971)
| |
| : 50. Catawissa Fault B 150' down to NW Post-Early Ordovician
| |
| : 51. Browns Station Fault B 300' down to SW Late Mississippian or Pennsylvanian (Laclede Gas Co., 1974)
| |
| : 52. Mineola Fault B 200' down to SW Post-Early Ordovician
| |
| : 53. Ste. Mary's Fault S, B, G 200' - 400' down to SE (Tikrity, 1968)
| |
| : 54. Unnamed Fault (Jefferson S Unknown (Missouri Geological County) Survey, 1979)
| |
| Rev. OL-13 5/03
| |
| | |
| AP. NO.a NAME AND STATE IDENTIFICATIONb DISPLACEMENT LAST MOVEMENT
| |
| : 55. Unnamed Fault S Unknown (Howe and Fellows, 1977)
| |
| (St. Charles County)
| |
| : 56. Unnamed Fault (Lake of the S Unknown (Missouri Geological Ozarks Region) Survey, 1979)
| |
| KANSAS:
| |
| : 1. Chesapeake fault B 1000' Pre-Pennsylvanian (Merriam, 1963)
| |
| : 2. Worden Fault S 5' to 40' down to the Pre-Early Pennsylvanian south and east (O'Connor, 1960)
| |
| KENTUCKY:
| |
| : 1. Reelfoot Lake Fault S, B 70' to 265' down to NW Recent (Finch, 1971; Zoback et al., 1979)
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-4 FOLDS WITHIN 50 MILES OF SITE MAP. NO.a NAME IDENTIFICATIONb MAJOR MOVEMENT 2 Auxvasse Creek Anticline S Post-Pennsylvanian (Unklesbay, 1955) 4 Big Springs Anticline S Post-Ordovician (McCracken, 1971) 9 Browns Station Anticline S, B Late Mississippian or Pennsylvanian (Unklesbay, 1952) 18 Cuivre Anticline S Post-Mississippian (Missouri Geological Survey, 1973) 19 Davis Creek Anticline S, B Post-Mississippian (McQueen, 1943) 21 Eureka-House Springs Anticline S, B Post-Early Ordovician (McCracken, 1971) 23 Fish Creek Anticline S, B Post-Early Mississippian (Miller, 1967) 36 Kruegers Ford Anticline S, B Post-Ordovician (McQueen, 1943)
| |
| Rev. OL-13 5/03
| |
| | |
| MAP. NO.a NAME IDENTIFICATIONb MAJOR MOVEMENT 45 Mexico Anticline S, B Late or post-Pennsylvanian (McQueen, 1943) 46 Mineola Dome S Lower Ordovician (Sinclair, 1956) 66 Warren County Anticline S Post-Mississippian (Heflin, 1961) 68 Cuba Anticline B Post-Pennsylvanian (Missouri Geological Survey, 1974)
| |
| Features are numbered on Figure 2.5-12.
| |
| S = Surface, B = Borehole.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-5 FAULTS WITHIN 50 MILES OF SITE AP. NO.a NAME IDENTIFICATIONb DISPLACEMENT LAST MOVEMENT 7 Cap au Gres Fault S, B Few hundred feet Post-Pennsylvanian pre-Pleistocene (Rubey, 1952) 10 Cuba Fault S, B 125' - 150' down to NE Post-Ordovician (McQueen, 1943) 11 Cuba Graben S, B 125' - 150' Post-Pennsylvanian (Fox, 1954) 16 Fox Hollow Fault S 120' down to W Post-Mississippian (Unklesbay, 1952) 22 Jeffriesburg Fault S, B 30' - 50' down to NE Post-Pennsylvanian (McCracken, 1971) 24 Leasburg Fault S, B 300' maximum down to Late or post-Pennsylvanian NW (McQueen, 1943) 41 Wardsville Fault S, B 100' down to NE Post-Early Mississippian (McCracken, 1971) 48 Kingdom City Fault B 300' down to SE Post-Ordovician (Missouri Geological Survey Well Log Files, 1974) 51 Browns Station Fault B 300' down to SW Late Paleozoic 52 Mineola Fault B 200' down to SW Paleozoic Features are numbered sequentially on Figure 2.5-13.
| |
| S = Surface, B = Borehole.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-6 MODIFIED MERCALLI INTENSITY SCALE OF 1931 (ABRIDGED)
| |
| Not felt except by a very few under especially favorable circumstances. VII. Everybody runs outdoors. Damage negligible in buildings of good design and (I Rossi-Forel Scale) construction; slight to moderate in well-built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving motorcars. (VIII Rossi-Forel Scale)
| |
| Felt only by a few persons at rest, especially on upper floors of buildings. Delicately VIII. Damage slight in specially designed structures; considerable in ordinary substantial suspended objects may swing. (I to II Rossi-Forel Scale) buildings with partial collapse; great in poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls.
| |
| Heavy furniture overturned. Sand and mud ejected in small amounts. Changes in well water. Persons driving motorcars disturbed. (VIII+ to IX Rossi-Forel Scale)
| |
| Felt quite noticeably indoors, especially on upper floors of buildings, but many IX. Damage considerable in specially designed structures; well-designed frame people do not recognize it as an earthquake. Standing motorcars may rock slightly. structures thrown out of plumb; great in substantial buildings, with partial collapse.
| |
| Vibration like passing of truck. Duration estimated. (III Rossi-Forel Scale) Buildings shifted off foundations. Ground cracked conspicuously. (IX+ Rossi-Forel Scale)
| |
| During the day felt indoors by many, outdoors by few. At night some awakened. X. Some well-built wooden structures destroyed; most masonry and frame structures Dishes, windows, doors disturbed; walls make creaking sound. Sensation like heavy destroyed with foundations; ground badly cracked. Rails bent. Landslides truck striking building. Standing motorcars rocked noticeably. (IV to V Rossi-Forel considerable from riverbanks and steep slopes. Shifted sand and mud. Water Scale) splashed (slopped) over banks. (X Rossi-Forel Scale)
| |
| Felt by nearly everyone; many windows, etc., broken; a few instances of cracked XI. Few, if any, (masonry) structures remain standing. Bridges destroyed. Broad fissures plaster; unstable objects overturned. Disturbance of trees, poles, and other tall in ground. Underground pipelines completely out of service. Earth slumps and land objects sometimes noticed. Pendulum clocks may stop. (V to VI Rossi-Forel Scale) slips in soft ground. Rails bent greatly.
| |
| Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few XII. Damage total. Waves seen on ground surfaces. Lines of sight and level distorted.
| |
| instances of fallen plaster or damaged chimneys. Damage slight. (VI to VII Objects thrown upward into air.
| |
| Rossi-Forel Scale)
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-7 EARTHQUAKE EPICENTERS*
| |
| 1795 to 1980 35° - 42° N LATITUDE 87° - 96° W LONGITUDE MODIFIED MERCALLI NORTH WEST FELT AREA DATE INTENSITY LOCATION LATITUDE LONGITUDE (SQ MI) REFERENCE 1795 Jan 8 IV-V Kaskaskia, IL 39.0 89.9 4,500 1, 2 1804 Aug 20, 24 V-VI Fort
| |
| | |
| ==Dearborn,==
| |
| IL 42.0 87.8 30,000 1, 2, 3 1811 Dec 16 X-XI New Madrid, MO 36.0 90.0 2,000,000 1, 4 1812 Jan 23 X-XI New Madrid, MO 36.3 89.6 2,000,000 1, 4 1812 Feb 7 XI-XII New Madrid, MO 36.5 89.6 2,000,000 1, 4 1820 Nov 9 IV-V Cape Girardeau, MO 37.3 89.5 2,000,000 1 1838 Jun 9 VI St. Louis, MO 38.6 90.2 300 1 1841 Dec 27 V Nr. Hickman, KY 36.5 89.2 5,000 1, 2 1843 Jan 4 VIII Western, TN 35.2 90.0 800,000 1 1848 Jan 24 V Hickman, KY 36.6 89.2 ---- 2 Earthquakes of Intensity V and greater only are tabulated beyond a distance of 60 miles from the site up to the limits of the study. All known epicenters located within 60 miles of the site are listed.
| |
| ERENCES: 1) NOAA, 1973.
| |
| : 2) Docekal, 1970.
| |
| : 3) Indiana Geological Survey, 1974.
| |
| : 4) Nuttli and Herrmann, 1978.
| |
| : 5) NOAA, 1978.
| |
| : 6) Nuttli, 1978.
| |
| : 7) DuBois and Wilson, 1978.
| |
| : 8) NOAA, 1981.
| |
| : 9) St. Louis Univ. Geophys. Obs., 1981.
| |
| : 10) Nuttli and Brill, 1981.
| |
| : 11) Street, 1980.
| |
| : 12) Hopper and Algermissen, 1980.
| |
| Rev. OL-13 5/03
| |
| | |
| MODIFIED MERCALLI NORTH WEST FELT AREA DATE INTENSITY LOCATION LATITUDE LONGITUDE (SQ MI) REFERENCE 1853 Dec 18 IV-V Hickman, KY 36.6 89.2 40,000 2 1857 Oct 8 VI St. Louis, MO 38.5 90.3 35,000 1 1858 Sep 21 VI Line Shore, KY 36.5 89.2 ---- 2 1860 Aug 7 V Henderson, KY 37.8 87.6 30,000 2 1865 Aug 17 VII Southeast MO. 36.5 89.5 24,000 1 1867 Apr 24 VII Manhattan (Wamego), 39.5 96.7 300,000 1, 2, 7 KS felt in MO 1875 Nov 8 V Topeka, KS 39.3 95.5 9,000 1, 2 1876 Sep 25 VI Evansville, IN 38.5 87.7 60,000 1 1878 Mar 12 V Columbus, KY 36.8 89.2 local 1 1878 Nov 18 VI Southeastern MO 36.7 90.4 150,000 1 1882 Jul 20 V Charleston, MO 38.0 90.0 3,000 1 1882 Sep 27 VI Southern IL 39.0 90.0 40,000 1 1882 Oct 15 V Southern IL 39.0 90.0 40,000 1 1882 Oct 22 VI-VII AR 35.0 94.0 135,000 1 1883 Jan 11 VI Cairo, IL 37.0 89.2 80,000 1 1883 Apr 12 VI-VII Cairo, IL 37.0 89.2 ---- 1 1883 Dec 5 V Izard County, AR 36.3 91.8 local 1, 2 1886 Aug 31 X Charleston, SC felt in MO 32.9 80.0 2,000,000 1 1887 Feb 6 V-VI Vincennes, IN 38.7 87.5 75,000 1 1887 Aug 2 V Cairo, IL 37.0 89.0 ---- 1 1889 Jul 19 VI Memphis, TN 35.2 90.0 local 1, 2 1891 Jul 26 VI Evansville, IN 37.9 87.5 1 1891 Sep 27 VII Mt. Vernon, IL 38.3 88.5 200,000 2, 10, 11 1895 Oct 31 VIII Charleston, MO 37.0 89.4 1,000,000 1, 8, 10, 12 1899 Apr 29 VI-VII IN/IL 38.5 87.0 40,000 1 1901 Jan 3 V Eldorado Springs, MO 37.5 94.0 2,000 2 1902 Jan 24 VI MO 38.6 90.3 40,000 1 1903 Feb 8 VI Murphysboro, IL 38.5 90.3 65,000 1, 2 Rev. OL-13 5/03
| |
| | |
| MODIFIED MERCALLI NORTH WEST FELT AREA DATE INTENSITY LOCATION LATITUDE LONGITUDE (SQ MI) REFERENCE 1903 Oct 4 V-VI St. Louis, MO 38.5 90.3 45,000 2 1903 Nov 4 VI-VII Charleston, MO 36.9 89.3 135,000 1, 2 1903 Nov 27 V New Madrid, MO 36.5 89.5 70,000 1 1905 Apr 13 V Keokuk, IA 40.4 91.4 5,000 1 1905 Aug 21 VI-VII Sikeston, MO 36.8 89.5 125,000 1, 2 1906 May11 V Petersburg, IN 38.5 87.2 800 1 1906 May 21 V Flora, IL 37.5 88.5 ---- 1 1907 Jan 30 V Greenville, IL 38.9 89.5 1,200 2 1907 Jul 4 IV-V Farmington, MO 37.7 90.4 400 1 1908 Sep 28 IV-V New Madrid, MO 36.6 89.6 5,000 1 1908 Oct 27 V Cairo, IL 37.0 89.2 5,000 1 1909 May 26 VII Aurora, IL 41.8 89.3 500,000 1 1909 Jul 18 VII IL 40.2 90.0 40,000 1 1909 Aug 16 ---- Southwest IL ---- ---- not plotted 1909 Sep 27 VII IN 39.0 87.7 30,000 1 1909 Oct 23 V Robinson, IL 39.0 87.7 8.000 1 1909 Oct 23 V Southeastern MO 37.0 89.5 40,000 1 1912 Jan 2 VI-V IL 41.5 88.5 40,000 1 1915 Apr 28 IV-V New Madrid, MO 36.5 89.5 200 1 1915 Oct 26 V Mayfield, KY 36.7 88.6 local 1, 2 1915 Dec 7 V-VI Ohio River 36.7 89.1 60,000 1 1916 Dec 18 VI-VII Hickman, KY 36.6 89.2 local 1, 2 1917 Apr 9 VI Eastern MO 38.1 90.6 210,000 1, 2 1918 Oct 13 V Noxie, AR 36.1 91.0 1,800 1, 2 1918 Oct 15 V Western TN 35.2 89.2 40,000 1, 2 1919 May 25 V Princeton, IN 38.4 87.5 25,000 1, 2 1919 Nov 3 IV-V AR 36.2 90.9 local 1, 2 1920 May 1 V MO 38.5 90.5 10,000 1 Rev. OL-13 5/03
| |
| | |
| MODIFIED MERCALLI NORTH WEST FELT AREA DATE INTENSITY LOCATION LATITUDE LONGITUDE (SQ MI) REFERENCE 1922 Jan 10 IV-V Mt. Vernon, IN 37.9 87.8 9,500 2 1922 Mar 22 V Southern IL 37.3 88.6 60,000 2 (2 shocks) 1922 Mar 30 IV-V Memphis, TN 36.0 89.6 15,000 2 1922 Nov 27 VI-VII El Dorado, IL 37.8 88.5 50,000 2, 8 1923 Oct 28 VII AR 35.5 90.4 40,000 1 1923 Nov 9 V Cass County, IL 40.0 90.5 600 1, 2 1923 Dec 31 V AR 35.4 90.3 60,000 1, 2 1924 Mar 2 V KY 36.9 89.1 30,000 2 1925 Apr 26 VI Princeton, IN 38.3 87.6 100,000 1 1925 May 13 V KY 36.7 88.6 3,000 1 1925 Jul 13 V Edwardsville, IL 38.8 90.0 ---- 2 1925 Sep 2 V-VI KY 37.8 87.5 75,000 1 1927 Mar 18 VI White Cloud, KS 40.0 95.3 300 1, 7 1927 May 7 VII Mississippi Valley 35.7 90.6 130,000 1 1927 Aug 13 V Tiptonville, TN 36.4 89.5 25,000 2 1930 Sep 1 V Marston, MO 36.6 89.4 4,000 2 1931 Jan 5 V Elliston, IN 39.0 87.0 500 1 1931 Aug 9 VI Turner, KS 39.1 94.7 300 2, 7 1933 Dec 9 V Manila, AR 35.8 90.2 100 2 1934 Aug 19 VI Rodney, MO 36.9 89.2 33,000 2 1934 Nov 12 VI Rock Island, IL 41.5 90.5 ---- 1 1937 May 16 IV-V Northeastern AR 35.9 90.4 25,000 1 1937 Nov 17 V Centralia, IL 38.6 89.1 20,000 1, 2 1938 Feb 12 V Lake Michigan 41.6 87.0 6,500 2 1938 Sep 16 IV-V Northeastern AR 35.5 90.3 90,000 1 1939 Nov 23 V Griggs, IL 38.2 90.1 150,000 1 1940 Nov 23 VI Griggs, IL 38.2 90.1 150,000 2 1941 Nov 16 VI Covington, TN 35.5 89.7 20,000 2 Rev. OL-13 5/03
| |
| | |
| MODIFIED MERCALLI NORTH WEST FELT AREA DATE INTENSITY LOCATION LATITUDE LONGITUDE (SQ MI) REFERENCE 1943 July 25 IV-V East central MO 38.1 91.3 ---- 2 1945 Mar 27 III Moselle, MO 38.4 90.9 3,000 2 1946 Oct 7 IV-V Chloride, MO 37.5 90.6 32,000 2 1947 June 29 VI St. Louis, MO 38.4 90.2 15,000 1 1947 Dec 15 V Lepanto, AR 35.6 90.1 6,000 2 1949 Jan 13 V TN-AR-MO Border 36.3 89.7 15,000 2 1949 Aug 26 III Defiance, MO 38.6 90.8 ---- 2 1950 Feb 8 V Lebanon, MO 37.7 92.7 5,500 1, 2 1952 Feb 20 V TN-MO Border 36.4 89.5 13,000 2 1952 Jul 16 VI Dyersburg, TN 36.2 89.6 ---- 1 1953 Sep 11 VI Southwestern, IL 38.6 90.1 ---- 1 1954 Feb 2 VI Poplar Bluff, MO 36.7 90.3 32,000 1, 2 1954 Apr 26 V Memphis, TN 35.1 90.1 16,000 1, 2 1955 Mar 29 VI Finley, TN 36.0 89.5 10,000 1, 10 1955 Apr 9 VI Sparta, IL 38.1 89.9 20,000 1 1955 Sep 5 V Finley, TN 36.0 89.5 ---- 1 1955 Dec 13 V Dyer County, TN 36.0 89.5 ---- 1 1956 Jan 28 VI TN-AR Border 35.6 89.6 5,000 1, 2 1956 Oct 29 V Caruthersville, MO 36.1 89.7 ---- 1 1956 Oct 30 VII Northeastern OK 36.2 95.9 10,000 2, 10 1956 Nov 25 VI Wayne County, MO 37.1 90.6 27,000 2 1957 Mar 26 V Paducah, KY 37.0 88.6 300 1, 2 1958 Jan 26 V Caruthersville, MO 35.2 90.0 6.500 2 1958 Jan 27 V IL-KY-MO Border 37.0 89.0 15,000 2 1958 Apr 8 V Obion County, TN 36.2 89.1 800 2 1958 Apr 26 V Lake County, TN 36.4 89.5 700 2 1958 Nov 7 VI IL-IN Border 38.4 87.9 33,000 2 1959 Feb 13 V Bogota, TN 36.2 89.5 170 2 Rev. OL-13 5/03
| |
| | |
| MODIFIED MERCALLI NORTH WEST FELT AREA DATE INTENSITY LOCATION LATITUDE LONGITUDE (SQ MI) REFERENCE 1959 Dec 21 V Finley, TN 36.0 89.5 400 2 1960 Jan 28 V Dyer County, TN 36.0 89.5 300 2 1960 Apr 21 V Lake County, TN 36.3 89.5 local 2 1961 Apr 27 V Southeastern OK 34.5 95.2 8,000 2 1961 Dec 25 V Excelsior Springs, MO 39.1 94.6 16,000 2 1962 Feb 2 VI New Madrid, MO 36.5 89.6 45,000 2 1962 Jun 26 V Southern IL 37.7 88.5 17,500 2 1962 Jul 23 VI TN 36.1 89.8 4,000 2 1963 Mar 3 VI Southeast MO 36.7 90.1 125,000 2 1963 Aug 2 V IL-KY Border 37.0 88.8 2,600 2 1965 Mar 6 VI Eastern MO 37.8 91.2 ---- 3 1965 Aug 13 VI Southwestern IL 36.3 89.5 ---- 3 1965 Aug 14 VII Tamms, IL 37.1 89.2 400 2 1965 Aug 15 V Southwestern IL 37.4 89.5 2 shocks 1 not plotted 1965 Oct 20 VI Eastern MO 37.8 91.1 245,000 2 1967 Jul 21 VI MO 37.5 90.4 ---- 1, 2 1968 Nov 9 VII Southcentral IL 38.0 88.5 580,000 1 1970 Nov 16 VI North AR 35.9 89.9 30,000 1 1971 Oct 1 V Sedgwick, AR 35.8 90.4 ---- 3 1972 Feb 1 V AR-MO Border 36.4 90.8 10,200 3 1972 Mar 29 V New Madrid, MO 36.1 89.9 felt in 3 6 states 1972 Apr 4 II Washington, MO 38.5 91.1 ----
| |
| 1972 Sep 15 VI Northern IL 41.6 89.4 ---- 3 1974 Jan 8 V MO-TN Border 36.2 89.4 ---- 5 1974 Apr 3 VI Olney, IL 38.6 88.1 252,800 5, 10 1974 May 13 VI Charleston, MO 36.7 89.4 ---- 5 1974 Jun 5 V Belleville, IL 38.6 89.9 ---- 5 Rev. OL-13 5/03
| |
| | |
| MODIFIED MERCALLI NORTH WEST FELT AREA DATE INTENSITY LOCATION LATITUDE LONGITUDE (SQ MI) REFERENCE 1974 Aug 11 V Fremont, MO 36.9 91.2 ---- 5 1975 Feb 13 V New Madrid, MO 36.5 89.6 ---- 5 1975 Jun 13 V-VI New Madrid, MO 36.5 89.7 ---- 5, 8, 9, 10 1975 Dec 3 V New Madrid, MO 36.5 89.6 ---- 5 1976 Mar 25 VI Marked Tree, AR 35.6 90.5 112,000 5, 10 1976 Apr 15 V Greenville, KY 37.4 87.3 ---- 5 1976 May 22 V Dunklin, MO 36.0 89.8 ---- 5 1976 Sep 25 V Marked Tree, AR 35.6 90.4 ---- 5 1976 Dec 13 V Farmington, MO 37.8 90.2 ---- 5 1977 Jan 3 VI Jackson, MO 37.5 89.8 ---- 5 1978 Jun 2 V Fairfield, IL 38.4 88.5 ---- 8, 9 1978 Aug 31 V Dyersburg, TN 36.1 89.4 ---- 8, 9 1978 Sep 20 V Webster Groves, MO 38.6 90.3 ---- 8, 9 1978 Dec 5 V Flora, IL 38.6 88.4 ---- 8, 9 1979 Feb 27 VI Strawberry, AR 35.9 91.2 ---- 8, 9 1979 Jun 11 V Caruthersville, MO 36.2 89.7 ---- 8, 9 1979 Jun 25 V Marked Tree, AR 35.5 90.4 ---- 8, 9 1979 Jul 8 V Charleston, MO 36.9 89.3 ---- 8, 9 1979 Jul 13 V Hayti, MO 36.1 89.8 ---- 8, 9 1979 Nov 5 V Warm Springs, AR 36.4 91.0 ---- 8, 9 1980 Dec 2 V Miston, TN 36.2 89.4 ---- 8, 9 Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-8 HISTORIC EARTHQUAKES SIGNIFICANT TO THE SITE MAXIMUM MMI DATE LOCATION MMI AT SITE 1-1812 New Madrid, MO XI-XII VI-VII 3 Jan. 4 Western TN VIII Unknown (Probably II) 7 Apr. 24 Manhattan (Wamego), KS VII IV-V 8 Nov. 18 Southeastern MO VI I-III 6 Aug. 31 Charleston, SC X II-III 1 Sep. 27 Mt. Vernon, IL VIII Unknown (No Reports) 5 Oct. 31 Charleston, MO VIII V-VI, VIa 2 Jan. 24 MO VI II-III 3 Feb. 8 Murphysboro, IL VI I 3 Nov. 4 Charleston, MO VII II-III 5 Aug. 21 Sikeston, MO VI-VII I 7 Apr. 9 Eastern MO-St. Louis VI IV 0 May 1 MO V III-IV 9 Nov. 23 Griggs, IL V I-III 6 Oct. 7 Chloride, MO V I-III 5 Apr. 9 Sparta, IL VI I 6 Nov. 25 Wayne Co., MO VI I-III 3 Mar. 3 Southeastern MO VI II-III 5 Oct. 20 Eastern MO-St. Louis VI IV-V 8 Nov. 9 Southcentral IL VII IV Rev. OL-13 5/03
| |
| | |
| MAXIMUM MMI DATE LOCATION MMI AT SITE 1 Oct. 1 Sedgwick, AR V I-III 4 Apr. 3 Olney, IL VI IV 4 June 5 Belleville, IL V IIIb 6 Mar. 25 Marked Tree, AR VI I-III 6 Dec. 13 Farmington, MO V IIb 7 Jan. 3 Jackson, MO VI IVb 8 June 2 Fairfield, IL V IIb 8 Sep. 20 Webster Groves, MO V IIIb 9 Feb. 27 Strawberry, AR VI II-IIIb MMI VI according to Hopper and Algermissen, 1980, Plate 1.
| |
| Estimated attenuation obtained using equation from Gupta and Nuttli (1976). No felt reports from site area.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-9 SEISMOTECTONIC REGIONS MAXIMUM HISTORICAL LEVEL OF REGION EARTHQUAKE SEISMICITY FAULT PLANE CHARACTER GEOLOGY Madrid Region XI-XII High 1. Northeast-Reverse Oblique Slip. New Madrid Fault Zone trending Northeast and Northerly and
| |
| : 2. North-South-Normal, Reverse and Oblique Slip. Northwesterly trending faults center of Mississippi Embayment.
| |
| : 3. Northwest-Normal and Strike Slip.
| |
| oot Region VII Moderate 1. Northeast-Strike slip. Related to the Reelfoot Region, Center of Mississippi Embayment, some
| |
| : 2. North-South-Reverse. evidence for recent faulting.
| |
| Embayment Region VI Low-Moderate 1. Northeast-Normal. West Side of Mississippi Embayment, little or no faulting since Cretaceous
| |
| : 2. North-South-Reverse. border marked by presence of Tertiary sediments.
| |
| : 3. North-South-Oblique.
| |
| : 4. Northwest-Strike Slip.
| |
| Embayment Region <V Low East side of Mississippi Embayment, no faulting since Cretaceous.
| |
| ville Dome <V Very low Structural Dome, Paleozoic rocks, stable area.
| |
| spar Fault Complex V Low Densely faulted and mineralized areas, Western Kentucky no major faulting since Cretaceous.
| |
| ed Belt Various orientations and ages of faulting.
| |
| ash Valley Region VII Moderate Northeast-Reverse and Normal Wabash Valley faults trending Northeast.
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| er Region <V Very low Margin of Ozark Uplift stable area.
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| s Basin Random VII Low Mostly Illinois Basin, earthquakes not on related to known structures.
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| ouri Random Region V Low Western Ozark Uplift and part of interior plains, stable area.
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| Rev. OL-13 5/03
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| | |
| MAXIMUM HISTORICAL LEVEL OF REGION EARTHQUAKE SEISMICITY FAULT PLANE CHARACTER GEOLOGY ter-Dupo Region VII Moderate North-South axis related to Chester-Dupo and related folds, St. Louis area.
| |
| Genevieve Region VI Moderate Northwest-Reverse and Normal. Northwest trending axis, related to Ste.
| |
| Genevieve and associated faults.
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| ancois Region VI Low-Moderate Northwest-Normal and Strike Slip. Faults around margin of pre-Cambrian core of St. Francois Mts.
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| Rev. OL-13 5/03
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| LONGITUDE Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.5-12 INFORMATION FROM WELLS NEAR NEW MADRID Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| TABLE 2.5-14 PARAMETERS FOR ANALYSIS OF ROCK-FILL-SOIL STRUCTURE INTERACTION CATEGORY I GRANULAR MODIFIED GRAYDON CHERT BURLINGTON STRUCTURAL FILL LOESS ACCRETION-GLEY TILL CONGLOMERATE FORMATION ity (pcf) ry Density 139 102 105 113 122 165 Wet Density 150 125 128 133 138 166 ons Ratio 0.35 0.45 0.45 0.45 0.40 0.26 Modules of Elasticity (Es) n-situ Modules (psf) 20.0 to 1.5 x 105 2.5 x 105 3.5 x 105 16.0 x 105 11.2 to 30.0 x 105a 17.5 x 108b mic Modulus of Elastisity (psf) ingle amplitude Shear Strain = 1.0% )
| |
| 29,700 ( m 2.0 x 105 2.6 x 105 4.1 x 105 20 x 105
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| = 0.1% )
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| 97,200 ( m 7.8 x 105 8.7 x 105 13.3 x 105 84 x 105
| |
| = 0.01% 221,000 ( m) 15.7 x 105 20.3 x 105 31.9 x 105 218 x 105 1.5 to 14.6 x 108b
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| = 0.001% 324,000 ( m) 22.3 x 105 36.3 x 105 58.0 x 105 412 x 105 Modulus of Rigidity (Gs) n-situ Modulus (psf) 20.0 to 0.5 x 105 0.9 x 105 1.2 x 105 4.4 to 30.0 x 105a 6.9 x 108b Rev. OL-13 5/03
| |
| | |
| CATEGORY I GRANULAR MODIFIED GRAYDON CHERT BURLINGTON STRUCTURAL FILL LOESS ACCRETION-GLEY TILL CONGLOMERATE FORMATION mic Modulus of Rigidity (psf) ingle amplitude Shear Strain = 1.0% ) 1/2 11,000 ( m 0.7 x 105 0.9 x 105 1.4 x 105 7 x 105
| |
| = 0.1% ) 1/2 36,000 ( m 2.7 x 105 3.0 x 105 4.6 x 105 30 x 105
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| = 0.01% ) 1/2 82,000 ( m 5.4 x 105 7.0 x 105 11.0 x 105 78 x 105 0.6 to 5.8 x 108b
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| = 0.001% 120,000 ( m ) 1/2 7.7 x 105 12.5 x 105 20.0 x 105 147 x 105 ping ercent of Critical Dampling:
| |
| ingle amplitude Shear Strain = 1.0% 12 19 16 18 20
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| = 0.1% 8 8 6 9 9
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| = 0.01% 4 3 4 4 5 1 to 2b
| |
| = 0.001% 2 2 3 3 3 These values are valid for foundation pressures of 3,000 to 8,000 ksf.
| |
| These values are valid for strain levels on the order of 10-4 to 10-5 percent.
| |
| ) = Mean effective stress (psf).
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| Rev. OL-13 5/03
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| TABLE 2.5-15
| |
| | |
| ==SUMMARY==
| |
| OF SOIL PROPERTIES INDEX AND SHEAR STRENGTH PROPERTIES COEFFICIENT OF EFFECTIVE STRENGTH PERMEABILITY PARAMETERSa (cm/sec)
| |
| LABORATORY MENARD RECOMMENDED IN-SITU IN-SITU UNDRAINED PRESSUREMETER SHEAR UNDRAINED ANGLE OF DRY MOISTURE LIQUID PLASTICITY SHEAR UNDRAINED STRENGTH SHEAR INTERNAL C DENSITY CONTENT LIMIT INDEX STRENGTH SHEAR STRENGTH DISTURBANCE STREGTH COHESION FRICTION FIELD LABORATORY (lb/ft3) (percent) (percent) (percent) (psf)b,c (psf)c FACTORd (psf) (psf) (degrees) TESTS TESTS ss 102 23 42 23 1,900 ( +/-200) 3,200 1.5 - 2 1,900 0 29 (+/-2) 3x10-6 5x10-7 ey 105 22 50 33 2,900 ( +/-200) 5,200 1.5 - 2 2,900 500 (+/-125) 20 (+/-2) 2x10-7 2x10-8 ey - - - - - - -- - 500 17 - -
| |
| g) 113 18 38 22 3,500 ( +/-200) 5,800 1.5 - 2 3,500 600 (+/-125) 22 (+/-4) 5x10-6 5x10-8 to 6x10-5 ert 122 13 22 14 3,000 14,000 (+/-2,000) 3-5 4,500e 1,250 10 2x10-5 3x10-8 te he values in parentheses represent estimated variations in the properties.
| |
| he laboratory undrained shear strength was obtained from uncosolidated-undrained triaxial tests for the soil units. For the Graydon unit, the undrained shear strength was determined from nsolidated-undrained triaxial tests at a net confining pressure equal to the lower-bound of the preconsolidation pressure measured in consolidation tests ( 3 = 10,000 psf).
| |
| he values in parentheses represent statistical variations from the mean based on 90 percent confidence intervals.
| |
| atio of undrained shear strengths as determined from the Menard pressuremeter tests and the laboratory triaxial tests.
| |
| ased on the results of large-scale plate load tests. See Section 2.5.4.2.3.2.1.
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| Rev. OL-13 5/03
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| TABLE 2.5-16
| |
| | |
| ==SUMMARY==
| |
| OF SOIL PROPERTIES COMPRESSIBILITY PROPERTIES AND STRESS-STRAIN RELATIONSHIPS SLOPE OF CONSTRAINED PRECONSOLIDATION CONSOLIDATION CURVEa RECOMPRESSION COMPRESSION MODULUS PRESSURE OVERCONSOLIDATION VOID OLOGIC UNIT RATIO RELOADING VIRGIN INDEXa,b INDEXa (ksf) (psf) RATIO fied loess 0.62 0.02 0.12 0.03 0.20 --- 500 - 2,000 1-4 etion-gley 0.57 0.03 0.14 0.04 0.22 ---- 10,000 - 13,000 3-7 al till 0.46 0.03 0.12 0.04 0.17 ---- 10,000 - 13,000 2-4 don chert 0.36 ---- ---- ---- ---- 3,600 > 15,000 >2 lomerate The compression index and the recompression index are the conventional compressibility parameters used in the Terzaghi method of settlement analysis. The slope of the consolidation curve is defined as the slope of the curve on a plot of vertical strain versus log of vertical consolidation stress as presented in this report. The compression index is equal to the virgin slope of the consolidation curve multiplied by one plus the initial void ratio. The recompression index is equal to the reloading slope of the consolidation curve multiplied by one plus the initial void ratio.
| |
| Determined from the slope of the unloading portion of the consolidation curve.
| |
| Janbu, 1967. Constant constrained modulus applicable for both loading and unloading below the preconsolidation pressure for the Graydon chert conglomerate.
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| Rev. OL-13 5/03
| |
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| TABLE 2.5-17
| |
| | |
| ==SUMMARY==
| |
| OF SOIL PROPERTIES (REMOLDED SAMPLES)
| |
| GEOLOGIC UNIT UNIT OF PROPERTY MEASURE MODIFIED LOESS (CH)a MODIFIED LOESS (CL)a ACCRETION-GLEY (CH)b um Moisture Contentc percent 14.0 11.0 13.0 mum Dry Densityc pcf 117 118 120 tive Strength Parameters ohesion psf --- 200 1,300 ngle of Internal Friction degrees --- 31 21 icient of Permeability cm/sec 2.2 x 10-8 3.0 x 10 2.8 x 10-8 Modulus of Elasticityd psf --- 1.4 x 105 5.0 x 105 e of Consolidation Curvee eloading --- 0.03 0.01 0.04 irgin --- 0.12 0.07 0.20 mpression Indexe --- 0.05 0.02 0.06 pression Indexe --- 0.19 0.11 0.32 The strength and modulus of elasticity represent the properties of specimens molded to 90 percent of the maximum dry density at the optimum moisture content; the permeability and compressibility represent 90 percent compaction molded wet of the optimum.
| |
| The properties represent specimens molded to 95 percent of the maximum dry density at moisture contents wet of optimum.
| |
| Obtained in accordance with ASTM Test Designation D 1557-70 method of compaction.
| |
| The static modulus of elasticity was determined from the laboratory consolidated-undrained triaxial tests using the 0.5 percent strain secant modulus.
| |
| The compression index and the recompression index are the conventional compressibility parameters used in the Terzaghi method of settlement analysis. This slope of the consolidation curve is defined as the slope of the curve on a plot of vertical strain versus log of vertical consolidation stress as presented in this report. The compression index is equal to the virgin slope of the consolidation curve multiplied by one plus the initial void ratio. The recompression index is equal to the reloading slope of the consolidation curve multiplied by one plus the initial void ratio.
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| Rev. OL-13 5/03
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| | |
| TABLE 2.5-18 ENGINEERING PROPERTIES FOR CRUSHED STONE STRUCTURAL FILL AND BACKFILL UNIT OF PROPERTY MEASURE STRUCTURAL BACKFILL STRUCTURAL BACKFILL ensity pcf 131.4 (min.) 138.7 (min.)
| |
| ee of Compactiona percent 90.0 (min.) 95.0 (min.)
| |
| ive Densityb percent 82 (min.) 98 (min.)
| |
| ated Density pcf 145.8 150.5 tive Strength Parameters ohesion psf 0 0 ngle of Internal Friction degrees 46 50 1' 3' maximum ngle of Internal Friction degrees 43 45 1' 3' peak icient of Permeability cm/sec 1 x 10-2 1 x 10-3 pressibility Parameters onstrained Modulus ksf --- 5,000 ASTM Test Designation D 1557-70.
| |
| ASTM Test Designation D 2049-69.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-18A FIELD PERMEABILITY TEST RESULTS COEFFICIENT OF OBSERVATION PERMEABILITY WELL NUMBER (centimeters/second)
| |
| OW1 4.0 x 10-6 OW2 3.0 x 10-7 OW3 2.9 x 10-6 OW4 1.7 x 10-7 OW5 9.6 x 10-6 Numerical Average 3.4 x 10-6 Tests performed in February 1980.
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-19 CONSOLIDATED-UNDRAINED TRIAXIAL TEST RESULTS WITH PORE PRESSURE MEASUREMENTS (UNDISTURBED SAMPLES)
| |
| CONSOLIDATION STRESSES AT FAILUREc PRESSURE (lbs/sq ft)
| |
| DEPTH/ APPLIED SHEAR BORING ELEVATION c' 3' BACK PRESSUREa STRENGTHb UMBER (ft/MSL) (lbs/sq ft) (lbs/sq ft) (lbs/sq ft) u 1' 3' Modified loess
| |
| -75 5.0/831.5 1,010 8,210 1,800 -400 5,020 1,410
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| -77 4.5/843.8 2,020 23,620 2,040 -730 6,830 2,750
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| -88 1.5/838.2 4,030 6,480 2,365 1,830 6,930 2,200
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| -78 5.0/832.5 6,050 8,350 4,175 2,150 12,250 3,900 Accretion-gley
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| -17 19.0/817.3 2,490 6,910 2,180 650 6,210 1,840
| |
| -19 19.0/829.9 2,950 11,230 1,950 2,060 4,800 890
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| -27 5.0/833.4 580 12,670 660 350 1,540 230
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| -29 15.5/822.0 2,450 11,950 1,720 1,770 4,120 680
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| -32 14.5/825.2 2,000 9,790 1,560 190 4,940 1,810
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| -37 13.5/826.8 1,790 8,350 1,660 260 4,840 1,530
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| -44 15.5/827.0 1,990 11,230 1,180 270 4,070 1,710
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| -75 15.5/821.0 2,020 10,660 1,070 650 3,510 1,370
| |
| -77 15.0/821.0 4,030 6,770 1,900 1,150 6,690 2,880
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| -88 12.0/827.7 6,050 7,780 3,190 1,300 11,130 4,750
| |
| -92 12.0/823.4 6,620 7,780 3,230 1,570 11,510 5,050
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| -116 13,0/833.5 7,990 16,850 3,440 2,790 12,090 5,200
| |
| -123 15.0/826.3 5,040 6,770 2,890 850 9,970 4,190
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| -129 18.0/829.9 10,080 22,320 3,515 3,200 13,910 6,880 Glacial till
| |
| -8 34.0/822.5 4,610 9,790 4,050 980 11,720 3,630
| |
| -27 19.0/819.4 2,390 9,790 1,940 560 5,710 1,830 Rev. OL-13 5/03
| |
| | |
| CONSOLIDATION STRESSES AT FAILUREc PRESSURE (lbs/sq ft)
| |
| DEPTH/ APPLIED SHEAR BORING ELEVATION c' 3' BACK PRESSUREa STRENGTHb UMBER (ft/MSL) (lbs/sq ft) (lbs/sq ft) (lbs/sq ft) u 1' 3'
| |
| -36 14.0/816.5 1,790 8,350 1,420 530 4,100 1,250
| |
| -37 23.5/816.8 3,000 8,350 2,330 1,280 6,370 1,710
| |
| -75 22.5/814.0 2,020 11,950 2,220 -760 7,220 2,780
| |
| -77 25.5/822.8 4,030 6,490 2,100 460 7,775 3,570
| |
| -88 19.0/820.7 6,050 7,920 3,550 660 12,480 5,390
| |
| -92 19.0/816.4 7,920 6,490 2,910 2,430 11,310 5,490
| |
| -116 28.0/818.5 7,060 18,000 3,410 2,480 11,410 4,580
| |
| -129 33.0/814.9 10,080 24,050 4,080 3,820 14,440 6,260 Graydon chert conglomerate
| |
| -18 43.5/806.4 5,000 8,350 2,320 1,210 8,440 3,790
| |
| -54 35.2/811.5 4,320 10,080 2,170 1,350 7,310 2,970
| |
| -89 33.0/806.7 10,220 4,180 2,980 3,540 12,650 6,680
| |
| -101 29.0/812.3 6,050 8,210 3,090 1,770 10,450 4,280
| |
| -105 31.0/805.8 7,920 6,480 2,480 2,920 9,960 5,000 The applied back pressure was used to saturate the specimans, and it remained constant throughout the shearing process.
| |
| Shear strength taken at peak deviator stress or at 10 percent axial strain, whichever occurred first.
| |
| u, 1' , and 3' are change in pore pressure, major principal effective stress, and minor principal stress, respectively, at peak deviator stress or 10 percent axial strain, whichever occured first.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-20 CONSOLIDATED-UNDRAINED TRIAXIAL TEST RESULTS WITH PORE PRESSURE MEASUREMENTS (ACCRETION-GLEY SAMPLES ALLOWED TO SWELL)
| |
| CONSOLIDATION STRESSES AT FAILUREc PRESSURE (lbs/sq ft)
| |
| DEPTH/ APPLIED SHEAR BORING ELEVATION c' 3' BACK PRESSUREa STRENGTHb UMBER (ft/MSL) (lbs/sq ft) (lbs/sq ft) (lbs/sq ft) u 1' 3'
| |
| -80 12.5/827.5 1,510 6,910 1,340 -158 4,350 1,670
| |
| -81 12.0/823.6 4,030 7,490 2,010 690 7,370 3,340 The applied back pressure was used to saturate the specimans, and it remained constant throughout the shearing process.
| |
| Shear strength taken at peak deviator stress or at 10 percent axial strain, whichever occurred first.
| |
| u, 1' , and 3' are change in pore pressure, major principal effective stress, and minor principal stress, respectively, at peak deviator stress or 10 percent axial strain, whichever occured first.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-21 CONSOLIDATED-UNDRAINED TRIAXIAL TEST RESULTS WITH PORE PRESSURE MEASUREMENTS (REMOLDED SAMPLES)
| |
| CONSOLIDATION STRESSES AT FAILUREe MOLDED MOLDING APPLIED PRESSURE (lbs/sq ft)
| |
| DEPTH/ DRY DEGREE OF MOISTURE BACK SHEAR T PIT ELEVATION DENSITY COMPACTIOb CONTENT c' 3' PRESSUREc STRENGTHd ATIONa (ft/MSL) SOIL TYPE (lbs/sq ft3) (percent) (percent) (psf) (psf) (pfs) u 1' 3'
| |
| -1 7.0/844.3 Accretion-gley 113 97 14.8 1,500 12,384 2,190 845 5,040 655 nd and (CH)
| |
| -4 8.0/843.4
| |
| -1 7.0/844.3 Accretion-gley 114 97 16.6 2,420 11,476 3,650 1,320 8,400 1,100 nd and (CH)
| |
| -4 8.0/843.4
| |
| -1 7.0/844.3 Accretion-gley 108 92 21.5 3,500 10,900 3,270 988 9,040 2,510 nd and (CH)
| |
| -4 8.0/843.4
| |
| -79 4.0/841.3 Modified loess 105 89 11.5 504 15,408 1,226 -144 3,099 648 (CL)
| |
| -79 4.0/841.3 Modified loess 105 89 11.5 1,008 12,528 1,238 72 3,412 936 (CL)
| |
| -79 4.0/841.3 Modified loess 106 90 11.6 2,016 11,808 2,137 374 5,915 1,642 (CL)
| |
| Test pits were located immediately adjacent to the indicated boring location.
| |
| American Society for Testing and Materials (ASTM) Test Designation D 1557-70.
| |
| The applied back pressure was used to saturate the specimans, and it remained constant throughout the shearing process.
| |
| Shear strength taken at peak deviator stress or at 10 percent axial strain, whichever occurred first.
| |
| u, 1' , and 3' are change in pore pressure, major principal effective stress, and minor principal stress, respectively, at peak deviator stress or 10 percent axial strain, whichever occured first.
| |
| Combined bulk sample from 7.0- to 12.0-foot depth at P-1 and 8.0- to 13.5-foot depth at P-4.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-22 RESULTS OF CONSOLIDATED - UNDRAINED TRIAXIAL TESTS WITH PORE PRESSURE MEASUREMENTS CRUSHED STONE FILL AND BACKFILL (AT MAXIMUM ' ' )
| |
| 1 3 Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-23 RESULTS OF CONSOLIDATED-UNDRAINED TRIAXIAL TESTS WITH PORE PRESSURE MEASUREMENTS CRUSHED STONE FILL AND BACKFILL (AT PEAK 1' 3' )
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-24 CONSOLIDATED-DRAINED TRIAXIAL TEST RESULTS MOISTURE DRY CONSOLIDATION SHEAR CONTENT DENSITYa PRESSURE STRENGTHb SOURCE SOIL TYPE (PERCENT) (lbs/cu ft) (lbs/cu ft) (lbs/cu ft) ne Sand and Gravel Pit Brown Fine to Coarse Sand (SP) 17.0 109 1,930 3,720 (98) 17.0 109 5,000 8,370 (98) 17.0 109 10,000 15,700 (98) way Rock Quarry Crushed Limestonec 1.8 98 2,016 3,000 1.8 98 5,040 6,600 1.8 98 10,080 15,500 ole Quarry Crushed Limestonec 10.7 98 1,008 1,100 10.7 98 2,016 6,200 10.7 98 5,040 6,900 10.7 98 10,080 20,200 The numbers in parentheses represent the percent compaction determined by ASTM D1557-70 method of compaction.
| |
| At ( 1' 3' )/2 max.
| |
| Multiphase Test.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-25 UNCONFINED COMPRESSION TEST RESULTS ROCK SAMPLES FROM PLANT AREA Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-26 UNCONFINED COMPRESSION TEST RESULTS ROCK SAMPLES FROM ON-SITE MINE AREA Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-27 RESULTS OF COMPACTION AND RELATIVE DENSITY TESTS CRUSHED STONE FILL AND BACKFILL RELATIVE DENSITY TEST COMPACTION TEST (ASTM D2049-69)
| |
| AVERAGE AVERAGE MINIMUM MAXIMUM MAXIMUM MAXIMUM OPTIMUM DRY DRY DENSITY DENSITY MAXIMUM PARTICLE SIZE DRY MOISTURE MATERIAL SIZE (pcf) (pcf)
| |
| IN SPECIMEN DENSITY CONTENT DATIONa,b SOURCEc (inches) (inches) (pcf) (percent) DRY METHOD DRY METHOD WET METHOD Face I 1.0 0.75 140.0d 6.8 -- -- --
| |
| hed (Initial)
| |
| Face III 1.5 0.75 140.0d 7.5 -- -- --
| |
| hed (Initial)
| |
| C Face I 0.75 0.75 129.2d 12.9 -- -- --
| |
| (Initial)
| |
| M Face I 1.5 1.5 145.5d 7.5 -- -- --
| |
| (Initial)
| |
| M Face III 1.5 1.5 147.0 6.5 105.1e -- 139.2e (Initial)
| |
| M Face I 1.5 1.5 142.6f 7.2 105.3g 134.1g 131.9g (Test Pad)
| |
| M Face I 1.5 1.5 137.4f 9.0 -- -- --
| |
| (Test Pad)
| |
| M Face I 1.5 1.5 141.4f 7.9 -- -- --
| |
| (Test Pad)
| |
| Index Properties not listed in the table:
| |
| Face I, Natural Moisture Content = 2.4%
| |
| Face III, Natural Moisture Content = 1.9%
| |
| Atterberg Limit tests indicated non-plastic material Specific Gravity = 2.74, based on laboratory test results (ASTM C128-68)
| |
| Rev. OL-13 5/03
| |
| | |
| AS-Crushed: produced during trial crushing, similar to ASTM gradation MSHC: Missouri State Highway Commission Type 4 Aggregate ASTM: D2940-71T gradation Face I, Face III: on-site mine test faces see Figure 2.5-104 Initial: sample obtained for laboratory testing prior to construction of the structural fill test pad Test Pad: sample obtained during construction of the structural fill test pad ASTM D1557-70, METHOD D Average of 2 tests 12 Mold, procedure and compaction energy per unit volume equivalent to ASTM D 1557-70 Average of 3 tests Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-28 RELATIVE DENSITY TEST RESULTS (PRELIMINARY STUDIES)
| |
| SAMPLE MINIMUM DENSITYa MAXIMUM DENSITYa SOURCE NUMBER SOIL TYPE (lbs/cu.ft.) (lbs/cu.ft.)
| |
| laway Rock Quarry A Crushed Limestone 86 103 (GP)
| |
| Cole Rock Quarry B Crushed Limestone 92 113 (GW) vasse Stone and Gravel C Crushed Limestone 84 101 Company (GP)
| |
| American Society for Testing and Materials Test Designation D2049-69.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-29 ONE-DIMENSONAL COMPRESSION TESTS CRUSHED STONE FILL AND BACKFILL Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-30 EXPANSION (SWELLING) TEST RESULTS Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-31 LABORATORY PERMEABILITY TEST RESULTS (UNDISTURBED SAMPLES)
| |
| COEFFICIENT OF MOISTURE DRY PERMEABILITY RING DEPTH/ELEVATION CONTENT DENSITY AT 20°C MBER (ft/MSL) TYPE OF TEST (percent) (lbs/cu.ft) (cm/sec)
| |
| Modified Loess
| |
| -41 5.0/833.5 Falling Head 20.0 105 4.6 x 10-7
| |
| -90 2.0/835.7 Falling Head 34.0 88 1.6 x 10-8
| |
| -101 5.5/835.8 Falling Head 20.6 106 1.1 x 10-8 Accretion-Gley
| |
| -40 14.0/822.2 Falling Head 21.2 105 1.7 x 10-8
| |
| -62 14.5/830.0 Falling Head 22.1 103 7.3 x 10-9
| |
| -76 16.0/826.9 Falling Head 22.8 104 1.6 x 10-8
| |
| -90 9.0/828.7 Falling Head 21.7 106 2.3 x 10-8
| |
| -101 12.5/828.8 Falling Head 20.9 104 1.1 x 10-8 Glacial Till
| |
| -6 23.5/809.3 Falling Head 16.0 117 1.7 x 10-8
| |
| -41 24.5/814.0 Falling Head 17.2 115 4.5 x 10-8
| |
| -62 24.5/820.0 Falling Head 20.2 110 8.2 x 10-9
| |
| -64 31.0/814.2 Falling Head 16.0 118 5.5 x 10-9 Rev. OL-13 5/03
| |
| | |
| COEFFICIENT OF MOISTURE DRY PERMEABILITY RING DEPTH/ELEVATION CONTENT DENSITY AT 20°C MBER (ft/MSL) TYPE OF TEST (percent) (lbs/cu.ft) (cm/sec)
| |
| -72 27.0/813.0a Falling Head 13.3 119 3.1 x 10-8
| |
| -76 25.5/817.4 Falling Head 20.5 106 2.4 x 10-8
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| -77 32.5/815.8a Falling Head 17.2 113 1.3 x 10-7
| |
| -88 28.0/811.0a Falling Head 14.0 114 5.6 x 10-5
| |
| -90 19.5/818.2 Falling Head 18.1 111 1.6 x 10-8
| |
| -101 26.0/815.3 Falling Head 18.6 111 1.1 x 10-8 Graydon Chert Conglomerate
| |
| -5 53.5/789.6 Falling Head 38.5 98 3.1 x 10-8
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| -38 24.5/810.6 Falling Head 16.3 119 1.6 x 10-8
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| -45 33.5/810.7 Falling Head 8.0 118 2.5 x 10-8 Test performed on clayey sand lens in the till.
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-32 LABORATORY PERMEABILITY TEST RESULTS (REMOLDED SAMPLES)a OPTIMUM COEFFICIENT OF MOLDED DRY DEGREE OF MOLDING MOISTURE MOISTURE PERMEABILITY PIT DEPTH/ELEVATION DENSITY COMPACTIONc CONTENT CONTENTc at 20°C b
| |
| ATION (ft/MSL) (lbs/cu ft) (percent) (percent) (percent) (cm/sec) fied Loess 4.0/841.3 101 86 19.0 11.0 5.6 x 10-8 4.0/841.3 102 87 19.0 11.0 1.8 x 10-7 4.0/841.3 106 90 11.2 11.0 2.6 x 10-7 4.0/841.3 107 91 11.3 11.0 3.8 x 10-7 3.5/834.2 103 88 20.1 14.0 4.0 x 10-8 3.5/834.2 105 90 19.9 14.0 1.8 x 10-8 etion-gley nd 7.0/844.3 112 97 19.8 12.5 2.3 x 10-8 8.0/843.3 10.5/834.8 104 87 20.8 13.0 2.2 x 10-8 10.5/834.8 106 88 20.1 13.0 2.8 x 10-8 Falling head permeability tests.
| |
| Test pits were located immediately adjacent to the listed boring location.
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| Based on the ASTM Designation D1557-70, Method of Compaction.
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| Combined bulk sample from 7 to 12-foot depth at Boring B-1 and 8 to 13.5-foot depth at Boring P-4.
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| Rev. OL-13 5/03
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| | |
| TABLE 2.5-33 RESONANT COLUMN AND SHOCKSCOPE TESTS Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-34 CLAY MINERALOGY DEPTH/ELEVATION KAOLINITE MONTMORILLONITE ILLITE ORING NUMBER (ft/MSL) SOIL UNIT (PERCENT) (PERCENT) (PERCENT)
| |
| -10 24/824.5 Glacial Till 8 85 7
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| -10 34/814.5 Glacial Till 16 70 14
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| -36 24.5/806.5 Graydon chert 48 -- 52 conglomerate
| |
| -1 45.2/806.1 Graydon chert 40 -- 60 conglomerate
| |
| -1 54.5/796.8 Graydon chert 41 -- 59 conglomerate
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| -15 64.0/789.8 Graydon chert 30 -- 70 conglomerate
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| -48 65.0/781.0 Graydon chert 9 -- 91 conglomerate
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| -2 76.0/773.7 Cavity Filling 60
| |
| * 20 (Burlington)
| |
| -15 82.0/771.8 Cavity Filling 11 -- 89 (Burlington)
| |
| -1 80.0/771.3 Cavity Filling --
| |
| * 80 (Burlington) ulk Sample Surface Approx. Elev.: Graydon chert 9 -- 91 utcrop 740 (5 feet above conglomerate Burlington Formation)
| |
| Plus 20 percent of mixed layer expansible clay.
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| Rev. OL-13 5/03
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| TABLE 2.5-35 RESULTS OF TETROGRAPHIC ANALYSIS ROCK CORE SAMPLES FROM ON-SITE MINE AREA Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-36 RESULTS OF PETROGRAPHIC ANALYSIS HAND SAMPLES FROM ON-SITE MINE AREA SUITABLILITYb STRUCTURAL BACKFILL INTERNAL STYLOLITE CLAY CONCRETE MPLE SOURCE CLASSIFICATION FRACTURING SEAMS CONTENTa AGGREGATE F&T NO F&T I-1 Top 1 ft of Calcitic dolomite No No Conspicuous Pc P F Upper Dolomite I-2 Bottom 2 ft of Calcitic dolomite No No Minor F-Pc F F Upper Dolomite I-3 2 ft below Limestone and No Yes Minor S-Fc F S top of dolomitic limestone Lower Limestone I-4 6 ft below Dolomitic limestone Yes Yes Minor S-Fc F-P F top of and limestone Lower Limestone Estimated microsopically; maximum clay content of the matrix is on the order of 10 percent.
| |
| Key: S = Satifactory; F = Fair; P = Poor; F&T = Freeze and thaw.
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| Susceptible to the alkali-carbonate rock reaction.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-37 RESONANT COLUMN TEST RESULTS (SOIL)
| |
| MOISTURE DRY CONFINING BORING DEPTH/ELEVATION SOIL CONTENT DENSITY PRESSURE NUMBER (ft/MSL) CLASSIFICATION (percent) (lb/ft) (psf)
| |
| P-6 18.0/828.8 Accretion-gley 22.2 103 1497.6 2505.6 3499.2 P-6 28.0/818.8 Till 16.5 116 2995.2 4003.2 4996.8 MODULUS SHEAR WAVE SHEAR OF BORING VELOCITY STRAIN RIGIDITY DAMPING NUMBER (fps) (percent) (psf) (percent)
| |
| P-6 554.84 1.10710 x 10-3 1,208,000 4.9
| |
| -3 564.41 1.07599 x 10 1,250,000 5.0
| |
| -3 1,323,000 4.7 580.65 1.02698 x 10 P-6 786.76 5.88067 x 10-4 2,593,000 5.7
| |
| -4 796.11 5.75578 x 10 2,655,000 5.7
| |
| -4 802.39 5.6747 x 10 2,697,000 6.0 Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-38 STRAIN-CONTROLLED DYNAMIC TRIAXIAL COMPRESSION TEST RESULTS UNDISTURBED SAMPLES Rev. OL-13 5/03
| |
| | |
| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-40 STRAIN-CONTROLLED DYNAMIC TRIAXIAL COMPRESSION TEST RESULTS CRUSHED STONE FILL AND BACKFILL Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-41 STRESS-CONTROLLED DYNAMIC TRIAXIAL COMPRESSION TEST RESULTS (ACCRETION-GLEY SAMPLES)
| |
| CYCLIC CONSOLIDATION PRINCIPAL SHEAR CYCLES TO INDICATED IN-SITU CONDITIONS AFTER CONSOLIDATION PRESSURE CONSOLIDATION STRESS MEAN AXIL STRAIN DEPTH/ MOISTURE DRY MOISTURE DRY TOTAL RING ELEVATION CONTENT DENSITY CONTENT DENSITY c STRESS RATIO 12 TEST MBER (ft/MSL) (percent) (lb/ft3) (percent) (lb/ft3) (ksf) Kc (ksf) 1% 5% 10% CYCLES
| |
| -77 18.5/829.8 20.6 106 23.0 106 1.0 1.0 0.50 -- -- -- 200 (0.3% maximum)
| |
| -76 17.5/825.4 21.3 106 23.4 104 1.0 1.5 0.94 3 25 67 200
| |
| -83 14.0/819.5 17.3 113 19.2 110 1.0 1.5 0.50 -- -- -- 200 (0.1% maximum)
| |
| -87 13.0/830.5 20.6 105 22.9 104 1.0 1.5 1.35 1 5 13 27
| |
| -78 15.5/822.0 19.9 108 22.5 104 1.0 1.0 0.49 1 -- -- 200 (2.7% maximum)
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-42 STRESS-CONTROLLED DYNAMIC TRIAXIAL COMPRESSION (LIQUEFACTION) TEST RESULTS (CRUSHED STONE FILL AND BACKFILL)
| |
| CYCLIC MAXIMUM PARTICLE CONSOLIDATION DEVIATOR CYCLES TO CYCLES TO PRESSURE, STRESS, STRESS SPECIMENT SIZE MOISTURE DRY DEGREE OF CYCLES TO 5% DOUBLE 10% DOUBLE RATIO, EN DIAMETER IN SPECIMENT CONTENT DENSITY COMPACTION ;c ; INITIAL AMPLITUDE AMPLITUDE ALa (inches) (inches) (percent) (lb/ft3) (PERCENT) (psf) (psf) R = 1 ( 2 ;C ) LIQUEFACTIONb STRAIN STRAIN 5 1.5 5.7 139.1 94.6 3,400 3,500 0.51 13 300 >500 5 1.5 5.7 139.2 94.7 2,100 3,200 0.76 85 500 >1,000 4 0.75 7.0 139.8 95.8 6,000 6,000 0.49 60 78 >100 d) 4 0.75 6.4 135.1 92.5 6,000 6,000 0.49 30 32 >44 d) 4 0.75 15.0 131.7 90.2 6,000 6,000 0.48 30 20 >44 d)
| |
| TM, D2940-71T Gradation, 1.5-inch maximum particle size.
| |
| e I, Face III: on-site mine test faces, see Figure 2.5-104.
| |
| al: obtained for laboratory testing prior to construction of the structural fill test pad.
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| t Pad: obtained during construction o fthe structural fill test pad.
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| al liquefaction is reached when the increase in pore pressure becomes equal to the lateral consolidation pressure.
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| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-43
| |
| | |
| ==SUMMARY==
| |
| OF TEST CONDITIONS AND RESULTS PLATE LOAD TESTS ON GRAYDON CHERT CONGLOMERATE UNITS 1 AND 2 POWER BLOCK AREAS SOIL CONDITIONS DEFORMATION TEST PLATE IN-PLACE MAXIMUM AT MAXIMUM EST ELEVATION DIAMETER MOISTURE CONTENT LOADING LOADING MBER (feet) (feet) TYPE (percent) (TSF) (inches)
| |
| I 801.2 2.0 Clay-chert mixture 10.8a 15.9 0.44 II 807.7 2.0 Claystone --b 15.9 0.37 III 810.7 2.0 Clay-chert mixture 18.2a 12.1c 1.28 IV 807.0 2.5 Granulated silty clay 8.1 to 12.5 12.6d >1.98 V 810.1 2.5 Clay-chert mixture 13.9 16.2d >2.22 VI 812.1 2.0 Weathered claystone 8.3 to 12.6 15.9d >0.97 II 811.1 2.0 Clay-chert mixture 13.0 to 18.3a 15.9 0.63 Determined based on the clayey portion of the material.
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| Not determined because of the consolidated nature of the material.
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| Impending failure.
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| Failure.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-44 MENARD PRESSUREMETER TEST RESULTS UNDRAINED SHEAR MODULUS OF ORING DEPTH/ELEVATION STRENGTH ELASTICITY UMBER (ft/MSL) GEOLOGIC UNIT (psf) (psf) 38.0/808.8 Graydon chert --- 720,000 conglomerate 42.5/808.8 Graydon chert --- 802,000 conglomerate 49.5/801.8 Graydon chert --- 1,930,000 conglomerate 52.0/799.3 Graydon chert --- 2,936,000 conglomerate 61.5/789.8 Graydon chert --- 2,182,000 conglomerate 04 30.0/810.8 Graydon chert --- 794,000 conglomerate 04 39.1/801.7 Graydon chert 17,600 1,058,000 conglomerate 04 42.2/798.6 Graydon chert 12,300 1,146,000 conglomerate 04 45.5/795.3 Graydon chert 10,400 645,000 conglomerate 04 57.0/783.8 Graydon chert 34,600 1,400,000 conglomerate 04 60.0/780.8 Graydon chert 51,000 3,153,000 conglomerate 6 42.4/800.5 Graydon chert 19,300 651,000 conglomerate 6 36.4/806.5 Graydon chert --- 6,078,000 conglomerate Boring PM-1 is located approximately 15 feet north and 10 feet west of Boring P-48.
| |
| Boring PM-2 is located approximately 20 feet north and 10 feet west of Boring P-31 Rev. OL-13 5/03
| |
| | |
| UNDRAINED SHEAR MODULUS OF ORING DEPTH/ELEVATION STRENGTH ELASTICITY UMBER (ft/MSL) GEOLOGIC UNIT (psf) (psf) 6 44.5/798.4 Graydon chert --- 1,183,000 conglomerate 6 52.1/790.8 Graydon chert 30,500 2,149,000 conglomerate
| |
| -1a 42.1/803.9 Graydon chert 11,900 1,514,000 conglomerate
| |
| -1 47.4/798.6 Graydon chert 11,500 1,312,000 conglomerate
| |
| -1 52.5/793.5 Graydon chert 17,400 2,742,000 conglomerate
| |
| -1 57.5/788.5 Graydon chert --- 5,484,000 conglomerate
| |
| -1 60.6/785.4 Graydon chert --- 7,459,000 conglomerate
| |
| -1 67.1/778.9 Graydon chert --- 13,015,000 conglomerate
| |
| -1 70.7/775.3 Graydon chert --- 8,983,000 conglomerate
| |
| -1 75.6/770.4 Graydon chert --- 14,038,000 conglomerate
| |
| -1 82.3/763.7 Graydon chert 37,900 5,464,000 conglomerate
| |
| -2b 29.0/808.8 Graydon chert 14,500 1,391,000 conglomerate
| |
| -2 34.0/803.8 Graydon chert 13,500 1,003,000 conglomerate
| |
| -2 38.0/799.8 Graydon chert 19,700 1,719,000 conglomerate
| |
| -2 43.0/794.8 Graydon chert 10,700 2,128,000 conglomerate
| |
| -2 48.0/789.8 Graydon chert 37,700 1,412,000 conglomerate 6 4.7/838.2 Modified loess 3,300 158,000 6 9.7/833.2 Accretion-gley 5,500 278,000 6 14.7/828.2 Accretion-gley 5,100 309,000 6 23.7/819.2 Glacial till 5,900 381,000 Rev. OL-13 5/03
| |
| | |
| CALLAWAY - SA TABLE 2.5-45 TABULATION OF BORING DATA Rev. OL-13 5/03
| |
| | |
| CALLAWAY - SA TABLE 2.5-45 (Sheet 2 of 2)
| |
| Rev. OL-13 5/03
| |
| | |
| CALLAWAY - SA TABLE 2.5-46 TABULATION OF QUARRY BORING DATA Rev. OL-13 5/03
| |
| | |
| CALLAWAY - SA TABLE 2.5-46 (Sheet 2 of 2)
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-47 SURFACE WAVE CHARACTERISTICS APPARENT OBSERVED LENGTH OBSERVED PROBABLE PREDOMINANT VELOCITY FREQUENCY OF WAVE TRAIN ATION WAVE WAVE TYPE WAVE MOTION (FT/SEC) (HERTZ) (CYCLES)
| |
| Site 1 Coupled with Rayleigh Radial 7800 13-16 6-8 M1 type motions Site 2 Coupled with Rayleigh Radial 500-700 6-8 8-9 M1 type motions Site 1 Coupled with Rayleigh Radial-Transverse 7600 10-13 10 M1 type motions Site 2 Coupled with Rayleigh Radial-Transverse 500-700 7-9 8-10 M1 type motions Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-48 AMBIENT GROUND MOTION MEASUREMENTS Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-49 BEARING CAPACITY FACTOR OF SAFETY Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-50 ESTIMATED TOTAL SETTLEMENTS FOUNDATION ESTIMATED DESIGN LOADSa,b SETTLEMENTb (ksf) (inches) l Building 10.6c 1/2 to 1 sel Generator Building 4.5d 1/2 to 3/4 ntrol Building 5.0d 1/2 to 3/4 iliary Building 5.0d 1/2 to 3/4 actor Building 7.0d 1/2 to 1 WS Pumphouse 6.3e 1/2 to 3/4 S Cooling Towers 2.5e 1/4 to 1/2 Values are maximum edge pressures. These values were used in the settlement analyses as uniform loads except for the fuel building, which utilized the pressure distribution for the highest loading condition averaged over the building area.
| |
| See Table 2.5-55 for foundation loads or estimated settlement which supersede values shown in this Table.
| |
| Bechtel Power Corporation, 1979b.
| |
| Bechtel Power Corporation, 1979a.
| |
| Bechtel Power Corporation, 1979d.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-51 LATERAL EARTH PRESSURES CATEGORY I GRANULAR STRUCTURAL BACKFILL TOTAL EQUIVALENT INCREMENTAL DYNAMIC EFFECTIVE LATERAL FLUID PRESSURE EQUIVALENT FLUID EARTH PRESSURE BELOW WATER TABLE PRESSURE EFFECTS OF COEFFICIENT (psf/ft depth) (psf/ft depth) SURCHARGE,q st Pressure 0.33 92 -- 0.33qa e Pressure 0.20 80 -- 0.20qa mic (Incremental to static parameters) SSE=0.20g:
| |
| st Pressure 0.17 -- 30 0.30qb e Pressure 0.12 -- 25 0.30qb mic (Incremental to static parameters) OBE=0.12g:
| |
| st Pressure 0.10 -- 18 0.18qb e Pressure 0.06 -- 14 0.18qb Uniform earth pressure distribution.
| |
| The maximum dynamic earth pressure along the wall should be placed at the top of the wall so that the dynamic earth pressure distribution is an inverted triangle.
| |
| Based on a saturated unit weight of 150 pcf and an angle of internal friction of 42°.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-52 MINIMUM/MAXIMUM/AVERAGE THICKNESSES OF SOIL AND ROCK UNITS AT THE UHS RETENTION POND AS DETERMINED BY TEST BORINGS MINIMUM MAXIMUM AVERAGE STRATUM (feet) (feet) (feet) dified loess 3 10 8 retion-gley 5 19 12 cial till 5 13 9 ydon chert -- -- 28 ified bedrock -- -- 51 mations Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-53
| |
| | |
| ==SUMMARY==
| |
| OF CONDITIONS STUDIED POND LEVEL GROUND WATER ASE CONDITION ELEVATION ELEVATION STRENGTH PARAMETERS COMMENTS 1 End of Construction 817 825 Total + Effective In-situ Properties of Accretion-gley 2 End of Construction 817 825 Total + Effective 250 psf surcharge at crest 3 Maximum Pond 836 836 Total + Effective 4 Maximum Pond 836 836 Total + Effective 250 psf surcharge at crest 5 Partial Pond 823 825 Total + Effective 6 Earthquake Maximum Pond 836 836 Total SSE = 0.25 g 7 Earthquake Partial Pond 823 825 Total SSE = 0.25 g Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-54 FACTORS OF SAFETY TOTAL STRESS ANALYSISab EFFECTIVE STRESS ANALYSIS ASE CONDITION SECTION X-X' SECTION Y-Y' SECTION X-X' SECTION Y-Y' REQUIRED 1 End of excavation 5.4 6.3 2.5 2.2 1.4 Excavation, 2 250 psf surcharge 5.0 5.8 2.4 2.1 1.4 3 Maximum pond level 7.0 9.5 3.0 3.7 1.5 Maximum pond 4 250 psf surcharge 5.7 8.5 2.9 3.2 1.5 5 Partial pond levelc 5.5 6.1 2.6 2.6 1.5 Earthquake, 6 maximum pond 2.2 2.3 Not applicable 1.1 Earthquake, 7 partial pond 2.0 2.1 Not applicable 1.1 The total stress analysis was performed using a preliminary undrained shear strength value of 3,000 pounds per square foot for the Graydon chert conglomerate, as opposed to the final value of 4,500 pounds per square foot shown in Table 2.5-15. It was not felt necessary to repeat the analysis using the higher strength value since the results obtained would provide an equal or higher factor of safety.
| |
| The total stress analysis for Cases 3 through 7 were performed using an undrained shear strength of 1,600 pounds per square foot for the accretion-gley as opposed to 2,900 pounds per square foot shown in Table 2.5-15. This strength reduction allows for anticipated swelling of the accretion-gley after construction.
| |
| Additional partial pond level analyses were performed by effective stress analysis, assuming that ground-water level remained at elevation 836 feet while the water level in the pond was drawn down to elevation 819 feet. The resulting minimum factors of safety for Sections X-X' and Y-Y' were 2.2 and 2.3, respectively.
| |
| Rev. OL-13 5/03
| |
| | |
| TABLE 2.5-55 ESTIMATED, MEASURED, AND ALLOWABLE SETTLEMENTS SETTLEMENT MONITORING PROGRAM FOUNDATION DESIGN ESTIMATED DATE OF MEASURED ALLOWABLE LOAD SETTLEMENT PLATE FIRST SETTLEMENTa SETTLEMENTb RUCTURES (ksf) (inches) NUMBER READING (inches) (inches) ainment 7.5c 0.5 to 1.0 AZ 50° 1/31/78 0.86 1.5 0.5 to 1.0 AZ 135° 1/31/78 1.34 1.5 0.5 to 1.0 AZ 225° 1/31/78 0.89 d 1.5 0.5 to 1.0 AZ 315° 1/31/78 0.47d 1.5 0.5 to 1.0 AZ 270° 9/4/85 nil e 1.5 iary 7.9c 0.5 to 1.0c A-1 10/25/78 0.53 1.0 ing 0.5 to 1.0 c A-2 10/25/78 0.37 1.0 0.5 to 1.0 c A-3 8/28/79 0.25 1.0 rol 7.9 c 0.5 to 1.0 c C-1 8/24/79 nil 1.0 ing el 5.3c 0.5 to 1.0c D-1 8/24/79 0.13 1.0 erator 0.5 to 1.0 c D-2 8/24/79 0.17 1.0 ing 0.5 to 1.0 c D-3 8/24/79 0.23 1.0 10.6f 0.5 to 1.0 F-1 8/24/79 0.86 1.75 ing 0.5 to 1.0 F-2 8/24/79 0.74 1.75 0.5 to 1.0 F-3 8/24/79 0.83 1.75 0.5 to 1.0 F-4 8/24/79 1.16 1.75 Cooling 2.5 0.25 to 0.5 UHS 11 10/25/78 0.31 1.0 er No. 1 0.25 to 0.5 UHS 12 10/25/78 0.40 1.0 0.25 to 0.5 UHS 13 10/25/78 0.61 1.0 0.25 to 0.5 UHS 14 10/25/78 0.50 1.0 S 6.3 0.5 to 0.75 E-1 6/23/79 0.31 1.0 phouse 0.5 to 0.75 E-2 5/22/79 0.22 1.0 0.5 to 0.75 E-3 4/21/79 0.14 1.0 0.5 to 0.75 E-4 4/21/79 0.35 1.0 Measured settlement as of August 1995.
| |
| Settlements indicated do not necessarily represent the maximum recorded settlements that can be accepted. Rather, they represent values that, when exceeded, should be reviewed by the engineer.
| |
| Foundation load or estimated settlement supersede values presented in Table 2.5-50 of the FSAR Site Addendum, Revision 0.
| |
| Measured settlement as of 1/31/81. Settlement plate currently not used due to poor access.
| |
| This settlement plate established to use in lieu of the plates at AZ 225° and AZ 315°, which have poor access.
| |
| Maximum corner pressure; building was divided into parts with average loads for settlement analysis.
| |
| Rev. OL-13 5/03}}
| |
