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| {{#Wiki_filter:BRAIDWOOD-UFSAR CHAPTER 2.0 - SITE CHARACTERISTICS TABLE OF CONTENTS PAGE 2.0 SITE CHARACTERISTICS 2.1-1 2.1 GEOGRAPHY AND DEMOGRAPHY 2.1-1 2.1.1 Site Location and Description 2.1-1 2.1.1.1 Specification of Location 2.1-1 2.1.1.2 Site Area Map 2.1-1 2.1.1.3 Boundaries for Establishing Effluent Release Limits 2.1-2 2.1.2 Exclusion Area Authority and Control 2.1-3 2.1.2.1 Authority 2.1-3 2.1.2.2 Control of Activities Unrelated to Plant Operation 2.1-3 2.1.2.3 Arrangements for Traffic Control 2.1-3 2.1.2.4 Abandonment or Relocation of Roads 2.1-3 2.1.3 Population Distribution 2.1-4 2.1.3.1 Population Within 10 Miles 2.1-5 2.1.3.2 Population Between 10 and 50 Miles 2.1-5 2.1.3.3 Transient Population 2.1-6 2.1.3.4 Low Population Zone 2.1-7 2.1.3.5 Population Center 2.1-8 2.1.3.6 Population Density 2.1-9 2.1.4 References 2.1-9 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES 2.2-1 2.2.1 Locations and Routes 2.2-1 2.2.2 Descriptions 2.2-3 2.2.2.1 Description of Facilities 2.2-3 2.2.2.2 Description of Products and Materials 2.2-3 2.2.2.3 Pipelines 2.2-3 2.2.2.4 Waterways 2.2-4 2.2.2.5 Airports 2.2-4 2.2.2.6 Projections of Industrial Growth 2.2-5 2.2.3 Evaluation of Potential Accidents 2.2-5 2.2.3.1 Determination of Design Basis Events 2.2-5 2.2.3.1.1 Explosions 2.2-5 2.2.3.1.2 Flammable Vapor Clouds (Delayed Ignition) 2.2-6 2.2.3.1.3 Toxic Chemicals 2.2-7 2.2.3.1.4 Fires 2.2-7 2.2.3.1.5 Collisions with Intake Structure 2.2-7 2.2.3.1.6 Liquid Spills 2.2-7 2.2.4 References 2.2-7 2.0-i REVISION 9 - DECEMBER 2002 | | {{#Wiki_filter:}} |
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.3 METEOROLOGY 2.3-1 2.3.1 Regional Climatology 2.3-1 2.3.1.1 General Climate 2.3-1 2.3.1.2 Regional Meteorological Conditions for Design and Operating Bases 2.3-4 2.3.1.2.1 Thunderstorms, Hail, and Lightning 2.3-4 2.3.1.2.2 Tornadoes and Severe Winds 2.3-6 2.3.1.2.3 Heavy Snow and Severe Glaze Storms 2.3-8 2.3.1.2.4 Ultimate Heat Sink Design 2.3-9 2.3.1.2.5 Inversions and High Air Pollution Potential 2.3-10a 2.3.2 Local Meteorology 2.3-12 2.3.2.1 Normal and Extreme Values of Meteorological Parameters 2.3-12 2.3.2.1.1 Winds 2.3-12 2.3.2.1.2 Temperatures 2.3-15 2.3.2.1.3 Atmospheric Moisture 2.3-16 2.3.2.1.3.1 Relative Humidity 2.3-16 2.3.2.1.3.2 Dew-Point Temperature 2.3-17 2.3.2.1.4 Precipitation 2.3-18 2.3.2.1.4.1 Precipitation Measured as Water Equivalent 2.3-18 2.3.2.1.4.2 Precipitation Measured as Snow or Ice Pellets 2.3-20 2.3.2.1.5 Fog 2.3-20 2.3.2.1.6 Atmospheric Stability 2.3-21 2.3.2.2 Potential Influence of the Plant and Its Facilities on Local Meteorology 2.3-24 2.3.2.3 Topographical Description 2.3-26 2.3.3 Onsite Meteorological Measurements Program 2.3-26 2.3.4 Short-Term (Accident) Diffusion Estimates 2.3-33 2.3.4.1 Objective 2.3-33 2.3.4.2 Calculations (For use with TID-14844 based dose analyses) 2.3-33 2.3.5 Long-Term (Routine) Diffusion Estimates (For TID-14844 based dose analyses) 2.3-35 2.3.5.1 Objective (For TID-14844 based dose analyses) 2.3-35 2.3.5.2 Calculations (For TID-14844 based dose analyses) 2.3-35 2.3.5.2.1 Joint Frequency Distribution of Wind Direction, Wind Speed and Stability (For TID-14844 based dose analyses) 2.3-36 2.3.5.2.2 Effective Release Height (For TID-14844 based dose analyses) 2.3-38 2.3.5.2.3 Annual Average Atmospheric Dilution Factor (For TID-14844 based dose analyses) 2.3-40 2.3.6 Short-term (Accident) Diffusion Estimates (Alternative Source Term /Q Analysis) 2.3-42 2.3.6.1 Objective 2.3-42 2.3.6.2 Meteorological Data 2.3-42 2.3.6.3 Calculation of /Q at the EAB and LPZ 2.3-42 2.0-ii REVISION 16 - DECEMBER 2016
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd) 2.3.6.3.1 PAVAN Meteorological Database 2.3-42b 2.3.6.3.2 PAVAN Model Input Parameters 2.3-42c 2.3.6.3.3 PAVAN EAB and LPZ /Q 2.3-42c 2.3.6.4 Calculation of /Q at the Control Room Intakes 2.3-42d 2.3.6.4.1 ARCON96 Model Analysis 2.3-42d 2.3.6.4.1.1 ARCON96 Meteorological Database 2.3-42f 2.3.6.4.1.2 ARCON96 Input Parameters 2.3-42f 2.3.6.4.1.3 ARCON96 Control Room Intake /Q 2.3-43 2.0-iia REVISION 12 - DECEMBER 2008
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.3.7 References 2.3-43 2.4 HYDROLOGIC ENGINEERING 2.4-1 2.4.1 Hydrologic Description 2.4-1 2.4.1.1 Site and Facilities 2.4-1 2.4.1.2 Hydrosphere 2.4-2 2.4.2 Floods 2.4-4 2.4.2.1 Flood History 2.4-4 2.4.2.2 Flood Design Considerations 2.4-4 2.4.2.3 Effects of Local Intense Precipitation 2.4-5 2.4.3 Probable Maximum Floods (PMF) on Steams and Rivers 2.4-8 2.4.3.1 Probable Maximum Precipitation (PMP) on the Kankakee River, the Mazon River, and Crane and Granary Creeks 2.4-9 2.4.3.2 Precipitation Losses on the Kankakee River, the Mazon River, and Crane and Granary Creeks 2.4-9 2.4.3.3 Runoff and Stream Course Models for the Kankakee River, the Mazon River, and Crane and Granary Creeks 2.4-10 2.4.3.4 Probable Maximum Flood Flow on the Kankakee River, the Mazon River, and Crane and Granary Creeks 2.4-10 2.4.3.5 Water Level Determination for the Kankakee River, the Mazon River, and Crane And Granary Creeks 2.4-11 2.4.3.6 Coincident Wind Wave Activity 2.4-13 2.4.4 Potential Dam Failures, Seismically Induced 2.4-13 2.4.5 Probable Maximum Surge and Seiche Flooding 2.4-13 2.4.6 Probable Maximum Tsunami Flooding 2.4-13 2.4.7 Ice Effects 2.4-13 2.4.8 Cooling Water Canals and Reservoirs 2.4-14 2.4.8.1 Pipelines 2.4-14 2.4.8.2 Cooling Pond 2.4-14 2.4.8.2.1 Probable Maximum Precipitation on the Pond 2.4-14 2.4.8.2.2 Precipitation Losses 2.4-15 2.4.8.2.3 Runoff Model 2.4-15 2.4.8.2.4 Probable Maximum Flood Flow for Cooling Pond 2.4-16 2.4.8.2.5 Water Level Determinations 2.4-16 2.4.8.2.6 Coincident Wind Wave Activity 2.4-16 2.4.9 Channel Diversions 2.4-18 2.4.10 Flooding Protection Requirements 2.4-19 2.4.11 Low Water Considerations 2.4-20 2.4.11.1 Low Flow in Rivers 2.4-20 2.4.11.2 Low Water Resulting from Surges, Seiches, or Tsunami 2.4-20 2.0-iii REVISION 12 - DECEMBER 2008
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.4.11.3 Historical Low Flow 2.4-20 2.4.11.4 Future Controls 2.4-20 2.4.11.5 Plant Requirements 2.4-21 2.4.11.6 Heat Sink Dependability Requirements 2.4-22 2.4.12 Dispersion, Dilution, and Travel Times of Accidental Releases of Liquid Effluents In Surface Water 2.4-24 2.4.13 Groundwater 2.4-25 2.4.13.1 Description and Onsite Use 2.4-25 2.4.13.1.1 Onsite Use 2.4-25 2.4.13.1.2 Site and Regional Conditions 2.4-25 2.4.13.2 Sources 2.4-28 2.4.13.2.1 Present and Future Groundwater Use 2.4-28 2.4.13.2.2 Site Hydrogeologic Conditions 2.4-29 2.4.13.2.2.1 Permeability 2.4-29 2.4.13.2.2.2 Groundwater Levels 2.4-30 2.4.13.2.3 Effects of Seepage from Cooling Pond 2.4-31 2.4.13.2.4 Seepage from the Essential Service Cooling Pond 2.4-32 2.4.13.3 Accident Effects 2.4-32 2.4.13.4 Monitoring 2.4-33 2.4.13.5 Design Bases for Subsurface Hydrostatic Loading 2.4-34 2.4.14 Technical Specification and Emergency Operating Requirements 2.4-34 2.4.14.1 Probable Maximum Flood Level 2.4-34 2.4.14.2 Flood Protection Measures 2.4-35 2.4.14.3 Emergency Protective Measures 2.4-35 2.4.15 References 2.4-35 2.4.15.1 References Cited in Text 2.4-35 2.4.15.2 Alphabetical List of References Not Cited in Text 2.4-37 2.5 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL ENGINEERING 2.5-1 2.5.1 Basic Geologic and Seismic Data 2.5-1 2.5.1.1 Regional Geology 2.5-1 2.5.1.1.1 Regional Geologic History 2.5-1 2.5.1.1.1.1 General 2.5-1 2.5.1.1.1.2 Precambrian (Earlier than Approximately 600 Million Years B.P.) 2.5-2 2.5.1.1.1.3 Cambrain (Approximately 500 to Approximately 600 Million Year B.P.) 2.5-2 2.5.1.1.1.4 Ordovician (430 + 10 to Approximately 500 Million Years B.P.) 2.5-3 2.5.1.1.1.5 Silurian (400 + 10 to 430 + 10 Million Years B.P.) 2.5-4 2.0-iv
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.5.1.1.1.6 Devonian (340 + 10 to 400 + 10 Million Years B.P.) 2.5-4 2.5.1.1.1.7 Mississippian (320 + 10 to 340 + 10 Million Years B.P.) 2.5-4 2.5.1.1.1.8 Pennsylvanian (270 + 5 to 320 + 10 Million Years B.P.) 2.5-5 2.5.1.1.1.9 Permian (225 + 5 to 270 + 5 Million Years B.P.) 2.5-5 2.5.1.1.1.10 Triassic (190 + 5 to 225 + 5 Million Years B.P.) 2.5-5 2.5.1.1.1.11 Jurassic (135 + 5 to 190 + 5 Million Years B.P.) 2.5-5 2.5.1.1.1.12 Cretaceous (65 + 2 to 135 + 5 Million Years B.P.) 2.5-5 2.5.1.1.1.13 Quaternary (Present to 2 + 1 Million Years B.P.) 2.5-6 2.5.1.1.2 Physiography 2.5-6 2.5.1.1.3 Stratigraphy 2.5-7 2.5.1.1.3.1 Soil Units 2.5-7 2.5.1.1.3.2 Rock Units 2.5-8 2.5.1.1.4 Structures 2.5-8 2.5.1.1.4.1 Folding 2.5-8 2.5.1.1.4.1.1 Illinois Basin 2.5-8 2.5.1.1.4.1.2 Wisconsin Arch and Kankakee Arch 2.5-9 2.5.1.1.4.1.3 LaSalle Anticlinal Belt 2.5-9 2.5.1.1.4.1.4 Ashton Arch 2.5-9 2.5.1.1.4.1.5 Herscher Dome 2.5-10 2.5.1.1.4.1.6 Downs Anticline 2.5-10 2.5.1.1.4.1.7 Mattoon Anticline 2.5-10 2.5.1.1.4.1.8 Tuscola Anticline 2.5-10 2.5.1.1.4.1.9 Murdock Syncline 2.5-10 2.5.1.1.4.1.10 Marshall Syncline 2.5-10 2.5.1.1.4.1.11 Folded Structures Associated with the Plum River Fault Zone 2.5-11 2.5.1.1.4.1.12 Louden Anticline 2.5-11 2.5.1.1.4.1.13 Salem Anticline 2.5-11 2.5.1.1.4.1.14 Clay City Anticline 2.5-11 2.5.1.1.4.1.15 DuQuoin Monocline 2.5-11 2.5.1.1.4.1.16 Mississippi River Arch 2.5-12 2.5.1.1.4.1.17 Pittsfield and Lincoln Anticlines 2.5-12 2.5.1.1.4.1.18 Mineral Point and Meekers Grove Anticlines 2.5-12 2.5.1.1.4.1.19 Baraboo, Fond du Lac, and Waterloo Synclines 2.5-12 2.5.1.1.4.1.20 Leesville Anticline 2.5-12 2.5.1.1.4.1.21 Michigan Basin 2.5-13 2.5.1.1.4.1.22 Structural Contour Maps 2.5-13 2.5.1.1.4.2 Faulting 2.5-14 2.0-v
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.5.1.1.4.2.1 Sandwich Fault Zone and Plum River Fault Zone 2.5-14 2.5.1.1.4.2.2 Chicago Area Faults 2.5-14 2.5.1.1.4.2.2.1 Chicago Area Basement Fault Zone 2.5-14 2.5.1.1.4.2.2.2 Chicago Area Minor Faults 2.5-14 2.5.1.1.4.2.3 Oglesby and Tuscola Faults 2.5-15 2.5.1.1.4.2.4 Centralia Fault 2.5-15 2.5.1.1.4.2.5 Cap Au Gres Faulted Flexure 2.5-15 2.5.1.1.4.2.6 Mifflin Fault 2.5-15 2.5.1.1.4.2.7 Postulated Wisconsin Faults 2.5-16 2.5.1.1.4.2.8 Mt. Carmel Fault 2.5-16 2.5.1.1.4.2.9 Royal Center Fault 2.5-16 2.5.1.1.4.2.10 Fortville Fault 2.5-16 2.5.1.1.4.2.11 Cryptovolcanic or Astrobleme Structures 2.5-16 2.5.1.1.4.2.12 Faults Beyond 200 Miles from the Braidwood Site 2.5-17 2.5.1.1.4.2.12.1 Rough Creek Fault Zone 2.5-17 2.5.1.1.4.2.12.2 Structural Relations of Faults North and South of the Rough Creek Fault Zone (Including the Wabash Valley Fault Zone) 2.5-17 2.5.1.1.4.2.12.3 Ste. Genevieve Fault Zone 2.5-18 2.5.1.1.4.2.12.4 Age of Faulting in Southern Illinois and Adjacent Areas 2.5-18 2.5.1.1.5 Gravity and Magnetic Anomalies 2.5-18 2.5.1.1.6 Mans Activities 2.5-20 2.5.1.2 Site Geology 2.5-20 2.5.1.2.1 General 2.5-20 2.5.1.2.2 Physiographic Setting 2.5-21 2.5.1.2.3 Geologic History 2.5-21 2.5.1.2.3.1 General 2.5-21 2.5.1.2.3.2 Precambrian (Greater than Approximately 600 Million Years B.P.) 2.5-22 2.5.1.2.3.3 Cambrian (Approximately 500 to Approximately 600 Million Years B.P.) 2.5-22 2.5.1.2.3.4 Ordovician (430 + 10 to Approximately 500 Million Years B.P.) 2.5-22 2.5.1.2.3.5 Silurian (400 + 10 to 430 + 10 Million Years B.P.) 2.5-23 2.5.1.2.3.6 Devonian (340 + 10 to 400 + 10 Million Years B.P.) 2.5-23 2.5.1.2.3.7 Mississippian (320 + 10 to 340 + 10 Million Years B.P.) 2.5-23 2.5.1.2.3.8 Pennsylvanian (270 + 5 to 320 + 10 Million Years B.P.) 2.5-23 2.5.1.2.3.9 Quaternary (Present to 2 + 1 Million Years B.P.) 2.5-24 2.5.1.2.4 Stratigraphy 2.5-25 2.0-vi
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.5.1.2.4.1 Soil Deposits 2.5-25 2.5.1.2.4.1.1 Pleistocene 2.5-25 2.5.1.2.4.1.1.1 Parkland Sand 2.5-25 2.5.1.2.4.1.1.2 Equality Formation 2.5-26 2.5.1.2.4.1.1.3 Wedron Formation 2.5-27 2.5.1.2.4.2 Bedrock Deposits 2.5-28 2.5.1.2.4.2.1 Pennsylvanian 2.5-29 2.5.1.2.4.2.1.1 Kewanee Group 2.5-29 2.5.1.2.4.2.1.1.1 Carbondale Formation 2.5-29 2.5.1.2.4.2.1.1.1.1 Limestone 2.5-29 2.5.1.2.4.2.1.1.1.2 Francis Creek Shale Member 2.5-30 2.5.1.2.4.2.1.1.1.2.1 Channel Sandstone Deposits 2.5-30 2.5.1.2.4.2.1.1.1.2.2 Siltstone Deposits 2.5-30 2.5.1.2.4.2.1.1.1.3 Colchester (No.2. Coal) Member 2.5-31 2.5.1.2.4.2.1.1.2 Spoon Formation 2.5-31 2.5.1.2.4.2.2 Silurian 2.5-33 2.5.1.2.4.2.2.1 Alexandrian Series 2.5-33 2.5.1.2.4.2.3 Ordovician 2.5-33 2.5.1.2.4.2.3.1 Maquoketa shale Group 2.5-33 2.5.1.2.4.2.3.1.1 Brainard Shale 2.5-33 2.5.1.2.4.2.3.1.2 Fort Atkinson Limestone 2.5-34 2.5.1.2.4.2.3.1.3 Scales Shale 2.5-34 2.5.1.2.4.2.3.2 Galena Group 2.5-35 2.5.1.2.4.2.3.2.1 Wise Lake and Dunleith Formations 2.5-35 2.5.1.2.4.2.3.2.2 Guttenberg Formation 2.5-35 2.5.1.2.4.2.3.3 Platteville Group 2.5-36 2.5.1.2.4.2.3.3.1 Nachusa Formation 2.5-36 2.5.1.2.4.2.3.3.2 Grand Detour Formation 2.5-36 2.5.1.2.4.2.3.3.3 Mifflin Formation 2.5-36 2.5.1.2.4.2.3.3.4 Pecatonica Formation 2.5-36 2.5.1.2.4.2.3.4 Ancell Group 2.5-36 2.5.1.2.4.2.3.4.1 Glenwood Formation and St.
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| Peter Sandstone 2.5-36 2.5.1.2.4.2.3.5 Prairie du Chien Group 2.5-37 2.5.1.2.4.2.3.5.1 Shakopee Dolomite 2.5-37 2.5.1.2.4.2.3.5.2 New Richmond Sandstone 2.5-37 2.5.1.2.4.2.3.5.3 Oneota Dolomite 2.5-37 2.5.1.2.4.2.3.5.4 Gunter Sandstone 2.5-37 2.5.1.2.4.2.4 Cambrian 2.5-37 2.5.1.2.4.2.4.1 Eminence Formation 2.5-37 2.5.1.2.4.2.4.2 Potosi Dolomite 2.5-37 2.5.1.2.4.2.4.3 Franconia Formation 2.5-38 2.5.1.2.4.2.4.4 Ironton Sandstone 2.5-38 2.5.1.2.4.2.4.5 Galesville Sandstone 2.5-38 2.5.1.2.4.2.4.6 Eau Claire Formation 2.5-38 2.5.1.2.4.2.4.7 Mt. Simon Sandstone 2.5-38 2.5.1.2.4.2.5 Precambrian 2.5-39 2.5.1.2.5 Structure 2.5-39 2.0-vii
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.5.1.2.5.1 Jointing 2.5-39 2.5.1.2.5.2 Folding 2.5-39 2.5.1.2.5.3 Faulting 2.5-40 2.5.1.2.6 Solution Activity 2.5-42 2.5.1.2.7 Mans Activities 2.5-43 2.5.1.2.7.1 History of Coal Mining 2.5-43 2.5.1.2.7.2 Coal Seams 2.5-44 2.5.1.2.7.3 Coal Mining Methods 2.5-45 2.5.1.2.7.4 Coal Mine Locations and Production Data 2.5-46 2.5.1.2.7.5 Surface Subsidence Due to Coal Mining 2.5-48 2.5.2 Vibratory Ground Motion 2.5-50 2.5.2.1 Seismicity 2.5-50 2.5.2.1.1 Seismictiy Within 200 Miles of the Site 2.5-50 2.5.2.1.2 Distant Events 2.5-51 2.5.2.1.2.1 Central Stable Region 2.5-51 2.5.2.2.2.2 Mississippi Embayment Area 2.5-51 2.5.2.2.2.3 Other Events 2.5-52 2.5.2.2 Geologic Structures and Tectonic Activity 2.5-52 2.5.2.3 Correlation of Earthquake Activity With Geologic Structures or Tectonic Provinces 2.5-52 2.5.2.3.1 Seismogenic Regions 2.5-53 2.5.2.3.1.1 Illinois Basin Seismogenic Region 2.5-53 2.5.2.3.1.2 Ste. Genevieve Region 2.5-53 2.5.2.3.1.3 Chester-Dupo Region 2.5-54 2.5.2.3.1.4 Wabash Valley Seismogenic Region 2.5-54 2.5.2.3.1.5 Iowa-Minnesota Stable Region 2.5-54 2.5.2.3.1.6 Missouri Random Region 2.5-54 2.5.2.3.1.7 Michigan Basin Region 2.5-54 2.5.2.3.1.8 Eastern Interior Arch System Seismogenic Region 2.5-54 2.5.2.3.1.9 Anna Seismogenic Region 2.5-55 2.5.2.3.1.10 New Madrid Seismogenic Region 2.5-56 2.5.2.3.2 Tectonic Provinces 2.5-57 2.5.2.3.2.1 Central Stable Region Tectonic Province 2.5-57 2.5.2.3.2.2 Gulf Coastal Plain Tectonic Province 2.5-58 2.5.2.3.3 Earthquake Events Significant to the Site 2.5-58 2.5.2.4 Maximum Earthquake Potential 2.5-58 2.5.2.5 Seismic Wave Transmission Characteristics of the Site 2.5-58 2.5.2.6 Safe Shutdown Earthquake 2.5-59 2.5.2.7 Operating-Basis Earthquake 2.5-59 2.5.3 Surface Faulting 2.5-60 2.5.3.1 Geologic Conditions of the Site 2.5-60 2.5.3.2 Evidence of Fault Offset 2.5-61 2.5.3.3 Earthquakes Associated With Capable Faults 2.5-61 2.5.3.4 Investigation of Capable Faults 2.5-61 2.5.3.5 Correlation of Epicenters With Capable Faults 2.5-61 2.5.3.6 Description of Capable Faults 2.5-61 2.0-viii
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.5.3.7 Zone Requiring Detailed Faulting Investigation 2.5-61 2.5.3.8 Results of Faulting Investigation 2.5-61 2.5.4 Stability of Subsurface Materials and Foundations 2.5-61 2.5.4.1 Geologic Features 2.5-61 2.5.4.2 Properties of Subsurface Materials 2.5-62 2.5.4.2.1 Field Tests 2.5-62 2.5.4.2.2 Laboratory Tests 2.5-62 2.5.4.2.2.1 Static Tests 2.5-63 2.5.4.2.2.1.1 Direct Shear Test 2.5-63 2.5.4.2.2.1.2 Unconfined Compression Tests 2.5-63 2.5.4.2.2.1.2.1 Unconfined Compression Tests on Soil 2.5-63 2.5.4.2.2.1.2.2 Unconfined and Unconsolidated Undrained Compression Tests on Rock 2.5-63 2.5.4.2.2.1.3 Triaxial Compression Tests 2.5-64 2.5.4.2.2.1.4 Consolidation Tests 2.5-64 2.5.4.2.2.1.5 Moisture and Density Determinations 2.5-64 2.5.4.2.2.1.6 Grain Size Analysis 2.5-65 2.5.4.2.2.1.7 Atterberg Limits 2.5-65 2.5.4.2.2.1.8 Compaction Characteristics 2.5-65 2.5.4.2.2.1.9 Permeability 2.5-65 2.5.4.2.2.2 Dynamic Tests 2.5-66 2.5.4.3 Exploration 2.5-66 2.5.4.3.1 Geologic Reconnaissance and Excavation Mapping 2.5-66 2.5.4.3.1.1 Excavation Mapping Program 2.5-66 2.5.4.3.1.1.1 Introduction 2.5-66 2.5.4.3.1.1.2 Field Procedures 2.5-66 2.5.4.3.1.1.3 Stratigraphy Within the Excavation 2.5-67 2.5.4.3.2 Test Borings 2.5-68 2.5.4.3.3 Piezometers 2.5-69 2.5.4.3.4 Test Pits 2.5-69 2.5.4.3.5 Geophysical Surveys 2.5-69 2.5.4.3.6 Geologic Cross Sections 2.5-70 2.5.4.4 Geophysical Surveys 2.5-70 2.5.4.4.1 Seismic Refraction Survey 2.5-70 2.5.4.4.2 Surface Wave and Shear Wave Velocity Survey 2.5-72 2.5.4.4.3 Uphole Velocity Survey 2.5-73 2.5.4.4.4 Downhole Shear Wave Survey 2.5-74 2.5.4.4.5 Ambient Vibration Measurement 2.5-74 2.5.4.4.6 Geophysical Borehole Logging 2.5-75 2.5.4.5 Excavations and Backfill 2.5-75 2.5.4.5.1 General 2.5-75 2.5.4.5.2 Main Plant 2.5-76 2.5.4.5.2.1 Excavation 2.5-76 2.5.4.5.2.2 Backfill 2.5-76 2.5.4.5.3 Pond Screen House 2.5-78 2.0-ix
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.5.4.5.3.1 Excavation 2.5-78 2.5.4.5.3.2 Backfill 2.5-78 2.5.4.5.4 Seismic Category I Pipelines 2.5-78 2.5.4.5.4.1 Excavation 2.5-78 2.5.4.5.4.2 Backfill 2.5-79 2.5.4.5.5 Ultimate Heat Sink 2.5-80 2.5.4.6 Groundwater Conditions 2.5-80 2.5.4.6.1 Excavation Dewatering 2.5-81 2.5.4.7 Response of Soil and Rock to Dynamic Loading 2.5-81 2.5.4.7.1 General 2.5-81 2.5.4.7.2 Dynamic Tests 2.5-81 2.5.4.7.2.1 Dynamic Triaxial Compression Tests 2.5-82 2.5.4.7.2.1.1 Sample Preparation 2.5-82 2.5.4.7.2.1.1.1 Granular Soils 2.5-82 2.5.4.7.2.1.1.2 Cohesive Soils 2.5-83 2.5.4.7.2.1.2 Laboratory Procedure and Data Analysis 2.5-83 2.5.4.7.2.2 Resonant Column Tests 2.5-84 2.5.4.7.3 Field Seismic Surveys 2.5-84 2.5.4.7.4 Soil-Structure Interaction 2.5-84 2.5.4.8 Liquefaction Potential - Main Plant 2.5-85 2.5.4.9 Earthquake Design Basis 2.5-85 2.5.4.9.1 General 2.5-85 2.5.4.9.2 Safe Shutdown Earthquake 2.5-85 2.5.4.9.3 Operating-Basis Earthquake (OBE) 2.5-85 2.5.4.10 Static and Dynamic Stability 2.5-86 2.5.4.10.1 Main Plant 2.5-86 2.5.4.10.1.1 Settlement 2.5-86 2.5.4.10.1.2 Bearing Capacity 2.5-89 2.5.4.10.1.3 Lateral Pressures 2.5-90 2.5.4.10.1.3.1 Static Lateral Pressure 2.5-90 2.5.4.10.1.3.2 Incremental Dynamic Lateral Pressure 2.5-91 2.5.4.10.2 Pond Screen House 2.5-93 2.5.4.10.2.1 Settlement 2.5-93 2.5.4.10.2.2 Bearing Capacity 2.5-93 2.5.4.10.2.3 Lateral Pressures 2.5-93 2.5.4.10.3 Essential Service Water Line and Discharge Structure 2.5-93 2.5.4.11 Design Criteria 2.5-95 2.5.4.12 Techniques to Improve Subsurface Conditions 2.5-95 2.5.4.13 Subsurface Instrumentation 2.5-95 2.5.4.14 Construction Notes 2.5-96 2.5.5 Stability of Slopes 2.5-96 2.5.6 Embankments and Dams 2.5-96 2.5.6.1 General 2.5-96 2.5.6.2 Exploration 2.5-96 2.5.6.2.1 Purpose and General Scope 2.5-96 2.0-x REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.5.6.2.2 Field Investigations 2.5-97 2.5.6.2.3 Laboratory Investigations 2.5-97 2.5.6.2.4 Evaluation of Exploration Results 2.5-97 2.5.6.2.4.1 Surface Conditions 2.5-98 2.5.6.2.4.2 Subsurface Conditions 2.5-98 2.5.6.2.4.2.1 General 2.5-98 2.5.6.2.4.2.2 Classification and Distribution of Major Soil Deposits and Bedrock 2.5-98 2.5.6.2.4.2.3 Topsoil and Cohesive Loess Deposit 2.5-98 2.5.6.2.4.2.4 Equality Formation Sand Deposit 2.5-99 2.5.6.2.4.2.5 Wedron Glacial Till Deposit 2.5-99 2.5.6.2.4.2.6 Bedrock 2.5-99 2.5.6.2.5 Static Properties of Major Soil Deposits and Bedrock 2.5-99 2.5.6.2.5.1 Equality Formation and Deposit 2.5-99 2.5.6.2.5.2 Wedron Glacial Till Deposit 2.5-101 2.5.6.2.5.3 Bedrock 2.5-101 2.5.6.2.6 Dynamic Properties of Major Soil Deposits 2.5-101 2.5.6.3 Foundation and Abutment Treatment 2.5-102 2.5.6.4 Embankments 2.5-102 2.5.6.5 Slope Stability 2.5-102 2.5.6.5.1 Slope Stability: Methods of Analysis 2.5-102 2.5.6.5.1.1 Geometry, Loading Conditions, and Soil Properties 2.5-103 2.5.6.5.1.2 Results of Slope Stability Analyses 2.5-104 2.5.6.5.2 Liquefaction Potential 2.5-105 2.5.6.5.2.1 Method of Analysis 2.5-105 2.5.6.4.2.2 Geometry, Soil Properties, and Earth-quake Time-History 2.5-106 2.5.6.5.2.2.1 Cyclic Shear Strength of Equality Formation Sand Deposit 2.5-106 2.5.6.5.2.2.2 Laboratory Tests to Determine Cyclic Strength 2.5-106 2.5.6.5.2.2.3 Use of Laboratory Test Data to Determine Cyclic Strength of Intact Equality Formation Sand Deposit 2.5-109 2.5.6.5.2.2.4 Selection of Cr Based on Relative Density 2.5-111 2.5.6.5.2.2.5 Selection of Cr Based on Ko 2.5-111 2.5.6.5.2.3 Evaluation of Liquefaction Potential 2.5-112 2.5.6.5.2.3.1 Stresses to Cause Liquefaction 2.5-112 2.5.6.5.2.3.1.1 Induced Stresses 2.5-112 2.5.6.5.2.3.1.2 Determination of f/d 2.5-113 2.5.6.5.2.3.1.3 Effect of Lenses of Medium Dense Gray Fine Sand in the Wedron Till Above Elevation 585.0 2.5-113 2.5.6.5.2.3.1.4 Effect of Evaluation at Elevation 584.0 Feet 2.5-113 2.5.6.5.2.3.2 Conclusion 2.5-115 2.0-xi
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| BRAIDWOOD-UFSAR TABLE OF CONTENTS (Contd)
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| PAGE 2.5.6.5.3 Analysis of the Interior Dike Located West Of the ESCP 2.5-115 2.5.6.6 Seepage Control 2.5-116 2.5.6.6.1 Methods of Analyses 2.5-116 2.5.6.6.2 Analysis Conditions 2.5-116 2.5.6.6.2.1 Aquifer Description 2.5-117 2.5.6.6.2.2 Aquifer Thickness 2.5-118 2.5.6.6.2.3 Coefficient of Permeability (k) Values 2.5-118 2.5.6.6.2.4 Boundary Conditions 2.5-119 2.5.6.6.3 Results of Seepage Analyses 2.5-119 2.5.6.7 Diversion and Closure 2.5-121 2.5.6.8 Instrumentation 2.5-121 2.5.6.9 Construction Notes 2.5-122 2.5.6.10 Operational Notes 2.5-122 2.5.7 References 2.5-122 2.5.8 Individual and Agencies Consulted 2.5-131 2.0-xii REVISION 5 - DECEMBER 1994
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| BRAIDWOOD-UFSAR CHAPTER 2.0 - SITE CHARACTERISTICS LIST OF TABLES NUMBER TITLE PAGE 2.1-1 Distance From Gaseous Effluent Release Point to Nearest Site Boundary in the Cardinal Compass Directions 2.1-11 2.1-2 1980 and Projected Population Within 10 Miles of the Braidwood Site 2.1-12 2.1-3 1980 and Projected Population Distribution Within 10-50 Miles of the Braidwood Site 2.1-17 2.1-4 Recreational Facilities With 10 Miles of the Site 2.1-22 2.1-5 Industries Within 10 Miles of the Site 2.1-25 2.1-6 Schools Within 10 Miles of the Site 2.1-26 2.1-7 1980 and Projected Population Distribution Between 0-10 Miles of the Braidwood Site Including Peak Daily Transient Population 2.1-28 2.1-8 1980 and Projected Population Distribution Within the LPZ Including Transient Population 2.1-30 2.1-9 Population Centers Within 50 Miles of The Site 2.1-32 2.1-10 Urban Centers Within 30 Miles of the Site 2.1-33 2.1-11 Average Number of People Per Household in Townships Within 10 Miles of Site 2.1-34 2.2-1 Airports Within 10 Miles of the Site 2.2-9 2.2-2 Low Altitude Federal Airways Within 10 Miles of the Site 2.2-10 2.2-3 Pipelines Within 5 Miles of the Site 2.2-11 2.2-4 Industries With Hazardous Materials Within 5 Miles of the Site 2.2-13 2.2-5 Shipments of Toxic Chemicals Within 5 miles of the Site 2.2-15 2.3-1 Climatological Data from Weather Stations Surrounding the Braidwood Site 2.3-45 2.3-2 Measures of Glazing in Various Severe Winter Storms for the State of Illinois 2.3-47 2.3-3 Wind-Glaze Thickness Relations for Five Periods of Greatest Speed and Greatest Thickness 2.3-48 2.3-4 Annual Wind Rose Data for the 30-Foot Levels at the Braidwood Site (1974-1976) 2.3-49 2.3-5 Persistence of Wind Direction at the 30-Foot Level of the Braidwood Site (1974-1976) 2.3-50 2.3-6 Persistence of Wind Direction at the 199-Foot Level of the Braidwood Site (1974-1976) 2.3-51 2.3-7 Persistence and Frequency of Wind Direction At Peoria (1966-1975) 2.3-52 2.0-xiii REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR LIST OF TABLES (Contd)
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| NUMBER TITLE PAGE 2.3-8 Persistence of Wind Direction for the 19-and 150-Foot Levels at Argonne (1950-1964) 2.3-53 2.3-9 A Comparison of Short-term Temperature Data At Braidwood (1974-1976) Peoria (1973-1975)
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| And Dresden Nuclear Power Station (1974-1976) 2.3-54 2.3-10 A Comparison of Short-Term Temperature Data At Braidwood (1974-1976) with Long-Term Temperature Data At Peoria (1966-1975) and Argonne (1950-1964) 2.3-55 2.3-11 Average Daily Maximum and Minimum Temperature At Peoria, Illinois (1966-1975) 2.3-56 2.3-12 Relative Humidity Data for the 35-Foot Level At Dresden (1975-1976) 2.3-57 2.3-13 Relative Humidity Data for Peoria (1966-1975) and Argonne (1950-1964) 2.3-58 2.3-14 Dew-Point Temperatures for the 35-Foot Level At Dresden (1975-1976) 2.3-59 2.3-15 Dew-Point Temperatures for Peoria (1966-1975) and Argoone (1950-1964) 2.3-60 2.3-16 A Comparison of Short-Term Precipitation Totals (Water Equivalent) At the Braidwood Site (1974-1976) and Peoria (1974-1976) 2.3-61 2.3-17 Precipitation (Water Equivalent) Averages and Extremes at Peoria (1966-1975) and Argonne (1950-1964) 2.3-62 2.3-18 Joint Frequency Distribution of Wind Direction and Precipitation Occurrence For Peoria (1966-1975) 2.3-63 2.3-19 Maximum Precipitation (Water Equivalent) for Specified Time Intervals At Argonne (1950-1964) and for 24 Hours At Peoria (1966-1975) 2.3-64 2.3-20 Ice Pellet and Snow Precipitation for Peoria (1966-1975) 2.3-65 2.3-21 Frequency and Persistence of Fog At Peoria (1966-1975) 2.3-66 2.3-22 Fog Distribution By Hour of the Day At Peoria (1966-1975) 2.3-67 2.3-23 Frequency of Pasquill Stability Classes At Braidwood (1974-1976) 2.3-68 2.3-24 Persistence of Pasquill Stability Classes at the Braidwood Site (1974-1976) 2.3-69 2.3-25 Three-Way Joint Frequency Distribution Of Wind Direction, Wind Speed, and Pasquill Stability Class for 30-Foot Level at the Braidwood Site (1974-1976) 2.3-70 2.0-xiv
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| BRAIDWOOD-UFSAR LIST OF TABLES (Contd)
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| NUMBER TITLE PAGE 2.3-26 Three-Way Joint Frequency Distribution of Wind Direction, Wind Speed, and Pasquill Stability Class for the 199-Foot Level at the Braidwood Site (1974-1976) 2.3-74 2.3-27 Three-Way Joint Frequency Distribution of Wind Direction, Wind Speed, and Pasquill Stability Class for Peoria (1966-1975) 2.3-78 2.3-28 Persistence and Frequency of Pasquill Stability Classes At Peoria (1966-1975) 2.3-79 2.3-29 Cumulative Frequency Distribution of /Q For a 1-Hour Time Period at the Minimum Exclusion Area Boundary Distance (495 Meters), Braidwood Site 2.3-80 2.3-30 Cumulative Frequency Distribution of /Q For a 2-Hour Time Period at the Minimum Exclusion Area Boundary Distance (495 Meters), Braidwood Site 2.3-82 2.3-31 5% and 50% Probability Level of /Q at the Minimum Exclusion Area Boundary Distance (495 Meters), Braidwood Site 2.3-84 2.3-32 Cumulative Frequency Distribution of /Q for an 8-hour Time Period at the Outer Boundary of the Low Population Zone (1811 Meters), Braidwood Site 2.3-85 2.3-33 Cumulative Frequency Distribution of /Q for a 16-Hour Time Period at the Outer Boundary of the Low Population Zone (1811 Meters), Braidwood Site 2.3-87 2.3-34 Cumulative Frequency Distribution of /Q for a 72-Hour Time Period at the Outer Boundary of the Low Population Zone (1811 Meters), Braidwood Site 2.3-89 2.3-35 Cumulative Frequency Distribution of /Q For a 624-Hour Time Period at the Outer Boundary of the Low Population Zone (1811 Meters), Braidwood Site 2.3-91 2.3-36 Maximum /Q at the Outer Boundary of the Low Population Zone (1811 Meters), Braidwood Site 2.3-93 2.3-37 Five Percent Probability Level /Q at the Outer Boundary of the Low Population Zone (1811 Meters), Braidwood Site 2.3-94 2.3-38 Fifty Percent Probability Level /Q at the Outer Boundary of Low Population Zone Boundary (1811 Meters), Braidwood Site 2.3-95 2.3-39 Annual Average /Q at the Actual Braidwood Site Boundary 2.3-96 2.0-xv
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| BRAIDWOOD-UFSAR LIST OF TABLES (Contd)
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| NUMBER TITLE PAGE 2.3-40 Annual Average /Q at Various Distances From the Braidwood Plant 2.3-97 2.3-41 Deleted 2.3-98 2.3-42 Deleted 2.3-99 2.3-43 A Comparison of Average Monthly Temperatures From Braidwood (1974-1976) and Springfield (1941-1970) 2.3-100 2.3-44 1977 - Total Suspended Particulates 2.3-101 2.3-45 1977 - Short-Term Trends for Total Suspended Particulates 2.3-109 2.3-46 1977 - Sulfur Dioxide 2.3-116 2.3-47 1977 - Short-Term Trends for Sulfur Dioxide 2.3-122 2.3-48 Precipitation for Aurora and Kankakee 2.3-125 2.3-49 Minimum Exclusion Area Boundary (MEAB)
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| Distances for Braidwood 2.3-126 2.3-50 Braidwood Station Joint Wind-Stability Class Frequency Distribution (1994-1998) 2.3-127
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| -34 ft Meteorological Tower Level 2.3-51 Braidwood Station Joint Wind-Stability Class Frequency Distribution (1994-1998)
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| - 203 ft Meteorological Tower Level 2.3-128 2.3-52 ARCON96 Input Parameter Summary for Braidwood Station 2.3-129 2.3-53 ARCON96 Control Room Intake /Q Results for Braidwood Station 2.3-130 2.4-1 Floods on the Kankakee River near Wilmington 2.4-39 2.4-2 Probable Maximum Precipitation on the Pond Basin 2.4-41 2.4-3 Probable Maximum Precipitation Distribution 2.4-42 2.4-4 Maximum Rainfall Intensity During Local Probable Maximum Precipitation 2.4-44 2.4-5 Probable Maximum Flood and Other Elevations 2.4-45 2.4-6 Probable Maximum Precipitation on Crane and Granary Creeks, Mazon and Kankakee Rivers 2.4-46 2.4-7 Basin Characteristics for Crane and Granary Creeks and Mazon River 2.4-47 2.4-8 Flood Elevations 2.4-48 2.4-9 Probable Maximum Flood Characteristics for the Pond 2.4-49 2.4-10 Spillway Rating Table 2.4-50 2.4-11 Wind-Wave Characteristics on the Braidwood Pone - Design-Basis Wind 2.4-51 2.4-12 Dike Freeboard - Design-Basis Wind 2.4-52 2.4-13 Wind-Wave Characteristics on the Braidwood Pond - Extreme Wind 2.4-53 2.4-14 Dike Freeboard - Extreme Wind 2.4-54 2.4-15 Stage/Flow Data At Custer Park and Wilmington 2.4-55 2.4-16 Low Flow Frequency/Duration Data 2.4-56 2.0-xvi REVISION 12 - DECEMBER 2008
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| BRAIDWOOD-UFSAR LIST OF TABLES (Contd)
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| NUMBER TITLE PAGE 2.4-17 Physical Characteristics of the Water 2.4-57 Supply Well 2.4-18 Partial Water Quality Analyses for Water Supply Well 2.4-58 2.4-19 Geologic Log, Water Supply Well 2.4-59 2.4-20 Stratigraphic Units and Their Hydrogeologic 2.4-61 Characteristics 2.4-21 Quality of Groundwater in the Glacial Drift 2.4-65 2.4-22A ISGS Public Groundwater Supplies within 10 2.4-66 Miles 2.4.22B ISWS Public Groundwater Supplies within 10 2.4-67 Miles 2.4-22C ISGS Public Groundwater Supplies within 25 2.4-68 Miles 2.4-22D ISWS Public Groundwater Supplies within 25 2.4-69 Miles 2.4-23A ISGS Private Water Wells within 2 Miles of 2.4-70 the Braidwood Site 2.4-23B ISWS Private Water Wells within 2 Miles of 2.4-71 the Braidwood Site 2.4-24 Design Water Levels for Safety-Related Structures 2.4-80 2.4-25 Wave Parameters Applicable to the Lake Screen House 2.4-81 2.5-1 Summary of Major Folds Within 200 Miles of the Site 2.5-133 2.0-xvi (Contd)REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR LIST OF TABLES (Contd)
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| NUMBER TITLE PAGE 2.5-2 Summary of Faults Within 20 Miles of the Site 2.5-135 2.5-3 Unconfined Rock Compression Test Data, Plant Site Borings 2.5-138 2.5-4 Resonant Column Test Data 2.5-140 2.5-5 Characteristics and Production of Mines in the Area of Interest 2.5-143 2.5-6 Typical Coal Analyses 2.5-148 2.5-7 Modified Mercalli Intensity (Damage) Scale of 1931 (Abridged) 2.5-150 2.5-8 Earthquake Epicenters, 38o to 46o North Latitude, 84o to 94o West Longitude 2.5-152 2.5-9 Earthquakes Occurring Over 200 Miles From The Site Felt at the Braidwood Site 2.5-172 2.5-10 Direct Shear Test Data Plant Site Borings 2.5-173 2.5-11 Strength Tests, Cohesive Soils 2.5-174 2.5-12 Triaxial Compression (CU) Tests, Cohesionless 2.5-178 Soils 2.5-13 Density Test Data Plant Site 2.5-179 2.5-14 Summary of Borings 2.5-180 2.5-15 Summary of Shallow Piezometer Installations 2.5-183 2.5-16 Summary of Deep Piezometer Installations 2.5-185 2.5-17 Seismic Refraction Survey:
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| Summary of Computed Depths and Corresponding Compressional Wave Velocities 2.5-186 2.5-18 Surface Wave Data 2.5-188 2.5-19 Ambient Ground Motion Measurements (September 28, 1972) 2.5-189 2.5-20 Water-Pressure Test Results:
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| Borehole H-1 2.5-190 2.5-21 Water-Pressure Test Results:
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| Borehole H-2 2.5-192 2.5-22 Water-Pressure Test Results:
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| Borehole H-3 2.5-194 2.5-23 Water-Pressure Test Results:
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| Borehole H-4 2.5-195 2.5-24 Summary of Permeability Tests 2.5-198 2.5-25 Summary of Piezometer Readings 2.5-200 2.5-26 Summary of Static and Dynamic Properties Of Subsurface Materials 2.5-202 2.5-27 Dynamic Triaxial Compression Test Data, Plant Site Borings, Cohesionless Soils 2.5-204 2.5-28 Dynamic Triaxial Compression Test Data, Plant Site Borings, Cohesive Soils 2.5-207 2.5-29 Foundation Data 2.5-209 2.5-30 In-Place Density and Water Content Test Results for Sand Deposit from Undisturbed Tube and Block Samples 2.5-210 2.0-xvii
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| BRAIDWOOD-UFSAR LIST OF TABLES (Contd)
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| NUMBER TITLE PAGE 2.5-31 Results of Field Density Tests in Sand Deposit Below Elevation 590 2.5-212 2.5-32 Results of Static Tests on Brown Silty Fine Sand Below Elevation 590 East 2.5-214 2.5-33 Results of Static Tests on Gray Fine Sand Below Elevation 585 Feet 2.5-215 2.5-34 Results of Static Tests on Glacial Till Deposits 2.5-216 2.5-35 Results of Cyclic Shear Strength Tests on Sand Deposits - Phase 1 2.5-217 2.5-36 Summary of Skempton B Values for Phase 1 Tests 2.5-220 2.5-37 Results of Cyclic Shear Strength Tests On Sand Deposits - Phase II 2.5-221 2.5-38 Summary of Skempton B Values for Phase II Tests 2.5-223 2.5-39 Summary of Results of Liquefaction Potential Analysis - Cr based on Dr 2.5-224 2.5-40 Summary of Results of Liquefaction Potential Analysis - Cr based on Ko 2.5-226 2.5-41 Tabulated Differential Settlements for Survey Monuments 2.5-228 2.5-42 Projected Maximum Total and Differential Settlements 2.5-232 2.5-43 Summary of Permeability Values 2.5-233 2.5-44 Blast Data 2.5-235 2.5-45 Material Testing and Frequency 2.5-236 2.5-46 Ultimate Bearing Pressures of Backfill for Category I Structures and Buried Pipe 2.5-238 2.5-47 Maximum Bearing Pressure and Factors of Safety for Essential Service Water Discharge Structure 2.5-239 2.5-48 Essential Service Water Pipes - Subgrade and Backfill Conditions 2.5-240 2.5-49 FS Against Liquefaction for Average Relative Density Conditions 2.5-242 2.5-50 Factor of Safety (FS) Against Liquefaction for Low Average Relative Density Conditions 2.5-243 2.5-51 Factor of Safety Against Liquefaction for Average Relative Density Conditions 2.5-244 2.5-52 Factor of Safety (FS) Against Liquefaction for Low Average Relative Density Conditions 2.5-245 2.5-53 Summary of Static and Dynamic Stability Analyses for Interior Dike 2.5-246 2.0-xviii
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| BRAIDWOOD-UFSAR CHAPTER 2.0 - SITE CHARACTERISTICS LIST OF FIGURES NUMBER TITLE 2.1-1 Location of the Site Within the State of Illinois 2.1-2 Site With Respect to Kankakee River and County Boundaries 2.1-3 Site Boundary and Cooling Lake 2.1-4 Location and Orientation of Principle Plant Structures 2.1-5 Exclusion Area Gaseous Release Point Orientation and Minimum Exclusion Boundary Distance 2.1-6 Transportation Networks Within 5 Miles of the Site 2.1-7 Sector Designations form 0 to 10 Miles 2.1-8 Cities and Villages Within 10 Miles of the Site 2.1-9 Sector Designations Within 50 Miles 2.1-10 Public Facilities Within the Low Population Zone 2.1-11 Population Centers Within 50 Miles of the Site 2.1-12 1990 and 2020 Population Density Within 50 Miles of the Site 2.2-1 Airports and Low Altitude Federal Airways Within 10 Miles of the Site 2.2-2 Pipelines Within 5 Miles of the Site 2.3-1 Number of Tornadoes Originating in Each County in the State of Illinois, 1916-1969 2.3-2 Annual Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-3 January Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-4 February Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-5 March Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-6 April Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-7 May Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-8 June Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-9 July Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-10 August Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-11 September Wind Rose, 30-Foot Level, Braidwod Site (1974-1976) 2.3-12 October Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-13 November Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.3-14 December Wind Rose, 30-Foot Level, Braidwood Site (1974-1976) 2.0-xix REVISION 7 - DECEMBER 1998
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.3-15 Annual Wind Rose, 199-Foot Level, Braidwood Site (1974-1976) 2.3-16 Annual Wind Rose, 20-Foot Level, Peoria, Illinois (1966-1975) 2.3-17 Winter Wind Rose, 19-Foot Level, Argonne, Illinois (1950-1964) 2.3-18 Spring Wind Rose, 19-Foot Level, Argonne, Illinois (1950-1964) 2.3-19 Summer Wind Rose, 19-Foot Level, Argonne, Illinois (1950-1964) 2.3-20 Fall Wind Rose, 19-Foot Level, Argonne, Illinois (1950-1964) 2.3-21 Vertical Temperature Gradient Histograms for Braidwood And Dresden (1974-1976) 2.3-22 Topographical Map of the Site Vicinity Within a 10-Mile Radius 2.3-23 Topographical Cross Sections Within a 10-Mile Radius of the Braidwood Site 2.3-24 Annual Wind Rose for 10-Meter Level at Clinton Power Station (5-72 to 4-73) 2.3-25 Annual Wind Rose for 375-Foot Level at La Salle County Station (10-01-76 to 9-30-77) 2.3-26 Annual Wind Rose for 35-Foot Level at Dresden 2.4-1 General Arrangement Seismic Category I Structures 2.4-2 Site Characteristics and Changes to Existing Drainage Features 2.4-3 Drainage Basin of Mazon River 2.4-4 Drainage Area of Crane and Granary Creeks 2.4-5 Drainage Basin of Kankakee River 2.4-6 Regional Hydrologic Network 2.4-7 Plant Drainage, Road and Tack Elevations 2.4-7a Subdivision of Plant Area for Local Intense Precipitation Analysis 2.4-7b Detailed Site Layout and Cross Sections for Backwater Calculation for Local Intense Precipitation 2.4-8 Unit Hydrograph and PMF Hydrograph for Kankakee River Near Wilmington 2.4-9 Kankakee River Stage at Custer Park Versus Discharge at Wilmington, Illinois 2.4-10 Rating Curve for Kankakee River Near Wilmington Gauging Station 2.4-11 Mazon River 3-Hour Unit Hydrograph 2.4-12 3-Hour Unit Hydrograph Crane and Granary Creeks at the Confluence with East Fork Mazon River 2.4-13 Mazon River PMF Hydrograph 2.4-14 Crane and Granary Creeks PMF Hydrograph 2.4-14a Typical Cross Section of the Kankakee River Near the River Screenhouse 2.4-15 Cross Sections for East Fork Mazon River Upstream from Granary Creek 2.4-16 Cross Sections of Crane Creek 2.0-xx REVISION 6 - DECEMBER 1996
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.4-17 Cross Sections of Granary Creek 2.4-17a Cross Section of Granary Creek Just Upstream of East Fork Mazon River 2.4-18 Cross Sections for Mazon River Downstream from Granary Creek 2.4-19 Cross Sections of Mazon River, Crane and Granary Creeks 2.4-20 Rating Curves for East Fork Mazon River Upstream from Granary Creek 2.4-21 Rating Curves for Crane Creek 2.4-22 Rating Curves for Granary Creek 2.4-23 Rating Curves for East Fork Mazon River Downstream from Granary Creek 2.4-24 Braidwood Pone (Lake) Overall Plan 2.4-25 Area-Capacity Curve for Braidwood Pond 2.4-26 Braidwood Pond Excavation and Fill 2.4-27 Braidwood Pond Excavation and Fill 2.4-28 Braidwood Pond Excavation and Fill 2.4-29 Braidwood Pond Excavation and Fill 2.4-30 Plan - Overflow Spillway 2.4-31 Section - Overflow Spillway 2.4-32 PMF Inflow and Outflow Hydrograph 2.4-33 PMF Water Surface Time History 2.4-34 Location of Dike Reaches for Wind Wave Analysis 2.4-35 Dike Section and Details 2.4-36 Locations of Station Observation Wells 2.4-37 Locations of Pond Observation Wells 2.4-38 Public Groundwater Supplies within 10 Miles and 25 Miles 2.4-39 Potentiometric Surface of the Cambrian-Ordovician Aquifer, Fall 2000 2.4-40 Potentiometric Surface of the Cambrian-Ordovician Aquifer, Fall 2007 2.4-41 Changes in Groundwater Table Levels in the Cambrian-Ordovician Aquifer, 2000 and 2007 2.4-42A Deep Water Supply Wells Within 2 Miles of the Station and Predicted Capture Zone 2.4-42B Predicted Drawdown Steady State Pumping Conditions of the Water Supply Well 2.4-43 Typical Detail for Station Observation Well 2.4-44 Groundwater Levels in Station Observation Wells, 1976 2.4-45 Average Monthly Groundwater Levels in Lake Observation Wells 2.4-46 Essential Cooling Pond Area-Capacity Curves 2.4-47 Essential Cooling Pond 2.4-48 Essential Cooling Pond Sections 2.4-49 Exterior Dike Profile STA 0 + 00 to STA 49 + 00 2.4-50 Exterior Dike Profile STA 49 + 00 to STA 65 + 50 2.4-51 Exterior Dike Profile STA 499 + 15 to STA 540 + 79.6 2.5-1 Site Area Map 2.5-2 Regional Stratigraphic Column 2.5-3 Regional Glaciation 2.5-4 Regional Physiographic Map 2.0-xxi REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.5-5 Regional Bedrock Geology Map 2.5-6 Regional Geologic Section A-A 2.5-7 Regional Geologic Section B-B 2.5-8 Major Folds 2.5-9 Major Faults 2.5-10 Structural Contour Map Showing Herscher Dome 2.5-11 Plum River Fault Zone 2.5-12 Regional Structure Contours on Top of the Galena Group 2.5-13 Bouger Gravity Anomaly Map 2.5-14 Regional Aeromagnetic Map 2.5-15 Air Photo of Plant Site 2.5-16 Plot Plan 2.5-17 Plant Foundations and Subgrade Material for Major Structures 2.5-18 Physiographic Map - Site Map 2.5-19 Site Stratigraphic Section 2.5-20 Surficial Geologic Map - Site Map 2.5-21 Fence Diagram of Site Area 2.5-22 Geologic Section C-C 2.5-23 Geologic Section D-D 2.5-24 Geologic Section E-E 2.5-25 Geologic Section H-H 2.5-26 Geologic Section F-F and G-G 2.5-27 Unified Soil Classification System 2.5-28 General Notes for Log of Borings 2.5-29 Contour Map on Top of the Wedron Formation 2.5-30 Contour Map of the Top of the Pennsylvanian Deposits 2.5-31 Contour Map of the Top of the Bedrock Surface 2.5-32 Geologic Log of City of Braidwood Deep Well Number 1 2.5-33 Contour Map of the Top of the Colchester (No. 2) Coal Member 2.5-34 Contour Map of the Top of the Ft. Atkinson Limestone 2.5-35 Structure Contour Map on the Top of the Galena Group 2.5-36 Map Showing Known Coal Mines in Vicinity of Site 2.5-36a Known Coal Mines in Plant Area 2.5-37 Map Showing the Longwall Coal Mining District 2.5-38 Schematic Plan of a Typical Longwall Coal Mine 2.5-39 Detailed Topographic Map of Plant Site 2.5-40 Earthquake Epicenters and Relationship to Seismotectonic Regions 2.5-41 Isoseismal Maps for Earthquakes of May 26, 1909 and January 2, 1912 2.5-42 Isoseismal Map for Earthquake of September 15, 1972 2.5-43 Isoseismal Map for Earthquake of November 9, 1968 2.5-44 Isoseismal Map for New Madrid Earthquake of December 16, 1811 2.5-45 Areas of Relatively High Seismicity in Central United States 2.0-xxii
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.5-46 Correlation of Earthquake Intensity and Acceleration 2.5-47 Horizontal Response Spectra Safe Shutdown Earthquake
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| (.26g) 2.5-48 Horizontal Response Spectra Operating Basis Earthquake
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| (.13g) 2.5-49 Photograph of Section 23 2.5-50 Section 23 2.5-51 Photograph of Section No. 12 2.5-52 Section 12 2.5-53 Photograph of Section 11 2.5-54 Section 11 2.5-55 Excavation Mapping Photograph Location Map 2.5-56 Strength Tests, Methods 2.5-57 Triaxial Tests, Results 2.5-58 Consolidation Tests, Methods 2.5-59 Consolidation Tests Results 2.5-60 Compaction Test, Methods 2.5-61 Compaction Test, Results 2.5-62 Dames & Moore U Type Sampler 2.5-63 Representative Geologic Profile Showing Geophysical Properties 2.5-64 Plot Plan of Geophysical Exploration 2.5-65 Seismic Refraction Survey Line 1 2.5-66 Seismic Refraction Survey Line 2 2.5-67 Seismic Refraction Survey Line 1A 2.5-68 Uphole Velocity Survey Compressional Wave Velocity 2.5-69 Downhole Velocity Survey Shear Wave Velocity 2.5-70 Widco Porta-Logger 2.5-71 Elastic Properties, Logs A-1 and A-2 2.5-72 Foundation Excavation Plan 2.5-73 Foundation Excavation Sections 2.5-74 Slurry Trench Location 2.5-75 Foundation Backfill Plan 2.5-76 Foundation Backfill Sections 2.5-77 Strain Dependent Shear Modulus for Sand 2.5-78 Strain Dependent Hysteretic Damping for Sand 2.5-79 Strain Dependent Shear Modulus for Till 2.5-80 Strain Dependent Hysteretic Damping for Till 2.5-81 Dynamic Triaxial Test Results 2.5-82 Resonant Column Test, Method 2.5-83 Liquefaction Evaluation - Simplified Method 2.5-84 Grain-Size Characteristics of Liquefaction Samples 2.5-85 Cyclic Strength Curve for Compacted Granular Soils 2.5-86 Liquefaction Test Typical Response Curve 2.5-87 Response Spectra for Operating Basis Earthquake with Horizontal Ground Acceleration = 0.13g 2.5-88 Response Spectra for Safe Shutdown Earthquake with Horizontal Ground Acceleration = 0.26g 2.0-xxiii REVISION 7 - DECEBMER 1998
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.5-89 Settlement Benchmark Locations 2.5-90 Essential Cooling Pond Arrangement Section Location 2.5-91 Essential Cooling Pond Boring and Test Pit Location Plan 2.5-92 Essential Cooling Pond Cross-Sections 2.5-93 Generalized Geologic Profiles Within Essential Cooling Pond 2.5-94 Typical Gradation of Sand Deposit 2.5-95 Fines Content of Sand Deposit vs. Elevation 2.5-96 Maximum and Minimum Dry Density vs. Fines Content for Sand Deposit Within ECP 2.5-97 Geometry and Soil Properties Used for Slope Stability Analysis 2.5-98 Soil Prperties Used for Liquefaction Stability Analysis 2.5-99 Liquefaction Potential for Dense Uniform Fine Sands 2.5-100 Laboratory Cyclic Strength Curves for Brown Silty Sand 2.5-101 Laboratory Cyclic Strength Curve for Gray Fine Sand 2.5-102 Synthetic Earthquake Time History Used for Liquefaction Analysis 2.5-103 Cumulative Occurrence of Fines Content of Sand Deposit 2.5-104 Cumulative Occurrence of Relative Density of Sand Deposit 2.5-105 Variation of Cyclic Shear Strength With Fines Content and Relative Density 2.5-106 Comparison of Cyclic Strength of Sand Deposits with Cyclic Strength of Other Clean Fine Sands 2.5-107 Typical Results of Cyclic Test on Intact and Companion Reconstituted Test Specimens 2.5-108 Crossover Strain vs. Relative Density of Test Specimens 2.5-109 Schematic Diagram to Evaluate the Ratio Between Cyclic Strength of Intact Sand Deposit and That Determined on Reconstituted Test Specimens (Dc) 2.5-110 Comparison of Cyclic Strength Tests on Intact and Companion Reconstituted Test Specimens - Braidwood Essential Cooling Pond Liquefaction Potential Analysis 2.5-111 Relationship Between Cr and Relative Density 2.5-112 Determination of Equivalent Dr to Select Cr Value 2.5-113 Proposed Relationship Between Cr and Principal Stress Ratio (Ko) 2.5-114 Minimum Principal Stress Ratio Within Sand Deposit During Operation 2.5-115 Relationship Between Ko and Overconsolidation Ratio 2.5-116 Evaluation of Liquefaction Potential Cr Based on Dr 2.5-117 Evaluation of Liquefaction Potential Cr Based on Ko 2.5-118 Particle Size Analysis 2.5-119 Field Cyclic Shear Strength vs. Relative Density 2.5-120 Plot of Cyclic Shear Strength Correction Ratio vs. Grain Size 2.5-121 Inferred Relative Density vs. Elevation of Sand Deposit 2.0-xxiv
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.5-122 Measured Relative Density vs. Elevation of Sand Deposit 2.5-123 Log of Boring A-1 2.5-124 Log of Boring A-1 (Geophysical Log) 2.5-125 Log of Boring A-2 2.5-126 Log of Boring A-2 (Geophysical Log) 2.5-127 Log of Boring A-3 2.5-128 Log of Boring A-3 (Geophysical Log) 2.5-129 Log of Boring A-4 2.5-130 Log of Boring A-4 (Geophysical Log) 2.5-131 Log of Boring A-5 2.5-132 Log of Boring A-5 (Geophysical Log) 2.5-133 Log of Boring A-6 2.5-134 Log of Boring A-6 (Geophysical Log) 2.5-135 Log of Boring A-7 2.5-136 Log of Boring A-7 (Geophysical Log) 2.5-137 Log of Boring A-8 2.5-138 Log of Boring A-8 (Geophysical Log) 2.5-139 Log of Boring A-9 2.5-140 Log of Boring A-9 (Geophysical Log) 2.5-141 Log of Boring A-10 2.5-142 Log of Boring A-10 (Geophysical Log) 2.5-143 Log of Boring A-11 2.5-144 Log of Boring A-11 (Geophysical Log) 2.5-145 Log of Boring P-3 2.5-146 Log of Boring P-3 (Geophysical Log) 2.5-147 Log of Boring P-6 2.5-148 Log of Boring P-6 (Geophysical Log) 2.5-149 Log of Boring P-10 2.5-150 Log of Boring P-10 (Geophysical Log) 2.5-151 Log of Boring L-1 2.5-152 Log of Boring L-1 (Geophysical Log) 2.5-153 Log of Boring L-2 2.5-154 Log of Boring L-2 (Geophysical Log) 2.5-155 Log of Boring L-3 2.5-156 Log of Boring L-3 (Geophysical Log) 2.5-157 Log of Boring L-4 2.5-158 Log of Boring L-4 (Geophysical Log) 2.5-159 Logs of H Borings 2.5-160 Log of Boring A-12 2.5-161 Log of Boring A-13 2.5-162 Log of Boring A-14 2.5-163 Log of Boring A-15 2.5-164 Log of Boring A-16 2.5-165 Log of Boring A-17 2.5-166 Log of Boring A-18 2.5-167 Log of Boring MP-1 2.5-168 Log of Boring MP-2 2.5-169 Log of Boring MP-3 2.5-170 Log of Boring MP-4 2.0-xxv
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.5-171 Log of Boring MP-5 2.5-172 Log of Boring MP-6 2.5-173 Log of Boring MP-7 2.5-174 Log of Boring MP-8 2.5-175 Log of Boring MP-9 2.5-176 Log of Boring MP-10 2.5-177 Log of Boring MP-11 2.5-178 Log of Boring MP-12 2.5-179 Log of Boring MP-13 2.5-180 Log of Boring MP-14 2.5-181 Log of Boring MP-15 2.5-182 Log of Boring MP-16 2.5-183 Log of Boring MP-17 2.5-184 Log of Boring MP-18 2.5-185 Log of Boring MP-19 2.5-186 Log of Boring MP-20 2.5-187 Log of Boring MP-21 2.5-188 Log of Boring MP-22 2.5-189 Log of Boring MP-23 2.5-190 Log of Boring MP-24 2.5-191 Log of Boring MP-25 2.5-192 Log of Boring MP-26 2.5-193 Log of Boring MP-27 2.5-194 Log of Boring MP-28 2.5-195 Log of Boring MP-29 2.5-196 Log of Boring MP-30 2.5-197 Log of Boring MP-31 2.5-198 Log of Boring MP-32 2.5-199 Log of Boring MP-33 2.5-200 Log of Boring MP-34 2.5-201 Log of Boring MP-35 2.5-202 Log of Boring MP-36 2.5-203 Log of Boring MP-37 2.5-204 Log of Boring MP-38 2.5-205 Log of Boring MP-39 2.5-206 Log of Boring MP-40 2.5-207 Log of Boring MP-41 2.5-208 Log of Boring MP-42 2.5-209 Log of Boring MP-43 2.5-210 Log of Boring MP-44 2.5-211 Log of Boring MP-45 2.5-212 Log of Boring MP-46 2.5-213 Log of Boring MP-47 2.5-214 Log of Boring MP-48 2.5-215 Log of Boring MP-49 2.5-216 Log of Boring MP-50 2.5-217 Log of Boring MP-51 2.5-218 Log of Boring MP-52 2.5-219 Log of Boring MP-53 2.0-xxvi
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.5-220 Log of Boring MP-54 2.5-221 Log of Boring MP-55 2.5-222 Log of Boring MP-56 2.5-223 Log of Boring MP-57 2.5-224 Log of Boring MP-58 2.5-225 Log of Boring MP-59 2.5-226 Log of Boring MP-60 2.5-227 Log of Boring MP-61 2.5-228 Log of Boring MP-62 2.5-229 Log of Boring MP-63 2.5-230 Log of Boring MP-64 2.5-231 Log of Boring MP-65 2.5-232 Log of Boring MP-66 2.5-233 Log of Boring MP-67 2.5-234 Log of Boring MP-68 2.5-235 Log of Boring LSH-1 2.5-236 Log of Boring HS-1 2.5-237 Log of Boring HS-2 2.5-238 Log of Boring HS-3 2.5-239 Log of Boring HS-4 2.5-240 Log of Boring HS-5 2.5-241 Log of Boring HS-6 2.5-242 Log of Boring HS-7 2.5-243 Log of Boring HS-8 2.5-244 Log of Boring HS-9 2.5-245 Log of Boring HS-10 2.5-246 Log of Boring HS-11 2.5-247 Log of Boring HS-12 2.5-248 Log of Boring HS-13 2.5-249 Log of Boring HS-14 2.5-250 Log of Boring HS-15 2.5-251 Log of Boring HS-16 2.5-252 Log of Boring HS-17 2.5-253 Log of Boring HS-18 2.5-254 Log of Test Pit HTP-1 2.5-255 Log of Test Pit HTP-2 2.5-256 Log of Test Pit HTP-3 2.5-257 Log of Test Pit HTP-4 2.5-258 Log of Test Pit HTP-5 2.5-259 Log of Test Pit HTP-6 2.5-260 Log of Test Pit HTP-7 2.5-261 Grain-Size Envelope, Sand Backfill, Main Plant 2.5-262 Grain-Size Envelope, Sand Backfill, ESWP 2.5-263 Locations of Construction Settlement Monuments 2.5-264 Settlement Plots for Monuments U, V, Z 2.5-265 Settlement Plots for Monuments N, R4, KK 2.5-266 Settlement Plots for Monuments X, AA, BB 2.5-267 Settlement Plots for Monuments CC, DD, HH1 2.5-268 Settlement Plots for Monuments N2, N4, P 2.0-xxvii
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.5-269 Settlement Plots for Monuments R, R1, R2 2.5-270 Settlement Plots for Monuments R2, T, W 2.5-271 Settlement Plots for Monuments JJ, LL, 9 2.5-272 Settlement Plots for Monuments XX, 20, 34 2.5-273 Settlement Plots for Monuments 10, 4, 5 2.5-274 Settlement Plots for Monuments 3, 18, 19 2.5-275 Settlement Plots for Monuments 15, 13, 14 2.5-276 Settlement Plots for Monuments 22, 23, 24 2.5-277 Settlement Plots for Monuments 26, 27, 28 2.5-278 Settlement Plots for Monuments 39, 40, 42 2.5-279 Settlement Plots for Monuments 43, 44, 21 2.5-280 Settlement Plots for Monuments 6, 1, 33 2.5-281 Settlement Plot for Monuments 36 2.5-282 Locations of Operational Settlement Monuments 2.5-283 Settlement Plots for New Monuments N, R4, U 2.5-284 Settlement Plots for New Monuments V, Z, 3 2.5-285 Settlement Plots for New Monuments 4, 6, 10 2.5-286 Settlement Plots for New Monuments 16, 17, 21 2.5-287 Settlement Plots for New Monuments 26, 27, 29 2.5-288 Settlement Plots for New Monuments 33 2.5-289 Settlement Plots for New Monuments 34, 37, 39 2.5-290 Settlement Plots for Monuments 51 and New Monuments 40, 41 2.5-291 Settlement Plots for Monuments 52, 53, 54 2.5-292 Settlement Plots for Monuments 55, 56, 57 2.5-293 Settlement Plots for Monuments 58, 59, Z1 2.5-294 Settlement Plots for Monuments 60, 61, 62 2.5-295 Settlement Plots for Monuments 63, 64, 65 2.5-296 Locations of Mapped Geologic Sections 2.5-297 Geologic Sections 2.5-298 Sketch Map of Screen House Showing Section Locations 2.5-299 Screen House Geologic Sections 2.5-300 Auxiliary Building Lateral Earth Pressure 2.5-301 Lake Screen House Lateral Earth Pressure 2.5-302 Essential Service Water Discharge Structure 2.5-303 Log of Boring DSS-1 2.5-304 Log of Boring DSS-66 2.5-305 Log of Boring DSS-67 2.5-306 Log of Boring DSS-68 2.5-307 Log of Boring DSS-69 2.5-308 Log of Boring DSS-70 2.5-309 Green Size Envelope, Sand Backfill, ESWP Within ESCP 2.5-310 Exterior Dike Profile STA 0+00 to STA 49+00 2.5-311 Exterior Dike Profile STA 49+00 to STA 65+50 2.5-312 Exterior Dike Profile STA 499+15 to STA 540+79.6 2.5-313 Critical Section for Static ESCP Slope Stability Analysis 2.5-314 Minimum Principle Stress Ratio Within Sand Deposit During Operation at El. 584 ft 2.0-xxviii REVISION 1 - DECEMBER 1989
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| BRAIDWOOD-UFSAR LIST OF FIGURES (Contd)
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| NUMBER TITLE 2.5-315 Evaluation of Liquefaction Potential - Level Ground at El. 584 ft - Cr Based on Dr 2.5-316 Evaluation of Liquefaction Potential - Level Ground at El. 584 ft - Cr Based on Ko 2.5-317 Lake Screen House West Wing Wall 2.5-318 Lake Screen House East Wind Wall 2.5-319 Lake Screen House Wingwall Sections DRAWINGS CITED IN THIS APPENDIX*
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| *The listed drawings are included as General References only; i.e., refer to the drawings to obtain additional detail or to obtain background information. These drawings are not part of the UFSAR. They are controlled by the Controlled Documents Program.
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| DRAWING* SUBJECT A-4 South Elevation M-5 General Arrangement Roof Plan Units 1 & 2 M-14 General Arrangement Section A-A Units 1 & 2 M-19 General Arrangement Lake Screen House Units 1 & 2 2.0-xxix REVISION 12 - DECEMBER 2008
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| BRAIDWOOD-UFSAR CHAPTER 2.0 - SITE CHARACTERISTICS 2.1 GEOGRAPHY AND DEMOGRAPHY 2.1.1 Site Location and Description 2.1.1.1 Specification of Location Figure 2.1-1 shows the site within the state of Illinois, and Figure 2.1-2 outlines the site with respect to the Kankakee River and the county boundaries. The Braidwood site is located in Reed Township of Will County in northeastern Illinois approximately 50 miles southwest of Chicago and 20 miles south-southwest of Joliet. It is adjacent at its northwest corner to the village of Godley, and its western and southern borders lie adjacent to the Grundy County and Kankakee County boundary lines respectively. The site is in an area composed of flat agricultural farmland that has been scarred from coal strip mining. The site itself is located principally on terrain which has been stripped of this mineral resource.
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| At its closest point, the Kankakee River is approximately 3 miles east of the northeastern site boundary, which point is approximately 12 miles upstream from the headwaters of the Illinois River (confluence of the Kankakee and Des Plaines Rivers).
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| The coordinates of the center of the reactor containment buildings are given below in both latitude and longitude and Universal Transverse Mercator (UTM) coordinates. Latitude and longitude are given to the nearest second, and UTM coordinates are given to the nearest 100 meters.
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| UNIT LATITUDE AND LONGITUDE UTM COORDINATES 1 88° 13' 42" W x 4,565,300 N 41° 14' 38" N 397,000 E 2 88° 13' 42" W x 4,565,200 N 41° 14' 36" N 397,000 E 2.1.1.2 Site Area Map The roughly rectangular site occupies approximately 4457 acres, of which 2537 acres comprise the main cooling pond. The pond will have an elevation of 595 feet above mean sea level (MSL) when filled to capacity. The plant property lines and the site boundary lines are the same except for the pipeline corridor.
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| The site boundary and the general outline of the pond are shown in Figure 2.1-3. As noted in this figure, the nuclear generating facilities are located at the northwest corner of the site. Figure 2.1-4 shows the location and orientation of principal plant structures. The makeup and blowdown lines are 2.1-1
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| BRAIDWOOD-UFSAR buried in the ground along a transmission line corridor. Their relation to the Kankakee River is shown in Figure 2.1-2.
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| The plant Exclusion Area Boundary (EAB) is also illustrated in Figure 2.1-5. The minimum exclusion boundary distance from the gaseous release point is 1625 feet.
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| There are no industrial, commercial, institutional, recreational or residential structures on the site. Illinois State Routes 53 and 129 are adjacent to the northwest boundary of the site. The Illinois Central Gulf Railroad (previously the Gulf, Mobile &
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| Ohio Railroad) runs parallel between State Routes 53 and 129 and provides spur track access from the site area to the main line.
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| Interstate 55 is less than 2 miles west-northwest of the site, and State Route 113 is approximately 2 miles north of the site.
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| Figure 2.1-6 illustrates these transportation routes. The Kankakee River is approximately 3 miles east of the northeastern site boundary.
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| 2.1.1.3 Boundaries for Establishing Effluent Release Limits Title 10 of the Federal Code of Regulations Part 20.1302 requires that a licensee demonstrates by measurement or calculation that the total effective dose equivalent to the individual likely to receive the highest dose from the licensed operation does not exceed the annual dose limit.
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| 10 CFR 50.34a also requires that "in the case of an application filed on or after January 2, 1971, the application shall also identify the design objectives, and the means to be employed, for keeping levels of radioactive material in effluents to unrestricted areas as low as practicable."
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| The unrestricted area boundary is the primary location used by the licensee in determining compliance with effluent release limits of the Radiological Effluent Technical Standards and the member of the public dose limit to 10CFR20. The unrestricted area is specified to be the site area boundary, or Braidwood Station property line. Expected concentrations of radionuclides in effluents are shown in Sections 11.2 and 11.3 and will be in compliance with the Radiological Effluent Technical Standards.
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| 2.1-2 REVISION 8 - DECEMBER 2000
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| BRAIDWOOD-UFSAR Figure 2.1-3 illustrates the Site Area Boundary, and Figure 2.1-2 shows the boundary with respect to the Kankakee River.
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| Distances from the release point of gaseous effluents (the vent stack) to the Site Area Boundary in the cardinal compass directions are given in Table 2.1-1. The site boundary closest to the release point of gaseous effluents (taken as the midpoint of the line drawn through the Unit 1 and Unit 2 station vent stacks) is in the northwesterly direction at a distance of 1625 feet.
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| Since liquid effluents are discharged into the cooling pond blowdown line which subsequently discharges into the Kankakee 2.1-2a REVISION 8 - DECEMBER 2000
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| BRAIDWOOD-UFSAR River, any radionuclides in liquid effluents enter the unrestricted area at that point (the blowdown line outfall).
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| 2.1.2 Exclusion Area Authority and Control 2.1.2.1 Authority The Braidwood Exclusion Area is owned in fee simple and controlled by Exelon Generation Company. The Exclusion Area is within the site boundary as shown in Figure 2.1-5. All mineral rights and easements for the Exclusion Area are owned and maintained by Exelon Generation Company. As sole owner, Exelon Generation Company has authority to determine and control all activities in the Exclusion Area, including removal and exclusion of personnel or property from the site.
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| For accident releases, the minimum Exclusion Area Boundary (MEAB) is 485 meters in all directions, measured from the outer containment wall.
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| The value of 485 meters used in Chapter 15.0 accident assessments (see Table 15.0-14), is the shortest distance between the surface of the containment building and the EAB. Releases for a design basis loss-of-coolant accident are assumed to occur via this minimum distance pathway rather than via the vent stack. This assumption and the MEAB distances are consistent with methodology that was used in general practice prior to the issuance of Regulatory Guide 1.145 and is considered acceptable by the NRC.
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| 2.1.2.2 Control of Activities Unrelated to Plant Operation Exelon Generation Company retains the authority to control any and all activities on the plant site. The responsibility for implementing this authority lies with the plant supervisory staff. There is no one residing on the site, and only employees of Exelon Generation Company or other authorized personnel work on the site. Procedures have been established for controlling visitors to the plant.
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| 2.1.2.3 Arrangements for Traffic Control Since the Exclusion Area is not traversed by any highway, railway, or waterway, no traffic control arrangements are deemed necessary.
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| 2.1.2.4 Abandonment or Relocation of Roads Three township roads, two of which traverse the Exclusion Area, have been abandoned at the Braidwood Station. These abandoned 2.1-3 REVISION 8 - DECEMBER 2000
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| BRAIDWOOD-UFSAR roadways have no public access or usage and are under complete control of Exelon Generation Company.
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| All abandonment proceedings are complete. The Highway Commissioner of Reed Township has the authority possessed under state law to effect this abandonment. The following procedures were followed to achieve abandonment:
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| : a. the Highway Commissioner of Reed Township was petitioned to close the roads,
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| : b. public notice of hearing on this matter was given,
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| : c. a public hearing was held, and
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| : d. a final hearing was held and a final order issued.
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| Paul Abraham (Highway Commissioner of Reed Township) and Mildred Blecha (Town Clerk for Reed Township) were the public authorities who made the final determination. No roads will be relocated.
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| 2.1.3 Population Distribution The population projections and the list of cities with their projected populations, found in Tables 2.1-2, 2.1-3, 2.1-9, and 2.1-10 are generated by a system of Sargent & Lundy (S&L) developed computer programs (Reference 1). The demographic tables present the population figures broken into 16 directional segments and 10 distance increments surrounding the site, while the list of cities details populations in urban areas, their distance and direction from the site, and their 2020 projected populations.
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| The U.S. Bureau of the Census 1980 population for all townships between 10 and 50 miles of the station was proportioned into each of the 16 directional sectors and distance increments. The proportion of the population assigned to each sector was based on the proportion of land area of each township falling in that sector. In order to ensure that the figures more accurately represent the population distribution of an area, the proportioning technique incorporated knowledge of the area, location of outstanding features such as parks and military bases, and location of large populations in cities. The population thus derived from each sector was used as input to the computer program.
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| Projected population distributions were made by a computer program using a modified "ratio technique." The ratio technique essentially involves calculating the future population of an area by projecting the ratio of the total population of that area to the total population of a larger area containing the first, for which population projections have already been made. Projection of the ratio for this report included the 2.1-4 REVISION 8 - DECEMBER 2000
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| | |
| BRAIDWOOD-UFSAR following techniques: 1) the geographic units used for the ratio were state and township, 2) to determine the rate of change in the ratio for use in projection, the historical base period 1970 to 1980 was used, and 3) the rate of change in the ratio found during the base period was projected linearly for a few years, but was gradually decreased to zero--the ratio itself became constant after 20 years. The effect of the third technique is that the growth rate of the township may differ significantly from that of the state during the base period and for a few years thereafter, but after about 20 years the growth rates for the two areas will be the same. State projections required for use in the modified ratio technique were projected geometrically based on state growth during the base period.
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| For greater accuracy in the 0- to 10-mile region, a house count was obtained from a combination of data obtained from 1981 and 1982 aerial photographs, and field survey conducted in 1981.
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| To estimate the population, the number of houses was multiplied by the average number of people per household in each township as listed in Table 2.1-11. These numbers are based on the number of housing units in the unincorporated areas of each township and the U.S. Census Bureau population statistics (Reference 2).
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| 2.1.3.1 Population Within 10 Miles The geographical location of the sectors within 10 miles are identified in Figure 2.1-7. Table 2.1-2 shows the 1980 and projected population distribution within 10 miles of the Braidwood Station. The total 1980 population is estimated at 27,482 with an average density of 87 persons per square mile within this area. The maximum population densities in the near vicinity of the station occur in the northern sectors, which includes the cities of Braidwood and Wilmington, and the village of Coal City.
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| Figure 2.1-8 shows the location of cities and villages within 10 miles and their 1980 population. Wilmington (1980 population 4,424), Braidwood (1980 population 3,429), and Coal City (1980 population 3,028) are the largest urbanized areas within 10 miles of the plant. The village of Godley (1980 population 373) located approximately 0.5 mile southwest of the station is the closest village.
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| The total population within 10 miles is projected to be 35,411 by 2020 with average density projected to be 113 within this region.
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| 2.1.3.2 Population Between 10 and 50 Miles The 1980 population distribution and the estimated projected population distribution through 2020 at 10-year intervals for the area between 10 and 50 miles are summarized in Table 2.1-3. The geographical locations of the population sectors 2.1-5
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| | |
| BRAIDWOOD-UFSAR are found in Figure 2.1-9. The total population within 50 miles was 4,580,641 in 1980 and is projected to approach 5,124,734 by 2020.
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| The most heavily populated sectors within 50 miles of the site lie in the north-northeast and northeast directions, with 1980 populations of 1,178,378 and 2,201,145 respectively. The high populations in these sectors are due primarily to the inclusion of the city of Joliet (1980 population 77,956) and a portion of Chicago (1980 population 3,005,072). Also included in this area are some suburbs of Chicago and cities in Lake County, Indiana.
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| The south and south-southwest sectors are the least populated sectors with an estimated population of 8,886 and 12,123 respectively.
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| 2.1.3.3 Transient Population The transient population within 10 miles of the site is composed of visitors to recreational facilities, students enrolled at and teaching staff employed by schools, and employees at industrial establishments.
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| As shown in Table 2.1-4, the state parks and conservation areas which are within a 10-mile radius of the site include the Des Plaines Conservation Area located approximately 8 miles north of the site, the Goose Lake Prairie State Park located approximately 9 miles north-northwest of the site, the Kankakee River State Park located approximately 9 miles east of the site, and the Illinois and Michigan Canal State Trail (Channahon Park Access) located approximately 10 miles north of the site. The total numbers of visitors to these areas during 1976 were 92,043, 60,728, 1,447,951, and 99,000 respectively.
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| The estimated peak daily attendances for these areas are 1,000, 462, 33,000, and 1,000 visitors respectively.
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| The Des Plaines Conservation Area consists of 4253 acres and offers camping, picnicking, fishing, boating, and hunting (Reference 3). The Goose Lake Prairie State Park consists of 2357 acres, of which approximately 1513 acres are dedicated as an Illinois Nature Preserve. The park offers picnicking, hiking and a year round interpretive program (Reference 4).
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| The Kankakee River State Park consists of 2968 acres extending along the Kankakee River and offers camping, picnicking, fishing, boating, hiking, horse trails, hunting and a summer interpretive program (Reference 5). The Illinois and Michigan Canal State Trail is currently being developed for hiking, bicycling and canoeing. The portion of the trail near the Channahon access is now completed and offers camping, canoeing, bicycling, and hiking (Reference 6).
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| In addition to these state recreational facilities, there are several privately owned recreation areas within 10 miles of the 2.1-6
| |
| | |
| BRAIDWOOD-UFSAR Braidwood site. Table 2.1-4 lists these recreation areas along with their location, their total membership, and their estimated peak daily attendance. These clubs and parks provide a variety of recreational activities and attract people from outside the 10-mile radius.
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| The estimated peak daily attendance figures in Table 2.1-4 indicate that the population within 10 miles of the site could increase by 51,437 persons on a short-term basis due to both state and private facilities. Should all these visitors be from outside the 10-mile radius, the total population within the 10-mile area would increase by 233%.
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| As listed in Table 2.1-5, there are 10 industries within 10 miles of the site. Approximately 860 persons are employed at these industries. Even if all these people come from outside the 10-mile area, which is highly unlikely, the total population of this area would increase during working hours by only about 3%.
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| As shown in Table 2.1-6, there are 16 schools within 10 miles of the site, and they had a total 1981-1982 enrollment of 5625 students and a staff of 332 teachers. The great majority of students attending these schools reside within a 10-mile radius of the site.
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| The 1980 and projected population within the 10-mile radius from the site is given in Table 2.1-7. This table includes the residential population and the peak daily transient population resulting from recreational activities within the 10-mile area.
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| 2.1.3.4 Low Population Zone The Low Population Zone (LPZ) as defined in 10 CFR 100 is "the area immediately surrounding the Exclusion Area which contains residents, the total number and density of which are such that there is a reasonable probability that appropriate protection measures could be taken in their behalf in the event of a serious accident." 10 CFR 100.11 lists a numerical criterion to be met by the LPZ (for accidents analyzed using TID-14844),
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| namely, that the LPZ be "of such size that an individual located at any point on its outer boundary who is exposed to the radioactive cloud resulting from the postulated fission product release (during the entire period of passage) would not receive a total radiation dose to the whole body in excess of 25 rem or a total radiation dose in excess of 300 rem to the thyroid from iodine exposure." For accidents analyzed using Regulatory Guide 1.183 (AST), dose limits (in Rem TEDE) are listed in 10 CFR 50.67.
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| The LPZ for the Braidwood Station is the area including the Exclusion Area within a 1-1/8-mile (1810-meter) radius (measured from the midpoint between the two reactors) of the site. This choice of the LPZ radius satisfies the radiation dose criteria (see Chapter 15.0). The closest population center of 25,000 persons or more is Joliet, Illinois, located approximately 20 miles north-northeast of the station.
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| 2.1-7 REVISION 12 - DECEMBER 2008
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| | |
| BRAIDWOOD-UFSAR Figure 2.1-10 depicts the highways, railroads, and recreational facilities within the LPZ. The 1980 and projected population within the LPZ by sectors is given in Table 2.1-8. This table includes the residential population and the transient populations resulting from activities in the LPZ.
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| As shown in Table 2.1-4, there is one private recreational facility located within the LPZ. The Chicago Beagle Club, located approximately 1/2 mile southwest of the site near the village of Godley, has 46 families who are members and an estimated peak daily attendance of 500 persons. Field trials are held three times a year (April, August, and November) for a duration of 1 day. A meeting to elect club officers is held in January. Some of the members (perhaps a dozen or less) also use the facilities on weekends for dog trials and training (Reference 7).
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| In addition to the recreational facility within the LPZ, there are 11 private recreational facilities located between 1-1/8 and 5 miles from the site. Their approximate locations, membership and estimated peak daily attendance are outlined in Table 2.1-4.
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| There are no schools within the LPZ. The nearest schools are the Braidwood Elementary School, located approximately 1.4 miles north-northeast in Braidwood, the Reed Custer High School, located approximately 1.4 miles north-northeast in Braidwood, and the Braceville Elementary School, located approximately 2.0 miles southwest in Braceville.
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| In addition to the above three schools, there are four schools located between 3 and 5 miles from the site. Table 2.1-6 outlines the approximate location and number of teachers and students for each school.
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| There are no industrial establishments within the LPZ. Table 2.1-5 outlines the industries within 5 miles of the site and gives their approximate number of employees. There are also no known commercial establishments located within the LPZ which could be expected to produce sizeable changes in the transient population of the area. The only known commercial establishment is the Hileman's Junk Yard, located approximately 2/3 mile north-northeast of the center of the reactors. The estimated 1980 and projected transient population within the LPZ is 500.
| |
| This estimated transient population is related to the Chicago Beagle Club located within the LPZ.
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| 2.1.3.5 Population Center The nearest population center is Joliet, located approximately 20 miles north-northeast of the site. This distance meets the population center criterion of 10 CFR 100.11, namely, that a population center distance be "at least one and one-third times 2.1-8
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| | |
| BRAIDWOOD-UFSAR the distance from the reactor to the outer boundary of the low population zone." According to the 1980 population census, Joliet had a population of 77,956, a decrease of 3% during the last decade.
| |
| Kankakee, the second closest population center, located approximately 20 miles east-southeast, had a population of 30,141 in 1980. Joliet and Kankakee are projected to be 82,501 and 31,065, respectively, by 2020. Table 2.1-9 lists the population centers within 50 miles of the site with their 1980 and projected 2020 population, and Figure 2.1-11 locates them. There is a total of 25 population centers within a 50-mile radius. Most of these centers are located near the greater Chicago municipal area, 40 to 50 miles northeast of the site.
| |
| Table 2.1-10 shows the distance and approximate direction to and the 1980 population of all urban centers (population greater than 2500) within a 30-mile radius of the site along with their projected 2020 population. It should be noted that there are only 22 such urban centers and that only two of these, Joliet and Kankakee, are population centers.
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| 2.1.3.6 Population Density The average population density within 10 miles of the site is estimated to be 87 people/mi2. The maximum densities within 10 miles are in and around the cities of Braidwood (1 to 3 miles north and north-northeast) and Wilmington (5-10 miles northeast and east-northeast). The population density within 10 miles is projected to be 113 people/mi2 by 2020.
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| The average population density in 1980 within 50 miles of the site is estimated to be approximately 583 people/mi2. By 2020, the average density is projected to reach 653 people/mi2 within 50 miles. Figure 2.1-12 shows the 1980 and 2020 projected populations with relation to the uniform densities of 500 people/mi2 and 1000 people/mi2 respectively in each of the 16 compass directions within 50 miles of the plant site. Tables 2.1-2 and 2.1-3 detail the cumulative populations shown in Figure 2.1-12.
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| 2.1.4 References
| |
| : 1. Demog Studies (DEMOG) 11.1.018-3.1 (1974), Sargent & Lundy Computer Program, revised 1982.
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| : 2. U.S. Department of Commerce, Bureau of the Census, 1980 Census of Population and Housing, Washington, D.C., 1981.
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| : 3. "Recreational Areas," Illinois Department of Conservation, State of Illinois, 1976.
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| : 4. "Goose Lake Prairie State Park," Illinois Department of Conservation, State of Illinois, 1974.
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| 2.1-9
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| | |
| BRAIDWOOD-UFSAR
| |
| : 5. "Kankakee River State Park," Illinois Department of Conservation, State of Illinois, 1974.
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| : 6. "Illinois and Michigan Canal State Trail," Illinois Department of Conservation, State of Illinois, 1975.
| |
| : 7. Ms. P. Zidich, Co-President Chicago Beagle Club Telephone Conversation with Mr. B. Barickman, Commonwealth Edison, October 28, 1982.
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| 2.1-10
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-1 DISTANCE FROM GASEOUS EFFLUENT RELEASE POINT TO NEAREST SITE BOUNDARY IN THE CARDINAL COMPASS DIRECTIONS DISTANCE DIRECTION (ft)
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| N 2,000 NNE 3,000 NE 2,600 ENE 2,300 E 3,400 ESE 8,900 SE 11,200 SSE 11,300 S 15,200 SSW 3,200 SW 2,050 WSW 1,750 W 1,700 WNW 1,650 NW 1,625 NNW 1,675 2.1-11
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-2 1980 AND PROJECTED POPULATION WITHIN 10 MILES OF THE BRAIDWOOD SITE ESTIMATED 1980 POPULATION BY ANNUAL SECTORS DISTANCE RANGE FROM SITE (MILES) 0.0 1.0 2.0 3.0 4.0 5.0 0.0 TO TO TO TO TO TO TO SECTOR 1.0 2.0 3.0 4.0 5.0 10.0 10.0 N 34 690 389 15 2 309 1439 NNE 75 823 960 294 70 234 2456 NE 0 107 103 0 480 4735 5425 ENE 4 12 22 22 291 1980 2331 E 0 0 13 28 22 1027 1090 ESE 0 0 17 18 50 236 321 SE 0 0 4 9 8 156 177 SSE 0 0 60 9 235 358 662 S 0 0 0 3 3 686 692 SSW 0 8 17 29 173 849 1076 SW 402 296 214 19 89 1384 2404 WSW 82 218 188 37 26 163 714 W 0 34 179 3 11 794 1021 WNW 8 0 8 37 13 251 317 NW 4 25 42 1499 1340 928 3838 NNW 6 256 119 1692 526 920 3519 Sum for radial interval 615 2469 2335 3714 3339 15010 27482 Cummulative total to outer radius 615 3084 5419 9133 12472 --- 27482 Average density (people/mi2) in radial region 196 262 149 169 118 64 87 2.1-12
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-2 (Cont'd)
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| PREDICTED 1990 POPULATION BY ANNUAL SECTORS DISTANCE RANGE FROM SITE (MILES) 0.0 1.0 2.0 3.0 4.0 5.0 0.0 TO TO TO TO TO TO TO SECTOR 1.0 2.0 3.0 4.0 5.0 10.0 10.0 N 44 890 502 18 2 356 1812 NNE 97 1061 1238 307 73 247 3023 NE 0 138 133 0 501 5037 5809 NE 5 15 26 25 327 2084 2482 E 0 0 15 31 25 1105 1176 ESE 0 0 20 20 56 269 365 SE 0 0 5 10 9 181 205 SSE 0 0 77 11 276 414 778 S 0 0 0 4 4 772 780 SSW 0 8 17 30 177 869 1101 SW 478 304 220 20 94 1473 2589 WSW 104 224 193 38 28 167 754 W 0 35 184 3 12 857 1091 WNW 8 0 8 38 14 297 365 NW 5 26 43 1560 1663 1291 4588 NNW 8 328 140 2246 715 1414 4851 Sum for Radial interval 749 3029 2821 4361 3976 16833 31769 Cummulative total to outer radius 749 3778 6599 10960 14936 --- 31769 Average density (people/mi2) in radial region 238 321 180 198 141 71 101 2.1-13
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-2 (Cont'd)
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| PREDICTED 2000 POPULATION BY ANNUAL SECTORS DISTANCE RANGE FROM SITE (MILES) 0.0 1.0 2.0 3.0 4.0 5.0 0.0 TO TO TO TO TO TO TO SECTOR 1.0 2.0 3.0 4.0 5.0 10.0 10.0 N 47 956 539 19 2 375 1938 NNE 104 1140 1330 317 75 255 3221 NE 0 148 143 0 517 5219 6027 ENE 6 17 28 26 343 2154 2574 E 0 0 16 33 26 1148 1223 ESE 0 0 22 21 59 283 385 SE 0 0 6 11 10 191 218 SSE 0 0 83 12 291 436 822 S 0 0 0 4 4 809 817 SSW 0 8 18 31 181 893 1131 SW 506 313 226 20 97 1527 2689 WSW 111 230 199 39 29 171 779 W 0 36 189 3 12 891 1131 WNW 8 0 8 39 15 314 384 NW 6 26 44 1608 1776 1405 4865 NNW 8 352 148 2426 776 1561 5271 Sum for radial interval 796 3226 2999 4609 4213 17632 33475 Cummulative total to outer radius 796 4022 7021 11630 15843 --- 33475 Average density (people/mi2) in radial region 253 342 191 210 149 75 107 2.1-14
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-2 (Cont'd)
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| PREDICTED 2010 POPULATION BY ANNUAL SECTORS DISTANCE RANGE FROM SITE (MILES) 0.0 1.0 2.0 3.0 4.0 5.0 0.0 TO TO TO TO TO TO TO SECTOR 1.0 2.0 3.0 4.0 5.0 10.0 10.0 N 48 983 554 20 2 386 1993 NNE 107 1173 1368 326 77 262 3313 NE 0 152 147 0 532 5368 6199 ENE 6 17 29 27 352 2216 2647 E 0 0 17 34 27 1180 1258 ESE 0 0 22 22 61 291 396 SE 0 0 6 11 10 197 224 SSE 0 0 86 12 299 448 845 S 0 0 0 4 4 832 840 SSW 0 9 18 31 186 919 1163 SW 520 322 233 21 100 1570 2766 WSW 114 237 204 40 30 176 801 W 0 37 195 3 13 917 1165 WNW 9 0 9 40 15 323 396 NW 6 27 46 1654 1826 1445 5004 NNW 9 362 153 2495 798 1605 5422 Sum for radial interval 819 3319 3087 4740 4332 18135 34432 Cummulative total to outer radius 819 4138 7225 11975 16297 --- 34432 Average density (people/mi2) in radial region 261 352 197 216 153 77 110 2.1-15
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-2 (Cont'd)
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| PREDICTED 2020 POPULATION BY ANNUAL SECTORS DISTANCE RANGE FROM SITE (MILES) 0.0 1.0 2.0 3.0 4.0 5.0 0.0 TO TO TO TO TO TO TO SECTOR 1.0 2.0 3.0 4.0 5.0 10.0 10.0 N 50 1011 570 20 2 397 2050 NNE 110 1206 1407 336 80 270 3409 NE 0 157 151 0 547 5520 6375 ENE 6 18 30 27 363 2279 2723 E 0 0 17 35 27 1214 1293 ESE 0 0 23 22 62 299 406 SE 0 0 6 11 10 202 229 SSE 0 0 88 12 308 461 869 S 0 0 0 4 4 856 864 SSW 0 9 19 32 192 945 1197 SW 535 331 239 21 103 1615 2844 WSW 117 244 210 42 31 181 825 W 0 38 200 4 13 943 1198 WNW 9 0 9 42 16 332 408 NW 6 28 47 1701 1878 1486 5146 NNW 9 372 157 2566 820 1651 5575 Sum for Radial interval 842 3414 3173 4875 4456 18651 35411 Cummulative total to outer radius 842 4256 7429 12304 16760 --- 35411 Average density (people/mi2) in radial region 268 362 202 222 158 79 113 2.1-16
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| BRAIDWOOD-UFSAR TABLE 2.1-3 1980 AND PROJECTED POPULATION DISTRIBUTION WITHIN 10 - 50 MILES OF THE BRAIDWOOD SITE ESTIMATED 1980 POPULATION BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.0 N 18118 21607 159852 196880 396457 397896 NNE 18014 140555 210493 806860 1175922 1178378 NE 4170 31037 328860 1831653 2195720 2201145 ENE 1252 7008 135725 251879 395864 398195 E 1875 7055 6972 16999 32901 33991 ESE 25876 45742 9524 3854 84996 85317 SE 3479 6320 2591 9739 22129 22306 SSE 1963 1977 5545 2618 12103 12765 S 1191 1583 2918 2502 8194 8886 SSW 833 1395 6401 2418 11047 12123 SW 4926 2012 14651 6144 27733 30137 WSW 711 2612 21515 5561 30399 31113 W 1075 2013 8987 31459 43534 44555 WNW 1970 9491 19687 4206 35354 35671 NW 11138 3675 12042 4979 31834 35672 NNW 1840 6195 29119 11818 48972 52491 Sum for radial interval 98431 290277 974882 3189569 4553159 4580641 Cummulative total to outer radius 125913 416190 1391072 4580641 --- 4580641 Average density (people/mi2) in radial region 104 185 443 1128 604 583 2.1-17
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-3 (Cont'd)
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| PREDICTED 1990 POPULATION BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.0 N 24174 27526 187765 247373 486838 488650 NNE 18675 150493 268507 790971 1228646 1231669 NE 5273 44293 379601 1676391 2105558 2111367 ENE 1367 8580 154612 258285 422844 425326 E 1219 5192 8140 22523 37074 38250 ESE 30443 47173 10307 4231 92154 92519 SE 3821 6630 2636 9663 22750 22955 SSE 2140 2005 5524 2388 12057 12835 S 1313 1577 2730 2247 7867 8647 SSW 849 1368 6436 2083 10736 11837 SW 5268 1926 15657 6067 28918 31507 WSW 622 2499 20820 5292 29233 29987 W 1087 2349 9290 30514 43240 44331 WNW 2246 10293 18757 4296 35592 35957 NW 11881 4141 14168 4814 35004 39592 NNW 2127 7868 34744 14888 59627 64478 Sum for radial interval 112505 323913 1139694 3082026 4658138 4689907 Cummulative total to outer radius 144274 468187 1607881 4689907 --- 4689907 Average density (people/mi2) in radial region 119 206 518 1090 618 597 2.1-18
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-3 (Cont'd)
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| PREDICTED 2000 POPULATION BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.0 N 26127 29520 198444 264664 518755 520693 NNE 19241 156133 288030 804612 1268016 1271237 NE 5648 48379 399855 1678125 2132007 2138034 ENE 1424 9137 162464 270509 443534 446108 E 1092 4868 8640 24871 39471 40694 ESE 32184 48546 10729 4506 95965 96350 SE 3985 6849 2704 9862 23400 23618 SSE 2228 2056 5640 2387 12311 13133 S 1370 1610 2746 2236 7962 8779 SSW 871 1392 6585 2051 10899 12030 SW 5464 1948 16237 6182 29831 32520 WSW 615 2527 21114 5345 29601 30380 W 1114 2480 9565 30962 44121 45252 WNW 2360 10708 18950 4412 36430 36814 NW 12317 4342 14978 4881 36518 41383 NNW 2241 8433 36828 15936 63438 68709 Sum for radial interval 118281 338928 1203509 3131541 4792259 4825734 Cummulative total to outer radius 151756 490684 1694193 4825734 --- 4825734 Average density (people/mi2) in radial region 126 216 547 1108 636 614 2.1-19
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-3 (Cont'd)
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| PREDICTED 2010 POPULATION BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.0 N 26871 30361 204093 272197 533522 535515 NNE 19788 160577 296228 827514 1304107 1307420 NE 5809 49756 411236 1727849 2194650 2200849 ENE 1465 9397 167114 285085 463061 465708 E 1123 5007 8948 26282 41360 42618 ESE 33100 49928 11049 4758 98835 99231 SE 4098 7043 2781 10150 24072 24296 SSE 2292 2114 5801 2455 12662 13507 S 1409 1656 2824 2300 8189 9029 SSW 896 1431 6772 2109 11208 12371 SW 5619 2004 16699 6358 30680 33446 WSW 632 2599 21715 5497 30443 31244 W 1146 2550 9837 31843 45376 46541 WNW 2427 11013 19490 4538 37468 37864 NW 12668 4465 15404 5019 37556 42560 NNW 2304 8673 37876 16389 65242 70664 Sum for radial interval 121647 348574 1237867 3230343 4938431 4972863 Cummulative total to Outer radius 156079 504653 1742520 4972863 --- 4972863 Average density (people/mi2) in radial region 129 222 563 1143 655 633 2.1-20
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-3 (Cont'd)
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| PREDICTED 2020 POPULATION BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.0 N 27636 31225 209902 279945 548708 550758 NNE 20352 165147 304659 851067 1341225 1344634 NE 5974 51172 422941 1779099 2259186 2265561 ENE 1507 9665 171899 300466 483537 486260 E 1155 5149 9267 27773 43344 44637 ESE 34042 51349 11379 5025 101795 102201 SE 4215 7244 2860 10447 24766 24995 SSE 2357 2175 5966 2525 13023 13892 S 1449 1703 2905 2365 8422 9286 SSW 921 1472 6965 2169 11527 12724 SW 5779 2061 17175 6539 31554 34398 WSW 650 2673 22333 5654 31310 32135 W 1178 2623 10117 32749 46667 47865 WNW 2497 11326 20044 4667 38534 38942 NW 13028 4592 15843 5162 38625 43771 NNW 2370 8920 38954 16856 67100 72675 Sum for radial interval 125110 358496 1273209 3332508 5089323 5124734 Cummulative total to outer radius 160521 519017 1792226 5124734 --- 5124734 Average density (people/mi2) in radial region 133 228 579 1179 675 653 2.1-21
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-4 RECREATIONAL FACILITIES WITHIN 10 MILES OF THE SITE I. STATE FACILITIES APPROXIMATE DISTANCE AND DIRECTION ESTIMATED FROM THE SITE 1976 TOTAL(1) PEAK DAILY FACILITY (mi) ATTENDANCE ATTENDANCE Des Plaines Conservation Area 8 N 92,043 1,000(2)
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| Goose Lake Prairie State Park 9 NNW 60,728 462(3)
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| Kankakee River State Park 9 E 1,447,951 33,000(4)
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| Illinois and Michigan (Canal State Trail Channahon Park Access) 10 N 99,000 800-1,000(5)
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| II. PRIVATE PARKS AND CLUBS APPROXIMATE DISTANCE AND ESTIMATED DIRECTION TOTAL PEAK DAILY FROM THE SITE MEMBERSHIP, ATTENDANCE, FACILITY (mi) FAMILIES PERSONS Chicago Beagle Club(6) .5 SW 46 500 Braidwood Recreation Club(7) 2 NE 2,350 600 South Wilmington Sportsmens Club(8) 3 SSE 1,750 600 Area 1 Outdoor Club 3.5 N
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| * Wilmington Recreation Area Club(6) 3.5 NNE 750 3,000 Information not available.
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| 2.1-22
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-4 (Cont'd)
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| APPROXIMATE DISTANCE AND ESTIMATED DIRECTION TOTAL PEAK DAILY FROM THE SITE MEMBERSHIP, ATTENDANCE, FACILITY (mi) FAMILIES PERSONS Ponderosa Sportsmans Club(9) 4 S 207 15-25 South Wilmington Fireman Beach and Park Club(6) 4 SSW 1,800 2,100 Will County Sportsmens Club(10) 4 NE 550 800 Fossil Rock Recreation Club 4.5 NNE
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| * CECo Employees Recreation Association, Inc.(11) 5 NNW 500 1,000 Coal City Area Club(6) 5 NNW 1,600 4,500 Sun Recreation Club 5 S *
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| * Shannon Shores 6 S *
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| * Dresden Lakes Sports Club (Public)(6) 7 NNW
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| * 350 Rainbow Council Scout Reservation(12) 7 NW 6,000 1,000 Goose Lake Club(13) 7.5 NNW 736 500 SOURCES (1) "Land & Historic Sites Attendance," Illinois Department of Conservation, December 1976.
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| (2) Mr. D. Doyle, Des Plaines Conservation Area, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, March 21, 1977.
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| Information not available.
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| 2.1-23
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-4(Cont'd)
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| (3) Mr. J. Nyhoff, Goose Lake Priare State Park, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, March 21, 1977.
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| (4) Mrs. Classen, Kankakee River State Park, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, March 21, 1977.
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| (5) Mr. B. Schwiesow, Ranger-I&M Canal Complex, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, March 23, 1977.
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| (6) Preliminary Safety Analysis Report, Braidwood Station, Table 2.1-8, p. 2.1-23.
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| (7) Ms. B. Chilman, Braidwood Recreation Club, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, March 22, 1977.
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| (8) Mr. J. Dvorak, South Wilmington Sportsmans Club, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, March 23, 1977.
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| (9) Mr. E. Woolwine, Secretary-Treasurer Ponderosa Sportsmans Club, Letter to J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, May 1, 1977.
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| (10) Ms. M. Burdick, Will County Sportsmen's Club, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, March 21, 1977.
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| (11) Mr. R. Errek, President, CECo Employees Recreation Association, Inc., Telephone Conversation with M.
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| Tenner, Env. Affairs, CECo, March 25, 1977.
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| (12) Mr. J. Abert, Program Director, Boy Scouts of America, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, March 22, 1977.
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| (13) Ms. K. Tagliatti, Goose Lake Club, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, April 27, 1977.
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| 2.1-24
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-5 INDUSTRIES WITHIN 10 MILES OF THE SITE NAME OF FIRM LOCATION EMPLOYMENT PRODUCTS Bailey Printing & Publishing Coal City* 15 Commercial and job printing Bowers-Siemon Chemicals Co. Coal City 30 Industrial lubricants and chemicals for wire industry Coal City Ready Mix Coal City 8 Ready-mix Cement DeMert & Dougherty Inc. Coal City 110-115 Aerosols, etc.
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| Brownie Special Products Co. Gardner** 50 Pizza crusts Lindamood Sheet Metal Wilmington*** 6 Custom sheet metal ducts and fittings Earl A Muser & Co. Wilmington under 5 Tools and dies Personal Products Co. Wilmington 300-350 Hygienic products Division of Johnson &
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| Johnson Exelon Generation Company Wilmington 100 Production training Training Center (RR 2, Essex average enrollment 150 Rd.) trainees Source: Commonwealth Edison Company (1982).
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| * Coal City is 3.5 miles northwest of the station.
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| ** Gardner is 5.5 miles southwest of the station.
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| *** Wilmington is 6.0 miles northeast of the station.
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| 2.1-25 REVISION 8 - DECEMBER 2000
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| BRAIDWOOD-UFSAR TABLE 2.1-6 SCHOOLS WITHIN 10 MILES OF THE SITE DISTANCE AND DIRECTION ENROLLMENT STAFF INSTITUTIONS FROM SITE GRADES 1981-1982 1981-1982 Braidwood, Illinois Braidwood Elementary and Middle School 1.4 miles NNE K-8 712 37 Reed Custer High 1.4 miles NNE 9-12 365 23 Braceville, Illinois Braceville Elementary 2.0 miles SW K-8 164 11 Coal City, Illinois Coal City Elementary 3.5 miles NW K-5 742 42 Coal City High 3.5 miles NW 9-12 471 32 Coal City Middle 3.5 miles NW 6-8 369 24 Essex, Illinois Essex Elementary 5.0 miles SSE 1-5 75 4 South Wilmington, Illinois South Wilmington Consolidated Elementary 5.2 miles SSW K-8 114 7 2.1-26
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-6 (Cont'd)
| |
| DISTANCE AND DIRECTION ENROLLMENT STAFF INSTITUTIONS FROM SITE GRADES 1981-1982 1981-1982 Gardner, Illinois Gardner Elementary 5.3 miles SW K-8 256 13 Gardner-South Wilmington Township High School 5.3 miles SW 9-12 264 20 Custer Park, Illinois Custer Park Elementary 5.3 miles E K-8 172 13 Wilmington, Illinois Bruning Elementary 6.0 miles NE K-5 287 13 L. J. Stevens Middle 6.0 miles NE 6-8 390 24 Wilmington High 6.1 miles NE 9-12 556 35 St. Rose Schoola 6.2 miles NE 1-8 222 12 Booth Central Elementary 6.3 miles NE K-5 466 22 Source: Illinois State Board of Education (1982).
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| a Source: Florella (1982).4 2.1-27
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-7 1980 AND PROJECTED POPULATION DISTRIBUTION BETWEEN 0-10 MILES OF THE BRAIDWOOD SITE INCLUDING PEAK DAILY TRANSIENT POPULATION SECTOR DESIGNATION 1980 1990 2000 2010 2020 N 3,840 4,213 4,339 4,394 4,451 (1,439+2,401*) (1,812+2,401*) (1,938+2,401*) (1,993+2,401*) (2,050+2,401*)
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| NNE 5,876 6,443 6,641 6,733 6,829 (2,456+3,420*) (3,023+3,420*) (3,221+3,420*) (3,313+3,420*) (3,409+3,420*)
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| NE 7,055 7,439 7,657 7,829 8,005 (5,425+1,630*) (5,809+1,630*) (6,027+1,630*) (6,199+1,630*) (6,375+1,630*)
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| ENE 2,331 2,482 2,574 2,647 2,723 26,090 26,176 26,223 26,258 26,293 E (1,090+25,000*) (1,176+25,000*) (1,223+25,000*) (1,258+25,000*) (1,293+25,000*)
| |
| ESE 321 365 385 396 406 SE 177 205 218 224 229 1,662 1,778 1,822 1,845 1,869 SSE (662+1,000*) (778+1,000*) (822+1,000*) (845+1,000*) (869+1,000*)
| |
| 1,852 1,940 1,977 2,000 2,024 S (692+1,160*) (780+1,160*) (817+1,160*) (840+1,160*) (864+1,160*)
| |
| 3,176 3,201 3,231 3,263 3,297 SSW (1,076+2,100*) (1,101+2,100*) (1,131+2,100*) (1,163+2,100*) (1,197+2,100*)
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| Denotes transient population only.
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| 2.1-28
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.1-7 (Cont'd) 1980 AND PROJECTED POPULATION DISTRIBUTION BETWEEN 0-10 MILES OF THE BRAIDWOOD SITE INCLUDING PEAK DAILY TRANSIENT POPULATION SECTOR DESIGNATION 1980 1990 2000 2010 2020 2,904 3,089 3,189 3,266 3,344 SW (2,404+500*) (2,589+500*) (2,689+500*) (2,766+500*) (2,844+500*)
| |
| WSW 714 754 779 801 825 W 1,021 1,091 1,131 1,165 1,198 WNW 317 365 384 396 408 4,838 5,588 5,865 6,004 6,146 NW (3,838+1,000*) (4,588+1,000*) (4,865+1,000*) (5,004+1,000*) (5,146+1,000*)
| |
| 15,725 17,057 17,477 17,628 17,781 NNW (3,519+12,206*) (4,851+12,206*) (5,271+12,206*) (5,422+12,206*) (5,575+12,206*)
| |
| Sum for 0-10 77,899 82,186 83,892 84,849 85,828 mile interval (27,482+50,417*) (31,769+50,417*) (33,475+50,417*) (34,432+50,417*) (35,411+50,417*
| |
| )
| |
| Average density (persons/mi2) in 248 262 267 270 273 0-10-mile interval Denotes transient population only.
| |
| 2.1-29
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-8 1980 AND PROJECTED POPULATION DISTRIBUTION WITHIN THE LPZ INCLUDING TRANSIENT POPULATION SECTOR DESIGNATION 1980 1990 2000 2010 2020 N 68 88 94 96 100 NNE 113 146 156 161 165 NE 0 0 0 0 0 ENE 4 5 6 6 6 E 0 0 0 0 0 ESE 0 0 0 0 0 SE 0 0 0 0 0 SSE 0 0 0 0 0 S 0 0 0 0 0 SSW 0 0 0 0 0 SW 902 978 1,006 1,020 1,035 (402 + 500*) (478 + 500*) (506 + 500*) (520 + 500*) (535 + 500*)
| |
| Denotes transient population only. (See NOTE) 2.1-30
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.1-8 (Cont'd) 1980 AND PROJECTED POPULATION DISTRIBUTION WITHIN THE LPZ INCLUDING TRANSIENT POPULATION SECTOR DESIGNATION 1980 1990 2000 2010 2020 WSW 98 112 119 123 126 W 0 0 0 0 0 WNW 8 8 8 9 9 NW 4 5 6 6 6 NNW 12 16 16 18 18 Sum for LPZ 1,205 1,358 1,411 1,439 1,465 (705 + 500*) (858 + 500*) (911 + 500*) (939 + 500*) (965 + 500*)
| |
| Average density (persons/mi2) in LPZ 303 342 355 362 368 Denotes transient population only. (See NOTE)
| |
| NOTE:
| |
| P. Zidich, Co-President Chicago Beagle Club, Telephone Conversation with B. Barickman, Commonwealth Edison, October 28, 1982.
| |
| 2.1-31
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-9 POPULATION CENTERS WITHIN 50 MILES OF THE SITE (1980)
| |
| POPULATION* 1980 2020 CENTER COUNTY POPULATION POPULATION Joliet Will 77,956 82,501 Kankakee Kankakee 30,141 31,065 Park Forest Will and Cook 26,222 35,023 Aurora Kane 81,293 92,830 Chicago Heights Cook 37,026 43,046 Downers Grove DuPage 39,274 53,334 Harvey Cook 35,810 39,869 Oak Lawn Cook 60,590 66,883 Wheaton DuPage 43,043 57,640 Calumet City Cook 39,673 43,908 Chicago (part) Cook 3,005,072 2,847,231 Lombard DuPage 37,295 41,175 Hammond Lake (Ind.) 93,714 98,434 Elmhurst DuPage 44,251 50,140 Maywood Cook 27,998 27,136 Tinley Park Will and Cook 26,171 39,936 Highland Lake (Ind.) 25,935 27,241 East Chicago Lake (Ind.) 39,786 41,790 Oak Forest Cook 26,096 32,529 Lansing Cook 29,039 32,444 Addison DuPage 28,836 37,059 Bolingbrook DuPage and Will 37,261 64,928 Naperville DuPage and Will 42,330 65,976 Berwyn Cook 46,849 44,418 Cicero Cook 61,232 59,853 A population center is defined as an urban area having 25,000 or more persons.
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| 2.1-32
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-10 URBAN CENTERS WITHIN 30 MILES OF THE SITE (1980)
| |
| DISTANCE AND DIRECTION 1980 2020 URBAN CENTER* COUNTY FROM SITE POPULATION POPULATION Coal City Grundy 3.5 miles NW 3,028 3,898 Wilmington Will 6.0 miles NE 4,424 5,032 Morris Grundy 13 miles NW 8,833 9,954 Dwight Livingston 14 miles SW 4,146 4,905 Bourbonnais Kankakee 19 miles ESE 13,280 18,776 Bradley Kankakee 20 miles ESE 11,008 15,564 Joliet Will 20 miles NNE 77,956 82,501 Kankakee Kankakee 20 miles ESE 30,141 31,065 Manteno Kankakee 20 miles E 3,155 1,077 Crest Hill Will 22 miles NNE 9,252 10,907 New Lenox Will 23 miles NE 5,792 8,916 Lockport Will 26 miles NNE 9,017 10,188 Plainfield Will 25 miles N 4,485 6,160 Romeoville Will 28 miles NNE 15,519 23,172 Momence Kankakee 30 miles E 3,297 4,001 Marseilles La Salle 25 miles WNW 4,766 5,659 Channahon Will 13 miles N 3,734 5,791 Frankfort Will 26 miles NE 4,357 7,374 Mokena Will 26 miles NE 4,578 7,748 Peotone Will 23 miles ENE 2,832 3,507 Shorewood Will 20 miles N 4,714 7,556 Braidwood Will 1.3 miles N 3,429 5,026 An urban center is defined as an incorporated or an unincorporated place with a population of over 2500 according to the 1980 census.
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| 2.1-33 REVISION 1 - DECEMBER 1989
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| | |
| BRAIDWOOD-UFSAR TABLE 2.1-11 AVERAGE NUMBER OF PEOPLE PER HOUSEHOLD IN TOWNSHIPS WITHIN 10 MILES OF SITE AVERAGE NO.
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| COUNTIES OF PEOPLE (TOWNSHIPS) PER HOUSEHOLD*
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| Will County Channahon 2.7 Custer 3.1 Florence 3.6 Reed 2.0 Wesley 3.5 Wilmington 2.0 Grundy County Braceville 2.8 Felix 3.2 Garfield 3.4 Goodfarm 2.9 Goose Lake 3.8 Greenfield 2.6 Maine 3.3 Mazon 2.7 Wauponsee 3.1 Kankakee County Essex 2.7 Norton 2.9 Salina 3.1 Numbers based on U.S. Census Bureau's 1980 population statistics and the number of housing units in the unincorporated areas of each township.
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| 2.1-34
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| | |
| BRAIDWOOD-UFSAR 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES 2.2.1 Locations and Routes The major transportation routes within 5 miles of the Braidwood Station include highways and railroads, as shown in Figure 2.1-6. The Kankakee River located approximately 3 miles east of the northeastern site boundary is primarily used for recreational purposes (Reference 1).
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| The nearest highways to the site, Illinois State Routes 53 and 129, are adjacent to the northwest boundary of the site.
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| Interstate 55 is less than 2 miles west-northwest of the site (centerline of the reactors), and State Route 113 is approximately 2 miles north of the site. Figure 2.1-6 illustrates these highways and their traffic volumes. Relatively high traffic flow occurs on Interstate 55, with a 24-hour annual average of 13,700 cars. State Routes 129 and 113 are also well traveled, having 24-hour annual averages of 2,900 and 4,300, respectively near their interchanges with Interstate 55. State Route 53 has 24-hour annual averages varying from 600 to 4,600 cars within 5 miles of the site.
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| As shown in Figure 2.1-6, there are four railroads within 5 miles of the site. The Illinois Central Gulf Railroad (ICG) runs parallel to and between State Routes 53 and 129 and provides spur track access to the site. This line, which is a secondary freight route, has six passenger trains per day (three northbound and three southbound), six piggy-backs per day (three northbound and three southbound) and an occasional northbound coal train, in addition to shipments to and from the Joliet Army Ammunition Plant, as discussed in Subsection 2.2.2.2 (Reference 2). The Illinois Central Gulf Railroad also has a line located approximately 2.5 miles west of the site. Both tracks are designated as Class 4 by the ICG in accordance with Federal Railroad Administration (FRA) track safety standards (Reference 3).
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| In addition to the ICG, rail transportation within 5 miles of the site is provided by the Norfolk and Western Railroad (N&W),
| |
| located approximately 4.5 miles southeast of the site, and the Atchison, Topeka and Santa Fe Railroad (AT&SF), located approximately 4 miles northwest of the site.
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| 2.2-1 REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR The N&W does not operate any scheduled passenger trains over the portion of the railroad near the site. The maximum allowable speed for freight trains over this segment of trackage is 60 mph or FRA Class 4 track (Reference 4).
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| All industries within 10 miles of the site are listed in Table 2.1-5. Airports and low-altitude federal airways within 10 miles of the site are listed in Tables 2.2-1 and 2.2-2 respectively and are located on Figure 2.2-1. Pipelines within 5 miles of the site are listed in Table 2.2-3 and illustrated on Figure 2.2-2.
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| The Braidwood Station is located approximately 8 miles southwest of the Joliet Army Ammunition Plant. There are no military bases, missile sites, or military firing or bombing ranges within 10 miles of the site.
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| 2.2-2 REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR 2.2.2 Descriptions 2.2.2.1 Description of Facilities All industries within 10 miles of the site are listed in Table 2.1-5 along with their respective products and approximate number of employees. Table 2.2-4 lists users of hazardous materials within 5 miles of the site. There are no manufacturers of hazardous materials identified within 5 miles of the site.
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| As shown in Table 2.1-5, the area within 10 miles of the site is not heavily industrialized. The nearest industries are located in Coal City, Illinois, approximately 3.5 miles northwest of the site.
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| 2.2.2.2 Description of Products and Materials Table 2.1-5 lists all industries located within 10 miles of the site. The industries within 5 miles of the site that deal with hazardous materials are listed in Table 2.2-4 with the relevant hazardous materials used or stored, as well as their maximum quantities and modes of transportation.
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| The Joliet Army Ammunition Plant, located approximately 8 miles northeast of the Braidwood Station, produces medium caliber ammunition. Ammunition and propellant are shipped by truck and these trucks are not routed on Illinois State Highway 53 or 129 past the Braidwood plant (Reference 15). Reference 16 determined the Union Pacific Railroad does not ship any explosives on the rail line past the Braidwood site.
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| The Joliet Army Ammunition Plant is currently being used for storage of explosive material. There are 611,000 ft2 of earth-covered magazines available for storage of "raw material (hazardous) and 351,000 ft2 of aboveground magazines available for storage of end items." As of March 31, 1977, 42% of the raw material storage capability was being utilized, and 86% of the end item storage capability was being utilized (Reference 6).
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| 2.2.2.3 Pipelines There are six natural gas pipelines, three crude oil pipelines, and one refined products pipeline within 5 miles of the site.
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| Figure 2.2-2 locates these pipelines, and Table 2.2-3 summarizes the pipe size, pipe age, operating pressure, depth of burial, and location and type of isolation valves for each buried pipeline.
| |
| These pipelines are used for transport and are unlikely to be 2.2-3 REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR used to store or transport any other material than that currently being transported.
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| There are no tank farms within 5 miles of the site.
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| 2.2.2.4 Waterways As shown in Figure 2.1-6, the Kankakee River at its closest point is approximately 3 miles east of the northeastern site boundary.
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| This point is approximately 12 miles upstream from the headwaters of the Illinois River (confluence of the Kankakee and Des Plaines Rivers).
| |
| The Kankakee River is considered to be Navigable Waters of the United States ("has been, is, or could be used as a highway in interstate commerce") for the first 5-1/2 miles upstream from the headwaters of the Des Plaines River. The remainder of the river, including the portion near the Braidwood Station, is considered navigable waters and thus falls under the U.S. Corps of Engineers permit procedures. There are no barge statistics available for the Kankakee River, since no commercial barges have been on the portion which is considered Navigable Waters of the United States for many years. There is no designated shipping channel for the portion of the river which is Navigable Waters of the United States, and the rest of the river is considered navigable from bank to bank. There is no designated depth of channel for any portion of the river. The nearest dams to the site are fixed dams located at Wilmington (downstream from the site) and Kankakee (upstream from the site) (Reference 7). The U.S. Corps of Engineers maintains no dams or locks on the Kankakee River (Reference 1). The Kankakee River is used primarily for recreational purposes (Reference 1).
| |
| 2.2.2.5 Airports There are no airports within 5 miles of the site. There are three private airports within 10 miles of the site, as listed in Table 2.2-1. As indicated in the table, these airports have turf runways with few operations daily. Figure 2.2-1 locates the airports within 10 miles. The nearest airport having a paved runway is the Dwight Airport, located approximately 13 miles southwest of the site, near Dwight, Illinois. Commercial service for the region is provided by O'Hare International, Chicago Midway and Merrill C. Meigs Field airports.
| |
| There are no airports within 10 miles of the site with projected operations greater than 500d2 (d = distance in miles) movements per year, nor are there any airports with projected operations greater than 1000d2 per year outside 10 miles.
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| There are two Low-Altitude Federal Airways within 10 miles of the site. Figure 2.2-1 locates these airways with respect to the site. These airways are 8 nautical miles wide and are between radio stations. There are two types of minimum altitude require-2.2-4
| |
| | |
| BRAIDWOOD-UFSAR ments for Low-Altitude Federal Airways, minimum obstruction clearance altitude (terrain clearance) and minimum en-route altitude (radio reception). Table 2.2-2 summarizes the minimum altitude requirements for the two airways near the site. The Low-Altitude Federal Airways have a maximum altitude of 18,000 feet (Reference 8).
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| 2.2.2.6 Projections of Industrial Growth All industries within 10 miles of the site are listed in Table 2.1-5. There are no known plans for expansion of these industries in the immediate future.
| |
| All airports within 10 miles of the site are listed in Table 2.2-1. At the present time, there are no known plans for expansion for these airports.
| |
| Table 2.2-3 lists the pipelines within 5 miles of the site.
| |
| There is no planned expansion for any pipelines near the site.
| |
| 2.2.3 Evaluation of Potential Accidents On the basis of the information provided in Subsections 2.2.1 and 2.2.2, safety evaluations of the activities described therein are provided in the following subsections.
| |
| 2.2.3.1 Determination of Design-Basis Events The accident categories discussed below have been evaluated.
| |
| 2.2.3.1.1 Explosions Potential hazards involving the detonation of high explosives, munitions, chemicals, or liquid and gaseous fuels for facilities and activities in the vicinity of the plant where such materials are processed, stored, used, or transported in quantity have been evaluated. In Reference 14, a probabilistic safety analysis per the requirements of Regulatory Guide 1.91 was performed to evaluate the potential for an explosion of TNT on transportation routes near the Braidwood site. The evaluation considered truck traffic on Illinois State Highways 53 and 129 and railroad traffic on the Union Pacific Railroad line that is located between Illinois State Highways 53 and 129. Other transportation routes are sufficiently distant from the Braidwood site to preclude significant TNT blast effects at the station location.
| |
| Conservatively assuming that 12 trains per year on the Union Pacific Railroad line carry significant quantities of TNT, Reference 14 determined the probability of a railroad-related TNT explosion near the Braidwood site is 2.0 x 10-8. This is significantly less than the acceptance criterion per Regulatory Guide 1.91. Therefore, a TNT explosion on the rail line near the Braidwood site is not a credible event.
| |
| 2.2-5 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR The probability of a TNT explosion on Illinois State Highway 53 or 129 adjacent to the plant site is 2.6 x 10-7. This evaluation was based on explosive material incident information obtained from the United States Department of Transportation, total truck miles driven in the United States per year, truck traffic volume on Illinois State Highways 53 and 129 near the Braidwood site, and the length of these highways where a truck quantity (50,000 pound) TNT explosion could have an adverse effect on the plant.
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| Based on this evaluation, a TNT explosion related to highway traffic near the Braidwood site is not a credible event.
| |
| The overall probability of a TNT explosion on transportation routes near the Braidwood site, based on conservative evaluation methods, is 2.8 x 10-7, which is less than the 1.0 x 10-6 acceptance criterion of Regulatory Guide 1.91. Therefore, an accidental explosion of TNT on transportation routes near the Braidwood site does not need to be considered as a design-basis event.
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| 2.2.3.1.2 Flammable Vapor Clouds (Delayed Ignition)
| |
| There is no possibility of an accident that could lead to the formation of flammable vapor clouds in the vicinity of the plant because (1) there is no industry in the vicinity of the plant which can produce a flammable vapor cloud, (2) there is no pipeline of sufficient size in the vicinity of the plant which can produce a flammable vapor cloud, and (3) there are no tank farms in the vicinity of the plant.
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| 2.2-6 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR 2.2.3.1.3 Toxic Chemicals Various chemicals in varying amounts are stored on site. The largest amounts of these chemicals are required for treatment of raw water systems, such as circulating water, essential and nonessential service water. The storage of these chemicals, the effects on plant systems and operations have been evaluated.
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| Chemical Hazards stored and transported in the vicinity of the plant are analyzed in accordance with Technical Specification 5.5.18 and Regulatory Guides 1.78, 1.95 and 1.196 to ensure Control Room Habitability is maintained. The latest analysis was performed in 2008.
| |
| The analysis concluded that toxic chemicals transported or stored within the vicinity of the plant do not pose a threat that requires use of instrumentation. The potential chemical hazards were dispositioned based upon dispersion calculations verified toxicity limits were not exceeded, the frequency of shipments met Regulatory Guide 1.78, and more than 2 minutes elapsing between the time of nasal detection to the time when the IDLH (Immediately Dangerous to Life and Health) limit is reached.
| |
| There were 4 chemicals that resulted in relying on nasal detection (Propane, Anhydrous Ammonia, Chlorine, and Gasoline).
| |
| Potential chemical hazards identified are listed in Table 2.2-4 for used or stored hazardous material within 5 miles of the site and in Table 2.2-5 for shipments of toxic chemicals within 5 miles of the site.
| |
| 2.2.3.1.4 Fires No fire hazard threatens the plant safety since no chemical plants, no large amounts of oil storage, and no gas pipelines are located in the vicinity of the plant. The potential for deleterious effects from forest or brush fires is minimized by the site's landscaping.
| |
| Onsite fire hazards are discussed in Subsection 9.5.1.
| |
| 2.2.3.1.5 Collisions with Intake Structure There is no potential for a barge or ship impact on the river makeup screen house, since the Kankakee River is nonnavigable in the vicinity of the site.
| |
| 2.2.3.1.6 Liquid Spills No potential for the accidental release of oil or liquids which may be corrosive, cryogenic, or coagulant, and which may be drawn into the plant's intake structure and circulating water system or which may otherwise affect the safety of the plant has been found.
| |
| 2.2-7 REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR The drainage system in the vicinity of the chemical feed system on the west side of the Lake Screen House is designed to route any chemical spillage away from the intake structure and to the circulating water discharge portion of the cooling pond.
| |
| 2.2.4 References
| |
| : 1. Russell Carlock, Joliet Project Office, Corps of Engineers, Department of the Army, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, April 6, 1977.
| |
| 2.2-7a REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 2. John L. Turnland, Superintendent Yards and Terminals, Illinois Central Gulf Railroad, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, June 28, 1977.
| |
| : 3. John L. Turnland, Superintendent Yards and Terminals, Illinois Central Gulf Railroad, Letter to J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, June 7, 1977.
| |
| : 4. John P. Fishwick, President and Chief Executive Officer, Norfolk and Western Railroad, Letter to J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, June 20, 1977.
| |
| : 5. Deleted.
| |
| : 6. Robert J. Surkein, Director, Transportation and Traffic Management Directorate, Department of the Army, Headquarters United States Army Armament Material Readiness Command, Rock Island, Illinois, Letter to J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, June 20, 1977.
| |
| : 7. Betty Klemba, Corps of Engineers, Department of the Army, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, April 6, 1977.
| |
| : 8. Bonnie Ferguson, Operations Specialist, General Aviation District Office, Federal Aviation Administration, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, April 19, 1977.
| |
| : 9. Braidwood-PSAR, Appendix A to Chapter 2.0.
| |
| : 10. R. J. Surkein, Director, Transportation and Traffic Management Directorate, Department of the Army Material Readiness, Rock Island, Illinois, Letter to J. M. Ruff, Cultural Resource Analyst, Sargent & Lundy, June 20, 1977.
| |
| : 11. Braidwood-PSAR, Appendix B to Chapter 2.0.
| |
| : 12. Deleted.
| |
| : 13. Deleted.
| |
| : 14. Evaluation of the probability of TNT explosion at Braidwood, Calculation BRW-98-0173-M, Revision 0
| |
| : 15. Letter from Jeffrey L. Smetters, Commonwealth Edison to David Geiss, Alliant TechSystems, Inc. at the Joliet Arsenal, Letter SG-98-0008-BRW, January 20, 1998.
| |
| : 16. Letter from Sandra S. Covi, Manager of Hazardous Materials Management, Union Pacific Railroad to Jeffrey Smetters, Commonwealth Edison dated March 3, 1998.
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| 2.2-8 REVISION 9 - DECEMBER 2002
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| | |
| BRAIDWOOD-UFSAR TABLE 2.2-1 AIRPORTS WITHIN 10 MILES OF THE SITE APPROXIMATE DISTANCE AND DIRECTION NUMBER OF APPROXIMATE LENGTH WIDTH AIRPORT FROM THE SITE BASED AIRCRAFT HOURS OPERATIONS RUNWAYS TYPE (ft) (ft)
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| Matteson RLA 6 miles W 2 single engine Unattended no more than 18/36 Turf 2200 100 (Private) 2 daily*
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| J. B. Fillman 7 miles WSW 2 single engine Intermittent no more than N/S Turf 1800 125 (Private) 2 daily*
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| Hugh Van Voorst 10 miles SSE 1 Multi-engine Unattended no more than 09/27 Turf 3450 120 (Private) 2 daily*
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| Source: FAA Form 5010-1 for each airport (Matteson RLA, November 9, 1976, J. B. Fillman December 8, 1976, Hugh Van Voorst, December 8, 1976).
| |
| * Letter from Michael C. Rose, Airports Planning Specialist, Chicago Airports District Office, Federal Aviation Administration, to C. Comerford, Cultural Resource Analyst, Sargent & Lundy, April 15, 1977.
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| 2.2-9
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| | |
| BRAIDWOOD-UFSAR TABLE 2.2-2 LOW ALTITUDE FEDERAL AIRWAYS WITHIN 10 MILES OF THE SITE MINIMUM OBSTRUCTION MINIMUM EN-ROUTE CLEARANCE ALTITUDE ALTITUDE AIRWAYS (TERRAIN) (RADIO)
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| V156 2100 ft. 2600 ft.
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| Peotone - Bradford V429 2100 ft. 2500 ft.
| |
| Roberts - Joliet Source: B. Ferguson, Operations Specialist, FAA-General Aviation District Office, Telephone Conversation with J. M. Ruff, Cultural Resource Analyst, Sargent
| |
| & Lundy, April 19, 1977.
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| 2.2-10
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.2-3 PIPELINES WITHIN 5 MILES OF THE SITE Security - Related Information Figure Withheld Under 10 CFR 2.390 2.2-11
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.2-3 (Cont'd)
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| PIPELINES WITHIN 5 MILES OF THE SITE Security - Related Information Figure Withheld Under 10 CFR 2.390 2.2-12
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.2-4 INDUSTRIES WITH HAZARDOUS MATERIALS WITHIN 5 MILES OF THE SITE Security - Related Information Figure Withheld Under 10 CFR 2.390 Source: Braidwood Calculation BRW-08-0075-M 2.2-13 REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR This page was deleted intentionally.
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| 2.2-14 REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR TABLE 2.2-5 SHIPMENTS OF TOXIC CHEMICALS WITHIN 5 MILES OF THE SITE APPROXIMATE DISTANCE QUANTITY FROM THE (LBS per SITE MODE OF SHIPMENTS TOXIC CHEMICAL shipment) (miles) TRANSPORTATION (per year)
| |
| Acetone 184,530 3.7 Rail 25 Anhydrous Ammonia 173,382 3.7 Rail 547 Butane 165,635 3.7 Rail 326 Carbon Dioxide 155,045 3.7 Rail 66 Chlorine 234,729 3.7 Rail 233 Ethyl Ether 59,532 3.7 Rail 1 Ethylene Oxide 74,246 3.7 Rail 64 Methonal 197,968 3.7 Rail 337 Sulfuric Acid 213,930 3.7 Rail 522 Xylene 193,707 3.7 Rail 23 Chlorine 2,000 1.1 Highway (Note 1)
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| Large Propane Truck 39,312 0.24 Road (Note 1)
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| Small Propane Truck 11,050 0.24 Road (Note 1)
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| Gasoline 44,500 0.24 Road (Note 1)
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| Farmer Ammonia 1,450 0.24 Road (Note 1)
| |
| Note 1: Not specified. Evaluated acceptable based upon nasal detection.
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| Source: Braidwood Calculation BRW-08-0075-M 2.2-15 REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR 2.3 METEOROLOGY Section 2.3 provides a meteorological description of the Braidwood Station site and its surrounding areas. Included are a description of the general climate, meteorological conditions used for design and operating-basis consideration, summaries of normal and extreme values of meteorological parameters, a discussion of the potential influence of the plant and its facilities on local meteorology, a description of the onsite meteorological measurements program, and short-term and long-term diffusion estimates. Detailed summaries of meteorological parameters are presented using data from Argonne National Laboratory (1950-1964), from the first-order National Weather Service Stations at Peoria, Illinois (1943-1976) and Chicago Midway Airport (1943-1976), and from the meteorological towers at the Braidwood Station site (1974-1976) and the Dresden Nuclear Power Station (1974-1976).
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| Based on the information presented in this section, it is concluded that there are no unusual local conditions that should adversely affect the plant operation, the dispersion of the plant effluents, and the dissipation of the plant waste heat.
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| 2.3.1 Regional Climatology 2.3.1.1 General Climate The Braidwood Station site is located in northeastern Illinois, approximately 86 miles east-northeast of the first-order National Weather Service Station at Peoria, Illinois, and 56 miles south-southwest of the first-order National Weather Service Station at Chicago Midway Airport. General climatological data for the region were obtained from the United States Environmental Science Service Administration (ESSA) Climate of Illinois report (Reference 1) and from the Local Climatological Data Annual Summaries for the first-order weather stations at Peoria and Chicago Midway (References 2 and 3). The 15-year climatological summary for Argonne National Laboratory, which is located approximately 34 miles north-northeast of the Braidwood site, was also consulted for specific statistics (Reference 4).
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| Although Chicago Midway Airport is located somewhat closer to the Braidwood site than Greater Peoria Airport, the latter is considered to be more representative of the climate at the Braidwood site. This is because the moderating influence of Lake Michigan is considerable at Chicago Midway, while at the more inland sites it is much less. The climate of northeastern Illinois is typically continental, with cold winters, warm summers, and frequent short-period fluctuations in temperature, humidity, cloudiness, and wind direction. The great variability in northern Illinois climate is due to its location in a confluence zone, particularly during the cooler months, between different air masses (Reference 5). The specific air masses which affect northeastern Illinois include maritime tropical air which 2.3-1 REVISION 3 - DECEMBER 1991
| |
| | |
| BRAIDWOOD-UFSAR originates in the Gulf of Mexico, continental tropical air which originates in Mexico and the southern Rockies, Pacific air which originates in the eastern North Pacific Ocean, and continental polar and continental arctic air which originate in Canada. As these air masses migrate from their source regions, they may undergo substantial modification in their characteristics.
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| Monthly streamline analyses of resultant surface winds suggest that air reaching northeastern Illinois most frequently originates over the Gulf of Mexico from April through August, over the southeastern United States from September through November, and over both the Pacific Ocean and the Gulf of Mexico from December through March (Reference 5).
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| The major factors controlling the frequency and variation of weather types in northeastern Illinois are distinctly different during two separate periods of the year.
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| During the fall, winter, and spring months, the frequency and variation of weather types are determined by the movement of synoptic-scale storm systems which commonly follow paths along a major confluence zone between air masses, which is usually oriented from southwest to northeast through the region. The confluence zone normally shifts in latitude during this period, ranging in position from the central states to the U.S.-Canadian border. The average frequency of passage of storm systems along this zone is about once every 4 to 8 days. The storm systems are most frequent during winter and spring months, causing a maximum of cloudiness during these seasons. Winter is characterized by alternating periods of steady precipitation (rain, freezing rain, sleet and snow) and periods of clear, crisp, and cold weather.
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| Springtime precipitation is primarily showery in nature. The frequency passage of storm systems, presence of high winds aloft, and frequent occurrence of unstable conditions caused by the close proximity of warm, moist air masses to cold, dry air masses result in this season's relatively high frequency of thunderstorms. These thunderstorms on occasion are the source for hail, damaging winds and tornadoes. Although synoptic-scale storm systems also occur during the fall months, their frequency of occurrence is less than in winter or spring. Periods of pleasant dry weather characterize the fall season, which ends rather abruptly with the returning storminess which usually begins in November.
| |
| In contrast, weather during the summer months is characterized by weaker storm systems which tend to pass to the north of Illinois.
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| A major confluence zone is not present in the region, and the region's weather is characterized by much sunshine with thunderstorm situations. Showers and thunderstorms are usually of the air-mass type, although occasional outbreaks of cold air bring precipitation and weather typical of that associated with the fronts and storm systems of the spring months.
| |
| When southeast and easterly winds are present in northeastern Illinois, they usually bring mild and wet weather. Southerly 2.3-2
| |
| | |
| BRAIDWOOD-UFSAR winds are warm and showery, westerly winds are dry with moderate temperatures, and winds from the northwest and north are cool and dry.
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| The prevailing wind is southerly at Peoria and westerly at Midway. Although these are the most frequent directions, the frequency of winds from other directions is relatively well distributed. The monthly average wind speed is lowest during late summer at both stations, with the prevailing direction from the south at Peoria and the southwest at Midway. The monthly average wind speed is highest during late winter and early spring at both stations, with the prevailing direction from the west-northwest and the south at Peoria and the west at Midway.
| |
| Table 2.3-1 presents a summary of climatological data from meteorological stations surrounding the Braidwood Station site.
| |
| The annual average temperature at Peoria is 50.8F, while extreme temperatures range from a maximum of 102F to a minimum of -20F.
| |
| Maximum temperatures equal or exceed 90F nearly 20 times per year, while minimum temperatures are less than or equal to 32F about 130 times per year.
| |
| Humidity varies with wind direction, being lowest with west or northwest winds and higher with east or south winds. At Peoria the early morning relative humidity is highest during the late summer, with an average of 87%. The relative humidity is highest throughout the day during December, ranging from 83% in early morning to 72% at noon. Heavy fog with visibility less than 0.25 mile is rare, having an average occurrence of 21 times a year.
| |
| It occurs most frequently during the winter months (Reference 2).
| |
| Annual precipitation in the Braidwood site area averages 34 to 35 inches per year. For the 40-year period (1937-1976), annual precipitation has ranged from 23.99 inches in 1940 to 50.22 inches in 1973 (Reference 2). On the average, 31% of the annual precipitation occurs in the summer months of June through August, and 64% occurs in the 6 months from April through September.
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| However, no month averages less than 4% of the annual total.
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| Monthly precipitation totals have ranged from 13.09 inches to 0.03 inches. The maximum 24-hour precipitation recorded at Peoria was 5.52 inches in May 1927. Snowfall commonly occurs from November through March, with an average of 23.4 inches of snow annually. The monthly maximum and 24-hour maximum snowfall recorded were 18.9 inches and 10.2 inches, respectively. Points in northeastern Illinois average about 6 days of sleet per year, with an average of 2 hours of sleet on a sleet day (Reference 6).
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| Because of the prevailing westerly winds, the influence of Lake Michigan on the weather of northern Illinois is not significant, except for the region in the immediate vicinity of the lake shoreline. Northeasterly flow during late fall and winter may cause increased cloudiness in the Braidwood site area. The cooling effect of the lake upon the region near the Braidwood site with northeasterly flow in spring and summer is expected to 2.3-3
| |
| | |
| BRAIDWOOD-UFSAR be slight, since warming of the air due to solar insolation occurs rapidly as the air moves inland (Reference 1).
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| The terrain in northeastern Illinois is relatively flat, and differences in elevation have no significant influence on the general climate. However, the low hills and river valleys that do exist exert a small effect upon nocturnal wind drainage patterns and fog frequency.
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| 2.3.1.2 Regional Meteorological Conditions for Design and Operating Bases 2.3.1.2.1 Thunderstorms, Hail, and Lightning Thunderstorms occur on an average of 49 days per year at Peoria (1944-1976) and 40 days per year at Chicago Midway Airport (1943-1976) (References 2 and 3). They occur most frequently during the months of June and July, 9 and 8 days per month at Peoria, 7 and 6 days per month at Chicago Midway for June and July, respectively. Peoria averages 5 or more thunderstorm days per month throughout the season from April through September, while Chicago Midway averages 5 or more thunderstorm days per month from April through August. Both stations average 1 or fewer thunderstorm day per month from November through February.
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| A thunderstorm day is recorded only if thunder is heard. The observation is independent of whether or not rain and/or lightning are observed concurrent with the thunder (Reference 7).
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| A severe thunderstorm is defined by the National Severe Storms Forecast Center (NSSFC) of the National Weather Service as a thunderstorm that possesses one or more of the following characteristics (Reference 8):
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| : a. winds of 50 knots or more,
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| : b. hail 3/4 inch or more in diameter, and
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| : c. cumulonimbus cloud favorable to tornado formation.
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| Although the National Weather Service does not publish records of severe thunderstorms, the above referenced report of the NSSFC gives values for the total number of hail reports 3/4 inch or greater, winds of 50 knots or greater, and the number of tornadoes for the period 1955-1967 by 1 squares (latitude x longitude). The report shows that during this 13-year period the 1o square containing the Braidwood Station site had 9 hailstorms producing hail 3/4 inch in diameter or greater, 34 occurrences of winds of 50 knots or greater, and 43 tornadoes.
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| At least 1 day of hail is observed per year over approximately 90% of Illinois, with the average number of hail days at a point varying from 1 to 4 (Reference 9). Considerable year-to-year variation in the number of hail days is seen to occur; annual extremes at a point vary from no hail in certain years to as many 2.3-4
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| | |
| BRAIDWOOD-UFSAR as 14 hail days in other years. About 80% of the hail days occur from March through August, with spring (March through May) being the primary period of occurrence. In northern Illinois, 53% of all hail days occur in the spring (Reference 9). Total hailstorm life at a point averages about 7 minutes, with maximum storm life reported as not over 20 minutes for Illinois (Reference 6).
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| The frequency of lightning flashes per thunderstorm day over a specific area can be estimated by using a formula given by J. L.
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| Marshall (Reference 10), taking into account the distance of the location from the equator:
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| N = (0.1 + 0.35 sin ) x (0.40 0.20) where:
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| N = number of flashes to earth per thunderstorm day per km2, and
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| = geographical latitude.
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| For the Braidwood Station site, which is located at approximately 41o north latitude, the frequency of lightning flashes (N) ranges from 0.07 to 0.20 flashes per thunderstorm day per km2. The value 0.20 is used as the most conservative estimate of lightning frequency in the calculations that follow.
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| Taking the representative average number of thunderstorm days in the site region as 49 (at Peoria), the frequency of lightning flashes per km2 per year is 9.8 as calculated below:
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| 0.2 flashes 49 thunderstorm days 9.8 flashes 2 x =
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| thunderstorm day. km year km2. year The area of the Braidwood Station site is 4320 acres, or about 17.5 km2. Hence the expected frequency of lightning flashes at the site per year is 171 as calculated below:
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| 9.8 flashes 171 flashes x 17.5 km2 =
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| km2 year year For the probability of a lightning strike to safety-related structures, Marshall gives the total attractive area (in meters2) for a structure of length L, width W, and height H as:
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| LW + 4H (L + W) + 4H2 The attractive area for a structure depends on the magnitude of the lightning current and its frequency of occurrence. The formula for the total attractive area as given here assumes a lightning strike current intensity of 2 x 104 amperes with a 50%
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| frequency of occurrence.
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| 2.3-5
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| | |
| BRAIDWOOD-UFSAR For the Braidwood Station, the smallest rectangle enclosing the reactor containment buildings is approximately 132.3 meters in length and 45.7 meters in width (see Braidwood - Drawings M-5 and M-14). The height of the containment building is approximately 60.7 meters. It has been assumed that the height of the entire rectangle is 60.7 meters. This issues a realistic estimate of a lightning strike on the containment structures. The attractive area of the rectangle surrounding the containment buildings is therefore approximately 0.095 km2.
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| The reactor containment buildings of Braidwood Station have a probability of being struck which is equivalent to:
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| 9.8 flashes flashes x 0.095 km2 = 0.931 km2 year yr Hence, a conservative estimate of the recurrence interval for a lightning strike on the reactor containment buildings is:
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| 1
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| = 1.07 years/flash 0.931 flashes/yr 2.3.1.2.2 Tornadoes and Severe Winds Illinois ranks eighth in the United States in average annual number of tornadoes (Reference 11). Tornadoes occur with the greatest frequency in Illinois during the months of March through June. For the period 1916-1969, the publication "Illinois Tornadoes" (Reference 11) lists 62 tornadoes which occurred in the 7-county area (Will, Cook, DuPage, Kane, Kendall, Grundy, and Kankakee) surrounding and including the Braidwood Station site.
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| Figure 2.3-1 shows the county distribution of tornadoes for the entire state for the same period of record. For Will County, the total number of tornadoes was 8, while for adjacent Grundy County the number of tornadoes was 3.
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| Tornadoes can occur at any hour of the day but are more common during the afternoon and evening hours. About 50% of Illinois tornadoes travel from the southwest to northeast. Slightly over 80% exhibit directions of movement toward the northeast through east. Fewer than 2% move from a direction with some easterly component (Reference 11).
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| The likelihood of a given point being struck by a tornado can be calculated by using a method developed by H. C. S. Thom (Reference 12). Thom presents a map of the continental United States showing the mean annual frequency of occurrence of tornadoes for each 1 square (latitude x longitude) for the period 1953-1962. For the 1 square (approximately 3600 mi2 in area) containing the Braidwood Station site, Thom computed an annual average of 1.7 tornadoes. Assuming 2.82 mi2 is the average area covered by a tornado (Reference 12), the mean probability of a tornado occurring at any point within the 1o square containing the Braidwood site in any given year is calculated to be .0014. This converts to a mean recurrence 2.3-6 REVISION 11 - DECEMBER 2006
| |
| | |
| BRAIDWOOD-UFSAR interval of 735 years. Using the same annual frequency but an average area of tornado coverage of 3.5 mi2 (from Reference 11),
| |
| the mean probability of a tornado occurrence is .0017.
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| More recent data (Reference 8) containing tornado frequencies for the period 1955-1967 indicate an annual tornado frequency of 3.3 for the 1o square containing the Braidwood site. This frequency, with Wilson and Changnon's average path area of 3.5 mi2, results in an estimated mean tornado probability of .0033, with a corresponding mean return period of 305 years.
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| For the period 1970-1977, the NOAA publication "Storm Data" lists 46 tornadoes which have occurred in the seven-county area (Cook, Du Page, Grundy, Kane, Kankakee, Kendall, and Will) surrounding and including the Braidwood site. The majority of these tornadoes were short in length, narrow in width, and weak in intensity. However, seven of these tornadoes were severe enough to cause a large amount of damage in the area.
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| The most destructive tornado recorded during the period 1970-1977 in the vicinity of the Braidwood site occurred on March 12, 1976 between Northlake and Wilmette in Cook County. Damage included the twisting of the steel-beamed frame of an office building and the destruction of several homes.
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| A tornado which was nearly as destructive and likely more intense than the tornado described above occurred on June 13, 1976 near Lemont in Cook County. This tornado devastated an eight block area.
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| Based on the damage from the Lemont tornado of June 13, 1976, the maximum wind speed of the tornado was approximately 207-260 mph.
| |
| The tornado path length extended 12 km with an average width of 1.6 km. A conservative estimate of the tornado path area is 19.4 km2.
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| The above results were presented in order to provide a reasonable estimate of tornado probability without addressing the accuracy of the estimate. Because of the uncertainties in regard to tornado frequency and path area data, the annual tornado probability for the Braidwood site area is best expressed as being in the range of .0015 to .0030, with a mean tornado return period of 330 to 670 years. However, a conservatively high estimate can be taken to be .0033, with a corresponding mean return period of 305 years.
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| The following are the design-basis tornado parameters that were used for the Braidwood Station (Reference 13):
| |
| : a. rotational velocity = 290 mph,
| |
| : b. maximum translational velocity = 70 mph,
| |
| : c. radius of maximum rotational velocity = 150 ft, 2.3-7
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : d. pressure drop = 3.0 psi, and
| |
| : e. rate of pressure drop = 2.0 psi/sec.
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| The design wind velocity used for Seismic Category I structures at the Braidwood Station site is 85 mph considering a 100-year recurrence interval. For Seismic Category II structures, the governing design wind velocity used is 75 mph with a recurrence interval of 50 years. The design wind velocities for the 50-year and 100-year recurrence intervals are estimated from the analyses presented in Figures 1 and 2 of Reference 14. The vertical velocity distribution and gust factors employed for the wind loading are from Reference 14 for exposure type C (see Subsection 3.3.1).
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| 2.3.1.2.3 Heavy Snow and Severe Glaze Storms Severe winter storms which usually produce snowfall in excess of 6 inches and are often accompanied by damaging glaze are responsible for more damage in Illinois than any other form of severe weather, including hail, tornadoes, or lightning (Reference 15). These storms occur on an average of five times per year in the state. The state probability for one or more severe winter storms in a year is virtually 100%, while the state probability for three or more in a year is 87%. A typical storm has a median point duration of 14.2 hours. Point durations have ranged from 2 hours to 48 hours during the 61-year period of record 1900 to 1960 used in the severe winter storm statistical analyses (Reference 15). Data on the average areal extent of severe winter storms in Illinois show that they deposit at least 1 inch of snow over 32,305 mi2, with more than 6 inches of snow covering 7,500 mi2. Northeastern Illinois (including the Braidwood site) had 138 occurrences of a 6-inch snow or glaze damage area during the years 1900-1960. About 43 of those storms deposited more than 6 inches of snowfall in extreme southern Will County (the Braidwood site area).
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| Sleet or freezing rain occurs during the colder months of the year when rain falls through a shallow layer of cold air with a temperature below 0oC from an overlying warm layer of temperature above 0oC. The rain becomes supercooled as it descends through the cold air. If it cools enough to freeze in the air, it descends to the ground as sleet; otherwise, it freezes upon contact with the ground or other objects, causing glaze.
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| In Illinois during the 61-year period 1900-1960, there were 92 glaze storms defined either by the occurrence of glaze damage or by occurrence of glaze over at least 10% of Illinois. These 92 glaze storms represent 30% of the total winter storms in the period. The greatest number of glaze storms in 1 year was 6 (1951); in 2 years, 9 (1950-51); in 3 years, 10 (1950-52); and in 5 years, 15 (1948-52). In an analysis of these 92 glaze storms, Changnon (Reference 15) determined that in 66 storms, the 2.3-8
| |
| | |
| BRAIDWOOD-UFSAR heaviest glaze disappeared within 2 days; in 11 storms, 3 to 5 days; in 8 storms, 6 to 8 days; in 4 storms, 9 to 11 days; and in 3 storms, 12 to 15 days. Fifteen days was the maximum persistence of glaze.
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| Within the northern third of Illinois, eight localized areas received damaging glaze in an average 10-year period; the Braidwood site area averages about 4 days of glaze per year (Reference 15).
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| Ice measurements recorded in some of the most severe Illinois glaze storms are shown in Table 2.3-2 (Reference 15). The listing reveals that severe glaze storms depositing ice of moderate to large radial thickness may occur in any part of Illinois. An average of one storm every 3 years will produce glaze ice 0.75 inch or thicker on wires (Reference 15).
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| Strong winds during and after a glaze storm greatly increase the amount of damage to trees and power lines. In studying wind effects on glaze-loaded wires, the Association of American Railroads (Reference 16) concluded that maximum wind gusts were not as significant (harmful) a measure of wind damage as were speeds sustained over 5-minute periods. Moderate wind speeds (10-24 mph) occurring after glaze storms are most prevalent.
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| Wind speeds of 25 mph or higher are not unusual, however, and there have been 5-minute winds in excess of 40 mph with glaze thicknesses of 0.25 inch or more (Reference 15). Specific glaze thickness data for the five fastest 5-minute speeds, and the speeds with the five greatest measured glaze thickness were measured in the after-storm periods of 148 glaze storms throughout the country during the period 1926-1937 and are shown in Table 2.3-3. Although these data were collected from various locations throughout the United States, they are considered to be applicable to design values for locations in Illinois. The roofs of safety-related structures are designed to withstand the snow and ice loads due to a winter probable maximum precipitation (PMP) with a 100-year recurrence interval antecedent snowpack. A conservative estimate of the 100-year return period snowpack weight of 28 psf (27 inches of snowpack) was obtained from the American National Standard building code requirements (Reference 14). The weight of the accumulation of the winter PMP from a single storm is 76 psf (14.6 inches of precipitable water, or about 146 inches of fresh snow), which was taken as the 48-hour PMP during the winter months from December through March (Reference 17). The design-basis snow and ice load is then 104 psf (see Subsection 2.4.2).
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| 2.3.1.2.4 Ultimate Heat Sink Design The ultimate heat sink (UHS) pond is designed to fulfill its purpose under the extreme environmental conditions set forth in NRC Regulatory Guide 1.27.
| |
| 2.3-9 REVISION 16 - DECEMBER 2016
| |
| | |
| BRAIDWOOD-UFSAR The UHS analysis of record utilizes meteorological data from July 5, 1948 to December 31, 2012. The data was obtained from the National Weather Service (NWS) in Peoria, IL or Springfield, IL, and from an onsite multi-level instrumented tower at Braidwood Station. Table 2.3-43 is provided to compare Springfield, Illinois data with similar Braidwood data to ensure that the Springfield data are the most representative available (for the 1952-56 period) of the Braidwood site. Additional meteorological data was obtained spanning the period from January 1, 1990, through December 31, 2012. The updated meteorological data was a combination of data from the Peoria National Weather Service and an onsite multi-level instrumented tower at Braidwood Station. All the meteorological data parameters collected were taken at one hour intervals from 1948 to 2012. This set of data was screened to identify and systematically correct any out of range or missing parameters.
| |
| The 64 years of meteorological data was analyzed in three hour increments with a standard lake model, at the same initial conditions, to determine the set of data that resulted in the highest UHS water temperature (i.e., the set of hourly meteorological data that provided the most limiting conditions for the UHS to dissipate heat). This analysis was performed for each of the critical time periods being analyzed (i.e., 24 hours for 4 SX pump operation, 36 hours for 3 SX pump operation, 48 hours for 2 SX pump operation, and 30 days) and for each of the eight daily starting times (i.e., 12 AM, 3 AM, 6 AM, 9 AM, 12 PM, 3 PM, 6 PM, 9 PM) used to model the diurnal lake behavior.
| |
| A similar approach was used to determine the set of meteorological data that resulted in the limiting evaporation.
| |
| Consistent with RG 1.27, Revision 2, a series of synthetic weather files were then created for use in the UHS analysis.
| |
| These files were created by combining the limiting meteorological data from each of the three limiting critical times, with the worst 24 hour period followed by the worst 30 day period. The different synthetic weather files were input to the UHS analysis and represent the worst weather conditions for the UHS to dissipate heat under each SX pump operating scenario and associated daily start time.
| |
| For the maximum temperature case with the 3-SX pump operation, weather files were determined for the worst 36 hours, 24 hours and 30 days. For the worst 36 hours (July 6, 2012), the mean dry bulb temperature, mean dew-point temperature, and mean wind speed were determined to be 89.11°F, 72.79°F and 3.96 mph respectively.
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| For the worst 24 hours (July 6, 2012), the mean dry bulb temperature, mean dew-point temperature, and mean wind speed were determined to be 90°F, 72.7°F and 3.65 mph respectively. For the worst 30 days (July 9, 2011 to August 9, 2011), the mean dry bulb temperature, mean dew-point temperature, and mean wind speed were determined to be 79.85°F, 69.9°F and 4.92 mph respectively. For details of ultimate heat sink design, see Subsections 2.4.11, 2.5.6 and 9.2.5.
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| 2.3-10 REVISION 16 - DECEMBER 2016
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| BRAIDWOOD-UFSAR 2.3.1.2.5 Inversions and High Air Pollution Potential Thirteen years of data (1952-1964) on vertical temperature gradient from Argonne (Reference 4) provide a measure of thermodynamic stability (mixing potential). Weather records from many U. S. stations have also been analyzed with the objective of characterizing atmospheric dispersion potential (References 18 and 19).
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| The seasonal frequencies of inversions based below 500 feet for the Braidwood Station site area are shown by Hosler as:
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| % OF 24-HOUR PERIODS WITH AT LEAST 1 HOUR SEASON % OF TOTAL HOURS OF INVERSION Spring 30 68 Summer 31 81 2.3-10a REVISION 16 - DECEMBER 2016
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| BRAIDWOOD-UFSAR
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| % OF 24-HOUR PERIODS WITH AT LEAST 1 HOUR SEASON % OF TOTAL HOURS OF INVERSION Fall 38 72 Winter 28 48 Since northern Illinois has a primarily continental climate, inversion frequencies are closely related to the diurnal cycle.
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| The less frequent occurrence of storms in summer produces a larger frequency of nights with short-duration inversion conditions.
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| Holzworth's data give estimates of the average depth of vigorous vertical mixing, which gives an indication of the vertical depth of atmosphere available for mixing and dispersion of effluents.
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| For the Braidwood Station region, the seasonal values of the mean maximum daily mixing depths (in meters) are:
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| Mean Daily Mixing Depths Season Morning Afternoon Spring 480 1500 Summer 320 1600 Fall 400 1200 Winter 470 610 When daytime (maximum) mixing depths are shallow, pollution potential is highest.
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| Argonne data are presented below in terms of the frequency of inversion conditions in the 5.5-foot to 144-foot layer above the ground as percent of total observations and in terms of the average duration of inversion conditions.
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| INVERSION FIRST FINAL MONTH FREQUENCY HOUR HOUR January 30.5% 5 p.m. 8 a.m.
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| April 33.1% 6 p.m. 6 a.m.
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| July 42.4% 6 p.m. 6 a.m.
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| October 48.4% 5 p.m. 7 a.m.
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| Nocturnal inversions begin at dusk and normally continue until daylight the next day. The inversion frequency for January at Argonne compares well with Hosler's winter value, and the fall season shows a maximum in both Argonne and Hosler's data. Fall also has the longest period of inversion conditions.
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| 2.3-11
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| BRAIDWOOD-UFSAR Holzworth has also presented statistics on the frequency of episodes of high air pollution potential, as indicated by low mixing depth and light winds (Reference 19). His data indicate that, during the 5-year period 1960-1964, the region including the Braidwood site experienced no episodes of 2 days or longer with mixing depths less than 500 meters and winds less than 2 m/sec. There were two such episodes with winds remaining less than 4 m/sec. For mixing heights less than 1000 meters and winds less than 4 m/sec, there were about nine episodes in the 5-year period lasting 2 days or more but no episodes lasting 5 days or more. Holzworth's data indicate that northern Illinois is in a relatively favorable dispersion regime with respect to low frequency of extended periods of high air pollution potential.
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| To help substantiate this statement, the 1977 air quality status for northern Illinois is provided in Tables 2.3-44 through 2.3-47. Provided are data for sulfur dioxide (SO2) and total suspended particles (TSP) recorded at monitoring sites in northeastern Illinois as documented in the "Annual Air Quality Report 1977," Illinois Environmental Protection Agency, Springfield, Illinois.
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| 2.3.2 Local Meteorology 2.3.2.1 Normal and Extreme Values of Meteorological Parameters Onsite meteorological data available for the period of record January 1, 1974, through December 31, 1976 are summarized to describe the site meteorology. Meteorological data from Greater Peoria Airport (86 miles south-southwest of the Braidwood site),
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| Argonne National Laboratory (ANL) (35 miles north-northeast of the Braidwood site), and the Dresden Nuclear Power Station meteorological tower (11 miles north-northwest of the Braidwood site) are used as the regional data for the Braidwood Station site. Whenever feasible, meteorological statistics for Peoria have been derived from the 3-hourly observations on magnetic tape per NCC Reference Manual TDF-14 for the 10-year period 1966-1975. The remaining Peoria data have been extracted from NOAA Local Climatological Data Summaries (1966-1975) (Reference 2). A 15-year (1950-1964) climatological summary compiled by ANL (Reference 4) is used as a comparative long-term data base. Some meteorological data from Dresden Nuclear Power Station (1974-1976) are used as the short-term data base for comparison with the onsite data.
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| 2.3.2.1.1 Winds Wind roses for the Braidwood Station site have been prepared from detailed onsite wind data for the period January 1974 through December 1976. The annual and monthly period-of-record wind roses for the 30-foot tower level are presented in Figures 2.3-2 through 2.3-14. The annual period-of-record wind rose for the 2.3-12 REVISION 1 - DECEMBER 1989
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| BRAIDWOOD-UFSAR 199-foot tower level is presented in Figure 2.3-15. The period-of-record wind roses and persistence of wind direction data for both tower levels are presented in Tables 2.3-4 through 2.3-6.
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| The annual surface wind rose for Peoria (1966-1975) is presented in Figure 2.3-16. Four seasonal wind roses for the 19-foot level of Argonne (1950-1964) are presented in Figures 2.3-17 through 2.3-20. Wind direction persistence data at Argonne and Peoria for the same period and levels are presented in Tables 2.3-7 and 2.3-8, respectively.
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| The 30-foot annual wind rose for the Braidwood site (Figure 2.3-2) shows that prevailing winds are from the south-southwest and south. The combined frequency of winds in these two sectors is approximately 21%. A large percentage of the winds from the prevailing directions has speeds greater than 3 m/sec. The frequency of winds from other directions is fairly evenly distributed. Calms occur during 2.25% of the year. The annual frequency distribution of wind directions at the 30-foot level (Figure 2.3-2) is similar to the frequency distribution at the 199-foot level (Figure 2.3-15), suggesting that the low-level wind direction is not affected very much by nearby topography or vegetation. The prevailing wind direction at the 199-foot level is from the south-southwest. The frequency of higher wind speeds is greater for all directions, and winds with a westerly component are slightly more frequent. Calms occur 0.25% of the time at the 199-foot level, less frequently than at the 30-foot level.
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| The 30-foot onsite monthly wind roses (Figures 2.3-3 through 2.3-14) indicate that the colder months of November through March have a relatively high frequency of winds from the south to south-southwest and the west to northwest. April and May exhibit a greater frequency of winds from the south to southwest and the north-northeast clockwise through east-northeast. The prevailing winds during the summer blow from the south to southwest, while a secondary frequency maximum of winds is found in the north-northeast through east-northeast sectors. Winds during September and October blow more frequently from the north and south than the east and west. The months of January through April experience the greatest frequency of wind speeds higher than 7.0 m/sec. Light winds, with speeds less than 1.5 m/sec, occur most frequently from July through September. Calms are least frequent from January through April and most frequent from July through September.
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| The 30-foot and 199-foot level persistence of wind direction at the Braidwood Station site (1974-1976) shows that the majority of cases at both levels are short-period persistences of less than 3 hours (Tables 2.3-5 and 2.3-6). The longest persistence at the 30-foot level over the 3-year period was from 25 to 27 hours for winds from the south and south-southwest. The 199-foot level data indicate that a north-northwest wind once blew for 34 to 39 consecutive hours.
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| 2.3-13
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| BRAIDWOOD-UFSAR In general, winds persist for a greater length of time at the 199-foot level. Persistent calms are rare at this level, with the longest persistence of calms (4 to 6 hours) occurring once during the period of record. In contrast, the 30-foot level had 35 cases of calms which persisted for 4 or more hours, with a maximum persistence of about 15 hours.
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| The surface annual wind rose for Peoria for the long-term period of record 1966 through 1975 (Figure 2.3-16) shows that the prevailing wind is from the south and occurs with an annual frequency of over 17%. The directional distribution of wind for the remaining 15 sectors is fairly even, with a frequency for each sector between 3% and 8%. The greatest frequency of strong winds (speeds greater than 6.3 m/sec) occurs with winds from the west, the west-northwest, and south sectors. The north-northeast clockwise through southeast sectors have a comparatively large percentage of light to moderate winds (speeds less than 6.3 m/sec). The frequency of calms at Peoria is 3.55%.
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| A comparison of the Braidwood site 30-foot level annual wind rose with the Peoria surface annual wind rose indicates that they are in general agreement, indicating that the Braidwood site wind data are representative of the surrounding region. One of the differences is that the wind direction frequency distribution has a pronounced peak in the south sector at Peoria, while the peak at the Braidwood site is less pronounced, with the prevailing wind distributed among the south and south-southwest sectors.
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| Another difference is that the frequency of calms at Peoria (3.55%) is greater than that at the Braidwood site (2.25%), which is partially due to the fact that the surface wind at Peoria is measured at a lower level (20 feet).
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| Wind direction persistence data for Peoria (Table 2.3-7) indicate that the prevailing southerly winds persist for the longest period; a persistence of over 45 hours occurred four times during the 10-year period of record. Winds from the south persisted for more than 24 hours 76 times, compared with a total of only 18 times for all other wind directions. The maximum persistence of calms was 15 hours at Peoria.
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| Seasonal wind roses for Argonne (Figures 2.3-17 through 2.3-20) indicate that in winter winds blow most frequently from the southwest clockwise through the northwest with a maximum frequency from the west. The spring wind rose shows that the wind directions are more evenly distributed, and that winds most frequently blow from a generally southwesterly and northeasterly direction. The summer wind rose is similar to the spring wind rose, except that the frequency of wind direction is more pronounced along a northeast to southwest axis, and the wind speeds are generally less. Winds from the southwest prevail during the fall, and there is a return to a greater frequency of west winds. All winds with speeds less than 3 mph (1.3 m/sec) 2.3-14
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| BRAIDWOOD-UFSAR are classified as calm at Argonne. Calms are least common in spring and most common in summer.
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| Wind direction persistence data for Argonne (1950-1964) given in Table 2.3-8 indicate that southwesterly and south-southwesterly winds persist for the longest period of time at both the 19-foot and 150-foot levels. The maximum persistence of calms at Argonne was 12 hours.
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| Argonne lies approximately 20 miles west-southwest of Lake Michigan, while the Braidwood site is approximately 50 miles from the lake. A more frequent occurrence of northeasterly winds at Argonne during the spring and summer as compared with the Braidwood site wind statistics indicates that Argonne is influenced on occasion by lake effects from Lake Michigan, hence long-term Argonne wind data are less representative of conditions at the Braidwood site than long-term Peoria wind data.
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| 2.3.2.1.2 Temperatures Short-term monthly and annual data for average and extreme temperatures for the Braidwood site (1974-1976) are compared in Table 2.3-9 with those for Peoria (1973-1976) and Dresden Nuclear Power Station (1974-1976) in order to show the representativeness of the Braidwood site data for the region.
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| Long-term monthly and annual average and extreme temperature data for Peoria (1966-1975) and Argonne (1950-1964) are compared in Table 2.3-10 with short-term (1974-1976) temperature statistics measured at the 30-foot level of the Braidwood site meteorological tower.
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| Temperatures are measured at the 5.5-foot level at Argonne.
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| Temperature measurements at Peoria are made at the National Weather Service standard height of 4.5 feet above the surface.
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| The 30-foot level measurement for lower level temperature at the Braidwood site and the 35-foot level measurement for lower level temperature at Dresden Nuclear Power Station are essentially in accordance with the requirement of NRC Regulatory Guide 1.23.
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| The short-term average and extreme temperature data (Table 2.3-9) at the Braidwood Station site (1974-1976), Dresden Nuclear Power Station (1974-1976), and Peoria (1973-1975) show that the 3-year average temperature at the Braidwood site and at Dresden are in good agreement; the stations have a 3-year average temperature of 49.7F and 49.6F, respectively.
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| The highest temperature reported at Peoria during the period January 1973 to December 1975 was 97F, while the lowest temperature was -18F. Extremes at the Braidwood Station site (1974-1976) were 96.4F and -13.0F, while extremes during the same period at Dresden were 95.0F and -14.5F. The temperature extremes for the Braidwood site and for Dresden are quite 2.3-15 REVISION 4 - DECEMBER 1992
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| BRAIDWOOD-UFSAR similar, suggesting that they are representative of the temperature extremes experienced in the region surrounding the Braidwood site. Monthly maxima and minima at Peoria show a substantial departure from similar data at the Braidwood and Dresden sites for a few months (e.g., November). These differences are attributed to a difference in measuring height and a different period of record.
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| Long-term temperature averages for Peoria (1966-1975) and Argonne (1950-1964) were 49.8F and 47.7F, respectively (Table 2.3-10).
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| The short-term temperature average at the Braidwood site (1974-1976) was 49.7F. Long-term temperature extremes for Peoria were 102F and -18F, and for Argonne, 101F and -20F.
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| Extremes for the Braidwood site were 96.4F and -13.0F. The larger temperature ranges at Peoria and Argonne are attributed, in part, to their lower measuring height and to their longer period of record.
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| Table 2.3-11 presents the average daily maximum and minimum temperatures at Peoria, Illinois (1966-1975). The mean daily diurnal temperature variation ranges from about 11F in December to about 19F in June and October.
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| 2.3.2.1.3 Atmospheric Moisture Data for the atmospheric moisture parameters measured at the 35-foot level of the Dresden Nuclear Power Station meteorological tower (1975-1976) are presented as representative of short-term atmospheric moisture conditions at the Braidwood site. Onsite atmospheric moisture parameter measurements are not presented due to a low data recovery rate. Long-term offsite atmospheric moisture data for Peoria (1966-1975) and Argonne (1950-1964) are presented and compared with the Dresden data.
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| 2.3.2.1.3.1 Relative Humidity The relative humidity for a given moisture content of the air is defined as the ratio of the actual mixing ratio of water vapor to that which would exist at saturation at the same temperature.
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| The diurnal variation of relative humidity for a given moisture content of the air is inversely proportional to the diurnal temperature cycle. A maximum in relative humidity usually occurs during the early morning hours, while a minimum is typically observed in midafternoon.
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| Relative humidity data for the 35-foot level at Dresden (1975-1976) are presented in Table 2.3-12. The annual average relative humidity is 71.2%. The maximum relative humidity observed at Dresden during the period is 100% for all months except April (98.8%), while the minimum relative humidity observed during the 2-year period of record is 17.7%, for April.
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| Long-term relative humidity data for Peoria (1966-1975) and Argonne (1950-1964) are presented in Table 2.3-13. The annual 2.3-16
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| BRAIDWOOD-UFSAR average relative humidity is 71.2% at Peoria and 74.9% at Argonne. Monthly average relative humidities are also higher at Argonne, especially during the late winter and early spring months. These differences in average relative humidity are primarily due to the close proximity of Argonne to Lake Michigan. The Peoria data are considered to be more representative of relative humidity conditions at the Braidwood site, since the influence of Lake Michigan upon relative humidities at both locations is minimal as compared with the influence of the lake at Argonne.
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| The maximum relative humidity observed at Peoria is 100% for all months, while the minimum relative humidity observed during the period of record is 14%, observed in the months of March, April, and October. These extremes are comparable with the short-term extremes observed at Dresden (100% and 17.7%).
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| The annual average daily maximum and minimum relative humidities at Peoria are about 85% and 55%. The monthly average diurnal relative humidity range is greatest in May and least in December.
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| 2.3.2.1.3.2 Dew-Point Temperature The dew-point temperature is defined as the temperature to which air must be cooled to produce saturation with respect to water vapor, with pressure and water vapor content remaining constant.
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| Dew-point temperature data for Dresden (1975-1976) are presented in Table 2.3-14. The 2-year average dew-point temperature at Dresden is 39.5F. Monthly average dew-point temperatures at Dresden range from 18.9F in January to 62.2F in July. The maximum dew-point temperature during the period was 77.1F, while the minimum dew-point temperature was -13.7F.
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| Long-term dew-point temperature data for Peoria and Argonne are presented in Table 2.3-15. The annual average dew-point temperature at Peoria (40.3F) and Argonne (38.7F) are generally comparable with the short-term average at Dresden (39.5F).
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| Monthly average dew-point temperatures at Peoria range from 15.8F in January to 62.4F in July. The maximum dew-point temperature during the 10-year period is 79F, while the minimum dew-point temperature is -27F.
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| The annual average daily maximum and minimum dew-point temperatures at Peoria (1966-1975) are 45.1F and 35.4F. The maximum average diurnal variation in dew-point temperature is 13.3F in January, while the minimum average diurnal variation is 7.2F in August and September.
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| 2.3-17
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| BRAIDWOOD-UFSAR 2.3.2.1.4 Precipitation Precipitation data are available from the Braidwood site, Peoria, and Argonne, and serve to indicate the precipitation characteristics of the Braidwood Station site.
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| 2.3.2.1.4.1 Precipitation Measured as Water Equivalent Monthly precipitation totals at the Braidwood site and Peoria for the short-term period of record January 1, 1974, through December 31, 1976, are compared in Table 2.3-16. The precipitation totals at both stations for each month during the period of record shown are generally similar, indicating the representativeness of the Braidwood site data for the region. The heaviest monthly rainfalls occurred during late spring or early summer months.
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| The maximum monthly rainfall for each location during the 3-year period was 6.61 inches at the Braidwood site (May 1974) and 11.69 inches at Peoria (June 1974). The lightest monthly rainfalls generally occurred during the fall or winter months. The minimum monthly rainfall was 0.02 inch at Braidwood (September 1975) and 0.38 inch at Peoria (December 1976).
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| Long-term normal and extreme monthly and annual precipitation totals (water equivalent) for Peoria (1966-1975) and Argonne (1950-1964) are presented in Table 2.3-17. The maximum and minimum monthly precipitation totals recorded for Peoria (1966-1975) are 11.69 inches during June 1974, and 0.56 inches in February 1969, respectively. The maximum and minimum monthly precipitation levels recorded for Argonne (1950-1964) are 13.17 inches during September 1954, and 0.03 inches during January 1961, respectively. In general, more than twice as much precipitation falls during the warmer summer months than during the colder winter months, due to increased convective storm activity and the higher specific humidity of warm air, both of which occur during the warmer months. The annual average precipitation at Peoria was 37.80 inches, while at Argonne, the average precipitation was 31.49 inches per year. The differences in precipitation averages and extremes measured at Peoria and Argonne are primarily due to the differences in geographical location and to the nonoverlapping period of record.
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| The average number of hours of precipitation per month at Peoria (1966-1975) and Argonne (1950-1964) are as follows:
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| MONTH PEORIA ARGONNE January 125 89 February 108 75 March 118 99 April 88 94 2.3-18 REVISION 1 - DECEMBER 1989
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| BRAIDWOOD-UFSAR MONTH PEORIA ARGONNE May 78 65 June 48 55 July 37 58 August 40 37 September 64 40 October 72 55 November 106 73 December 172 95 Annual Average 1,054 834 The above table indicates that there are nearly three times as many hours in winter with precipitation than in summer. The data from the above table and the Peoria average monthly rainfall data (Table 2.3-17) reflect the fact that summer precipitation is generally heavy, showery, and brief, while winter precipitation is less intense, steady, and occurs over a longer period of time.
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| These data indicate that Argonne's approximately 20% fewer hours of precipitation is consistent with Argonne's approximately 20% smaller annual average precipitation totals.
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| Table 2.3-18 presents the monthly and annual joint frequency distribution of wind direction and precipitation for Peoria (1966-1975). During the winter, precipitation occurrences are relatively evenly distributed among all wind directions, with a somewhat higher frequency of occurrences with winds from the north clockwise through south. During the summer, precipitation occurs most frequently with winds from the south. On an annual basis, precipitation occurs most frequently (1.6% of the time) with the prevailing southerly winds.
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| Table 2.3-19 presents maximum precipitation (water equivalent) for specified time intervals at Argonne (1950-1964) and the 24-hour maximum precipitation totals at Peoria (1966-1975). The maximum 1-hour total recorded at Argonne is 2.20 inches (June 1953), while the maximum 48-hour total is 8.62 inches (October 1954). The 24-hour maximum precipitation of 4.44 inches at Peoria occurred in June. The largest maximum short-period (less than 24 hours) totals are seen to occur during the summer months when heavy convective activity is at its peak, while maximum precipitation totals for winter are less than for the other seasons.
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| 2.3-19
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| BRAIDWOOD-UFSAR 2.3.2.1.4.2 Precipitation Measured as Snow or Ice Pellets Monthly average, monthly maximum, and 24-hour maximum totals of snow and/or ice pellet precipitation (in inches) for Peoria (1966-1975) are presented in Table 2.3-20. Annual Peoria totals average 24.1 inches. The greatest monthly average total is 6.3 inches for January. The maximum monthly total for the entire period is 18.9 inches, recorded in December. The maximum 24-hour total is 10.2 inches, also recorded in December.
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| The extreme values of precipitation (including snow) recorded at Peoria, for a period longer than 1966-1975 are presented in Table 2.3-1. Also, the extreme values of precipitation recorded at Aurora and Kankakee longer than 10 years are presented in Table 2.3-48. The maximum monthly total for the entire period is 14.86 inches at Aurora and 10.69 inches at Kankakee. The maximum 24-hour total is 10.48 inches at Aurora and 8.43 inches at Kankakee. Therefore, Tables 2.3-1, 2.3-20, and 2.3-48 provide a record of the extreme values of precipitation at five separate long-term stations in the vicinity of the Braidwood site.
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| 2.3.2.1.5 Fog Fog is an aggregate of minute water droplets suspended in the atmosphere near the surface of the earth. Fog types are generally coded as fog, ground fog, and ice fog in observation records. According to international definition, fog reduces visibility to less than 0.62 mile (Reference 7). Observing procedures by the National Weather Service define ground fog as that which hides less than six-tenths of the sky and does not extend to the base of any clouds that may lie above it (Reference 7). Ice fog is composed of suspended particles of ice. It usually occurs in high latitudes in calm clear weather at temperatures below -20F and increases in frequency as temperature decreases (Reference 7).
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| Fog forms when the ambient dry bulb temperature and the dew-point temperature are nearly identical or equal. The atmospheric processes by which these temperatures become the same and fog occurs are either by cooling the air to its dew point or by adding moisture to the air until the dew point reaches the ambient dry bulb temperature. This latter process results in the formation of evaporation fog and is of particular interest with respect to cooling facility operation at power generation stations.
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| Cooling facility fog generally occurs when atmospheric conditions are conducive to natural fog formation. Natural processes such as radiational cooling during relatively calm nights or the advection of moist air over a cooler land surface are generally contributing factors. Thus the previous summary of natural fog occurrence is important in the understanding of the potential fogging problems at the Braidwood site.
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| 2.3-20
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| BRAIDWOOD-UFSAR Table 2.3-21 presents the frequency and persistence of fog at Peoria (1966-1975). Onsite data are not available to assess the fog characteristics at the Braidwood site. The annual average number of hours with fog is 1162 hours per year at Peoria. The month of December has the highest average number of hours with fog (189 hours), meaning that fog normally occurs during approximately 25% of the 744 hours in December. The month of June averages only 37 hours of fog per month.
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| Most fog occurrences have a relatively short duration. During the 10-year period, over 60% of the periods of fog persisted for less than or equal to 6 hours, while only about 0.5% of the periods of fog persisted for more than 24 hours. This trend is more pronounced in the warmer part of the year when most fog is nocturnal radiation fog which dissipates in the morning. In June, the maximum fog persistence was 18 hours. In contrast, there were 32 cases in December where fog persisted for more than 18 hours. All periods of fog lasting more than 46 hours occurred during December, January, February and March.
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| Table 2.3-22 presents the seasonal and annual distribution of fog by hour of the day for Peoria. The annual data show that most fog tends to occur during the latter part of the night and the early morning. An annual average of 66.8% of all fog occurs from midnight until the 9:00 a.m. observation. Fog occurrences are most evenly distributed throughout the day during winter, when days are short and solar insolation is weak; winter has the greatest number of hours of fog as well as the most persistent fog. Spring and fall both have a greater percentage of fog occurrences late at night and early in the morning. Summer shows the most extreme diurnal variation of fog occurrence, with about 45% of all fog occurring at the 6:00 a.m. 3-hourly observation.
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| Only 12.3% of summertime fog occurs from noon until the 9:00 p.m.
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| observation. The Peoria surface weather observations are taken at Greater Peoria Airport on relatively flat land above the Illinois River. Some moisture addition from the river and wet valley areas to the atmosphere occurs, and probably causes a somewhat higher frequency of fog at Greater Peoria Airport than in areas located far from the river. The Braidwood site is located on flat land, relatively far from a major river. Hence the frequency of fog at the Braidwood site is expected to be somewhat less than at Greater Peoria Airport.
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| 2.3.2.1.6 Atmospheric Stability Onsite differential temperature data between the 30-foot and 199-foot tower levels at the Braidwood site were used to estimate stability. Monthly and annual Pasquill stability class frequencies for the period of record January 1974 through December 1976 at the Braidwood site are presented in Table 2.3-23. Table 2.3-24 presents the persistence of Pasquill stability classes for the same period of record.
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| 2.3-21
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| BRAIDWOOD-UFSAR Examination of Table 2.3-23 indicates that the neutral or D stability class occurs 32.9% of the time, while the slightly stable or E stability class occurs with a slightly higher frequency of 37.7%. The frequencies of the stability classes on either side of D and E taper off sharply. Such results are inherent in this classification scheme.
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| The combination of low wind speeds, a constant wind direction, and a stable atmosphere produces the worst atmospheric dispersion conditions. Listed below is the longest persistence of one wind direction and of calms occurring during each stability class at the Braidwood site 30-foot level:
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| Pasquill Longest Persistence in Longest Persistence Stability Class One Wind Direction During Calms A 11 hours (NNW) 1 hour B 7 hours (NW) 1 hour C 5 hours (W) 1 hour D 19 hours (W) 4 hours E 26 hours (S) 9 hours F 13 hours (NNW) 6 hours G 9 hours (SSE) 8 hours Joint frequency distributions of wind direction and wind speed for each Pasquill stability class for the 30-foot and 199-foot levels at the Braidwood site (1974-1976) are presented in Tables 2.3-25 and 2.3-26. These data are used for the long-term diffusion estimates presented in Subsection 2.3.5.
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| The joint frequency of A stability and calms at the 30-foot level is 0.00%; B and calms 0.01%; C and calms 0.02%; D and calms, 0.18%; E and calms, 0.52%; F and calms, 0.82%; and G and calms, 0.79%. Although calms occur most frequently during stable conditions (Stability classes E, F, and G), their joint occurrence was only 2.13% of the 3-year period of record.
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| Figure 2.3-21 compares the short-term vertical temperature gradient histograms for Braidwood (1974-1976) and Dresden (1974-1976). The following data summarized from Figure 2.3-21 compare the Braidwood frequencies of occurrence (in percent) of each stability class with those of Dresden:
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| 2.3-22
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| BRAIDWOOD-UFSAR Stability Class Braidwood Dresden A 2.92 9.92 B,C 8.05 8.60 D 32.20 28.53 E 38.30 33.18 F 12.38 15.00 G 6.15 4.76 As indicated above, there are some differences in the frequency distribution of stability classes between the Braidwood and Dresden sites (e.g., stability Class A occurs with a frequency of 2.92% at Braidwood, while at Dresden it occurs with a frequency of 9.92%). However, Figure 2.3-21 shows that the vertical temperature gradient histograms for both sites are similar. Both histograms approximate a Gaussian distribution, with a skew (or tailout) toward the larger positive (more stable) gradients. The slightly taller and narrower Braidwood peak can be expected, since the Braidwood upper temperature measurement level is 49 feet higher than Dresden's 150-foot level. The largest diurnal temperature variations occur near the ground due to surface heating during the day and radiative cooling at night.
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| Long-term joint frequency distributions of wind direction and wind speed for each Pasquill stability class at Peoria (1966-1975) are summarized in Table 2.3-27. Pasquill stability class frequencies at Peoria are derived from surface observations (1966-1975) using the criteria established by Pasquill (Reference 20). The resulting Peoria stability class frequencies (in percent) as compared with the shorter term Braidwood (1974-1976) stability class frequencies are shown below:
| |
| Stability Class Braidwood Peoria A 2.92 0.29 B,C 8.05 15.03 D 32.20 60.81 E 38.30 10.39 F 12.38 9.49 G 6.15 3.99 2.3-23
| |
| | |
| BRAIDWOOD-UFSAR The long-term Peoria data show a pronounced peak in the frequency distribution at neutral Class D of 60.81%. A comparison of these data with the Braidwood data shows that the Peoria frequencies are significantly higher for the C and D classes, and significantly lower for the A and E classes. Estimation of stability classifications from surface data, while useful when no other data exist, can lead to significant biases in stability frequency. This bias is generally toward neutral conditions and away from extremes of stability and instability.
| |
| Table 2.3-28 presents Pasquill stability class persistences for Peoria (1966-1975). Neutral stability Class D persists for a substantially larger number of consecutive occurrences of 3-hourly observations than any other stability class. The largest number of consecutive occurrences of 3-hourly observations of each stable stability Class E, F and G are as follows: 5 on 9 occasions for stability Class E; 5 on 8 occasions for stability Class F; and 4 on 18 occasions for stability Class G.
| |
| 2.3.2.2 Potential Influence of the Plant and Its Facilities On Local Meteorology Of singular importance as a factor affecting the local meteorology near the site is the presence of the cooling pond south of the plant for waste heat dissipation. The overall dimensions of the pond are approximately 2 miles by 3 miles long, with the major axis oriented in the northeast-southwest direction. Therefore, a considerable amount of contact time is available for an overlying air mass to be influenced by the heat and moisture dissipated from the cooling pond, particularly in the case of the northeasterly and southwesterly winds. The influence of the cooling pond on the local meteorology will be pronounced during the winter season, when the temperature differential between the pond and the air mass is a maximum, and during certain climatological conditions when the difference between the saturation vapor pressure and actual vapor pressure of the atmosphere is very small.
| |
| An air mass flowing over a surface of certain thermal properties is disturbed if the nature of the surface changes. An analysis presented by Godske et al. (Reference 21) for a stable atmosphere (temperature increases with height at a rate 20C per 100 meters for the first 10 meters of height and at a rate of 2.0C per 100 meters up to 80 meters in height) indicated that a slight modification of the air mass could extend to a height of 120 meters and persist after leaving the pond for a distance 2.5 times the length of the pond. A major change in air mass amounting to 40% of the initial temperature difference between the air and the pond could extend to heights of 60 meters and downwind distances beyond the pond boundary equal to 0.2 times the length of the pond. For the Braidwood Station site, this distance is approximately 0.6 mile.
| |
| 2.3-24
| |
| | |
| BRAIDWOOD-UFSAR It is expected that humidity will be increased in regions within a few hundred meters of the pond's shoreline and that additional periods of fog will be experienced, especially on the eastern side of the pond, which is the prevailing downwind area during the winter season. With the occurrence of below-freezing temperatures during the winter months, the fog will form hoarfrost and deposit rime ice when coming in contact with vertical surfaces.
| |
| Areas of potential concern due to additional fogging and icing include the town of Godley, located about 2000 feet from the northwest corner of the cooling pond, the switchyards east of the plant, and state roads 53 and 129, which pass within 2000 feet of the northwest edge of the cooling pond. In order to assess the fogging and icing potential, estimates of the ground-level concentrations of water vapor were made at these locations with the cooling pond in operation. These values were compared to the ambient moisture saturation values to determine the frequency and duration of increased fogging and icing.
| |
| The potential impacts of fogging and icing resulting from cooling pond operation at Braidwood Station were assessed using an atmospheric dispersion model and a moisture evaporation formula.
| |
| An infinite line source dispersion model was used to describe the dispersion process. The basis of this model is an equation derived by Sutton (see Reference 23). The source term in the dispersion equation is a function of water vapor flux and cooling pond length.
| |
| Evaporation flux from the pond surface was calculated by using the Lake Colorado City formula (Reference 22) and estimated cooling pond temperatures. The transport and dispersion of water vapor were estimated using Sutton's equation (Reference 23) that describes dispersion from an infinite crosswind source. The source term used in the dispersion equation was the flux of water vapor times the distance the air mass traversed over the water.
| |
| The 15-year summary of temperature and humidity statistics for the weather station at Argonne National Laboratory (Reference 4) was used as the ambient conditions to calculate the water vapor concentrations at the locations of interest. Results of the above analysis indicate that slight increases in atmospheric moisture are expected at the above-listed locations due to the operation of the cooling pond, and that the resulting increases in fogging or icing (less than 1 hour per year) are small compared with the natural occurrence of fog and ice. Except for some localized effects in the immediate vicinity of the pond, it is concluded that slight increases in fogging or icing will not be a significant nuisance.
| |
| The cooling pond is expected to modify dispersion conditions in a manner that enhances mixing in the first 60 to 100 meters of the atmosphere. This effect is important with ground-level releases. It is quite likely that the added mixing could be equivalent to shifting the diffusion regimes one whole stability class in the case of stable atmospheres. Unstable atmospheres 2.3-25
| |
| | |
| BRAIDWOOD-UFSAR will hardly be affected. For northeasterly and southwesterly winds which experience maximum travel over waters, dispersion conditions more favorable than indicated by regional meteorology could exist at downwind distances up to 1.3 times the length of the overwater trajectory due to pond effects. In the evaluation of /Q estimates discussed in Subsections 2.3.4 and 2.3.5, the influence of the pond on diffusion climatology was not included.
| |
| 2.3.2.3 Topographical Description Figure 2.3-22 is a topographic map showing the area surrounding the Braidwood site. Figure 2.3-23 shows the topographic cross section in each of the 16 compass point directions radiating from the site. The plant, at an elevation of approximately 600 feet above MSL, will be at one of the highest points within a 5-mile radius. The lowest points within 5 miles of the site are about 550 feet above MSL. Terrain in the vicinity of the plant falls off except in the northeast, east-northeast, east, east-southeast, southeast, and south-southeast directions (Figure 2.3-23, Sheet 3. The slope from the plant site to the lower points is gradual.
| |
| No significant effect of topography on atmospheric dispersion is anticipated due to the flat nature of the area. Accordingly, no topographic factors have been included in the dispersion calculations (Subsections 2.3.4 and 2.3.5).
| |
| 2.3.3 Onsite Meteorological Measurements Program The meteorological tower is located as shown on Figure 2.1-5.
| |
| The meteorological measurements program consists of monitoring wind direction, wind speed, temperature, and precipitation. Two methods of determining atmospheric stability used are:
| |
| : a. delta T (vertical temperature difference) is the principal method, and
| |
| : b. sigma theta (standard deviation of the horizontal wind direction) is available for use when delta T is not available.
| |
| These data, referenced in ANSI/ANS 2.5 (1984), are used to determine the meteorological conditions prevailing at the plant site. The meteorological program includes site-specific information on instrumentation and calibration procedures. The meteorological program meets the requirements of the Offsite Dose Calculation Manual.
| |
| The meteorological tower is equipped with instrumentation that conforms with the system accuracy recommendations in Regulatory Guide 1.23 and ANSI/ANS 2.5 (1984). The equipment is placed on booms oriented into the generally prevailing wind at the site.
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| 2.3-26 REVISION 12 - DECEMBER 2008
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| | |
| BRAIDWOOD-UFSAR Equipment signals are transmitted to an instrument shack with controlled environmental conditions. The shack at the base of the tower houses the recording equipment, signal conditioners, etc., used to process and retransmit the data to the end-point users.
| |
| Recorded meteorological data are used to generate wind roses and to provide estimates of airborne concentrations of gaseous effluents and projected offsite radiation dose. Instrument calibrations and data consistency evaluations are performed routinely to ensure maximum data integrity. The data recovery objective is to attain better than 90% from each measuring and recording system. Data storage and records retention are also maintained in compliance with ANSI/ANS 2.5 (1984) 2.3-27 REVISION 7 - DECEMBER 1998
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| | |
| BRAIDWOOD-UFSAR Pages 2.3-28 through 2.3-32 have been deleted intentionally.
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| 2.3-28 through 2.3-32 REVISION 5 - DECEMBER 1994
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| | |
| BRAIDWOOD-UFSAR 2.3.4 Short-Term (Accident) Diffusion Estimates 2.3.4.1 Objective Conservative estimates of the local atmospheric dilution factors
| |
| (/Q) and their 5% and 50% probability levels for the Braidwood Station site have been made. These estimates were made for the minimum exclusion area boundary (the minimum exclusion area boundary distances are provided in Table 2.3-49) and the outer boundary of the low population zone (LPZ) for each of the 16 cardinal directions. Estimates were made for time periods from 1 hour to 2 hours for the minimum exclusion area boundary and from 8 hours up to 30 days for the outer boundary of LPZ, utilizing onsite meteorological data (36-month period of onsite data recorded from January 1, 1974, through December 31, 1976).
| |
| Estimates of atmospheric diffusion (/Q) at the Exclusion Area Boundary (EAB) and the outer boundary of the Low Population Zone (LPZ), calculated for the regulated short-term (accident) time-averaging periods of 0-2 hrs, 2-8 hrs, 8-24 hrs, 1-4 days, and 4-30 days were also performed in support of Alternative Source Term (AST) implementation.
| |
| 2.3.4.2 Calculations (For use with TID-14844 based dose analyses)
| |
| Calculations of the short-term atmospheric dilution factors (/Q) for the Braidwood Station site were performed using Gaussian plume diffusion models for ground-level concentrations resulting from a continuously emitting source. To be conservative, the effluent release level was assumed to be at ground level, and total reflection of the plume was assumed to take place at the ground surface; i.e., there is no deposition or reaction at the surface.
| |
| Hourly /Q values were calculated using a centerline diffusion model for time periods up to 8 hours and a sector-average diffusion model for time periods longer than 8 hours. A building wake correction factor that did not exceed a maximum of 3.0 was used in the centerline model to account for additional dilution due to wake effect of the reactor building. No credit was given for additional building wake dilution for the sector-average model. Mathematical expressions of the models are as follows:
| |
| : a. For time periods up to 8 hours:
| |
| 1
| |
| /Q (2.3-1) u y Z cAu 1 1 D b u y z 2.3-33 REVISION 12 - DECEMBER 2008
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : b. For time periods greater than 8 hours:
| |
| 2.032
| |
| /Q z u where:
| |
| /Q = ground-level relative concentration (sec/m3),
| |
| u = mean wind speed (m/sec),
| |
| y = horizontal diffusion parameter (m),
| |
| z = vertical diffusion parameter (m),
| |
| c = empirical building shape factor, A = reactor building minimum cross section (m2),
| |
| CA Db = building wake correction factor (1 ),
| |
| y z
| |
| = distance from release point to receptor, and 2.032 = 2 / the width in radians of a 22.5 sector.
| |
| Meteorological data input used were concurrent hourly mean values of wind speed and wind direction measured at the 30-foot level and Pasquill stability class determined by the measured vertical temperature difference (T) between 30-foot and 199-foot levels.
| |
| Both y and z are functions of downwind distance from the point of release to a receptor and the Pasquill stability class. The numerical values of y and z for Pasquill stability classes A through F were digitized from Gifford's graphs (Reference 20).
| |
| The values of z for Pasquill stability classes A and B have been cut off at 1000 meters. The values of y and z for Pasquill stability class G were determined from y and z for Pasquill stability class F using the following equations:
| |
| 2 y(F) y(G) 3 (2.3-3) 3z(F) z(G) 5 A building shape factor of 0.5 and building minimum cross section of 2700 m2 were used to determine the building wake correction factor.
| |
| For calm wind conditions a wind speed of 0.17 m/sec, one-half of the threshold speed, was assigned, and computed /Q values for calm wind conditions were assigned to wind direction for the previous hour with a wind speed greater than the threshold speed.
| |
| 2.3-34 REVISION 9 - DECEMBER 2002
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| | |
| BRAIDWOOD-UFSAR From these hourly /Q values, mean values were computed for sliding time period "windows" of 2, 8, 16, 72 and 624 hours for each of 16 cardinal directions. These intervals correspond to accident time periods of 0-1 hour, 0-2 hours, 0-8 hours, 8-24 hours, 1-4 days, and 4-30 days. For each time interval used, the maximum /Q value in each sector was identified, and the mean /Q in each sector was computed. The cumulative frequency distribution for each of the individual time periods was then prepared, and from this distribution the fifth and fiftieth percentile /Q values were estimated for each of the 16 cardinal sectors.
| |
| Cumulative frequency distributions of /Q values and 5% and 50%
| |
| probability levels of /Q at the minimum exclusion area boundary distance of 485 meters (minimum actual site boundary distance) are presented in Tables 2.3-29 through 2.3-31 for accident time periods of 0-1 hour and 0-2 hours. Cumulative frequency distributions of /Q values and the maximum, 5%, and 50%
| |
| probability levels of /Q values at the outer boundary of the LPZ are presented on Tables 2.3-32 through 2.3-38 for accident time periods of 0-8 hours, 8-24 hours, 1-4 days, and 4 to 30 days.
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| 2.3.5 Long-Term (Routine) Diffusion Estimates (For TID-14844 based dose analyses) 2.3.5.1 Objective (For TID-14844 based dose analyses)
| |
| Realistic estimates of annual average atmospheric dilution factors (/Q) for effluents released routinely from the 200-foot Braidwood vent stack have been made. These estimates are made for site boundary distances and for various distances out to 50 miles (80.5 km) for each of the 16 cardinal directions, utilizing onsite meteorological data (36-month period of onsite data recorded from January 1, 1974, through December 31, 1976).
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| 2.3.5.2 Calculations (For TID-14844 based dose analyses)
| |
| Annual average atmospheric dilution factors (/Q) for the Braidwood Station site are calculated using the sector-average Gaussian plume diffusion model (constant mean wind direction model) modified to account for various modes of effluent release according to the recommendations of Regulatory Guide 1.111.
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| The effects of spatial and temporal variations in airflow in the region of the Braidwood site are not described by the constant mean wind direction model (used in calculating the Braidwood /Q values) since this model uses single-station meteorological data to represent diffusion conditions within the vicinity of a site.
| |
| Regulatory Guide 1.111, "Methods for Estimating Atmospheric Transport and Dispersion of Gaseous Effluents in Routine Releases from Light-Water-Cooled Reactors" (July 1977), recommends that if a constant mean wind direction model is used, airflow characteristics within 50 miles of the site should be examined to determine 2.3-35 REVISION 12 - DECEMBER 2008
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| | |
| BRAIDWOOD-UFSAR the spatial and temporal variations of atmospheric transport and diffusion.
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| Recirculation of airflow and wind directional biases during periods of prolonged atmospheric stagnation are the primary variations in atmospheric transport and diffusion conditions to be considered for the Braidwood site. Airflow is not inhibited by topography in the vicinity of Braidwood due to the relatively flat nature of the terrain. A detailed topographic description is presented in Subsection 2.3.2.3. Regional airflow is dominated by large-scale (synoptic) weather patterns. A summary of these climatological patterns is in Subsection 2.3.1. Figures 2.3-24 through 2.3-26 are wind roses for locations near the Braidwood site. The similarity of wind direction distribution from location to location indicate the common wind regime representative of the area.
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| A combination of low wind speeds, a constant wind direction, and a stable atmosphere produces the worst atmospheric dispersion conditions. Under very stable conditions (Pasquill "G" stability), the longest persistence of one wind direction is 9 hours (south-southwest). For calm conditions, the longest persistence of G stability is 8 hours (see Subsection 2.3.2.1.6).
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| Based on the regional airflow characteristics for the Braidwood site, it is concluded that the constant mean wind direction model which utilizes single-station meteorological data is an acceptable method of calculating /Q values for the Braidwood site.
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| 2.3.5.2.1 Joint Frequency Distribution of Wind Direction, Wind Speed and Stability (For TID-14844 based dose analyses)
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| The effluents released from the Braidwood Station vent stack may be considered either elevated or ground-level releases, depending on the ratio of the vertical exit velocity of the stack discharge to the horizontal wind speed. To accommodate this variation and to utilize the appropriate meteorological data obtained at the 34-foot and 203-foot levels of the Braidwood onsite meteorological tower, a composite joint frequency distribution of wind speed, wind direction, and stability class for each of the elevated or ground-level release conditions is determined from an hour-by-hour scan of wind speed data recorded at both levels of the meteorological tower.
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| The stack height level wind speed is chosen as the most representative for determining the release condition. Therefore, wind speeds at the 203-foot level of the meteorological tower are used for determining the release condition at the 200-foot stack height level.
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| To determine if an elevated or ground-level release condition exists, a ratio, VR, of the vertical exit velocity of the effluent plume to horizontal wind speed at the stack height level is defined:
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| 2.3-36 REVISION 12 - DECEMBER 2008
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| | |
| BRAIDWOOD-UFSAR VR Wo / u (2.3-4) where:
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| Wo = vertical exit velocity of the effluent plume, and u = stack height wind speed.
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| The ratio VR is then used in the following equations to define an entrainment coefficient, Et (Reference 24):
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| Et = 1.00 for VR < 1.0 Et = 2.58 - 1.58 VR for 1 VR 1.5 Et = 0.3 - 0.06 VR for 1.5 < VR < 5.0 Et = 0 for VR 5.0 (2.3-5)
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| For the hour being scanned, the release is considered an elevated release (1-Et)x 100% of the time and a ground-level release Et 100% of the time. The total time duration of the elevated release, te, is then calculated as:
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| te = (1-Et) x 1 hour (2.3-6) and the total time duration of the ground level release, tg is calculated as:
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| tg = Et x 1 hour (2.3-7)
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| The elevated and ground level joint frequencies (Fisd)e and (Fisd)g for each stability class i, wind speed s, and wind direction d are then determined as follows:
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| T (tisd )e, j j 1 (2.3-8)
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| (Fisd )e T
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| T (tisd )g, j j 1 (2.3-9)
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| (Fisd )g T
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| 2.3-37
| |
| | |
| BRAIDWOOD-UFSAR where:
| |
| (Fisd)e = joint frequency of stability class i, wind speed class s, and wind sector d applicable to the elevated release condition as derived from the 199-foot level meteorological data; (Fisd)g = joint frequency of stability class i, wind speed class s, and wind sector d, applicable to the ground-level release condition as derived from the 30-foot level meteorological data; (tisd)e,j = time duration of wind speed class s, wind direction d, and stability class i at the 199-foot meteorological tower level during hour j; (tisd)g,j = time duration of wind speed class s, wind direction d, and stability class i at the 30-foot meteorological tower level during hour j; and T = total number of scanned hours with valid data.
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| It is noted that:
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| (F ) (F )
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| 1 (2.3-10) i, s, d isd e i, s, d isd g 2.3.5.2.2 Effective Release Height (For TID-14844 based dose analyses)
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| For an elevated release, the effective release height, he, is defined below:
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| h e h s h pr C (2.3-11) where:
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| he = effective release height, hs = physical stack height, hpr = plume rise (defined below), and C = correction for low exit velocity (defined below).
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| Because of the modest relief surrounding the Braidwood Station site, receptor terrain heights have not been considered in determining the effective release height (see Subsection 2.3.2.3). The plume rise, hpr, is calculated from the following momentum plume rise equations (Reference 25):
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| 2.3-38 REVISION 12 - DECEMBER 2008
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| | |
| BRAIDWOOD-UFSAR For neutral or unstable conditions, the smaller value from the two following equations is used:
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| 1 2
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| W X 3 (2.3-12) h pr 1.44 o 3 D u D or W
| |
| h pr 3.0 o D (2.3-13) u where:
| |
| hpr = plume rise, Wo = vertical exit velocity of effluent plume, X = downwind distance from release point, u = stack height wind speed, and D = internal stack diameter.
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| For stable conditions, the results from Equation 2.3-12 and Equation 2.3-13 are compared with the results from the following two equations, and the smallest among the values obtained from Equations 2.3-12 through 2.3-15 are then used:
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| 1 F (2.3-14) h pr 4 m 4 S
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| 1 1 F
| |
| (2.3-15) h pr 1.5 m 3 S 6 u
| |
| where:
| |
| hpr = plume rise, 2 D Fm = momentum flux parameter = W o 2, 2
| |
| g S = a stability parameter =
| |
| T Z g = acceleration of gravity, T = ambient air temperature, and
| |
| = vertical potential temperature gradient.
| |
| Z 2.3-39
| |
| | |
| BRAIDWOOD-UFSAR In the calculations S was defined as 8.7 x 10-4 sec-2 for E stability, 1.75 x 10-3 sec-2 for F stability, and 2.45 x 10-3 sec-2 for G stability.
| |
| When the vertical exit velocity is less than 1.5 times the horizontal wind speed, a correction, for stack downwash, C, is subtracted from the effective stack height as shown in equation 2.3-11 (Reference 24):
| |
| C 3 (1.5 Wo / u) D (2.3-16) where:
| |
| C = downwash correction factor, D = inside diameter of the stack, u = wind speed at stack height, and Wo = vertical exit velocity of the plume.
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| For ground-level releases, the effective release height at all times is zero (he = 0).
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| 2.3.5.2.3 Annual Average Atmospheric Dilution Factor (For TID-14844 based dose analyses)
| |
| Using the joint frequency distributions developed in Subsection 2.3.5.2.1, the sector-averaged dispersion equations are used to calculate annual average dispersion factors for locations of interest. Equation 2.3-17, given below, is used to calculate the dispersion factor for elevated release conditions:
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| 2 (F isd)e exp- he 2 1 2 2 zi (2.3-17)
| |
| ( /Q )de =
| |
| B i,s zi us X where:
| |
| (/Q)de = atmospheric dilution factor (sec/m3) at a distance X in downwind sector of wind direction d for elevated release conditions; B = sector width for 22.5 sector = 0.3927 radians; (Fisd)e = joint frequency of stability class i, wind speed class s, and wind sector d, applicable to the elevated release condition; he = effective release height; 2.3-40 REVISION 12 - DECEMBER 2008
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| | |
| BRAIDWOOD-UFSAR zi = vertical standard deviation of contaminant concentration at distance X for stability class i (Reference 20);
| |
| X = downwind distance from release point (m); and us = stack height wind speed class s.
| |
| For ground level release the following equation is used:
| |
| 1 2 ( F isd )g
| |
| ( /Q )dg =
| |
| B i,s zi us X (2.3-18) where:
| |
| (/Q)dg = atmospheric dilution factor (sec/m3), at a distance X in downwind sector of wind direction d for ground-level release conditions; B = sector width for 22.5 sector = 0.3297 radians; (Fisd)g = joint frequency of stability class i, wind speed class s, and wind sector d applicable to the ground-level release condition; he = effective release height (m);
| |
| *zi = vertical standard deviation of contaminant concentration at a distance X for stability class i, corrected for additional dispersion within the reactor building cavity (Reference 24)
| |
| = ( 2 CA) 1 / 2 zi x 3 zi where:
| |
| C = building shape factor = 0.5; A = minimum cross-sectional area of containment building = 2700 m2; X = downwind distance from release point; and us = 30-foot level wind speed class s.
| |
| 2.3-41
| |
| | |
| BRAIDWOOD-UFSAR The values of the (/Q)de and (/Q)dg calculated at each downwind distance are added together to give the total annual average dispersion factor, (/Q)d' at that distance:
| |
| ( / Q) d ( / Q) de ( / Q) dg (2.3-19)
| |
| Annual average /Q for the 200-foot Braidwood vent stack at the site boundary distances and at various distances out to 50 miles (80.5 km) are presented in Tables 2.3-39 and 2.3-40.
| |
| 2.3.6 Short-term (Accident) Diffusion Estimates (Alternative Source Term /Q Analysis) 2.3.6.1 Objective Estimates of atmospheric diffusion (/Q) at the Exclusion Area Boundary (EAB) and the outer boundary of the Low Population Zone (LPZ) are calculated for the regulated short-term (accident) time-averaging periods of 0-2 hrs, 2-8 hrs, 8-24 hrs, 1-4 days, and 4-30 days.
| |
| 2.3.6.2 Meteorological Data The Braidwood onsite meteorological tower database for the five-year period, 1994-1998, was applied in the modeling analyses. Wind speed and direction data taken at 34 ft and 203 ft and the vertical temperature difference data measured between 199 ft and 30 ft were utilized. Calm wind speeds were assigned a value of 0.4 mph (1/2 the instrument threshold starting speed value). The combined data recovery of wind speed, wind direction, and stability data exceeded the RG 1.23 (Reference 28) goal of 90 percent for each of the 5 years (1994 through 1998).
| |
| 2.3.6.3 Calculation of /Q at the EAB and LPZ The calculation of /Q at the EAB (i.e., 485 m) for postulated releases from the Unit 1 and Unit 2 outer Containment Wall, and at the LPZ (1810 m) for a postulated release from the midpoint between the two reactors, utilized the NRC-recommended model PAVAN (Reference 26), which implements Regulatory Guide 1.145 methodology. These releases do not qualify as elevated releases as defined by Regulatory Guide 1.145 (Reference 27); therefore, they are executed as ground type releases.
| |
| The calculation of /Q at the EAB and LPZ by PAVAN in accordance with Regulatory Guide 1.145 for ground-level releases is based on the following equations:
| |
| 1 Q (2.3.6-1)
| |
| U 10 y z A 2 1
| |
| Q U 10 3 y z (2.3.6-2) 2.3-42 REVISION 12 - DECEMBER 2008
| |
| | |
| BRAIDWOOD-UFSAR 1
| |
| Q (2.3.6-3)
| |
| U 10 y z where:
| |
| / Q is relative concentration, in sec/m3.
| |
| is 3.14159.
| |
| U 10 is wind speed at 10 meters above plant grade, in m/sec.
| |
| y is lateral plume spread, in meters, a function of atmospheric stability and distance.
| |
| z is vertical plume spread, in meters, a function of atmospheric stability and distance.
| |
| y is lateral plume spread, in meters, with meander and building wake effects (in meters), a function of atmospheric stability, wind speed, and distance [for distances of 800 m or less, y =M y , where M is determined from Reg. Guide 1.145 Fig. 3; for distances greater than 800 m, y =(M-1) y 800 m + y .
| |
| A is the smallest vertical-plane cross-sectional area of the reactor building, in m2. (Other structures or a directional consideration may be justified when appropriate.)
| |
| Plume meander is only considered during neutral (D) or stable (E, F, or G) atmospheric stability conditions. For such, the higher of the values resulting from Equations 2.3.6-1 and 2.3.6-2 is compared to the value of Equation 2.3.6-3 for meander, and the lower value is selected. For all other conditions (stability classes A, B, or C), meander is not considered and the higher /Q value of Equations 2.3.6-1 and 2.3.6-2 is selected.
| |
| The /Q values calculated at the EAB and LPZ based on meteorological data values representing a 1-hour average are assumed to apply for an entire 2-hour period.
| |
| To determine the maximum sector 0-2 hour /Q value at the EAB, PAVAN constructs a cumulative frequency probability distribution (probabilities of a given /Q value being exceeded in that sector during the total time) for each of the 16 sectors using the /Q values calculated for each hour of data. This probability is then plotted versus the /Q values and a smooth curve is fitted to form an upper bound of the computed points. For each of the 16 curves, the /Q value that is exceeded 0.5 percent of the total hours is selected and designated as the sector /Q value. The highest of the 16 sector /Q values is the maximum sector /Q.
| |
| 2.3-42a REVISION 12 - DECEMBER 2008
| |
| | |
| BRAIDWOOD-UFSAR The maximum sector 0-2 hour /Q value at the LPZ is calculated analogously to the EAB. Determination by PAVAN of the LPZ maximum sector /Q for periods greater than 0-2 hours is based on a logarithmic interpolation between the 2-hour sector /Q and the annual average /Q for the same sector. For each time period, the highest of these 16 sector /Q values is identified as the maximum sector /Q value. The maximum sector /Q values will, in most cases, occur in the same sector. If they do not occur in the same sector, all 16 sets of values are used in dose assessment requiring time-integrated concentration considerations. The set that results in the highest time-integrated dose within a sector is considered the maximum sector /Q.
| |
| The 5% overall site /Q values for the EAB and LPZ are each determined by constructing an overall cumulative probability distribution for all directions. The 0-2 hour /Q values computed by PAVAN are plotted versus their probability of being exceeded, and an upper bound curve is fitted by the model. From this curve, the 2-hour /Q value that is exceeded 5% of the time is determined.
| |
| PAVAN then calculates the 5% overall site /Q at the LPZ for intermediate time periods by logarithmic interpolation of the maximum of the 16 annual average /Q values and the 5% 0-2 hour /Q values.
| |
| 2.3.6.3.1 PAVAN Meteorological Database The meteorological database utilized for the EAB and LPZ /Q calculations were prepared for use in PAVAN by transforming the five years (i.e. 1994-1998) of hourly meteorological tower data observations into a joint wind speed-wind direction-stability class occurrence frequency distribution as shown in Tables 2.3-50 and 2.3-51. In accordance with Regulatory Guide 1.145, atmospheric stability class was determined by vertical temperature difference between the 199 ft and the 30 ft level, and wind direction was distributed into 16- 22.5° sectors.
| |
| Seven (7) wind speed categories were defined according to Regulatory Guide 1.23 (Reference 28) with the first category identified as "calm". In the equations shown in Section 2.3.6.3, it should be noted that wind speed appears as a factor in the denominator. This presents an obvious difficulty in making calculations for hours of calm. The minimum wind speed (i.e.
| |
| based on the wind instrument starting threshold) was set to 0.80 mph, and calm winds were assigned a value of 0.4 mph (1/2 the threshold value). The procedure used by PAVAN assigns a direction to each calm hour according to the directional distribution for the lowest non-calm wind-speed class. This procedure is performed separately for the calms in each stability class.
| |
| 2.3-42b REVISION 12 - DECEMBER 2008
| |
| | |
| BRAIDWOOD-UFSAR A midpoint was also assumed between each of the Regulatory Guide 1.23 wind speed categories, Nos. 2-6, as to be inclusive of all wind speeds. The wind speed categories have therefore been defined as follows:
| |
| CATEGORY NO. REGULATORY GUIDE PAVAN-ASSUMED 1.23, REV. 0 SPEED INTERVAL SPEED INTERVAL (MPH)
| |
| (MPH) 1 (Calm) 0 to < 1 0 to <0.80 2 1 to 3 0.80 to <3.5 3 4 to 7 3.5 to <7.5 4 8 to 12 7.5 to <12.5 5 13 to 18 12.5 to <18.5 6 19 to 24 18.5 to <24 7 >24 24 Based on a commitment made to the NRC, finer wind speed categories provided in the latest appropriate regulatory guidance are to be used the next time the dose consequence calculations associated with the LOCA, MSLB, CREA, LRA, SGTR, and FHA events are revised. Finer wind speed categories from RG 1.23 Rev. 1 (Reference 33) have been used in the latest revised analyses. The finer wind speed categories are defined as follows:
| |
| CATEGORY NO. REGULATORY GUIDE PAVAN-ASSUMED PAVAN-ASSUMED 1.23 REV. 1 SPEED SPEED INTERVAL SPEED INTERVAL INTERVAL(M/S) (MPH)
| |
| (M/S) 1 (Calm) <0.5 <0.36 <0.80 2 0.5 to 1.0 0.36 to <1.05 0.80 to <2.35 3 1.1 to 1.5 1.05 to <1.55 2.35 to <3.47 4 1.6 to 2.0 1.55 to <2.05 3.47 to <4.56 5 2.1 to 3.0 2.05 to <3.05 4.56 to <6.82 6 3.1 to 4.0 3.05 to <4.05 6.82 to <9.06 7 4.1 to 5.0 4.05 to <5.05 9.06 to <11.30 8 5.1 to 6.0 5.05 to <6.05 11.30 to <13.53 9 6.1 to 8.0 6.05 to <8.05 13.53 to <18.01 10 8.1 to 10.0 8.05 to <10.0 18.01 to <22.40 11 >10.0 10.0 22.40 2.3.6.3.2 PAVAN Model Input Parameters Both the Unit 1 and Unit 2 Containment Building outer wall and the midpoint between the two reactors do not qualify as elevated release locations per Regulatory Guide 1.145; therefore, PAVAN requires that release height be assigned a value of 10 m. For this non-elevated release, EAB and LPZ receptor terrain elevation is assumed to be equal to plant grade.
| |
| 2.3-42c REVISION 16 - DECEMBER 2016
| |
| | |
| BRAIDWOOD-UFSAR The Containment Building height of 60.7 m above grade and the calculated Containment Building vertical cross-sectional area of 2,916.7 m2 were used for both the EAB and LPZ PAVAN computations (see Braidwood Drawing A-4).
| |
| 2.3.6.3.3 PAVAN EAB and LPZ /Q Atmospheric /Q diffusion estimates predicted by PAVAN at the EAB and LPZ are summarized below.
| |
| RG 1.23 REV. 0 EAB AND LPZ /Q
| |
| | |
| ==SUMMARY==
| |
| (sec/m3)
| |
| BRAIDWOOD STATION Release Point Receptor 0-2 hour 0-8 hour 8-24 hour 1-4 day 4-30 day Unit 1 and Unit 2 EAB 4.78E-04 2.48E-04 1.79E-04 8.77E-05 3.16E-05 Outer Containment (485 m)
| |
| Wall Midpoint between LPZ 9.32E-05 4.50E-05 3.12E-05 1.41E-05 4.54E-06 the Unit 1 and Unit (1810 m) 2 Reactors RG 1.23 REV 1 EAB and LPZ /Q
| |
| | |
| ==SUMMARY==
| |
| (sec/m3)
| |
| BRAIDWOOD STATION Release Point Receptor 0-2 hour 0-8 hour 8-24 hour 1-4 day 4-30 day Unit 1 and Unit 2 EAB 5.71E-04 2.86E-04 2.03E-04 9.60E-05 3.28E-05 Outer Containment (485 m)
| |
| Wall Midpoint between LPZ 1.10E-04 5.13E-05 3.51E-05 1.53E-05 4.68E-06 the Unit 1 and Unit (1810 m) 2 Reactors 2.3-42d REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR 2.3.6.4 Calculation of /Q at the Control Room Intakes Calculations of atmospheric diffusion (/Q) are made for each of the two Control Room Intakes (i.e. Fresh Air and Turbine Building Emergency Air) resulting from releases from the following four points: The Containment Wall, the Plant Vent, the PORVs/Safety Valves, and the Main Steam Line Break (MSLB) for periods of 2, 8, and 16 hours, and for 3 and 26 days. The NRC-sponsored computer code ARCON96 (Reference 29), is utilized in accordance with the procedures in Regulatory Guide (RG) 1.194 (Reference 30).
| |
| 2.3.6.4.1 ARCON96 Model Analysis The four releases do not qualify as elevated per RG 1.194, since none are equal to or greater than 2.5 times the height of the adjacent structures; therefore, ARCON96 is executed in ground release mode. The basic model for a ground-level release is as follows:
| |
| 1 y 2
| |
| exp 0.5 (2.3.6-4)
| |
| Q y z U y
| |
| where:
| |
| /Q = relative concentration (concentration divided by release rate)[(ci/m3)/(ci/s)]
| |
| y, z = lateral and vertical diffusion coefficients (m)
| |
| U = wind speed (m/s) y = lateral distance from the horizontal centerline of the plume (m)
| |
| This equation assumes that the release is continuous, constant, and of sufficient duration to establish a representative mean concentration. It also assumes that the material being released is reflected by the ground. Diffusion coefficients are typically determined from atmospheric stability and distance from the release point using empirical relationships. A diffusion coefficient parameterization from the NRC PAVAN and XOQDOQ (Reference 31) codes is used for y and z.
| |
| The diffusion coefficients have the following general form:
| |
| b
| |
| = a x + c were x is the distance from the release point, in meters; and a ,
| |
| b, and c are parameters that are functions of stability class.
| |
| These parameters are defined for three (3) downwind distance ranges: 0 to 100 m, 100 to 1000 m, and greater than 1000 m. The diffusion coefficient parameter values may be found in the listing of Subroutine NSIGMA1 in Appendix A of NUREG/CR-6331 Rev. 1.
| |
| 2.3-42e REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR Diffusion coefficient adjustments for wakes and low wind speeds are also incorporated by ARCON96 as follows:
| |
| In order to estimate diffusion in building wakes, composite wake diffusion coefficients, y and z, replace y and z. The composite wake diffusion coefficients are defined as follows:
| |
| 1/2 2 2 2 (2.3.6-5) y y y1 y2 1/2 2 2 2 (2.3.6-6) z z z1 z2 The variables y and z are the general diffusion coefficients, y1 and z1 are the low wind speed corrections, and y2 and z2 are the building wake corrections. These corrections are described and evaluated in Ramsdell and Fosmire (Reference 32). The low wind speed corrections are:
| |
| 2 x - x y1 9.13 10 5 1 1 exp (2.3.6-7) 1000U 1000U 2 x - x z1 6.67 10 2 1 1 exp (2.3.6-8) 100U 100U The variable x is the distance from the release point to the receptor, in meters, and U is the wind speed in meters per second. It is appropriate to use the slant range distance for x because these corrections are made only when the release is assumed to be at the ground level and the receptor is assumed to be on the axis of the plume. The diffusion coefficient corrections that account for enhanced diffusion in the wake have a similar form. These corrections are:
| |
| 2 x - x y2 5.24 10 -2 U 2 A 1 1 exp (2.3.6-9) 10 A 10 A 2 x - x z2 1.17 10 -2 U 2 A 1 1 exp (2.3.6-10) 10 A 10 A The constant A is the cross-sectional area of the building.
| |
| A conservative upper limit placed on y is the standard deviation associated with a concentration uniformly distributed across a sector with width equal to the circumference of a circle, and with a radius equal to the distance between the source and receptor. This value is 2.3-42f REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR 2x ymax 12 1.81x (2.3.6-11) 2.3.6.4.1.1 ARCON96 Meteorological Database The 1994-1998 meteorological database utilized by ARCON96 consists of hourly meteorological data observations of wind speed and direction measured at 34 and 203 ft, and delta temperature stability class measured between 199 and 30 ft.
| |
| The calm wind occurrences, defined to have a value of 0.4 mph (1/2 the wind instrument threshold starting speed), were reset to the ARCON96 default value minimum wind speed value of 0.5 meters per second per RG 1.194, Table A-2.
| |
| 2.3.6.4.1.2 ARCON96 Input Parameters ARCON96 is executed for each source/receptor combination shown below:
| |
| : 1) Unit 1 Containment Wall to Control Room Fresh Air Intake
| |
| : 2) Unit 1 Containment Wall to Control Room Turbine Building Emergency Air Intake
| |
| : 3) Unit 1 Plant Vent to Control Room Fresh Air Intake
| |
| : 4) Unit 1 Plant Vent to Control Room Turbine Building Emergency Air Intake
| |
| : 5) Unit 1 PORVs/Safety Valves to Control Room Fresh Air Intake
| |
| : 6) Unit 1 PORVs/Safety Valves to Control Room Turbine Building Emergency Air Intake
| |
| : 7) Unit 1 MSLB to Control Room Fresh Air Intake
| |
| : 8) Unit 1 MSLB to Control Room Turbine Building Emergency Air Intake
| |
| : 9) Unit 2 Containment Wall to Control Room Fresh Air Intake
| |
| : 10) Unit 2 Containment Wall to Control Room Turbine Building Emergency Air Intake
| |
| : 11) Unit 2 Plant Vent to Control Room Fresh Air Intake
| |
| : 12) Unit 2 Plant Vent to Control Room Turbine Building Emergency Air Intake
| |
| : 13) Unit 2 PORVs/Safety Valves to Control Room Fresh Air Intake
| |
| : 14) Unit 2 PORVs/Safety Valves to Control Room Turbine Building Emergency Air Intake
| |
| : 15) Unit 2 MSLB to Control Room Fresh Air Intake
| |
| : 16) Unit 2 MSLB to Control Room Turbine Building Emergency Air Intake All release scenarios are conservatively assumed to have a zero (0) vertical velocity, exhaust flow and stack radius. Other ARCON96 input parameter values were set in accordance with RG 1.194, Table A-2 (e.g. surface roughness length = 0.2 m; wind direction window =
| |
| 90 degrees, 45 degrees on either side of line of sight from source to receptor; minimum wind speed = 0.5 m/s; and averaging sector width constant = 4.3).
| |
| 2.3-42g REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR Each Containment Wall scenario is modeled as a diffuse area source in ARCON96. The method of modeling this release as a diffuse area source is in conformance with RG 1.194, as described in Appendix A. All other scenarios are modeled as ground-level point sources.
| |
| The area source representation in ARCON96 requires the building cross-sectional area to be calculated from the maximum building dimensions projected onto a vertical plane perpendicular to the line of sight from the building to the intake. The Containment Building, with a height of 195 ft (not including the dome portion above the collar) and a width of 161 ft has an area of 31,395 ft2 (2,916.7 m2) (see Braidwood Drawing A-4). The diffuse area source also requires the release height to be assumed at the vertical center of the projected area, and the initial diffusion coefficients to be specified. Per RG 1.194, Section 3.2.4.4, the initial diffusion coefficients are calculated as follows:
| |
| Widtharea source Height area source Y0 (2.3.6-12) Z0 (2.3.6-13) 6 6 161 ft 195 ft Y0 26.83 ft 8.18 m Z0 32.5 ft 9.9 m 6 6 The remaining three releases at each station (i.e. Plant Vent, PORVs/Safety Valves, and MSLB) are each modeled as a point source.
| |
| Per RG 1.194 Table A-2, the building area perpendicular to the wind direction should be utilized. For the PORVs/Safety Valves, the Containment Building area of 2,916.7 m2 was utilized for both stations. There is no change in this building area with a change in wind direction due to its circular shape. The Auxiliary Building area was utilized for the Plant Vent and MSLB scenarios.
| |
| ARCON96 requires input of a horizontal source-receptor distance, defined in RG 1.194 Section 3.4 as the shortest horizontal distance between the release point and the intake. However, for releases in building complexes, a taut string length can be utilized as justifiable. For the MSLB to Control Room Fresh Air Intake scenarios, this taut string length was utilized to account for the intervening Auxiliary Building. As per NRC interpretation of this RG, when the taut string length is utilized, the intake and release heights should be set equal to each other so as not to effectively double-count the advantage of the slant distance that ARCON96 calculates. Therefore, the intake height was set equal to the release height of 7.9 m.
| |
| The ARCON96 input parameter data used in calculating the /Q values are summarized in Table 2.3-52.
| |
| 2.3-42h REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR 2.3.6.4.1.3 ARCON96 Control Room Intake /Q A summary of the atmospheric diffusion estimates for the two Control Room Intakes is shown in Table 2.3-53.
| |
| 2.3.7 References
| |
| : 1. L. Denmark, "Climate of the States: Illinois," U.S.
| |
| Department of Commerce, ESSA, No. 60-11, August 1959 (revised June 1969).
| |
| : 2. "Local Climatological Data, Annual Summary with Comparative Data, Peoria, Illinois, 1976," U.S. Department of Commerce, NOAA, Asheville, North Carolina.
| |
| : 3. "Local Climatological Data, Annual Summary with Comparative Data, Chicago, Illinois, Midway Airport, 1976," U.S. Department of Commerce, NOAA, Asheville, North Carolina.
| |
| : 4. H. Moses and M. A. Bogner, "Fifteen-Year Climatological Summary (January 1, 1950-December 31, 1964)," ANL-7084, Argonne National Laboratory, Argonne, Illinois, September 1967.
| |
| : 5. R. A. Bryson, "Airmasses, Streamlines and the Boreal Forest,"
| |
| Technical Report No. 24, pp. 13-57, University of Wisconsin:
| |
| Dept. of Meteorology, Madison, Wisconsin, 1966.
| |
| : 6. S. A. Changnon, Jr., "Climatology of Hourly Occurrences of Selected Atmospheric Phenomena in Illinois," Circular 93, Illinois State Water Survey, Urbana, Illinois, 1968.
| |
| : 7. Glossary of Meteorology (Ed. by R. E. Husckle), Second Printing with Corrections, American Meteorological Society, Boston, Massachusetts, 1970.
| |
| : 8. "Severe Local Storm Occurrences, 1955-1967," WBTM FCST 12, U.S. Department of Commerce, ESSA, Silver Spring, Maryland, September 1969.
| |
| : 9. F. A. Huff and S. A. Changnon, Jr., "Hail Climatology of Illinois," Report of Investigation 38, Illinois State Water Survey, Urbana, Illinois, 1959.
| |
| : 10. J. L. Marshall, "Probability of a Lightning Stroke,"
| |
| Lightning Protection, Chapter 3, pp. 30-31, John Wiley and Sons, New York, 1971.
| |
| : 11. J. W. Wilson and S. A. Changnon, Jr., "Illinois Tornadoes,"
| |
| Circular 103, Illinois State Water Survey, Urbana, Illinois, 1971.
| |
| : 12. H. C. S. Thom, "Tornado Probabilities," Monthly Weather Review, Vol. 91, pp. 730-736, 1963.
| |
| : 13. "Design Basis Tornado for Nuclear Power Plants," Regulatory Guide 1.76, U.S. Atomic Energy Commission, April 1974.
| |
| 2.3-43 REVISION 12 - DECEMBER 2008
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 14. "Building Code Requirements for Minimum Design Loads in Buildings and Other Structures," ANSI A58.1-1972, American National Standards Institute, Inc., New York, New York, 1972.
| |
| : 15. S. A. Changnon, Jr., "Climatology of Severe Winter Storms in Illinois," Bulletin 53, Illinois State Water Survey, Urbana, Illinois, 1969.
| |
| : 16. "Glaze Storm Loading Summary, 1927-28 to 1936-37,"
| |
| Association of American Railroads, 1955.
| |
| : 17. J. T. Riedel, J. F. Appleby, and R. W. Schloemer, "Seasonal Variation of the Probable Maximum Precipitation East of the 105th Meridian for Areas from 10 to 1000 Square Miles and Durations of 6, 12, 24, and 48 Hours," HMR #33, U.S. Department of Commerce, Washington, D.C., April 1956.
| |
| : 18. C. R. Hosler, "Low-Level Inversion Frequency in the Contiguous United States," Monthly Weather Review, Vol. 89, pp.
| |
| 313-339, September 1961.
| |
| : 19. G. C. Holzworth, "Mixing Heights, Wind Speeds, and Potential for Urban Air Pollution Throughout the Contiguous United States,"
| |
| AP-101, U.S. Environmental Protection Agency, Office of Air Programs, Research Triangle Park, North Carolina, January 1972.
| |
| : 20. F. A. Gifford, Jr., "Use of Routine Meteorological Observations for Estimating Atmospheric Dispersion," Nuclear Safety, Vol. 2 pp. 47-51, June 1961.
| |
| : 21. C. L. Godske et al., "Atmospheric Turbulence," Dynamic Meteorology and Weather Forecasting, Chapter 12, pp. 436-446, American Meteorological Society, Boston, Mass., and Carnegie Institution of Washington, Washington, D.C., 1957.
| |
| : 22. J. E. Edinger and J. C. Geyer, "Heat Exchange in the Environment," Research Project RP-49, Contract No. PG49.2072,
| |
| : p. 34, Department of Sanitary Engineering and Water Resources, The John Hopkins University, Baltimore, Maryland, June 1, 1965.
| |
| : 23. O. G. Sutton, "Diffusion and Evaporation," Micrometeorology, Chapter 8, p. 288, McGraw-Hill Book Company, Inc., New York, 1953.
| |
| : 24. "Methods for Estimating Atmospheric Transport and Dispersion of Gaseous Effluents in Routine Releases from Light-Water-Cooled Reactors," Regulatory Guide 1.111, U.S. Nuclear Regulatory Commission, March 1976 (Revised July 1977).
| |
| : 25. J. F. Sagendorf, "A Program for Evaluating Atmospheric Dispersion from a Nuclear Power Station," NOAA Tech. Memo ERL-ARL-42, 1974.
| |
| 2.3-43a REVISION 12 - DECEMBER 2008
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 26. Atmospheric Dispersion Code System for Evaluating Accidental Radioactivity Releases from Nuclear Power Stations; PAVAN, Version 2, Oak Ridge National Laboratory, U.S. Nuclear Regulatory Commission, December 1997.
| |
| : 27. Regulatory Guide 1.145, Atmospheric Dispersion Models for Potential Accident Consequence Assessments at Nuclear Power Plants, Revision 1, November 1982.
| |
| : 28. Regulatory Guide 1.23 (Safety Guide 23), Onsite Meteorological Programs, February 1972.
| |
| : 29. NUREG/CR-6331, Atmospheric Relative Concentrations in Building Wakes, Revision 1, May 1997 (Errata, July 1997).
| |
| : 30. Regulatory Guide 1.194, Atmospheric Relative Concentrations for Control Room Radiological Habitability Assessments at Nuclear Power Plants, June 2003.
| |
| : 31. NUREG/CR-2919, XOQDOQ: A Computer Program for the Meteorological Evaluation of Routine Releases at Nuclear Power Stations, Final Report, September 1982.
| |
| : 32. Atmospheric Dispersion Estimates in the Vicinity of Buildings, J. V. Ramsdell and C. J. Fosmire, Pacific Northwest Laboratory, 1995.
| |
| : 33. Regulatory Guide 1.23, Revision 1, Meteorological Monitoring Programs for Nuclear Power Plants, March 2007.
| |
| 2.3-44 REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-1 CLIMATOLOGICAL DATA FROM WEATHER STATIONS SURROUNDING THE BRAIDWOOD SITE*
| |
| STATION PARAMETER PEORIA CHICAGO (MIDWAY) ARGONNE Temperature (°F)
| |
| Annual average 50.8 50.6 47.7 Maximum 102 (July 1966) 104 (June 1953) 101 (July 1956)
| |
| Minimum -20 (January 1963) -16 (January 1966) -20 (January 1963)
| |
| Degree-days 6098 6127 6911 Relative Humidity (%)
| |
| Annual average at:
| |
| 6 a.m. 83 76 87 12 noon 62 59 62 Wind Annual average speed (mph) 10.3 10.4 7.6**
| |
| Prevailing direction S W SW Fastest mile:
| |
| Speed (mph) 75 (July 1953) 60 (November 1952) 64*** (July 1957)
| |
| Direction NW SW +
| |
| Precipitation (inches)
| |
| Annual average 35.06 34.44 31.49 Monthly maximum 13.09 (September 1961) 14.71 (September 1961) 13.17 (September 1961)
| |
| Monthly minimum 0.03 (October 1964) 0.02 (October 1964) 0.03 (January 1961) 24-hour maximum 5.06 (April 1950) 6.24 (July 1957) 6.54 (+)
| |
| 2.3-45 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-1 (Cont'd)
| |
| STATION PARAMETER PEORIA CHICAGO (MIDWAY) ARGONNE Snowfall (inches)
| |
| Annual average 23.4 40.4 +
| |
| Monthly maximum 18.9 (December 1973) 33.3 (December 1951) +
| |
| Monthly minimum 10.2 (December 1973) 19.8 (January 1967) +
| |
| Mean Annual (Number of Days)
| |
| Precipitation > 0.1 inch 111 123 110 Snow, sleet, hail > 1.0 inch 8 12 +
| |
| Thunderstorms 49 40 +
| |
| Heavy fog 21 13 +
| |
| Maximum temperature > 90°F 17 21 +
| |
| Minimum temperature > 32°F 132 119 +
| |
| * The data presented in this table are based upon References 2, 3, and 4. For the Peoria Midway data, the periods of record used for these statistics range from 7 to 37 years in length within the time period 1940 to 1976. The period for the Argonne data is the 15-year period 1950 to 1964.
| |
| ** Wind at 19-foot tower level.
| |
| *** Peak gust wind at 19-foot level.
| |
| + Data are not recorded.
| |
| 2.3-46
| |
| | |
| BRAIDWOOD-UFSAR Table 2.3-2 MEASURES OF GLAZING IN VARIOUS SEVERE WINTER STORMS FOR THE STATE OF ILLINOIS*
| |
| WEIGHT OF RADIAL RATIO OF ICE (oz)
| |
| THICKNESS ICE WEIGHT ON 1 FOOT OF OF ICE TO WEIGHT STANDARD ON WIRE OF 0.25- (#12) STATE STORM DATE (in.) in. TWIG WIRE CITY SECTION 2-4 February 1883 - - 11 Springfield WSW 20 March 1912 0.5 - - Decatur C 21 February 1913 2.0 - - La Salle NE 11-12 March 1923 1.6 - 12 Marengo NE 17-19 December 1924 1.2 15:1 8 Springfield WSW 22-23 January 1927 1.1 - 2 Cairo SE 31 March 1929 0.5 - - Moline NW 7-8 January 1930 1.2 - - Carlinville WSW 1-2 March 1932 0.5 - - Galena NW 7-8 January 1937 1.5 - - Quincy W 31 December 1947 -
| |
| 1 January 1948 1.0 - 72 Chicago NE 10 January 1949 0.8 - - Macomb W 8 December 1956 0.5 - - Alton WSW 20-22 January 1959 0.7 12:1 - Urbana E 26-27 January 1967 1.7 17:1 40 Urbana E Based on Reference 15.
| |
| 2.3-47
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-3 WIND-GLAZE THICKNESS RELATIONS FOR FIVE PERIODS OF GREATEST SPEED AND GREATEST THICKNESS*
| |
| FIVE PERIODS WHEN FIVE FIVE PERIODS WHEN FIVE FASTEST 5-MINUTE SPEEDS GREATEST ICE THICKNESSES WERE REGISTERED WERE MEASURED SPEED ICE THICKNESS ICE THICKNESS SPEED RANK (mph) (in.) (in.) (mph) 1 50 0.19 2.87 30 2 46 0.79 1.71 18 3 45 0.26 1.50 21 4 40 0.30 1.10 28 5 35 0.78 1.00 18 From data collected throughout the United States during the period 1926-1937. Based on Reference 15.
| |
| 2.3-48
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-4 ANNUAL WIND ROSE DATA FOR THE 30-FOOT LEVELS AT THE BRAIDWOOD SITE (1974-1976)*
| |
| 30-FOOT LEVEL Speed (mps) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL Calm 2.25 0.26 - 1.50 .47 .51 .62 1.28 1.45 1.14 .87 .70 .60 .63 .54 .53 .61 .65 .74 .51 11.84 1.51 - 3.00 1.23 1.09 1.26 1.73 1.69 1.50 2.00 1.74 1.86 1.97 1.80 1.83 1.54 1.59 1.38 1.41 25.64 3.01 - 7.00 2.86 2.64 2.60 1.33 .95 1.18 2.46 3.27 5.54 5.80 4.12 3.14 3.01 3.62 3.63 3.17 49.32 GT. 7.00 .36 .47 .24 .03 .02 .05 .18 .71 2.32 2.26 1.01 .63 .73 .87 .54 .53 10.95 Totals 4.94 4.72 4.74 4.38 4.13 3.88 5.54 6.43 10.34 10.66 7.47 6.14 5.91 6.75 6.32 5.63 100.00 199-FOOT LEVEL Speed (mps) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL Calm .25 0.26 - 1.50 .11 .13 .14 .10 .13 .09 .09 .10 .10 .12 .12 .11 .15 .11 .17 .12 1.90 1.51 - 3.00 .54 .49 .48 .54 .51 .34 .41 .41 .39 .42 .40 .40 .49 .53 .62 .55 7.53 3.01 - 7.00 3.12 2.65 2.75 3.12 3.06 2.35 2.76 2.52 3.22 3.64 3.39 3.21 3.70 3.69 3.62 3.72 50.50 GT. 7.00 1.24 1.21 1.40 .58 .66 1.31 1.76 2.17 4.66 6.09 4.42 2.91 2.76 3.27 3.22 2.16 39.81 Totals 5.00 4.50 4.78 4.34 4.37 4.10 5.02 5.21 8.37 10.27 8.32 6.63 7.11 7.59 7.63 6.55 100.00 Values in % of total observations 2.3-49
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| BRAIDWOOD-UFSAR TABLE 2.3-5 PERSISTENCE OF WIND DIRECTION AT THE 30-FOOT LEVEL OF THE BRAIDWOOD SITE (1974-1976)*
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| PERSISTENCE WIND DIRECTION (hr) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW 1-3 157 503 481 476 466 493 478 587 677 770 827 785 998 743 702 648 570 4-6 22 56 60 59 57 47 33 62 65 137 123 88 71 60 82 87 86 7-9 10 16 16 9 10 6 10 15 20 52 46 24 19 13 17 12 18 10-12 2 3 5 4 3 2 1 3 4 11 17 4 4 0 5 7 4 13-15 1 1 2 3 0 0 0 2 0 7 5 1 1 1 2 3 3 16-18 0 0 0 0 0 0 0 2 0 2 3 0 0 1 1 1 1 19-21 0 0 0 2 0 0 0 0 1 2 0 0 0 1 1 0 0 22-24 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 1 25-27 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 28-30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 31-33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 34-39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40-45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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| >45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Values tabulated in number of occurrences.
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| 2.3-50
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| BRAIDWOOD-UFSAR TABLE 2.3-6 PERSISTENCE OF WIND DIRECTION AT THE 199-FOOT LEVEL OF THE BRAIDWOOD SITE (1974-1976)*
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| PERSISTENCE WIND DIRECTION (hr) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW 1-3 32 466 462 444 415 423 420 437 511 627 714 739 668 701 732 672 563 4-6 1 58 48 52 60 50 47 53 67 110 148 93 77 94 84 82 82 7-9 0 24 12 16 16 19 14 25 19 31 39 30 18 22 19 21 30 10-12 0 5 5 7 6 4 4 6 3 7 21 13 6 8 12 16 10 13-15 0 3 1 4 0 0 1 8 4 7 4 6 2 0 1 3 5 16-18 0 0 2 0 0 0 0 0 0 5 6 1 1 0 0 1 1 19-21 0 1 1 0 0 0 0 0 0 1 2 0 0 0 1 1 0 22-24 0 0 0 0 1 0 0 0 0 2 0 0 0 0 0 1 0 25-27 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 28-30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 31-33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 34-39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 45-45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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| >45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Values tabulated in number of occurrences.
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| 2.3-51
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| BRAIDWOOD-UFSAR TABLE 2.3-7 PERSISTENCE AND FREQUENCY OF WIND DIRECTION AT PEORIA (1966-1975)*
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| PERSISTENCE WIND DIRECTION (hr) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW 3 469 747 578 607 620 680 596 770 1026 1132 947 894 829 845 931 834 694 6 142 230 91 147 192 195 111 200 264 445 157 161 166 268 257 229 152 9 49 95 28 51 73 59 44 59 93 249 48 40 47 99 93 84 45 12 29 37 10 17 25 32 7 23 34 134 17 7 9 51 48 21 14 15 4 21 3 7 5 12 2 8 9 84 3 2 5 24 21 10 11 18 0 6 1 0 6 3 2 3 1 48 1 1 0 13 13 2 1 21 0 6 0 0 4 5 0 2 2 37 0 2 0 4 8 4 0 24 0 2 0 2 1 2 0 0 0 21 0 0 1 3 2 0 0 27 0 2 0 0 0 0 0 0 0 20 0 1 0 2 0 1 0 30 0 0 0 0 0 1 0 0 0 9 0 0 0 3 2 1 0 33 0 0 0 0 0 0 1 0 0 5 0 0 0 1 0 0 0 36 - 39 0 0 0 0 0 0 0 0 0 12 0 0 0 0 3 0 0 42 - 45 0 0 0 0 0 1 0 0 0 5 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 TOTAL HOURS 3.55 6.4 3.1 4.0 4.9 5.3 3.4 5.2 7.0 17.3 5.1 4.8 4.7 7.5 7.6 6.0 4.3 (In %)
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| Values tabulated in number of occurrences. Number of occurrences are based on observations made once every 3 hours, and each observation is assumed to persist for 3 hours.
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| 2.3-52
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| BRAIDWOOD-UFSAR TABLE 2.3-8 PERSISTENCE OF WIND DIRECTION FOR THE 19 - AND 150 - FOOT LEVELS AT ARGONNE (1950-1964)
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| (Number of Occurrences) 19 - FOOT LEVEL HOURS OF DIRECTION (36 POINTS)
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| PERSISTENCE CALM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 MISSING 19-FT 1 924 1961 1868 1772 1829 1913 1955 1868 1789 1900 1929 1965 1989 1970 1929 1989 2160 2319 2308 2413 2402 2359 2519 2666 2810 2577 2626 2448 2440 2441 2331 2240 2180 2069 1941 2078 2140 438 LEVEL 2 310 814 720 676 756 781 762 731 713 762 822 790 782 767 802 872 904 916 950 901 920 1075 1094 1166 1182 1097 1058 1028 1019 973 906 913 889 864 851 828 833 93 3 130 419 388 397 425 467 409 389 401 408 431 438 438 430 435 461 496 506 499 522 483 543 565 651 688 630 628 613 599 538 494 487 481 501 489 411 409 43 4 51 261 248 238 252 303 248 251 279 260 240 251 258 246 278 308 314 309 313 316 338 405 440 463 460 435 388 391 346 353 317 343 333 324 281 244 276 20 5 24 216 192 178 190 213 200 182 178 202 107 178 160 203 163 181 208 222 227 252 290 281 311 331 337 310 296 250 251 256 219 255 215 188 194 185 166 7 6 26 162 139 133 154 157 138 134 146 152 148 119 107 117 146 146 161 181 184 201 191 229 244 250 241 238 206 204 186 182 175 158 167 169 130 133 141 5 7 13 111 100 116 135 118 109 105 100 95 86 92 71 86 90 94 108 115 131 149 155 144 169 196 202 173 159 158 158 132 130 125 131 110 103 92 94 0 8 9 100 99 85 98 89 96 95 94 81 69 56 44 59 75 69 92 85 123 128 125 143 147 165 123 141 139 123 114 124 106 118 117 101 87 85 92 0 9 4 89 75 87 79 87 68 65 68 58 52 29 37 47 59 59 53 72 72 95 92 128 138 119 122 114 107 73 89 75 76 76 66 75 70 67 69 2 10 1 70 73 73 58 65 64 44 47 36 29 29 31 43 32 46 47 66 68 86 81 100 112 80 98 103 81 75 96 70 69 83 67 62 65 70 51 0 11 1 49 58 59 49 54 48 45 38 20 34 23 24 26 41 36 43 60 42 78 85 83 91 91 67 61 64 63 65 67 62 52 47 48 39 51 45 1 12 2 43 56 45 48 38 33 39 39 25 15 16 15 24 21 25 24 36 50 50 68 75 71 68 54 66 62 47 66 43 46 42 40 46 31 38 49 0 13 0 33 46 48 34 34 28 27 26 17 14 14 10 17 14 21 24 20 35 44 73 52 66 43 37 44 45 51 48 30 46 35 36 34 25 25 25 2 14 0 20 29 26 36 38 34 21 22 7 8 16 8 14 17 13 24 23 39 51 46 63 38 46 42 32 40 34 36 39 34 40 32 24 19 20 21 2 15 0 17 25 29 25 24 20 25 15 10 7 7 8 6 8 9 18 19 17 35 40 51 53 38 32 41 31 28 37 32 31 29 29 25 24 31 18 1 16 0 22 20 21 21 22 12 12 10 3 13 12 9 6 8 5 15 21 25 39 46 46 35 22 25 31 26 29 27 29 22 25 23 16 27 20 18 0 17 0 16 22 30 21 24 13 12 9 8 4 3 10 8 7 5 10 14 17 29 33 28 37 39 24 26 21 16 23 23 18 22 17 18 18 16 13 0 18 0 22 29 16 14 19 12 10 3 3 6 9 3 2 5 4 7 12 24 24 32 29 33 27 20 21 24 26 20 30 19 15 14 10 18 18 9 0 19 0 16 16 18 21 12 12 5 11 5 4 4 2 4 1 6 4 8 10 16 34 23 30 20 23 20 15 17 17 19 12 8 6 9 7 16 11 0 20 0 1 14 13 9 7 10 11 7 3 3 3 11 1 3 5 3 8 10 21 26 21 21 27 6 13 13 11 17 19 8 13 11 6 12 10 13 1 21-25 0 36 40 45 40 29 18 28 18 15 10 9 12 17 11 6 12 29 41 62 72 79 71 62 41 41 54 57 56 53 35 28 34 20 23 14 20 1 26-30 0 16 20 13 20 13 13 11 11 7 4 3 1 2 6 3 3 8 14 36 27 42 30 32 23 23 28 23 28 26 18 18 20 17 28 24 9 1 31-35 0 7 6 11 15 11 4 5 5 2 2 1 1 2 1 1 1 4 4 20 39 27 16 17 11 18 12 13 7 9 9 10 7 6 6 5 5 1 36-40 0 6 5 4 5 4 1 5 6 1 0 0 1 0 0 0 0 1 4 7 13 10 20 7 2 9 13 5 11 4 2 6 5 1 5 3 4 0 41-45 0 2 3 4 5 6 4 3 2 1 0 0 0 1 1 0 0 0 4 9 13 11 10 5 3 4 5 8 3 7 3 4 4 5 3 1 2 3
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| >46 0 3 1 3 6 4 2 5 1 1 0 0 0 0 0 0 0 0 9 11 9 8 7 4 4 3 6 7 2 2 3 3 1 1 1 2 1 3 MAXIMUM PERSISTENCE 12 89 50 63 64 62 55 61 64 59 35 31 36 45 45 33 31 40 52 65 77 75 92 95 67 60 69 77 68 58 53 75 92 91 56 79 53 370 150 - FOOT LEVEL HOURS OF DIRECTION (36 POINTS)
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| PERSISTENCE CALM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 MISSING 150-FT 1 413 1650 1577 1496 1512 1596 1600 1528 1441 1414 1522 1523 2545 1466 1485 1577 1668 1857 1851 1859 1858 1955 1981 2116 2254 2159 2150 2114 2125 2094 2039 1953 1833 1780 1713 1708 1756 338 LEVEL 2 81 722 654 609 638 699 679 639 590 647 641 641 676 702 680 734 764 808 820 810 828 909 959 954 1044 1038 1034 949 925 969 854 819 789 742 753 717 751 48 3 37 376 370 348 362 419 427 401 374 368 376 411 433 408 386 437 458 484 458 480 467 483 550 634 660 616 581 590 558 510 510 490 466 447 399 391 391 20 4 10 252 267 250 236 261 248 241 259 286 281 247 262 282 277 293 296 340 338 337 360 419 390 418 428 399 401 350 324 324 338 306 302 302 268 266 248 12 5 1 183 191 174 156 170 196 191 166 189 202 199 168 179 192 199 214 208 235 253 274 266 312 324 315 326 258 246 239 231 233 238 214 211 210 175 152 8 6 4 151 132 127 135 144 142 136 149 132 135 135 134 145 164 152 165 187 204 195 183 222 251 229 263 228 218 224 208 191 185 149 184 166 142 114 97 12 7 0 113 104 97 112 102 103 108 119 111 109 97 94 87 93 103 150 137 150 152 161 150 190 173 174 175 194 143 139 134 120 124 116 123 98 80 91 2 8 0 91 98 90 66 87 99 104 103 85 85 76 70 68 70 79 109 119 114 139 119 151 152 170 132 131 141 122 127 107 103 99 102 100 85 76 82 1 9 1 67 81 74 68 73 80 79 68 73 52 68 43 62 67 67 75 76 97 105 103 133 116 104 136 119 114 91 90 95 81 70 83 81 71 82 71 3 10 0 55 62 73 67 54 55 56 65 55 62 42 20 55 44 71 68 73 78 91 96 90 103 112 80 112 74 72 76 75 56 72 55 64 65 56 54 1 11 0 42 51 59 44 45 42 56 48 35 52 38 21 32 53 37 50 69 61 81 71 87 115 95 69 79 77 57 61 59 69 67 67 48 51 48 56 2 12 0 50 39 43 49 42 45 43 37 30 34 27 25 22 31 25 38 52 61 63 78 70 73 87 68 68 58 44 64 53 53 48 41 46 53 40 40 1 13 0 25 27 35 29 39 34 26 20 22 20 21 27 18 19 22 34 27 48 65 59 58 64 55 46 41 50 44 44 38 36 33 44 36 33 27 28 0 14 0 34 31 28 32 40 27 30 30 25 16 22 13 20 15 17 25 40 35 45 52 56 63 57 36 32 36 46 36 30 38 35 21 30 28 21 25 5 15 0 21 25 25 28 27 22 19 22 19 7 13 14 16 17 13 25 37 38 34 54 70 57 35 33 35 31 29 28 32 29 29 23 14 18 25 25 0 16 0 21 15 13 26 21 26 14 13 11 13 7 13 9 16 6 16 31 26 58 55 55 49 35 24 29 31 21 27 27 26 30 23 25 29 31 12 0 17 0 18 24 22 24 27 10 16 16 8 7 7 9 7 10 14 17 25 22 36 48 34 34 32 23 28 27 27 27 29 24 15 19 22 18 22 5 1 18 0 13 17 14 20 19 15 9 7 10 6 7 6 6 6 8 13 21 25 33 38 29 26 36 23 17 13 15 18 24 19 17 14 12 13 14 15 1 19 0 12 11 17 18 18 12 19 10 8 6 3 2 5 7 9 8 19 24 27 40 24 22 26 15 21 21 12 14 19 11 17 18 8 11 14 14 1 20 0 9 12 16 21 11 6 9 12 8 5 8 1 4 5 9 11 14 17 20 24 25 22 20 20 14 12 11 18 13 11 13 11 8 6 4 7 0 21-25 0 41 49 37 53 35 24 29 25 12 13 11 15 22 22 26 33 43 62 88 91 79 84 75 53 47 37 52 51 51 31 41 28 25 31 40 36 4 26-30 0 14 19 22 25 21 10 10 13 10 13 7 3 6 9 8 16 19 38 38 42 49 51 34 22 16 27 25 25 23 17 15 19 16 22 20 12 3 31-35 0 9 6 7 12 5 5 9 9 2 3 1 3 2 2 3 3 9 18 36 44 32 14 18 20 14 14 13 13 9 5 16 10 3 5 7 8 0 36-40 0 5 5 4 3 4 4 2 6 8 1 0 0 2 1 0 2 5 9 14 22 23 14 10 4 10 8 10 5 6 7 10 5 5 4 6 3 2 41-48 0 4 3 4 6 7 4 4 4 0 1 0 0 0 3 1 1 3 5 16 17 11 12 12 7 5 1 3 7 6 3 4 6 2 5 1 2 5
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| >48 0 5 1 3 2 4 2 4 2 1 0 0 0 1 0 0 0 3 5 15 21 22 18 6 1 8 6 2 7 4 0 4 4 3 1 2 1 5 MAXIMUM PERSISTENCE 9 90 50 62 64 60 50 65 69 67 47 33 33 52 47 47 47 64 59 81 90 86 96 95 56 73 69 58 77 101 48 57 91 90 52 57 55 96 2.3-53
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| BRAIDWOOD-UFSAR TABLE 2.3-9 A COMPARISON OF SHORT-TERM TEMPERATURE DATA AT BRAIDWOOD (1974-1976), PEORIA (1973-1975), AND DRESDEN NUCLEAR POWER STATION (1974-1976)*
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| AVERAGE MAXIMUM MINIMUM NORTH BRAIDWOOD PEORIA DRESDEN BRAIDWOOD PEORIA DRESDEN BRAIDWOOD PEORIA DRESDEN January 24.1 26.2 23.7 59.0 59 58.9 -11.6 -18 -14.5 February 30.8 31.7 30.5 67.9 59 69.8 -9.7 -14 -7.8 March 38.5 39.9 38.5 75.8 78 75.6 6.8 6 6.0 April 49.3 49.8 49.1 82.4 82 83.2 21.2 17 16.6 May 59.9 59.9 59.5 94.5 92 93.2 32.0 34 34.4 June 69.7 69.4 69.6 93.4 94 91.0 46.4 47 49.1 July 74.1 74.3 73.6 96.4 97 95.0 43.2 48 49.8 August 71.7 72.5 71.1 92.7 94 92.8 51.6 51 51.5 September 60.9 61.7 69.9 88.9 90 88.7 33.8 31 34.8 October 52.1 54.5 51.9 86.9 85 84.8 24.4 27 23.4 November 38.6 41.7 39.7 70.3 73 72.6 1.5 15 0.9 December 27.2 28.9 27.3 65.2 66 66.9 -13.0 -12 -12.8 Year 49.7 50.7 49.6 96.4 97 95.0 -13.0 -18 -14.5 Values in °F 2.3-54
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| BRAIDWOOD-UFSAR TABLE 2.3-10 A COMPARISON OF SHORT-TERM TEMPERATURE DATA AT BRAIDWOOD (1974-1976), WITH LONG-TERM TEMPERATURE DATA AT PEORIA (1966-1975) AND ARGONNE (1950-1964)*
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| AVERAGE MAXIMUM MINIMUM MONTH BRAIDWOOD PEORIA ARGONNE BRAIDWOOD PEORIA ARGONNE BRAIDWOOD PEORIA ARGONNE January 24.1 22.6 21 59.0 66 65 -11.6 -18 -20 February 30.8 27.0 26 67.9 70 67 -9.7 -14 -16 March 38.5 38.1 33 75.8 81 79 6.8 6 -9 April 49.3 50.2 47 82.4 87 84 25.2 17 14 May 59.9 59.4 58 94.5 92 90 32.0 25 27 June 69.7 70.0 68 93.4 100 96 46.4 40 34 July 74.1 73.6 71 96.4 102 101 43.2 47 45 August 71.7 71.2 70 92.7 94 96 51.6 44 41 September 60.9 63.3 63 88.9 93 96 33.8 31 32 October 52.1 53.1 53 86.9 87 89 24.4 19 16 November 38.6 40.0 37 70.3 75 77 1.5 7 -2 December 27.2 28.9 25 65.2 71 62 -13.0 -14 -18 Year 49.7 49.8 47.7 96.4 102 101 -13.0 -18 -20 Values in °F.
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| 2.3-55
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| BRAIDWOOD-UFSAR TABLE 2.3-11 AVERAGE DAILY MAXIMUM AND MINIMUM TEMPERATURE AT PEORIA, ILLINOIS (1966-1975)*
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| AVERAGE DAILY AVERAGE DAILY MONTH MAXIMUM MAXIMUM RANGE January 29.7 16.2 13.5 February 34.2 20.3 13.9 March 46.4 30.4 15.9 April 59.7 41.2 18.5 May 68.7 50.4 18.5 June 79.5 60.6 18.9 July 82.8 64.9 17.9 August 80.2 62.6 17.6 September 73.2 54.5 18.7 October 63.0 44.1 18.9 November 46.6 33.3 13.3 December 34.5 23.5 11.0 Year 58.3 41.9 16.4 Values in °F.
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| 2.3-56
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| BRAIDWOOD-UFSAR TABLE 2.3-12 RELATIVE HUMIDITY DATA FOR THE 35-FOOT LEVEL AT DRESDEN (1975-1976)*
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| MONTH AVERAGE MAXIMUM MINIMUM January 82.0 100.0 45.9 February 76.5 100.0 33.3 March 71.9 100.0 31.3 April 64.5 98.8 17.7 May 66.2 100.0 19.6 June 68.1 100.0 24.6 July 70.1 100.0 28.7 August 71.9 100.0 20.6 September 68.9 100.0 22.0 October 66.4 100.0 19.4 November 68.9 100.0 27.3 December 78.8 100.0 39.8 Year 71.2 100.0 17.7 Values in °F.
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| 2.3-57
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| BRAIDWOOD-UFSAR TABLE 2.3-13 RELATIVE HUMIDITY DATA FOR PEORIA (1966-1975) AND ARGONNE (1950-1964)*
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| PEORIA AVERAGE AVERAGE AVERAGE DAILY DAILY ABSOLUTE ABSOLUTE MONTH PEORIA ARGONNE MAXIMUM MINIMUM MAXIMUM MINIMUM January 73.9 81.8 83.8 62.7 100 26 February 71.4 79.9 82.1 58.3 100 17 March 69.2 75.6 83.9 53.2 100 14 April 64.2 69.5 80.9 48.0 100 14 May 67.0 68.7 85.0 48.9 100 18 June 67.9 71.5 84.5 50.6 100 27 July 70.1 73.8 86.0 52.5 100 29 August 73.3 76.9 88.9 55.1 100 31 September 72.5 72.7 88.5 52.8 100 21 October 69.6 71.1 85.8 50.5 100 14 November 74.7 75.3 86.2 60.4 100 20 December 79.7 81.9 88.5 68.9 100 26 Year 71.2 74.9 85.4 55.2 100 14 Values in %.
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| 2.3-58
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| BRAIDWOOD-UFSAR TABLE 2.3-14 DEW-POINT TEMPERATURES FOR THE 35-FOOT LEVEL AT DRESDEN (1975-1976)*
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| MONTH AVERAGE MAXIMUM MINIMUM January 18.9 57.0 -11.6 February 22.7 46.8 -9.7 March 29.8 60.5 4.4 April 36.1 65.0 9.3 May 47.7 69.8 25.9 June 59.0 75.5 37.6 July 62.2 77.1 44.7 August 61.3 75.5 39.3 September 49.6 71.4 23.6 October 38.9 62.9 16.9 November 29.1 60.8 - 1.5 December 19.6 57.4 -13.7 Year 39.5 77.1 -13.7 Values in °F.
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| 2.3-59
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| BRAIDWOOD-UFSAR TABLE 2.3-15 DEW-POINT TEMPERATURES FOR PEORIA (1966-1975) AND ARGONNE (1950-1964)*
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| PEORIA AVERAGE AVERAGE AVERAGE DAILY DAILY MONTH PEORIA ARGONNE MAXIMUM MINIMUM MAXIMUM MINIMUM January 15.8 16.5 22.8 9.5 59 -27 February 19.0 19.8 25.0 13.1 54 -24 March 28.4 25.3 33.8 23.2 61 -11 April 37.8 36.0 43.2 32.5 70 10 May 47.3 46.0 52.0 42.3 72 16 June 57.9 56.3 62.1 53.4 79 28 July 62.4 60.7 65.8 58.6 79 41 August 61.5 60.5 64.9 57.7 77 37 September 53.6 52.3 57.7 49.1 72 25 October 42.6 41.8 47.5 37.6 66 18 November 32.0 29.3 36.7 27.5 61 0 December 23.5 19.5 28.4 18.5 57 -24 Year 40.3 38.7 45.1 35.4 79 -27 Values in °F.
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| 2.3-60
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| BRAIDWOOD-UFSAR TABLE 2.3-16 A COMPARISON OF SHORT-TERM PRECIPITATION TOTALS (WATER EQUIVALENT)
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| AT THE BRAIDWOOD SITE (1974-1976) AND PEORIA (1974-1976)
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| (Values in inches) 1974 1975 1976 MONTH BRAIDWOOD PEORIA BRAIDWOOD PEORIA BRAIDWOOD PEORIA January 2.76 3.09 2.83* 2.59 0.44* 0.78 February 1.62 1.65 1.64 2.85 2.54 2.56 March 2.31 2.69 1.93 1.73 3.06 4.25 April 3.51 4.11 3.61* 3.92 2.50 4.86 May 6.61 6.26 3.68 5.19 4.38 5.11 June 4.83 11.69 2.09* 3.90 2.78 2.92 July 1.30 2.63 1.43 4.26 2.34* 2.98 August 0.48 0.81 2.51 5.62 0.07 2.30 September 0.15 1.45 0.02 2.74 2.29 1.78 October 1.47* 2.07 1.24 3.63 1.00 2.48 November 4.23* 4.13 1.76 2.75 0.99 0.83 December 1.14 1.93 2.29 2.04 0.53 0.38 Data not considered reliable due to missing hours of measurement.
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| 2.3-61
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| BRAIDWOOD-UFSAR TABLE 2.3-17 PRECIPITATION (WATER EQUIVALENT) AVERAGES AND EXTREMES AT PEORIA (1966-1975) AND ARGONNE (1950-1964)*
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| AVERAGE MAXIMUM MINIMUM MONTH PEORIA ARGONNE PEORIA ARGONNE PEORIA ARGONNE January 1.55 1.42 3.09 3.52 0.56 0.03 February 1.43 1.33 2.85 2.24 0.56 0.10 March 2.28 2.19 6.95 3.85 0.93 0.23 April 3.92 3.60 7.18 5.37 0.71 1.82 May 3.83 3.08 6.26 5.55 1.30 0.13 June 4.83 3.73 11.69 7.39 0.98 1.03 July 4.64 4.32 6.04 7.05 2.63 1.29 August 2.64 3.43 5.62 6.26 0.81 1.25 September 4.55 2.81 11.49 13.17 1.45 0.86 October 3.31 2.59 5.67 13.03 0.58 0.24 November 2.18 1.72 4.13 3.53 0.79 0.86 December 2.64 1.26 4.96 2.51 1.13 0.35 Year 37.80 31.49 50.22 43.07 26.38 19.78 Values in inches.
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| 2.3-62
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| BRAIDWOOD-UFSAR TABLE 2.3-18 JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION AND PRECIPITATION OCCURRENCE FOR PEORIA (1966-1975)*
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| WIND DIRECTION MONTH CLAIM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL January 0.2 2.1 0.7 0.7 1.0 0.8 0.6 1.3 1.3 1.9 0.5 0.6 0.8 1.5 0.6 0.8 1.2 16.8 February 0.1 2.1 0.7 0.9 1.4 1.0 0.3 1.0 0.8 1.4 0.5 0.5 0.6 0.8 1.7 1.3 1.1 15.9 March 0.1 1.5 0.9 0.9 1.7 1.7 0.4 0.7 0.8 0.8 0.4 0.8 0.5 1.0 1.5 1.0 1.2 15.8 April 0.0 0.6 0.4 0.6 0.7 1.3 1.2 0.8 0.8 2.0 0.2 0.3 0.6 0.6 0.6 0.6 0.8 12.2 May 0.1 0.4 0.3 0.7 1.0 1.0 0.5 0.7 0.9 1.5 0.5 0.6 0.5 0.6 0.6 0.5 0.2 10.5 June 0.0 0.4 0.3 0.5 0.3 0.4 0.3 0.3 0.4 1.4 0.4 0.6 0.3 0.3 0.4 0.3 0.1 6.7 July 0.2 0.4 0.2 0.3 0.6 0.3 0.1 0.2 0.3 0.8 0.3 0.2 0.3 0.2 0.2 0.2 0.2 4.9 August 0.1 0.4 0.2 0.3 0.3 0.4 0.3 0.2 0.4 1.2 0.2 0.2 0.2 0.2 0.2 0.3 0.2 5.4 September 0.2 0.7 0.9 0.8 0.5 0.5 0.5 0.3 0.8 1.4 0.3 0.6 0.1 0.5 0.2 0.2 0.5 8.9 October 0.1 0.5 0.3 0.5 0.5 0.8 0.5 0.5 1.2 1.4 0.6 0.4 0.2 0.8 0.4 0.3 0.7 9.7 November 0.1 1.6 0.6 0.9 1.1 0.5 0.4 0.6 0.7 2.1 0.5 0.4 0.8 1.5 0.8 1.4 0.8 14.7 December 0.5 1.7 1.1 0.9 1.4 2.1 1.1 1.1 2.1 2.7 0.9 0.7 1.1 1.7 1.5 1.2 1.4 23.1 Year 0.2 1.0 0.5 0.7 0.9 0.9 0.5 0.7 0.9 1.6 0.4 0.5 0.5 0.8 0.7 0.7 0.7 12.0 Frequency of joint occurrence in %.
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| Frequencies of joint occurrences are based on observations made once every 3 hours.
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| 2.3-63
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-19 MAXIMUM PRECIPITATION (WATER EQUIVALENT) FOR SPECIFIED TIME INTERVALS AT ARGONNE (1950-1964) AND FOR 24 HOURS AT PEORIA (1966-1975)*
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| TIME INTERVAL (hr)
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| ARGONNE PEORIA Month 1 2 3 6 12 36 48 24 January 0.44 0.63 0.88 1.16 2.04 2.69 2.69 1.47 February 0.32 0.58 0.76 0.95 1.00 1.07 1.07 1.74 March 0.52 0.68 0.86 1.15 1.43 2.40 2.40 1.83 April 1.18 1.34 1.70 2.50 3.00 3.35 3.35 2.78 May 1.12 1.26 1.36 1.56 2.29 3.40 3.43 2.43 June 2.20 3.28 4.00 4.22 4.23 4.23 4.25 4.44 July 1.40 2.00 2.12 2.76 2.90 3.49 3.49 3.29 August 1.92 2.32 2.34 2.40 2.78 2.79 2.79 2.17 September 1.04 1.44 1.82 2.39 2.56 4.66 4.92 3.30 October 1.40 2.44 2.79 3.63 4.98 8.10 8.62 3.70 November 0.42 0.62 0.75 0.97 1.67 1.90 1.95 1.80 December 0.36 0.48 0.56 0.65 0.90 1.29 1.33 1.75 Year 2.20 3.28 4.00 4.22 4.98 8.10 8.62 4.44 Tabulated values in inches.
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| 2.3-64
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-20 ICE PELLET AND SNOW PRECIPITATION FOR PEORIA (1966-1975)*
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| AVERAGE MONTHLY 24-HOUR NUMBER OF MONTH AVERAGE MAXIMUM MAXIMUM HOURS January 6.3 10.2 9.0 78 February 4.0 12.8 4.7 65 March 3.7 8.3 6.0 52 April 1.0 4.6 3.6 12 May 0 0.1 0.1 1 June 0 0 0 0 July 0 0 0 0 August 0 0 0 0 September 0 0 0 0 October 0.2 1.8 1.8 2 November 3.3 9.1 6.8 41 December 5.6 18.9 10.2 83 Year 24.1 18.9 10.2 334 Values in inches of ice and/or snow.
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| 2.3-65
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-21 FREQUENCY AND PERSISTENCE OF FOG AT PEORIA (1966-1975)*
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| PERSISTENCE (hr) JAN FEB MAR APR MAY JUN JULY AUG SEPT OCT NOV DEC YEAR 3 28 24 32 39 35 38 54 91 65 32 35 42 510 6 16 10 19 20 24 16 23 41 28 14 20 16 246 9 10 8 11 7 16 9 12 20 20 13 18 10 153 12 11 11 9 9 7 5 2 9 7 14 6 10 100 15 8 7 10 6 2 0 5 3 4 11 11 11 77 18 3 18 2 2 5 1 3 0 2 4 6 3 33 21 1 2 5 2 2 0 0 0 4 0 8 4 28 24 3 1 2 1 1 0 0 1 0 2 3 4 15 27 1 1 2 1 2 0 0 0 1 1 1 4 13 30 0 1 2 0 1 0 0 0 1 2 0 3 11 33 1 3 0 1 0 0 0 0 2 1 3 2 12 36 - 39 0 1 0 1 0 0 0 0 1 2 2 5 12 42 - 45 3 1 1 0 0 0 1 0 0 0 2 4 13
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| >45 5 3 2 0 0 0 0 0 0 0 0 6 18 Annual Average Total Hours 116 97 113 70 75 37 61 88 97 95 126 189 1162 of Fog Values in number of occurrences. The numbers of occurrences are based on observations made once every 3 hours, and each observation is assumed to persist for 3 hours.
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| 2.3-66
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-22 FOG DISTRIBUTION BY HOUR OF THE DAY AT PEORIA (1966-1975)*
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| HOUR OF THE DAY WINTER SPRING SUMMER FALL YEAR 0 12.7 12.0 10.2 10.7 11.6 3 13.1 17.4 22.0 15.2 16.0 6 14.3 23.9 44.6 24.1 23.9 9 16.6 14.2 10.9 17.2 15.3 12 11.4 9.3 3.6 10.0 9.3 15 10.5 6.4 1.9 7.3 7.4 18 10.4 7.7 2.4 7.9 7.9 21 11.0 9.2 4.4 7.7 8.6 Values in %.
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| 2.3-67
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-23 FREQUENCY OF PASQUILL STABILITY CLASSES AT BRAIDWOOD (1974-1976)*
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| PASQUILL STABILITY CLASS MONTH A B C D E F G January 1.4 1.4 1.9 49.3 34.8 8.0 3.3 February 3.7 1.3 2.6 48.9 33.8 6.6 2.9 March 5.7 2.8 4.2 41.5 37.8 6.4 1.6 April 11.0 3.0 4.7 31.4 32.2 13.2 4.7 May 5.1 1.9 3.1 32.7 40.5 11.7 4.9 June 3.8 2.8 4.2 30.3 41.0 12.7 5.3 July 7.6 7.4 7.5 29.4 25.1 15.5 7.6 August 5.2 6.1 8.6 27.7 32.9 12.2 7.2 September 4.7 3.4 3.2 17.5 41.3 17.9 12.1 October 1.7 2.3 3.1 20.0 41.4 20.2 11.4 November 0.8 0.5 1.7 29.2 50.3 12.1 5.5 December 0.5 0.8 2.9 43.8 42.6 7.6 1.9 Annual Average 4.2 2.8 3.9 32.9 37.7 12.5 6.0 Frequency of occurrence in % of total monthly observations.
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| Data for this table were derived from the three-way joint frequency distribution of wind direction, wind speed, and Pasquill stability class for the period of record.
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| 2.3-68
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-24 PERSISTENCE OF PASQUILL STABILITY CLASSES AT THE BRAIDWOOD SITE (1974-1976)*
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| PASQUILL STABILITY CLASS PERSISTENCE (hr) A B C D E F G 1-3 225 482 694 1106 1149 824 222 4-6 67 17 28 352 298 197 77 7-9 38 2 1 160 168 43 51 10-12 16 0 0 101 86 19 19 13-15 0 0 0 34 62 8 8 16-18 0 0 0 26 34 0 0 19-21 0 0 0 13 10 0 0 22-24 0 0 0 5 8 0 0 25-27 0 0 0 5 2 0 0 28-30 0 0 0 2 4 1 0 31-33 0 0 0 3 2 0 0 34-39 0 0 0 2 6 0 0 40-45 0 0 0 5 3 0 0
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| >45 0 0 0 3 9 0 0 Values in number of occurrences.
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| 2.3-69
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-25 THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION, WIND SPEED, AND PASQUILL STABILITY CLASS FOR THE 30-FOOT LEVEL AT THE BRAIDWOOD SITE (1974-1976)*
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| STABILITY CLASS A Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .00 1-3 .00 .01 .00 0.1 .00 .00 .01 .03 .03 .01 .00 .00 .00 .01 .00 .00 .14 4-7 .01 .06 .11 .09 .13 .10 .13 .02 .04 .04 .02 .01 .04 .10 .09 .05 1.06 8-12 .13 .07 .05 .05 .05 .05 .15 .10 .15 .09 .10 .11 .09 .14 .26 .23 1.81 13-18 .06 .02 .00 .00 .01 .00 .02 .07 .09 .13 .12 .07 .04 .07 .10 .17 .97 19-24 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .02 .01 .02 .03 .02 .00 .15
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| > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .00 .03 .00 .00 .07 Totals .20 .15 .18 .15 .20 .17 .31 .24 .32 .28 .27 .21 .19 .39 .47 .46 4.21 STABILITY CLASS B Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .00 1-3 .01 .00 .00 .01 .01 .00 .01 .00 .00 .00 .00 .01 .00 .00 .00 .00 .08 4-7 .06 .03 .07 .09 .07 .04 .07 .04 .06 .08 .03 .06 .06 .06 .08 .10 .99 8-12 .13 .08 .05 .01 .03 .01 .07 .09 .14 .12 .08 .09 .06 .08 .10 .09 1.23 13-18 .00 .01 .01 .01 .00 .00 .01 .02 .03 .11 .07 .04 .01 .05 .05 .02 .47 19-24 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .00 .00 .00 .02 .00 .00 .05
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| > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 Totals .20 .13 .14 .11 .11 .06 .16 .16 .24 .34 .19 .21 .14 .20 .22 .21 2.83 2.3-70
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| BRAIDWOOD-UFSAR TABLE 2.3-25 (Cont'd)
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| STABILITY CLASS C Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .02 1-3 .00 .01 .02 .02 .02 .01 .01 .01 .00 .02 .01 .01 .02 .01 .01 .01 .23 4-7 .09 .06 .08 .07 .09 .07 .06 .06 .09 .06 .08 .11 .12 .09 .06 .11 1.30 8-12 .13 .10 .07 .04 .02 .01 .10 .09 .11 .16 .13 .16 .10 .08 .13 .06 1.51 13-18 .05 .02 .02 .00 .00 .00 .03 .03 .04 .12 .13 .05 .06 .09 .02 .06 .72 19-24 .00 .00 .01 .00 .00 .00 .00 .00 .00 .02 .02 .01 .00 .03 .01 .00 .13
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| > 24 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .02 Totals .27 .19 .20 .13 .13 .09 .21 .20 .25 .40 .37 .35 .32 .30 .24 .25 3.93 STABILITY CLASS D Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .16 1-3 .13 .11 .08 .18 .17 .15 .15 .11 .05 .07 .11 .10 .10 .12 .10 .07 1.81 4-7 .48 .57 .72 .85 .58 .43 .70 .53 .56 .45 .51 .50 .56 .55 .52 .57 9.06 8-12 .89 .92 1.09 .44 .22 .32 .63 .65 .84 .97 .76 .81 .83 1.12 1.12 .96 12.56 13-18 .40 .46 .41 .08 .01 .08 .19 .29 .62 .82 .64 .42 .48 .84 .72 .53 6.99 19-24 .09 .00 .06 .01 .00 .00 .00 .06 .34 .52 .19 .14 .20 .19 .13 .10 2.03
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| > 24 .00 .00 .00 .00 .00 .00 .00 .00 .03 .08 .09 .02 .00 .00 .01 .01 .24 Totals 1.99 2.05 2.36 1.56 .98 .97 1.68 1.63 2.44 2.92 2.30 1.99 2.17 2.82 2.59 2.24 32.85 2.3-71
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-25 (Cont'd)
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| STABILITY CLASS E Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .48 1-3 .17 .20 .31 .57 .57 .36 .31 .25 .20 .16 .16 .13 .17 .21 .28 .21 4.26 4-7 .78 .55 .59 .83 .88 .65 .91 .97 .97 .97 .95 .82 .78 .83 .74 .68 12.91 8-12 .53 .47 .34 .23 .18 .31 .66 1.01 1.70 1.78 1.13 .79 .63 .63 .68 .58 11.64 13-18 .21 .27 .09 .02 .00 .04 .16 .64 1.49 1.13 .60 .26 .19 .27 .15 .19 5.72 19-24 .05 .17 .08 .00 .00 .00 .01 .21 .82 .53 .10 .09 .08 .04 .01 .06 2.26
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| > 24 .00 .02 .00 .00 .00 .00 .00 .02 .20 .16 .02 .01 .01 .00 .00 .01 .46 Totals 1.75 1.68 1.40 1.65 1.63 1.35 2.05 3.10 5.38 4.73 2.97 2.10 1.86 1.98 1.88 1.74 37.73 STABILITY CLASS F Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .73 1-3 .11 .12 .16 .41 .47 .41 .24 .20 .19 .18 .15 .14 .18 .20 .26 .15 3.56 4-7 .22 .17 .06 .11 .13 .36 .49 .49 .59 .81 .61 .66 .38 .41 .30 .30 6.09 8-12 .04 .02 .02 .00 .00 .01 .11 .20 .56 .44 .19 .08 .04 .06 .03 .08 1.89 13-18 .05 .00 .00 .00 .00 .00 .00 .01 .07 .00 .00 .00 .00 .00 .01 .01 .17 19-24 .00 .02 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .02
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| > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00 .00 .00 .01 Totals .42 .33 .23 .53 .59 .79 .84 .90 1.41 1.45 .95 .88 .60 .67 .61 .54 12.47 2.3-72
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| BRAIDWOOD-UFSAR TABLE 2.3-25 (Cont'd)
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| STABILITY CLASS G Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .70 1-3 .09 .08 .10 .12 .29 .24 .21 .12 .18 .23 .12 .18 .19 .13 .12 .08 2.46 4-7 .04 .01 .02 .02 .07 .19 .24 .23 .34 .57 .25 .28 .17 .10 .03 .04 2.60 8-12 .00 .01 .00 .00 .00 .00 .00 .02 .07 .08 .01 .01 .00 .00 .00 .01 .22 13-18 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 19-24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00
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| > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Totals .13 .10 .12 .14 .37 .43 .45 .38 .58 .87 .38 .47 .36 .23 .15 .13 5.98
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| **The calm category represents conditions with wind speeds less than 0.8 mph, which is the threshold speed for the wind speed and wind direction sensors.
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| 2.3-73
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| BRAIDWOOD-UFSAR TABLE 2.3-26 THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION, WIND SPEED, AND PASQUILL STABILITY CLASS FOR THE 199-FOOT LEVEL AT THE BRAIDWOOD SITE (1974-1976)*
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| STABILITY CLASS A Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .00 1-3 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .04 4-7 .03 .03 .05 .03 .03 .05 .04 .03 .02 .01 .00 .01 .03 .04 .03 .02 .45 8-12 .06 .09 .08 .08 .11 .10 .12 .06 .05 .08 .08 .04 .06 .10 .15 .13 1.39 13-18 .11 .08 .05 .02 .03 .05 .15 .10 .18 .10 .12 .14 .09 .08 .23 .28 1.81 19-24 .06 .01 .00 .00 .01 .01 .03 .02 .06 .06 .06 .05 .01 .04 .08 .11 .62
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| > 24 .00 .00 .00 .00 .00 .02 .00 .01 .03 .04 .05 .03 .02 .05 .06 .02 .34 Totals .28 .20 .17 .14 .18 .24 .34 .22 .34 .29 .32 .27 .21 .30 .56 .57 4.64 STABILITY CLASS B Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .00 1-3 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00 .00 .00 .03 4-7 .03 .02 .03 .04 .04 .02 .05 .03 .01 .02 .03 .04 .01 .05 .05 .06 .52 8-12 .08 .04 .07 .06 .04 .03 .06 .05 .11 .07 .08 .10 .06 .05 .08 .10 1.08 13-18 .06 .06 .06 .02 .03 .03 .05 .03 .10 .12 .08 .06 .04 .06 .09 .07 .95 19-24 .01 .00 .01 .00 .01 .01 .02 .01 .01 .06 .06 .04 .00 .02 .06 .02 .34
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| > 24 .00 .00 .01 .00 .00 .00 .01 .00 .02 .01 .02 .02 .01 .00 .03 .01 .14 Totals .18 .12 .17 .12 .12 .10 .19 .11 .26 .28 .28 .26 .13 .18 .30 .26 3.07
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| *Values in % of total observations.
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| 2.3-74
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| BRAIDWOOD-UFSAR TABLE 2.3-26 (Cont'd)
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| STABILITY CLASS C Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .00 1-3 .00 .00 .02 .00 .01 .00 .01 .02 .00 .00 .00 .01 .01 .00 .00 .00 .11 4-7 .07 .04 .03 .06 .05 .02 .02 .03 .04 .03 .07 .08 .09 .07 .09 .09 .87 8-12 .09 .09 .06 .06 .06 .07 .06 .04 .09 .12 .07 .12 .11 .11 .05 .10 1.30 13-18 .06 .06 .09 .03 .01 .03 .06 .05 .06 .12 .17 .10 .11 .10 .11 .09 1.24 19-24 .02 .02 .03 .00 .02 .01 .03 .03 .07 .07 .08 .06 .04 .06 .06 .05 .65
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| > 24 .01 .00 .01 .00 .00 .00 .01 .00 .02 .02 .04 .04 .01 .05 .03 .00 .25 Total .26 .22 .24 .15 .14 .14 .20 .17 .28 .37 .42 .41 .36 .40 .34 .34 4.43 STABILITY CLASS D Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .04 1-3 .03 .04 .03 .03 .03 .01 .02 .02 .04 .05 .08 .04 .06 .05 .04 .03 .60 4-7 .23 .34 .28 .31 .29 .21 .28 .25 .24 .20 .21 .23 .28 .28 .27 .27 4.17 8-12 .57 .62 .72 .73 .52 .30 .45 .41 .47 .56 .47 .53 .67 .72 .53 .55 8.84 13-18 .55 .65 .99 .54 .41 .39 .50 .47 .71 .77 .82 .62 .82 1.06 1.11 .85 11.26 19-24 .25 .28 .39 .12 .11 .15 .26 .21 .65 .67 .55 .40 .45 .70 .62 .55 6.35
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| > 24 .09 .03 .06 .01 .00 .06 .13 .07 .39 .53 .32 .18 .24 .27 .31 .15 2.85 Total 1.74 1.95 2.46 1.74 1.36 1.12 1.65 1.43 2.51 2.79 2.45 1.99 2.52 3.08 2.88 2.40 34.11 2.3-75
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-26 (Cont'd)
| |
| STABILITY CLASS E Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .06 1-3 .04 .06 .04 .03 .03 .03 .04 .03 .05 .05 .02 .01 .02 .03 .05 .04 .57 4-7 .22 .17 .14 .25 .25 .13 .18 .24 .20 .23 .17 .18 .17 .19 .28 .32 3.32 8-12 .51 .38 .41 .79 .78 .44 .46 .55 .56 .56 .50 .49 .68 .57 .63 .62 8.95 13-18 .56 .50 .39 .30 .39 .43 .67 .67 1.14 1.55 1.56 1.01 .83 .67 .84 .78 12.29 19-24 .21 .20 .08 .06 .10 .24 .35 .55 1.01 1.58 .80 .38 .30 .33 .37 .20 6.75
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| > 24 .04 .16 .10 .00 .00 .05 .02 .48 .91 1.11 .24 .07 .07 .11 .07 .11 3.55 Total 1.58 1.47 1.17 .144 1.56 1.32 1.72 2.52 3.87 5.08 3.30 2.14 2.07 1.19 2.24 2.07 35.48 STABILITY CLASS F Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .06 1-3 .00 .02 .04 .01 .02 .03 .01 .01 .01 .00 .00 .01 .02 .01 .06 .02 .30 4-7 .15 .08 .08 .10 .07 .07 .05 .06 .10 .07 .06 .07 .12 .06 .14 .11 1.39 8-12 .27 .15 .14 .21 .30 .27 .20 .20 .26 .21 .17 .18 .35 .31 .31 .35 3.88 13-18 .24 .14 .07 .03 .23 .33 .36 .27 .44 .59 .65 .47 .47 .40 .34 .22 5.24 19-24 .06 .03 .01 .00 .00 .04 .05 .09 .20 .37 .22 .06 .10 .06 .04 .01 1.32
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| > 24 .00 .02 .00 .00 .00 .00 .00 .00 .02 .04 .01 .00 .00 .00 .00 .00 .11 Totals .72 .44 .35 .35 .62 .73 .66 .63 1.04 1.28 1.12 .08 1.06 .84 .90 .71 12.29 2.3-76
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-26 (Cont'd)
| |
| STABILITY CLASS G Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm** .06 1-3 .02 .03 .01 .02 .04 .02 .01 .02 .01 .00 .01 .02 .03 .02 .03 .02 .32 4-7 .04 .04 .07 .04 .06 .04 .06 .04 .08 .06 .04 .06 .06 .06 .09 .04 .90 8-12 .17 .05 .06 .08 .12 .11 .12 .07 .11 .14 .17 .13 .18 .17 .15 .11 1.97 13-18 .04 .03 .01 .00 .03 .19 .21 .11 .11 .19 .36 .35 .26 .28 .11 .02 2.29 19-24 .00 .01 .01 .00 .00 .02 .07 .01 .02 .10 .11 .02 .04 .02 .00 .00 .44
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| > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Totals .27 .16 .17 .14 .25 .39 .47 .26 .34 .50 .70 .59 .57 .55 .37 .20 5.98
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| **The calm category represents conditions with wind speeds less than 0.8 mph, which is the threshold speed for the wind speed and direction sensors.
| |
| 2.3-77
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-27 THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION, WIND SPEED, AND PASQUILL STABILITY CLASS FOR PEORIA (1966 - 1975)
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| (Values in % or total observations)
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| WIND SPEED WIND DIRECTION (METER/SEC.) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM .05 .05
| |
| -LT- 2.0 .01 .01 .01 .00 .01 .00 .02 .00 .01 .01 .01 .01 .02 .01 .00 .00 .13 A 2.0- 6.0 .00 .01 .00 .01 .01 .01 .01 .01 .01 .00 .01 .01 .00 .01 .00 .01 .11
| |
| -GT- 6.0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TOTAL .05 .01 .02 .01 .01 .02 .01 .03 .01 .02 .01 .01 .02 .02 .02 .01 .01 .29 CALM .38 .38
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| -LT- 2.0 .08 .08 .07 .09 .12 .07 .07 .10 .16 .07 .06 .10 .11 .04 .06 .07 1.34 B 2.0- 6.0 .18 .13 .13 .13 .17 .12 .16 .15 .40 .17 .22 .17 .21 .11 .18 .15 2.79
| |
| -GT- 6.0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TOTAL .38 .26 .20 .20 .22 .29 .20 .23 .25 .55 .24 .28 .27 .32 .15 .24 .22 4.50 CALM .31 .31
| |
| -LT- 2.0 .11 .08 .09 .08 .08 .03 .10 .11 .21 .06 .08 .09 .09 .08 .07 .07 1.43 C 2.0- 6.0 .57 .24 .37 .34 .39 .26 .38 .55 1.66 .67 .63 .51 .53 .47 .45 .40 8.41
| |
| -GT- 6.0 .01 .00 .01 .00 .00 .01 .02 .01 .07 .06 .07 .02 .03 .04 .03 .01 .39 TOTAL .31 .68 .32 .47 .41 .48 .30 .49 .67 1.94 .79 .78 .62 .64 .59 .55 .48 10.53 CALM .38 .38
| |
| -LT- 2.0 .21 .18 .13 .20 .18 .15 .19 .22 .44 .18 .19 .25 .18 .23 .14 .14 3.22 D 2.0- 6.0 2.75 1.40 1.87 2.14 2.57 1.56 2.39 2.93 6.62 1.80 1.63 1.51 2.47 2.38 2.23 1.91 38.15
| |
| -GT- 6.0 1.07 .34 .67 .77 .66 .42 .71 1.40 3.44 .76 .78 .85 2.23 2.78 1.53 .63 19.06 TOTAL .38 4.03 1.92 2.67 3.11 3.42 2.14 3.28 4.54 10.51 2.74 2.60 2.61 4.87 5.39 3.91 2.68 60.81 CALM .00 .00
| |
| -LT- 2.0 .09 .05 .03 .07 .06 .07 .09 .12 .21 .08 .08 .05 .08 .05 .06 .04 1.23 E 2.0- 6.0 .55 .23 .30 .51 .58 .36 .53 .64 2.05 .46 .38 .37 .70 .57 .55 .38 9.16
| |
| -GT- 6.0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TOTAL .00 .64 .27 .34 .59 .64 .43 .62 .76 2.26 .53 .45 .42 .78 .62 .62 .42 10.39 CALM .62 .62
| |
| -LT- 2.0 .23 .17 .10 .16 .14 .13 .17 .19 .57 .29 .20 .25 .26 .24 .17 .15 3.42 F 2.0- 6.0 .33 .11 .17 .25 .24 .15 .25 .45 1.17 .35 .33 .30 .38 .39 .35 .23 5.44
| |
| -GT- 6.0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TOTAL .62 .55 .28 .27 .42 .38 .28 .41 .64 1.74 .64 .53 .56 .64 .63 .52 .38 9.49 CALM 1.81 1.81
| |
| -LT- 2.0 .17 .09 .07 .11 .05 .07 .10 .10 .29 .15 .15 .20 .23 .22 .10 .09 2.18 G 2.0- 6.0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00
| |
| -GT- 6.0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TOTAL 1.81 .17 .09 .07 .11 .05 .07 .10 .10 .29 .15 .15 .20 .23 .22 .10 .09 3.99 CALM 3.55 3.55
| |
| -LT- 2.0 .90 .64 .49 .71 .64 .54 .74 .84 1.88 .84 .76 .95 .96 .87 .62 .57 12.95 ALL 2.0- 6.0 4.38 2.11 2.84 3.38 3.96 2.46 3.71 4.72 11.91 3.45 3.20 2.88 4.28 3.93 3.77 3.08 64.06
| |
| -GT- 6.0 1.08 .35 .68 .77 .67 .43 .73 1.41 3.51 .82 .85 .87 2.26 2.83 1.56 .63 19.44 TOTAL 3.55 6.36 3.10 4.02 4.86 5.27 3.42 5.17 6.97 17.31 5.12 4.80 4.69 7.50 7.63 5.95 4.28 100.00 2.3-78
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-28 PERSISTENCE AND FREQUENCY OF PASQUILL STABILITY CLASSES AT PEORIA (1966-1975)
| |
| (NUMBER OF CONSECUTIVE OCCURRENCES OF 3-HOURLY OBSERVATIONS)*
| |
| PERSISTENCE PASQUILL STABILITY CLASS (HOURS) A B C D E F G 3 78 577 1480 1406 1392 1161 452 6 3 212 466 632 462 409 166 9 0 74 150 263 154 181 103 12 0 23 51 235 53 52 18 15 0 0 2 145 9 8 0 18 0 0 0 111 0 0 0 21 0 0 0 120 0 0 0 24 0 0 0 58 0 0 0 27 0 0 0 52 0 0 0 30 0 0 0 55 0 0 0 33 0 0 0 41 0 0 0 36-39 0 0 0 84 0 0 0 42-45 0 0 0 81 0 0 0
| |
| >45 0 0 0 266 0 0 0 Total Hours (in %) 0.3 4.5 10.5 60.8 10.4 9.5 4.0 Number of occurrences are based on observations made once every 3 hours, and each occurrence is assumed to persist for 3 hours.
| |
| 2.3-79
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-29 CUMULATIVE FREQUENCY DISTRIBUTION OF X/Qa FOR A 1-HOUR TIME PERIOD AT THE MINIMUM EXCLUSION AREA BOUNDARY DISTANCE (485 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 6.69-04 to 142 198 105 121 152 74 96 62 54 59 67 138 179 144 160 100 1851 6.3 8.4 6.6 9.1 12.3 5.3 7.2 5.2 5.1 5.9 6.7 14.4 20.0 17.3 12.9 7.1 8.8 6.02-04 to 6.69-04 0 1 1 0 2 3 1 1 2 1 3 1 2 1 2 0 21 6.3 8.5 6.7 9.1 12.4 5.5 7.3 5.3 5.3 6.0 7.0 14.5 20.2 17.4 13.1 7.1 8.9 5.42-04 to 6.02-04 8 21 5 6 0 1 0 0 1 0 0 0 0 0 3 9 54 6.6 9.4 7.0 9.5 12.4 5.6 7.3 5.3 5.4 6.0 7.0 14.5 20.2 17.4 13.3 7.8 9.1 4.88-04 to 5.42-04 24 30 26 24 18 27 32 18 10 11 16 37 49 55 23 30 430 7.7 10.7 8.6 11.4 13.9 7.5 9.7 6.8 6.3 7.1 8.6 18.4 25.7 24.0 15.2 9.9 11.2 4.39-04 to 4.88-04 18 16 9 9 9 17 17 8 15 13 22 34 37 27 18 15 284 8.5 11.3 9.2 12.0 14.6 8.7 10.9 7.5 7.8 8.4 10.9 21.9 29.8 27.3 16.6 11.0 12.5 3.95-04 to 4.39-04 44 32 29 39 34 35 32 20 16 12 3 17 21 38 47 31 450 10.5 12.7 11.0 15.0 17.4 11.2 13.3 9.2 9.3 9.6 11.2 23.7 32.2 31.9 20.4 13.2 14.7 3.55-04 to 3.95-04 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 10.5 12.7 11.0 15.0 17.4 11.2 13.3 9.2 9.3 9.7 11.2 23.7 32.2 31.9 20.4 13.2 14.7 3.20-04 to 3.55-04 28 42 31 33 23 24 14 13 16 12 5 4 4 26 27 30 332 11.7 14.5 13.0 17.4 19.2 12.9 14.4 10.3 10.8 10.9 11.7 24.1 32.6 35.0 22.6 15.3 16.3 2.88-04 to 3.20-04 30 21 34 21 29 29 48 41 26 33 40 92 90 53 54 38 679 13.0 15.4 15.1 19.0 21.6 15.0 18.0 13.7 13.2 14.2 15.7 33.8 42.7 41.3 27.0 18.0 19.5 2.59-04 to 2.88-04 38 52 34 43 12 19 10 17 10 10 3 4 2 10 19 26 309 14.7 17.6 17.3 22.3 22.5 16.4 18.7 15.1 14.2 15.2 16.0 34.2 42.9 42.5 28.5 19.9 20.9 2.33-04 to 2.59-04 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14.7 17.6 17.3 22.3 22.5 16.4 18.7 15.1 14.2 15.2 16.0 34.2 42.9 42.5 28.5 19.9 20.9 2.10-04 to 2.33-04 58 101 84 82 52 72 58 58 59 43 54 92 94 68 84 93 1152 17.3 21.9 22.5 28.4 26.7 21.5 23.1 20.0 19.8 19.5 21.4 43.8 53.4 50.7 35.3 26.5 26.4 1.89-04 to 2.10-04 37 41 26 9 4 2 5 4 2 1 1 1 0 2 13 17 165 18.9 23.7 24.2 29.1 27.1 21.7 23.4 20.4 20.0 19.6 21.5 43.9 53.4 51.0 36.3 27.7 27.2 1.70-04 to 1.89-04 71 60 56 52 54 45 45 38 53 30 37 49 60 28 50 69 797 22.1 26.2 27.7 33.0 31.4 24.9 26.8 23.5 25.0 22.6 25.2 49.0 60.1 54.3 40.4 32.6 81.0 2.3-80
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-29 (Cont'd)
| |
| CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 1.53-04 to 1.70-04 115 86 83 66 67 77 62 55 61 55 56 90 72 48 82 76 1151 27.2 29.9 32.9 38.0 36.8 30.4 31.4 28.2 30.7 28.2 30.9 58.4 68.2 60.1 47.0 38.0 36.4 1.38-04 to 1.53-04 17 7 0 0 0 1 0 3 0 0 1 0 0 0 1 4 34 27.9 30.2 32.9 38.0 36.8 30.5 31.4 28.4 30.7 28.2 31.0 58.4 68.2 60.1 47.1 38.3 36.6 1.24-04 to 1.38-04 101 96 85 69 78 86 64 75 65 59 51 75 62 57 81 67 1171 32.4 34.3 38.3 43.2 43.1 36.6 36.2 34.7 36.9 34.1 36.1 66.2 75.1 66.9 53.6 43.1 42.2 1.12-04 to 1.24-04 97 88 65 63 24 38 40 38 44 21 19 15 21 23 34 53 683 36.7 38.0 42.4 47.9 45.1 39.3 39.2 37.9 41.1 36.2 38.0 67.8 77.4 69.7 56.4 46.8 45.4 1.00-04 to 1.12-04 107 96 86 58 66 53 64 62 49 60 67 50 31 47 86 77 1059 41.4 42.1 47.8 52.3 50.4 43.1 44.0 43.1 45.7 42.2 44.7 73.0 80.9 75.4 63.3 52.3 50.4 9.03-05 to 1.00-04 106 119 69 66 65 55 61 61 55 54 63 51 31 33 70 83 1042 46.1 47.2 52.1 57.2 55.7 47.0 48.6 48.3 50.9 47.6 51.1 78.4 84.4 79.3 69.0 58.2 55.4 8.13-05 to 9.03-05 67 73 52 21 22 20 21 18 16 18 10 8 2 10 20 36 414 49.1 50.3 55.4 58.8 57.4 48.5 50.1 49.8 52.4 49.4 52.1 79.2 84.6 80.5 70.6 60.8 57.4 7.32-05 to 8.13-05 88 98 59 63 68 59 56 59 69 52 73 39 22 27 50 75 957 53.0 54.5 59.1 63.5 62.9 52.7 54.3 54.8 58.9 54.6 59.4 83.3 87.0 83.8 74.6 66.1 61.9 6.59-05 to 7.32-05 169 146 97 67 66 75 63 56 64 57 60 30 12 23 50 89 1124 60.5 60.7 65.2 68.6 68.3 58.0 59.1 59.5 65.0 60.3 65.4 86.4 88.4 86.5 78.7 72.5 67.2 5.93-05 to 6.59-05 79 83 62 44 54 66 63 52 55 53 52 15 12 22 33 47 792 64.0 64.2 69.1 71.9 72.6 62.8 63.8 63.8 70.2 65.6 70.7 88.0 89.7 89.2 81.3 75.8 71.0 5.33-05 to 5.93-05 138 110 65 44 34 77 54 55 45 68 54 22 8 8 34 54 870 70.1 68.9 73.2 75.2 75.4 68.3 67.8 68.5 74.5 72.4 76.1 90.3 90.6 90.1 84.1 79.6 75.1 4.80-05 to 5.33-05 152 149 85 67 59 99 110 83 58 94 76 13 11 17 41 83 1197 76.9 75.3 78.6 80.2 80.1 75.3 76.0 75.4 79.9 81.9 83.7 91.6 91.8 92.2 87.4 85.6 80.8 4.32-05 to 4.80-05 104 86 54 29 31 36 35 40 34 43 32 11 3 4 12 35 589 81.5 78.9 82.0 82.4 82.6 77.9 78.7 78.8 83.2 86.2 86.9 92.8 92.2 92.7 88.4 88.0 83.6 3.89-05 to 4.32-05 82 73 45 43 49 63 55 48 27 38 27 6 5 6 15 28 610 85.1 82.1 84.8 85.6 86.6 82.4 82.8 82.8 85.7 90.0 89.6 93.4 92.7 93.4 89.6 90.0 86.5 0.00 to 3.89-05 336 421 241 191 166 246 230 204 151 100 103 63 65 55 129 140 2841 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 a
| |
| X/Q values, expressed in (sec/m3), are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
| |
| Key: 1.53-04 = 1.53 x 10-4.
| |
| 2.3-81
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-30 CUMULATIVE FREQUENCY DISTRIBUTION OF X/Qa FOR A 2-HOUR TIME PERIOD AT THE MINIMUM EXCLUSION AREA BOUNDARY DISTANCE (485 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 6.69-04 to 130 181 100 120 153 71 120 74 68 70 80 141 192 145 150 94 1889 4.2 5.6 4.2 6.0 8.0 3.4 6.1 4.3 4.4 4.8 5.5 10.0 14.2 11.4 8.3 4.6 6.1 6.02-04 to 6.69-04 5 14 6 9 1 1 1 1 1 0 2 5 3 2 5 4 60 4.3 6.0 4.5 6.5 8.1 3.5 6.2 4.3 4.5 4.8 5.7 10.4 14.4 11.5 8.5 4.7 6.3 5.42-04 to 6.02-04 5 3 1 4 1 1 2 2 0 0 0 6 4 3 5 7 44 4.5 6.1 4.5 6.7 8.1 3.5 6.3 4.4 4.5 4.8 5.7 10.8 14.7 11.8 8.8 5.1 6.5 4.88-04 to 5.42-04 33 42 29 18 29 18 14 6 5 3 6 12 21 36 27 31 330 5.5 7.4 5.8 7.6 9.7 4.4 7.0 4.8 4.8 5.0 6.1 11.7 16.3 14.6 10.3 6.6 7.6 4.39-04 to 4.88-04 12 9 9 10 7 5 10 3 1 6 10 7 6 15 17 12 139 5.9 7.7 6.2 8.1 10.0 4.7 7.5 5.0 4.9 5.4 6.8 12.2 16.7 15.8 11.2 7.2 8.0 3.95-04 to 4.39-04 57 52 26 45 44 44 26 23 20 18 19 65 68 63 65 44 679 7.8 9.3 7.3 10.3 12.3 6.8 8.8 6.3 6.1 6.7 8.1 16.8 21.7 20.7 14.8 9.3 10.2 3.55-04 to 3.95-04 12 12 9 12 3 10 4 3 3 5 6 10 16 15 10 6 136 8.1 9.7 7.6 10.9 12.5 7.3 9.0 6.5 6.3 7.0 8.5 17.5 22.9 21.9 15.4 9.6 10.7 3.20-04 to 3.55-04 21 35 20 22 18 9 7 3 6 5 5 4 3 15 13 7 193 8.8 10.7 8.5 12.1 13.4 7.7 9.4 6.6 6.7 7.4 8.9 17.8 23.1 23.1 16.1 9.9 11.3 2.88-04 to 3.20-04 12 12 18 18 8 12 8 11 9 12 10 15 21 11 16 13 206 9.2 11.1 9.3 13.0 13.9 8.3 9.8 7.3 7.3 8.2 90.6 18.9 24.7 24.0 17.0 10.6 12.0 2.59-04 to 2.88-04 44 51 47 47 33 49 54 39 25 27 24 68 79 76 53 55 771 10.6 12.7 11.3 15.3 15.6 10.7 12.5 9.5 8.9 10.0 11.2 23.7 30.5 29.9 19.9 13.2 14.5 2.33-04 to 2.59-04 15 34 13 18 1 13 7 16 4 2 3 9 6 2 11 16 170 11.1 13.7 11.8 16.2 15.6 11.3 12.9 10.5 9.2 10.2 11.4 24.3 31.0 30.1 20.5 14.0 15.0 2.10-04 to 2.33-04 35 58 33 33 24 38 27 22 37 27 42 59 62 48 47 36 628 12.2 15.5 13.2 17.9 16.9 13.2 14.3 11.7 11.6 12.0 14.3 28.5 35.6 33.9 23.1 15.7 17.1 1.89-04 to 2.10-04 66 77 54 46 55 56 49 37 34 22 11 33 44 51 75 54 764 14.3 17.9 15.5 20.2 19.8 15.9 16.8 13.9 13.8 13.6 15.1 30.9 38.8 37.9 27.2 18.4 19.6 1.70-04 to 1.89-04 25 24 21 13 9 17 13 9 14 5 13 23 19 11 16 16 248 15.1 18.6 16.4 20.8 20.3 16.7 17.4 14.4 14.7 13.9 16.0 32.5 40.2 38.7 28.1 19.1 20.4 2.3-82
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-30 (Contd)
| |
| CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 1.53-04 to 1.70-04 137 108 101 79 103 90 110 89 82 68 82 135 158 110 116 127 1695 19.5 22.0 20.7 24.8 25.7 21.1 23.0 19.5 20.0 18.6 21.7 42.1 51.9 47.4 34.5 25.3 25.9 1.38-04 to 1.53-04 40 28 19 22 13 14 14 16 17 17 10 21 12 17 26 19 305 20.8 22.8 21.5 25.9 26.3 21.7 23.8 20.4 21.1 19.8 22.4 43.6 52.8 48.7 35.9 26.2 26.9 1.24-04 to 1.38-04 82 67 55 52 35 45 25 37 31 18 25 27 25 27 37 37 625 23.4 24.9 23.8 28.5 28.2 23.9 25.0 22.6 23.1 21.0 24.1 45.6 54.6 50.8 37.9 28.0 28.9 1.12-04 to 1.24-04 126 137 110 110 62 97 87 86 74 56 64 87 89 72 102 111 1470 27.5 29.1 28.5 34.1 31.4 28.6 29.5 27.5 27.9 24.8 28.5 51.7 61.2 56.5 43.6 33.4 33.7 1.00-04 to 1.12-04 98 95 78 69 44 48 47 39 54 50 38 55 49 42 59 73 938 30.6 32.0 31.8 37.5 33.7 31.0 31.9 29.8 31.4 28.3 31.1 55.7 64.8 59.8 46.8 36.9 36.7 9.03-05 to 1.00-04 112 93 106 95 84 64 87 70 93 53 80 67 59 49 79 102 1293 34.2 34.9 36.3 42.3 38.1 34.1 36.3 33.8 37.4 31.9 36.7 60.4 69.2 63.6 51.2 41.8 41.0 8.13-05 to 9.03-05 68 82 53 27 26 34 35 30 22 25 29 24 4 13 33 49 554 36.4 37.4 38.6 43.6 39.5 35.7 38.1 35.6 38.8 33.7 38.7 62.1 69.5 64.7 53.0 44.2 42.8 7.32-05 to 8.13-05 186 160 144 105 119 115 104 103 102 98 109 111 84 68 123 142 1873 42.3 42.4 44.7 48.9 45.8 41.3 43.4 41.5 45.4 40.4 46.2 70.0 75.7 70.0 59.7 51.1 48.9 6.59-05 to 7.32-05 166 136 98 78 103 85 66 67 60 62 51 24 24 45 76 74 1215 47.7 46.6 48.8 52.8 51.2 45.4 46.7 45.4 49.3 44.7 49.8 71.7 77.5 73.5 63.9 54.7 52.8 5.93-05 to 6.59-05 106 98 77 55 72 84 73 74 63 72 65 57 47 32 64 75 1114 51.1 49.6 52.1 55.6 54.9 49.5 50.5 49.7 53.4 49.6 54.3 75.8 80.9 76.0 67.5 58.3 56.4 5.33-05 to 5.93-05 138 160 111 91 45 81 86 77 52 56 44 29 14 24 56 84 1148 55.5 54.5 56.8 60.2 57.3 53.4 54.8 54.1 56.8 53.5 57.3 77.9 82.0 77.9 70.5 62.4 60.2 4.80-05 to 5.33-05 170 150 121 75 99 88 96 105 75 117 96 49 38 53 102 111 1545 60.9 59.2 62.0 63.9 62.5 57.7 59.7 60.2 61.6 61.5 63.9 81.4 84.8 82.1 76.2 67.7 65.2 4.32-05 to 4.80-05 165 158 100 92 98 89 92 77 70 94 85 43 32 36 72 118 1421 66.2 64.0 66.2 68.6 67.6 62.0 64.4 64.6 66.1 68.0 69.8 84.4 87.1 84.9 80.1 73.5 69.8 3.89-05 to 4.32-05 156 143 89 91 112 89 67 66 69 67 74 36 21 30 49 86 1245 71.2 68.4 70.0 73.1 73.5 66.4 67.8 68.4 70.6 72.6 74.9 87.0 88.7 87.3 82.8 77.6 73.9 0.00 to 3.89-05 898 1023 707 535 505 693 631 547 454 398 362 183 153 162 312 462 8025 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 a
| |
| X/Q values, expressed in (sec/m3), are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
| |
| Key: 1.53-04 = 1.53 x 10-4.
| |
| 2.3-83
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-31 5% AND 50% PROBABILITY LEVEL /Q AT THE MINIMUM EXCLUSION AREA BOUNDARY DISTANCE (485 M)
| |
| BRAIDWOOD SITE
| |
| /Q*
| |
| DOWNWIND 5% 50%
| |
| SECTOR 1 HOUR 2 HOURS 1 HOUR 2 HOURS N 8.3 5.1 0.79 0.61 NNE 10.0 6.7 0.82 0.59 NE 8.4 5.2 0.95 0.64 ENE 11.0 6.5 1.10 0.71 E 21.0 11.0 1.00 0.67 ESE 7.9 4.1 0.78 0.59 SE 14.0 8.7 0.82 0.60 SSE 7.9 4.1 0.81 0.59 S 7.8 4.1 0.92 0.65 SSW 8.4 5.2 0.80 0.59 SW 11.0 6.6 0.92 0.66 WSW 41.0 14.0 1.70 1.20 W 24.0 20.0 2.20 1.60 WNW 19.0 11.0 2.10 1.30 NW 16.0 11.0 1.30 0.93 NNW 8.8 5.8 1.10 0.74 All Sectors 11.0 7.7 1.10 0.71
| |
| /Q values, expressed in (sec/m3) x 10-4, are based on hourly onsite meteorological data for the period of record January 1974 - December 1976 2.3-84
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-32 CUMULATIVE FREQUENCY DISTRIBUTION OF /Qa FOR AN 8-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 1.40-04 78 115 86 81 141 57 143 83 87 96 93 115 186 83 131 30 1585 1.3 1.9 1.7 1.8 3.2 1.3 3.4 2.3 2.0 3.2 3.1 3.9 6.2 2.1 3.3 .7 2.4 1.19-04 TO 1.40-04 33 23 14 13 18 14 33 9 16 4 14 18 16 16 37 7 231 1.8 2.2 1.9 2.1 3.8 1.8 4.2 2.4 2.5 3.3 3.5 4.5 6.7 2.7 4.3 .8 2.8 1.01-04 TO 1.19-04 15 34 10 3 7 5 12 2 7 13 3 11 29 20 19 14 205 2.1 2.8 2.1 2.2 3.7 1.7 4.5 2.5 2.7 3.7 3.6 4.9 7.7 3.4 4.7 1.1 3.1 8.58-05 TO 1.01-04 27 49 12 40 25 28 12 11 26 6 31 26 51 58 53 68 532 2.5 7.8 2.3 3.3 4.3 2.4 4.8 2.8 3.5 3.9 4.6 5.7 9.4 5.3 6.1 2.7 4.0 7.30-05 TO 8.58-05 50 56 22 58 18 35 29 37 23 23 2 65 31 46 41 36 590 3.4 4.6 2.8 4.4 4.7 3.2 5.5 3.8 4.2 4.7 4.7 7.9 10.4 6.9 7.1 3.5 4.8 6.20-05 TO 7.30-05 47 75 45 41 65 30 47 13 20 4 22 45 58 36 27 45 620 4.2 5.0 3.6 5.3 6.2 3.0 5.6 4.2 4.8 4.8 5.4 9.4 12.3 8.1 7.8 4.5 5.8 5.27-05 TO 6.20-05 77 15 41 60 32 24 51 14 12 19 11 40 32 66 46 37 600 4.8 7.0 4.4 6.6 6.8 4.4 8.1 4.5 5.2 5.4 5.8 10.8 13.4 10.3 9.0 5.3 6.7 4.48-05 TO 5.27-05 98 97 75 78 104 88 75 72 31 80 54 122 116 126 83 62 1325 6.0 3.3 5.9 8.4 6.5 6.0 9.0 8.5 6.1 7.4 7.6 14.9 17.2 14.5 11.2 6.7 8.8 3.31-05 TO 4.48-05 94 82 72 93 33 47 36 44 28 25 16 68 56 73 65 58 898 7.0 10.0 7.2 10.5 10.0 7.0 10.7 7.7 7.0 8.2 8.1 17.2 19.1 17.0 12.8 8.0 10.0 3.24-05 TO 3.31-05 91 104 87 70 43 63 51 52 29 22 24 65 89 87 100 74 1057 9.3 11.7 8.9 12.2 11.0 8.5 12.0 9.2 7.9 8.0 8.9 19.4 22.1 19.9 15.4 9.7 11.7 2.75-05 TO 3.24-05 134 102 129 130 98 77 58 72 77 35 73 77 139 113 146 98 1627 11.9 14.4 11.4 15.3 13.2 10.3 13.4 11.1 10.2 10.1 11.3 22.0 26.7 23.7 19.1 11.9 14.2 2.34-05 TO 2.75-05 211 218 142 124 128 151 86 98 107 77 80 156 223 226 195 230 2479 15.0 18.0 14.1 18.0 16.2 16.7 15.4 13.8 13.5 12.8 14.3 27.3 34.1 31.3 24.0 17.2 18.0 1.99-05 TO 2.34-05 151 116 34 38 80 95 74 47 77 30 61 77 80 101 98 132 1338 17.5 19.9 16.7 18.9 18.0 15.0 17.2 15.1 15.8 13.6 16.3 29.9 38.8 34.7 26.5 20.2 20.1 1.69-05 TO 1.99-05 235 234 117 187 138 152 151 130 152 93 105 134 217 193 206 187 2697 21.3 23.7 19.1 22.6 21.1 19.0 21.1 18.0 20.4 15.7 19.7 34.4 44.0 41.2 31.7 24.4 24.2 2.3-85
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| BRAIDWOOD-UFSAR TABLE 2.3-32 (Contd)
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| CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 1.44-05 TO 1.69-05 180 198 153 105 107 80 94 95 95 64 78 112 132 72 143 149 1867 24.7 26.9 22.1 25.0 23.6 21.7 23.3 21.3 23.3 18.8 22.3 38.2 48.4 43.0 35.4 27.7 27.1 1.22-05 TO 1.44-05 332 303 218 209 227 236 222 172 154 158 183 241 178 222 271 252 3573 28.7 31.3 28.0 23.5 28.7 27.1 28.6 25.2 28.0 24.3 28.3 46.3 54.3 51.0 42.2 33.3 32.6 1.04-05 TO 1.22-05 320 714 206 155 157 156 167 142 106 93 101 119 91 110 174 254 2668 35.0 34.0 30.0 33.0 32.6 30.7 22.5 30.1 31.2 27.4 31.6 50.3 57.3 54.7 46.6 39.0 35.7 8.82-06 TO 1.04-05 300 218 220 143 126 140 114 91 131 128 107 112 67 82 134 150 2267 40.0 40.9 34.0 36.0 35.1 34.2 35.4 32.5 36.2 31.5 35.2 54.1 59.5 57.5 50.0 42.4 40.1 7.50-06 TO 8.82-06 377 761 312 280 238 252 254 238 186 207 220 177 243 215 229 260 4012 45.2 45.5 40.0 42.0 40.5 39.8 41.5 39.2 40.3 38.4 42.4 60.1 67.6 64.7 55.8 48.2 48.3 6.37-06 TO 7.50-06 359 274 287 203 250 144 185 175 130 164 161 109 85 102 198 232 2977 52.1 30.8 48.1 46.5 44.8 43.3 45.9 44.0 44.5 44.8 47.7 63.8 70.4 68.1 60.8 53.4 50.8 5.42-06 TO 6.37-06 403 336 273 271 201 244 246 208 172 203 261 191 137 118 221 249 3743 53.7 56.2 50.0 52.0 48.3 48.9 51.8 49.7 49.8 51.5 56.3 70.2 75.0 72.1 66.4 50.0 56.0 4.80-06 TO 5.42-06 359 316 258 155 243 235 195 173 242 163 152 75 70 85 145 214 3113 54.4 51.6 53.3 57.9 54.0 54.5 56.0 54.4 57.1 56.8 61.3 72.7 77.3 74.6 75.1 67.8 61.4 3.91-06 TO 4.80-06 298 345 270 253 243 276 232 182 210 217 158 165 138 156 222 275 3630 56.3 57.0 50.3 52.7 50.7 50.7 62.3 68.4 63.5 64.0 65.5 77.3 81.9 89.2 75.7 76.6 86.9 3.33-06 TO 3.91-06 366 297 259 218 246 246 169 236 165 183 201 196 122 121 156 222 3516 75.2 71.0 66.9 67.8 67.5 63.4 63.3 66.8 68.6 70.0 73.1 83.0 85.9 84.2 79.7 75.0 72.3 2.83-06 TO 3.33-06 173 207 173 176 117 123 149 119 56 72 78 18 37 35 80 125 1743 78.0 75.2 69.0 76.5 70.2 89.9 70.4 69.1 70.3 72.4 75.7 84.5 87.2 85.4 81.7 77.8 75.0 2.40-06 TO 2.83-06 247 291 301 225 256 270 215 180 154 183 119 57 74 75 140 198 2996 82.1 79.9 74.9 76.6 75.0 75.5 76.5 74.1 75.2 78.4 79.6 86.4 88.6 87.9 85.3 82.2 79.6 2.04-06 TO 2.40-06 219 239 251 145 205 176 160 139 117 124 82 70 25 61 129 145 2283 85.5 87.9 79.9 79.8 80.6 79.5 78.5 77.9 78.8 82.5 82.3 88.8 90.5 90.6 88.5 85.5 83.1 1.74-06 TO 2.04-06 102 107 165 137 143 57 109 76 101 94 79 42 24 51 64 129 1620 88.7 85.5 83.0 83.3 83.9 80.9 81.2 80.0 81.9 85.6 84.9 90.2 91.3 92.3 90.1 83.4 95.6 0.00 TO 1.74-06 714 831 837 746 708 833 782 728 597 439 459 290 263 228 3289 519 9414 100.0 100. 100. 100. 100. 100. 100. 100. 100. 100. 100. 100. 100.0 100.0 100. 100.0 100.
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| 0 0 0 0 0 0 0 0 0 0 0 0 0 a
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| /Q values, expressed in (sec/m3), are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
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| Key: 1.44-05 x 1.44 x 10-5 2.3-86
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| BRAIDWOOD-UFSAR TABLE 2.3-33 CUMULATIVE FREQUENCY DISTRIBUTION OF /Qa FOR A 16-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 4.32-05 53 85 74 32 153 14 85 48 46 78 48 150 176 78 118 13 1264
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| .7 1.0 1.0 .3 2.3 .2 1.6 .9 .8 1.7 1.1 3.4 3.9 1.7 2.0 .2 1.3 3.58-05 TO 4.32-05 38 42 4 37 59 15 34 33 17 33 34 17 15 3 2 0 384 1.2 1.5 1.0 1.8 3.2 .5 2.1 1.5 1.3 2.4 1.8 3.8 4.2 1.8 2.0 .2 1.7 3.12-05 TO 3.58-05 15 21 5 53 24 27 30 32 20 35 63 14 20 3 58 27 519 1.3 1.7 1.1 1.8 3.6 .9 3.2 2.1 1.7 3.2 3.3 4.1 5.3 1.8 3.0 .6 2.3 2.86-05 TO 3.12-05 4 22 26 0 1 5 37 24 0 1 13 13 29 23 19 9 226 1.4 2.0 1.4 1.3 3.6 1.0 3.8 2.5 1.7 3.2 3.6 4.4 6.0 2.3 3.3 .7 2.5 2.28-05 TO 2.86-05 35 24 47 0 33 21 16 6 30 26 18 17 63 11 51 22 420 1.8 2.3 2.0 1.6 4.1 1.3 4.0 2.6 2.3 3.8 4.0 4.8 7.4 2.6 4.2 1.1 2.9 1.62-05 TO 2.28-05 39 70 42 79 8 41 94 18 50 25 10 40 41 39 74 23 715 2.3 3.1 2.6 3.0 4.3 1.9 5.5 3.0 3.3 4.3 4.2 5.7 8.3 3.4 5.5 1.4 3.7 1.83-05 TO 1.82-05 44 51 4 33 6 44 9 27 15 0 23 34 42 61 28 40 471 3.0 3.9 2.6 3.5 4.3 2.6 5.7 3.5 3.6 4.3 4.7 6.5 9.2 4.0 6.0 2.0 4.2 1.38-05 TO 1.63-05 57 87 47 50 40 33 24 42 24 23 13 69 71 40 39 40 699 37 4.9 3.2 4.2 5.0 3.1 8.1 4.2 4.1 4.8 5.0 8.0 10.8 5.5 6.6 2.7 4.8 1.18-05 TO 1.38-05 95 121 34 86 88 73 56 60 70 37 64 45 132 118 108 132 1351 4.8 5.3 3.9 5.6 6.3 4.3 7.0 5.4 5.6 5.7 6.4 9.1 13.7 8.2 8.5 4.7 6.3 1.00-05 TO 1.18-05 62 130 58 89 70 75 80 28 33 69 11 159 70 112 127 66 1258 5.8 7.8 4.7 6.9 7.4 6.5 8.3 5.9 6.2 7.2 6.7 12.7 15.3 10.7 10.6 5.7 7.6 8.51-06 TO 1.00-05 109 157 80 72 64 62 86 57 54 50 27 130 72 78 91 119 1298 7.1 0.7 6.7 8.0 6.4 6.3 8.7 8.9 7.4 8.3 7.3 15.6 16.9 12.4 12.2 7.5 0.0 7.24-06 TO 8.51-06 186 178 102 103 165 118 149 139 48 44 112 216 147 157 174 116 2196 9.1 11.8 7.0 10.4 10.9 8.1 12.1 9.5 8.4 9.3 9.7 20.6 20.1 15.3 15.1 9.2 11.3 6.15-06 TO 7.24-06 201 223 175 180 150 118 138 142 109 69 105 154 262 273 205 154 2643 11.4 14.5 6.3 12.8 13.2 10.0 14.4 12.1 10.6 10.8 12.1 24.1 25.9 21.8 18.6 11.6 14.0 5.23-06 TO 6.15-06 224 241 246 206 124 168 117 129 117 70 111 183 242 157 217 219 2773 14.1 17.3 12.4 13.8 15.1 12.6 15.3 14.5 13.8 12.3 14.5 28.2 31.3 25.2 22.3 14.9 18.9 2.3-87
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| BRAIDWOOD-UFSAR TABLE 2.3-33 (Contd)
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| CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 4.44-06 TO 5.23-06 377 302 165 226 154 193 138 136 214 133 145 156 259 195 246 249 3288 18.5 20.9 14.6 19.2 17.4 15.7 18.5 17.0 17.4 15.3 17.7 31.8 37.1 29.5 26.5 13.7 20.4 3.73-06 TO 4.44-06 371 326 875 169 145 191 225 183 272 128 178 182 269 362 314 286 4007 22.9 24.8 16.4 22.1 19.6 18.7 22.2 20.4 23.0 18.1 21.7 35.9 43.0 37.4 31.8 23.1 24.6 3.21-06 TO 3.73-06 406 405 336 230 295 354 207 206 210 209 225 298 311 321 365 385 4992 28.6 30.3 23.6 23.6 24.1 24.9 25.5 24.2 27.3 22.7 26.5 42.7 49.9 44.4 36.5 29.9 29.8 2.73-06 TO 3.21-06 521 469 384 269 303 244 318 219 152 236 288 142 305 268 251 438 4745 35.0 35.7 28.1 29.0 28.7 26.7 30.7 28.3 31.2 28.0 33.0 45.9 50.7 50.1 42.9 35.7 34.7 2.32-06 TO 2.73-06 536 596 463 445 388 261 351 350 249 288 298 367 255 305 439 392 5369 41.3 42.7 34.1 35.6 34.7 32.6 36.4 34.8 36.3 33.0 39.6 54.3 62.3 56.7 50.3 41.6 41.0 1.97-06 TO 2.32-06 504 517 561 316 333 419 351 252 258 308 290 276 219 235 279 457 5392 47.5 48.6 36.7 40.3 36.7 36.4 42.1 39.5 41.6 40.7 45.8 60.5 67.2 61.9 55.8 48.6 46.6 1.68-06 TO 1.97-06 504 444 476 352 318 411 292 243 258 259 204 129 127 223 331 324 4996 53.3 54.1 44.6 45.6 44.6 43.0 46.8 44.0 40.9 46.4 50.5 63.5 78.8 88.7 60.6 53.5 61.7 1.42-06 TO 1.68-06 679 517 611 465 432 411 539 357 310 348 368 323 320 340 397 573 5839 61.5 60.2 51.4 32.4 51.2 52.3 53.6 50.6 53.2 64.1 56.6 70.8 77.1 74.2 67.4 62.3 58.9 1.21-06 TO 1.42-06 401 373 606 329 245 231 211 226 214 226 134 95 73 119 173 206 3543 66.3 57.6 56.4 57.2 56.0 56.6 63.0 54.8 57.9 59.1 61.5 72.1 78.7 76.8 70.3 65.4 62.6 1.03-06 TO 1.21-06 551 437 567 302 473 430 390 303 276 368 383 274 216 243 398 387 5928 72.9 58.6 61.4 61.7 62.2 63.0 65.4 60.4 63.3 67.7 70.0 78.3 83.5 82.1 77.1 71.3 68.8 8.75-07 TO 1.03-06 367 353 356 316 311 316 308 310 316 140 134 171 92 142 204 245 4129 77.1 74.0 66.1 66.3 67.0 68.8 70.3 68.2 69.7 70.6 74.1 82.2 85.6 85.2 80.6 75.0 73.1 7.44-07 TO 8.75-07 348 476 358 337 336 423 267 335 246 226 222 259 186 157 223 337 4758 81.2 72.6 70.6 71.3 72.1 74.7 74.5 72.4 74.6 75.9 70.0 88.1 89.7 88.6 84.4 80.2 78.1 6.32-07 TO 7.44-07 326 328 341 260 362 277 254 250 136 225 142 125 92 122 119 259 3639 85.1 83.6 76.2 75.2 77.9 76.1 78.8 77.0 77.6 80.9 82.1 90.9 91.3 91.3 86.4 84.1 81.9 5.37-07 TO 6.32-07 188 203 220 235 132 171 133 161 61 74 95 10 34 30 98 154 2000 87.3 85.9 76.1 78.7 80.9 81.8 80.9 80.0 78.9 82.5 84.3 91.2 92.5 91.9 88.0 86.5 84.0 0.00 TO 5.37-01 1071 1105 1099 1443 1314 1150 1175 1080 1032 791 712 388 337 369 703 889 15359 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 a
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| /Q values, expressed in (sec/m3), are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
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| Key: 44-06 x 4.44 x 10-6 2.3-88
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| BRAIDWOOD-UFSAR TABLE 2.3-34 CUMULATIVE FREQUENCY DISTRIBUTION OF /Qa FOR A 72-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 2.16-05 to 113 145 71 7 282 0 35 37 115 66 85 429 298 142 282 0 2107
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| .7 .9 .5 .0 2.0 .0 .3 .3 1.0 .6 .8 4.0 2.7 1.2 2.1 .0 1.0 1.84-05 to 2.16-05 2 84 73 66 49 0 104 31 25 73 1 52 50 2 117 0 729
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| .7 1.4 .9 .5 2.4 .0 1.0 .5 1.2 1.3 .8 4.5 3.2 1.3 2.9 .0 1.4 1.56-05 to 1.84-05 33 46 139 40 36 0 71 2 1 3 1 30 176 2 98 0 678 1.0 1.7 1.8 .8 2.6 .0 1.5 .6 1.2 1.3 .8 4.8 4.8 1.3 3.6 .0 1.7 1.33-05 to 1.56-05 12 106 2 34 19 0 233 100 3 116 1 74 93 28 7 24 852 1.0 2.4 1.8 1.0 2.8 .0 3.2 1.4 1.2 2.4 .8 5.5 5.6 1.5 3.7 .2 2.1 1.13-05 to 1.33-05 95 103 39 13 303 0 59 69 3 75 4 7 172 86 37 32 1097 1.6 3.0 2.1 1.1 4.9 .0 3.6 1.9 1.3 3.0 .9 5.5 7.2 2.3 4.0 .4 2.6 9.59-06 to 1.13-05 82 86 33 26 111 70 169 33 74 74 178 5 109 182 50 14 1296 2.2 3.6 2.3 1.3 5.7 .5 4.9 2.2 1.9 3.7 2.5 5.6 8.2 3.9 4.3 .5 3.2 8.16-06 to 9.59-06 174 49 30 270 91 110 116 194 98 110 200 92 90 126 7 7 1764 3.3 3.9 2.5 3.2 6.4 1.3 5.7 3.7 2.7 4.7 4.4 6.4 9.0 5.0 4.4 .5 4.1 6.93-06 to 8.16-06 133 181 94 146 83 100 138 32 43 167 258 182 132 76 375 343 2383 4.2 5.0 3.1 4.2 7.0 2.1 6.7 4.0 3.1 6.2 6.8 8.1 10.2 5.6 7.1 2.2 5.2 5.89-06 to 6.93-06 210 292 107 16 45 135 302 117 79 66 10 183 180 102 291 209 2344 5.5 6.8 3.8 4.3 7.3 3.1 8.9 4.9 3.8 6.8 6.9 9.8 11.8 6.5 9.3 3.6 6.3 5.01-06 to 5.89-06 236 231 193 119 168 207 166 24 189 34 161 186 152 63 216 120 2465 7.0 8.3 5.0 5.1 8.5 4.6 10.1 5.1 5.4 7.1 8.3 11.6 13.2 7.1 10.8 4.5 7.5 4.76-06 to 5.01-06 325 490 134 330 147 180 240 191 262 89 84 180 161 351 285 113 3562 9.1 11.4 5.9 7.4 9.5 5.9 11.8 6.7 7.7 8.0 9.1 13.3 14.7 10.1 12.9 5.2 9.2 3.62-06 to 4.26-06 364 376 265 377 231 354 107 373 173 128 158 246 388 303 149 244 4236 11.5 13.7 7.6 10.0 11.2 8.6 12.6 9.7 9.2 9.1 10.6 15.5 18.2 12.8 14.0 6.9 11.2 3.08-06 to 3.62-06 436 616 534 454 280 212 184 109 180 138 104 380 285 224 366 400 4902 14.3 17.6 11.0 13.2 13.2 10.1 13.9 10.5 10.7 10.4 11.6 19.1 20.8 14.7 16.7 9.7 13.5 2.61-06 to 3.08-06 588 741 314 507 361 366 425 362 226 252 350 408 501 547 503 617 7068 18.1 22.2 13.0 16.7 15.8 12.8 17.0 13.4 12.6 12.7 14.8 22.9 25.4 19.5 20.4 13.9 16.9 2.3-89
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| BRAIDWOOD-UFSAR TABLE 2.3-34 (Contd)
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| CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 2.22-06 to 2.61-06 640 649 618 486 404 463 585 178 257 348 279 844 283 645 487 509 7675 22.2 26.3 17.0 20.1 18.6 16.3 21.3 14.9 14.8 15.8 17.4 30.8 28.0 25.1 24.0 17.4 20.6 1.89-06 to 2.22-06 957 758 490 476 433 672 350 536 290 168 313 454 616 393 556 421 7883 28.4 31.0 20.1 23.4 21.7 21.3 23.8 19.2 17.3 17.4 20.3 35.0 33.6 28.6 28.0 20.3 24.3 1.61-06 to 1.89-06 955 926 689 632 671 579 629 597 311 218 529 456 825 426 1014 661 10118 34.5 36.8 24.6 27.8 26.5 25.5 28.4 24.0 20.0 19.4 25.2 39.3 41.1 32.3 35.5 24.8 29.1 1.36-06 to 1.61-06 922 779 993 641 572 764 572 538 617 586 407 725 639 1020 619 971 11365 40.5 41.7 30.9 32.3 30.6 31.2 32.5 28.3 25.3 24.7 29.0 46.0 46.9 41.2 40.0 31.5 34.6 1.16-06 to 1.36-06 872 927 1314 817 491 529 744 515 457 472 485 422 446 355 727 832 10405 46.1 47.5 39.4 38.0 34.1 35.1 37.9 32.4 29.2 29.0 33.5 50.0 51.0 44.3 45.3 37.2 39.4 9.86-07 to 1.16-06 1075 906 920 653 617 709 554 426 779 443 659 208 442 574 711 810 10486 53.0 53.2 45.3 42.5 38.5 40.4 41.9 35.9 35.9 33.0 39.6 51.9 55.0 49.3 50.6 42.8 44.5 8.38-07 to 9.86-07 777 824 1240 625 930 825 823 699 846 491 611 417 747 1217 799 844 12715 58.0 58.4 53.2 46.9 45.2 46.5 47.9 41.5 43.2 37.5 45.3 55.8 61.8 5939 56.4 48.6 50.4 7.12-07 to 8.38-07 769 937 668 744 954 800 375 716 446 604 757 642 703 587 550 1048 11300 63.0 64.2 57.5 52.0 52.0 52.4 50.6 47.2 47.0 43.0 52.3 61.8 68.3 65.0 60.5 55.8 55.9 6.06-07 to 7.12-07 684 611 561 656 617 788 927 537 465 496 597 364 590 628 584 1136 10241 67.4 68.1 61.1 56.6 56.4 58.2 57.3 51.5 51.0 47.5 57.9 65.2 73.6 70.5 64.7 63.6 60.8 5.15-07 to 6.06-07 580 727 783 694 789 639 836 895 593 821 492 783 334 560 1063 694 11283 71.1 72.6 66.1 61.4 62.0 63.0 63.4 58.7 56.1 55.0 62.4 72.5 76.7 75.4 72.5 68.4 66.2 4.37-07 to 5.15-07 725 659 717 726 541 527 477 578 631 582 454 326 324 384 495 773 8919 75.8 76.7 70.7 66.5 65.9 66.9 66.8 63.4 61.5 60.3 66.7 75.5 79.6 78.8 76.2 73.7 70.5 3.72-07 to 4.37-07 605 540 620 500 494 683 342 516 445 419 339 109 236 290 535 579 7252 79.7 80.1 74.7 70.0 69.4 71.9 69.3 67.5 65.4 64.1 69.8 76.6 81.8 81.3 80.1 77.7 73.9 3.16-07 to 3.72-07 627 488 434 593 646 632 817 448 636 860 776 552 598 364 489 649 9609 83.7 83.2 77.5 74.1 74.1 76.6 75.3 71.1 70.8 72.0 77.0 81.7 87.2 84.5 83.7 82.1 78.5 2.69-07 to 3.16-07 500 464 320 468 446 463 366 417 376 569 304 108 228 235 300 315 5879 87.0 86.1 79.6 77.3 77.2 80.0 77.9 74.5 74.1 77.1 79.8 82.7 89.3 86.5 85.9 84.3 81.3 0.00 to 2.69-07 2022 2222 3184 3258 3185 2694 3048 3181 3018 2509 2171 1852 1173 1543 1929 2284 39273 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 a
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| X/Q values, expressed in (sec/m3), are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
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| Key: 2.22-06 = 2.22 x 10-6.
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| 2.3-90
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| BRAIDWOOD-UFSAR TABLE 2.3-35 CUMULATIVE FREQUENCY DISTRIBUTION OF /Qa FOR A 624-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 6.49-06 to 0 204 96 0 834 0 0 0 0 0 0 146 1490 381 835 0 3986
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| .0 1.4 .7 .0 5.7 .0 .0 .0 .0 .0 .0 1.0 10.2 2.6 5.7 .0 1.7 5.51-06 to 6.49-06 323 453 216 0 289 0 0 49 0 39 0 759 37 111 149 0 2425 2.2 4.5 2.1 .0 7.7 .0 .0 .3 .0 .3 .0 6.2 10.5 3.4 6.7 .0 2.7 4.69-06 to 5.51-06 298 169 170 93 130 0 190 171 0 80 36 621 187 130 305 0 2580 4.3 5.7 3.3 .6 8.6 .0 1.3 1.5 .0 .8 .2 10.5 11.7 4.3 8.8 .0 3.9 3.98-06 to 4.69-06 74 439 224 85 24 0 428 154 157 58 36 912 367 355 485 0 3798 4.8 8.7 4.8 1.2 8.7 .0 4.2 2.6 1.1 1.2 .5 16.7 14.3 6.7 12.2 .0 5.5 3.39-06 to 3.98-06 491 508 87 616 88 0 448 163 178 290 1 453 323 428 295 55 4424 8.1 12.1 5.4 5.4 9.4 .0 7.3 3.7 2.3 3.2 .5 19.8 16.5 9.6 14.2 .4 7.4 2.88-06 to 3.39-06 638 558 123 671 645 0 637 74 468 200 79 420 527 283 497 371 6391 12.5 16.0 6.3 10.0 13.8 .0 13.0 4.2 5.5 4.6 1.0 22.7 20.1 11.6 17.6 2.9 10.1 2.45-06 to 2.88-06 862 628 501 926 386 510 1119 282 146 194 134 132 528 227 730 170 7475 18.4 20.3 9.7 16.4 16.4 3.5 20.7 6.1 6.5 5.9 2.0 23.6 23.7 13.1 22.6 4.1 13.3 2.08-06 to 2.45-06 1085 495 248 296 1311 366 1198 241 63 346 696 61 395 1083 437 260 8581 25.8 23.7 11.4 18.4 25.4 6.0 28.9 7.8 6.9 8.3 6.7 24.0 26.4 20.5 25.6 5.9 17.0 1.77-06 to 2.08-06 1206 1192 730 640 1008 1125 1184 119 806 744 1120 694 723 879 1302 765 14237 34.1 31.8 16.4 22.8 32.3 13.7 37.0 8.6 12.5 13.4 14.4 28.8 31.4 26.6 34.5 11.1 23.1 1.50-06 to 1.77-06 989 2230 1271 583 458 891 1044 434 772 502 998 1558 984 1004 1281 859 15858 40.9 47.1 25.1 26.8 35.4 19.8 44.2 11.6 17.7 16.8 21.2 39.4 38.1 33.4 43.3 17.0 29.9 1.28-06 to 1.50-06 1167 2138 1650 992 1233 1064 425 1046 566 335 957 1706 1372 684 1889 2408 19632 48.9 61.8 36.4 33.6 43.9 27.1 47.1 18.7 21.6 19.1 27.8 51.1 47.5 38.1 56.2 33.5 38.3 1.09-06 to 1.28-06 1589 1561 3186 1569 1090 1123 654 1870 332 1045 793 724 992 684 1519 1490 20221 59.8 72.5 58.3 44.3 51.4 34.8 51.6 31.5 23.9 26.3 33.2 56.1 54.3 42.8 66.6 43.7 46.9 9.23-07 to 1.09-06 1310 1246 2043 1643 884 1301 291 746 1060 465 647 645 1017 924 1240 1565 17027 68.7 81.0 72.3 55.6 57.4 43.7 53.6 36.6 31.2 29.4 37.7 60.5 61.3 49.1 75.1 54.4 54.2 7.84-07 to 9.23-07 1224 1127 1353 1197 1145 1708 949 990 1413 527 1292 718 927 1459 410 1462 17901 77.1 88.7 81.5 63.8 65.3 55.4 60.1 43.4 40.8 33.1 46.5 65.4 67.6 59.1 77.9 64.4 61.9 2.3-91
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-35 (Contd)
| |
| CHI/Q RANGE DOWNWIND SECTOR GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 6.67-07 to 7.84-07 1512 625 911 1555 1188 1189 1021 1489 1225 800 611 1014 874 1162 950 1869 17995 87.5 93.0 87.8 7.5 73.4 63.6 67.1 53.6 49.2 38.5 50.7 72.4 73.6 67.1 84.4 77.2 69.6 5.67-07 to 6.67-07 493 475 434 819 1239 1157 1369 963 1126 796 530 320 564 1281 875 1272 13713 90.9 96.3 90.7 80.1 81.9 71.5 76.4 60.2 57.0 44.0 57.3 74.6 77.5 75.9 90.4 86.0 75.5 4.82-07 to 5.67-07 521 332 244 667 1271 1211 1366 1669 1121 2246 233 312 486 1133 890 761 14463 94.4 98.5 92.4 84.6 90.6 79.8 85.8 71.7 64.6 59.4 55.9 76.7 80.8 83.6 96.5 91.2 81.7 4.09-07 to 4.82-07 233 27 239 544 382 1130 528 456 1874 955 655 567 375 742 367 682 9764 96.0 98.7 94.0 88.4 93.2 87.6 89.4 74.8 77.5 65.9 60.4 80.6 83.4 88.7 99.0 95.8 85.8 3.48-07 to 4.09-07 59 82 138 543 202 560 878 642 400 719 856 522 206 605 129 388 6929 96.4 99.3 95.0 92.1 94.6 91.4 95.4 79.2 80.2 70.9 66.3 84.2 84.8 92.9 99.9 98.5 88.8 2.96-07 to 3.48-07 163 62 291 563 459 354 273 773 660 887 1004 469 1020 360 10 26 7374 97.5 99.7 97.0 95.9 97.7 93.8 97.3 84.5 84.7 76.9 73.2 87.4 91.8 95.3 100.0 98.7 92.0 2.51-07 to 2.96-07 287 44 213 185 242 435 142 573 744 1131 815 169 213 445 0 0 5638 99.5 100.0 98.4 97.2 99.4 96.8 98.3 88.4 89.8 84.7 78.7 88.5 93.2 98.4 100.0 98.7 94.4 2.14-07 to 2.51-07 58 0 122 118 33 32 227 536 835 409 1139 455 253 232 0 149 4598 99.9 100.0 99.3 98.0 99.6 97.0 99.8 92.1 95.6 87.5 86.6 91.7 95.0 100.0 100.0 99.7 96.4 1.82-07 to 2.14-07 6 0 105 271 15 158 24 307 269 725 382 417 308 3 0 43 3033 100.0 100.0 100.0 99.9 99.7 98.1 100.0 94.2 97.4 92.4 89.2 94.5 97.1 100.0 100.0 100.0 97.7 1.54-07 to 1.82-07 7 0 0 2 39 71 0 445 168 385 176 279 299 0 0 0 1871 100.0 100.0 100.0 99.9 100.0 98.6 100.0 97.2 98.5 95.1 90.4 96.4 99.1 100.0 100.0 100.0 98.5 1.31-07 to 1.54-07 0 0 0 17 0 62 0 342 111 127 200 62 87 0 0 0 1008 100.0 100.0 100.0 100.0 100.0 99.0 100.0 99.6 99.3 96.0 91.7 96.8 99.7 100.0 100.0 100.0 98.9 1.12-07 to 1.31-07 0 0 0 0 0 23 0 3 53 14 287 21 1 0 0 0 402 100.0 100.0 100.0 100.0 100.0 99.2 100.0 99.6 99.7 96.1 93.7 97.0 99.7 100.0 100.0 100.0 99.1 9.48-08 to 1.12-07 0 0 0 0 0 53 0 58 23 79 121 26 40 0 0 0 400 100.0 100.0 100.0 100.0 100.0 99.6 100.0 100.0 99.8 96.6 94.5 97.2 100.0 100.0 100.0 100.0 99.2 8.06-08 to 9.48-08 0 0 0 0 0 42 0 0 7 375 97 32 0 0 0 0 553 100.0 100.0 100.0 100.0 100.0 99.8 100.0 100.0 99.9 99.2 95.2 97.4 100.0 100.0 100.0 100.0 99.5 0.00 to 8.06-08 0 0 0 0 0 22 0 0 18 122 700 381 0 0 0 0 1243 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0
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| *X/Q values, expressed in (sec/m3), are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
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| Key: 6.67-07 = 6.67 x 10-7.
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| 2.3-92
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| | |
| BRAIDWOOD-UFSAR TABLE 2.3-36 MAXIMUM /Q AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 METERS), BRAIDWOOD SITE DOWNWIND /Q*
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| SECTOR 8 HOURS 16 HOURS 72 HOURS 624 HOURS N 9.5 1.3 .32 .063 NNE 13. 1.9 .50 .079 NE 11. 1.4 .31 .086 ENE 6.3 .94 .22 .057 E 18. 3.1 .70 .14 ESE 2.8 .45 .10 .029 SE 6.7 .94 .22 .055 SSE 5.7 .85 .23 .058 S 7.6 1.0 .25 .045 SSW 6.6 .94 .24 .059 SE 20. 2.7 .61 .049 WSW 19. 3.1 .70 .16 W 18. 2.4 .60 .17 WNW 12. 1.6 .41 .072 NW 15. 2.0 .46 .088 NNW 2.7 .48 .15 .035 All sectors 20. 3.3 1.4 .69
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| /Q values, expressed in (sec/m3) x 10-4, are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
| |
| 2.3-93
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| BRAIDWOOD-UFSAR TABLE 2.3-37 FIVE % PROBABILITY LEVEL /Q AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 METERS), BRAIDWOOD SITE DOWNWIND /Q*
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| SECTOR 8 HOURS 16 HOURS 72 HOURS 624 HOURS N 5.2 1.2 0.63 0.40 NNE 6.9 1.4 0.70 0.54 NE 5.0 0.96 0.50 0.38 ENE 6.6 1.3 0.52 0.35 E 7.2 1.4 1.1 0.73 ESE 5.0 1.1 0.48 0.23 SE 8.5 2.1 0.94 0.37 SSE 5.2 1.3 0.57 0.27 S 6.0 1.3 0.53 0.30 SSW 6.2 1.4 0.78 0.29 SW 7.2 1.4 0.77 0.22 WSW 10. 2.2 1.5 0.55 W 16. 3.3 1.5 0.94 WNW 9.0 1.5 0.80 0.41 NW 9.8 2.1 0.79 0.74 NNW 5.8 1.1 0.46 0.22 All sectors 7.1 1.4 0.71 0.41
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| /Q values, expressed in (sec/m3) x 10-5, are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
| |
| 2.3-94
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| BRAIDWOOD-UFSAR TABLE 2.3-38 FIFTY % PROBABILITY LEVEL /Q AT THE OUTER BOUNDARY OF LOW POPULATION ZONE (1811 METERS), BRAIDWOOD SITE DOWNWIND /Q*
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| SECTOR 8 HOURS 16 HOURS 72 HOURS 624 HOURS N 6.8 1.9 1.1 1.3 NNE 6.6 1.9 1.1 1.5 NE 5.5 1.5 0.90 1.2 ENE 5.8 1.5 0.76 1.0 E 5.2 1.5 0.75 1.1 ESE 5.2 1.5 0.76 0.85 SE 5.7 1.6 0.74 1.2 SSE 5.4 1.5 0.64 0.71 S 5.4 1.6 0.63 0.66 SSW 5.6 1.6 0.58 0.53 SW 6.1 1.7 0.75 0.69 WSW 11. 2.5 1.2 1.3 W 14. 3.2 1.2 1.2 WNW 13. 2.7 0.98 0.91 NW 8.8 2.3 1.0 1.4 NNW 7.1 1.9 0.81 0.99 All sectors 6.6 1.8 0.85 1.0
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| /Q values, expressed in (sec/m3) x 10-6, are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
| |
| 2.3-95
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| BRAIDWOOD-UFSAR TABLE 2.3-39 ANNUAL AVERAGE /Q AT THE ACTUAL BRAIDWOOD SITE BOUNDARY DOWNWIND ACTUAL SITE SECTOR BOUNDARY (km) /Q*
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| N 0.61 8.5 NNE 0.91 5.0 NE 0.79 4.1 ENE 0.70 4.9 E 1.04 2.3 ESE 2.71 0.86 SE 3.41 0.65 SSE 3.44 0.57 S 4.63 0.34 SSW 0.98 1.4 SW 0.63 2.8 WSW 0.53 6.3 W 0.52 12.
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| WNW 0.50 11.
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| NW 0.50 7.8 NNW 0.51 6.7
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| /Q values, expressed in (sec/m3) x 10-7, are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
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| 2.3-96
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| BRAIDWOOD-UFSAR TABLE 2.3-40 ANNUAL AVERAGE /Q AT VARIOUS DISTANCES FROM THE BRAIDWOOD STATION*
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| /Q DOWNWARD 0.5 1.5 2.5 3.5 4.5 7.5 15 25 35 45 SECTOR MILES MILES MILES MILES MILES MILES MILES MILES MILES MILES N 56. 14. 8.2 5.7 4.3 2.4 1.0 0.55 0.36 0.27 NNE 60. 15. 9.0 6.4 4.8 2.7 1.2 0.62 0.41 0.30 NE 40. 11. 6.7 4.8 3.6 2.0 0.89 0.48 0.32 0.23 ENE 40. 9.8 6.0 4.2 3.2 1.8 0.78 0.43 0.28 0.21 E 33. 8.9 5.6 4.0 3.1 1.8 0.79 0.43 0.29 0.22 ESE 34. 9.5 5.9 4.2 3.2 1.8 0.77 0.41 0.27 0.20 SE 31. 8.8 5.6 4.0 3.1 1.8 0.81 0.44 0.30 0.22 SSE 25. 7.6 5.0 3.6 2.8 1.6 0.72 0.39 0.26 0.19 S 19. 5.8 3.9 2.9 2.2 1.3 0.58 0.32 0.21 0.16 SSW 19. 6.0 3.9 2.9 2.2 1.2 0.55 0.29 0.19 0.14 SW 20. 6.5 4.1 2.9 2.2 1.3 0.54 0.29 0.19 0.14 WSW 33. 8.7 5.4 3.9 2.9 1.6 0.71 0.38 0.25 0.18 W 57. 13. 7.5 5.2 3.9 2.2 0.95 0.51 0.34 0.25 WNW 49. 11. 6.2 4.3 3.2 1.8 0.80 0.43 0.29 0.22 NW 36. 8.7 5.3 3.8 2.9 1.6 0.71 0.38 0.26 0.19 NNW 33. 8.6 5.3 3.7 2.8 1.6 0.70 0.38 0.25 0.18
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| /Q values, expressed in (sec/m3) x 10-8, are based on hourly onsite meteorological data for the period of record January 1974 - December 1976.
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| 2.3-97
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| BRAIDWOOD-UFSAR Table 2.3-41 has been deleted intentionally 2.3-98 REVISION 5 - DECEMBER 1994
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| BRAIDWOOD-UFSAR TABLE 2.3-42 has been deleted intentionally.
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| 2.3-99 REVISION 2 - DECEMBER 1990
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| BRAIDWOOD-UFSAR TABLE 2.3-43 A COMPARISON OF AVERAGE MONTHLY TEMPERATURES FROM BRAIDWOOD (1974-1976) AND SPRINGFIELD (1941-1970)
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| AVERAGE MONTH BRAIDWOOD SPRINGFIELD January 24.1 26.7 February 30.8 30.4 March 38.5 39.4 April 49.3 53.1 May 59.9 63.4 June 69.7 72.9 July 74.1 76.1 August 71.7 74.4 September 60.9 67.2 October 52.1 56.6 November 38.6 41.9 December 27.2 30.5 Year 49.7 52.7 2.3-100
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| BRAIDWOOD-UFSAR TABLE 2.3-44 1977 - TOTAL SUSPENDED PARTICULATES (MICROGRAMS PER CUBIC METER)
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| NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS
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| >150 >260 GEOMETRIC STD. GEO.
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| STATION ADDRESS TOTAL UG M3 UG M3 1st 2nd 3rd 4th MEAN DEVIATION COOK COUNTY Arlington Heights 33 S. Arlington Heights Rd. 115 2 0 168 152 147 146 62 1.55 Bedford Park 6535 S. Central 60 2 0 254 155 146 127 73 1.50 Bedford Park 6700 S. 78th Ave. 60 0 0 133 126 125 117 64 1.49 Blue Island 12700 Sacramento 115 11 1 282 216 205 196 78 1.55 Blue Island (RASN) 12700 Sacramento 4 0 0 117 70 57 56 Calumet City 755 Pulaski Road 111 7 1 264 200 200 183 66 1.63 Chicago Heights 450 State Street 24 5 0 243 238 216 172 Chicago Heights Dixie Highway and 10th 108 3 0 191 178 175 147 56 1.65 Cicero 15th St. and 50th Avenue 101 4 0 210 172 160 155 76 1.54 Des Plaines 1755 S. Wolf Road 111 1 0 157 142 141 134 58 1.58 Evanston 1454 Elmwood 52 0 0 113 89 82 73 39 1.45 Flossmoor 999 Kedzie Avenue 107 1 0 174 144 144 138 55 1.57 Franklin Pk. 3400 N. Rose Street 113 3 0 179 160 156 138 59 1.58 2.3-101
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| BRAIDWOOD-UFSAR TABLE 2.3-44 (Cont'd)
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| NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS
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| >150 >260 GEOMETRIC STD. GEO.
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| STATION ADDRESS TOTAL UG M3 UG M3 1st 2nd 3rd 4th MEAN DEVIATION Glenview 1930 Prairie Street 30 1 0 176 125 124 120 Harvey 157th and Lexington 106 9 0 229 221 215 207 67 1.70 Hillside Wolf Road and Harrison 113 2 0 172 166 138 126 57 1.56 McCook 50th Street and Glencoe 56 15 0 209 187 181 179 110 1.53 McCook Route 66 and Lawndale 50 10 0 219 217 199 187 101 1.53 Midlothian 15202 Crawford Avenue 116 3 0 158 154 152 142 49 1.58 Morton Grove 9111 Waukegan 111 2 0 169 151 145 125 58 1.62 Niles 8955 Greenwood Avenue 106 1 0 201 141 140 127 56 1.62 Oak Park Lake and Grove St. 112 0 0 137 122 111 107 53 1.52 Orland Park 133rd and LaGrange 109 1 0 177 142 135 134 52 1.67 Palatine 1000 Quentin Road 114 3 0 162 156 152 138 49 1.64 Park Forest 100 Park Avenue 109 1 0 155 134 127 114 48 1.56 River Forest Lathrop and Oak Avenue 115 1 0 173 134 130 128 55 1.58 Skokie 4401 Dempster 54 1 0 208 125 109 93 48 1.82 Skokie 7701 Lincoln 56 0 0 140 113 110 106 55 1.57 Summit 60th and 74th Avenue 111 11 0 196 186 172 163 78 1.63 2.3-102
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| BRAIDWOOD-UFSAR TABLE 2.3-44 (Cont'd)
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| NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS
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| >150 >260 GEOMETRIC STD. GEO.
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| STATION ADDRESS TOTAL UG M3 UG M3 1st 2nd 3rd 4th MEAN DEVIATION Wilmette 9th Street and Central Avenue 113 0 0 142 124 112 102 43 1.71 Winnetka 112 Willow 58 0 0 111 89 84 81 39 1.65 Chicago:
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| Addams Elementary School 10810 S. Avenue "H" 114 33 8 385 351 342 329 118 1.69 Anthony Elementary School 9800 S. Torrence Ave. 109 17 1 313 248 232 230 88 1.65 Austin West High School 118 North Central 114 10 0 238 187 173 170 80 1.70 Calumet High Sch. 8131 South May St. 112 8 1 278 255 213 175 69 1.60 Carver High Sch. 801 East 133rd Pl. 108 13 2 292 285 235 232 83 1.62 CAMP 445 Plymouth Court 7 2 0 202 174 115 98 Central Office Building 320 North Clark 4 0 0 101 78 74 44 Chicago Vocational H.S. 2100 E. 87th Street 105 8 2 282 281 200 177 75 1.69 2.3-103
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| BRAIDWOOD-UFSAR TABLE 2.3-44 (Cont'd)
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| NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS
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| >150 >260 GEOMETRIC STD. GEO.
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| STATION ADDRESS TOTAL UG M3 UG M3 1st 2nd 3rd 4th MEAN DEVIATION Cooley Vocational H.S. 1225 North Sedgwick 114 19 1 373 245 235 234 95 1.57 Crib 68th St. and Lake Michigan 67 1 0 152 148 145 136 50 1.99 Edgewater 5358 North Ashland Avenue 101 4 0 218 208 167 157 65 1.62 Farr Dormitory 3300 S. Michigan Ave. 29 2 0 245 155 147 140 Fenger Junior College 11220 South Wallace 106 12 2 291 277 245 233 72 1.66 G.S.A. Building 538 South Clark 111 6 0 225 221 183 163 78 1.59 Hale Elementary School 6140 South Melvina Ave. 111 13 3 378 287 280 250 88 1.64 Kelly High School 4136 South California 113 10 1 374 241 233 213 81 1.60 Kenwood High School 5015 Blackstone 110 9 3 309 300 261 215 66 1.76 Lakeview High School 4015 North Ashland 113 7 0 251 204 178 175 66 1.71 Lindblom High School 6130 S. Wolcott Ave. 106 6 2 288 261 230 175 77 1.58 2.3-104
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| BRAIDWOOD-UFSAR TABLE 2.3-44 (Cont'd)
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| NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS
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| >150 >260 GEOMETRIC STD. GEO.
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| STATION ADDRESS TOTAL UG M3 UG M3 1st 2nd 3rd 4th MEAN DEVIATION Logan Square 2960 W. Cortland Ave. 56 1 0 160 142 140 138 73 1.51 Medical Center 1947 W. Polk 58 5 0 177 168 164 164 79 1.53 South Water Filt.
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| Plant 3300 E. Cheltenham 92 13 3 405 319 269 260 78 1.90 Steinmetz High School 3030 N. Mobile Avenue 111 1 0 219 139 136 133 62 1.59 Stevenson Elem.
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| School 8010 S. Kostner Avenue 104 9 2 429 265 323 170 69 1.74 Sullivan High School 6631 N. Bosworth 106 1 0 156 146 127 121 53 1.69 Taft High School 5625 N. Natoma 100 11 1 276 220 210 207 70 1.81 Von Steuben High School 5039 N. Kimball Ave. 109 3 0 176 159 154 148 59 1.63 Washington High School 3500 E. 114th St. 113 67 19 1106 688 617 601 170 1.72 DuPAGE COUNTY Addison 130 W. Army Trail Rd. 56 0 0 112 108 107 100 54 1.43 Bensenville Main and York 56 10 1 267 213 211 209 88 1.68 2.3-105
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| BRAIDWOOD-UFSAR TABLE 2.3-44 (Cont'd)
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| NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS
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| >150 >260 GEOMETRIC STD. GEO.
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| STATION ADDRESS TOTAL UG M3 UG M3 1st 2nd 3rd 4th MEAN DEVIATION Bensenville 375 Meyer 59 2 0 159 154 146 143 63 1.63 Elmhurst 118 Schiller 58 2 0 235 160 147 130 71 1.53 Naperville 175 Jackson Street 57 1 0 165 135 125 123 58 1.52 West Chicago DuPage County Airport 55 0 0 127 119 118 109 48 1.51 West Chicago 128 W. McConnell 54 2 0 179 167 135 131 56 1.47 Wheaton 201 Reber Street 59 0 0 145 130 111 108 59 1.53 KANE COUNTY Elgin 1002 North Liberty 42 0 0 139 118 117 117 56 1.56 KANKAKEE COUNTY Bradley 610 East Liberty 51 4 1 281 206 167 166 70 1.72 KENDALL COUNTY Plano Main Street 24 0 0 135 122 114 109 LAKE COUNTY Island Lake Island Lake Grade School 56 1 0 155 101 99 95 47 1.59 Lake Bluff 121 E. Sheridan 55 0 0 124 88 86 75 40 1.52 2.3-106
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| BRAIDWOOD-UFSAR TABLE 2.3-44 (Cont'd)
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| NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS
| |
| >150 >260 GEOMETRIC STD. GEO.
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| STATION ADDRESS TOTAL UG M3 UG M3 1st 2nd 3rd 4th MEAN DEVIATION North Chicago (RASN) 1850 Lewis Avenue 36 0 0 145 140 100 91 Waukegan 106 Utica 60 2 0 159 151 149 148 62 1.56 Waukegan Golf and Jackson 44 0 0 139 127 127 106 46 1.74 Waukegan 2200 Brookside 58 0 0 143 117 110 110 52 1.52 McHENRY COUNTY Cary 1st St. and Three Oaks Rd. 51 0 0 126 110 84 82 41 1.55 Crystal Lake Franklin and Caroline 45 0 0 108 99 98 80 44 1.49 WILL COUNTY Crete North and Elizabeth 39 0 0 108 99 98 80 -- ---
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| Joliet 5 East Van Buren 38 1 1 368 137 128 128 -- ---
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| Joliet Midland and Campbell 44 0 0 146 146 139 121 -- ---
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| Joliet 1425 North Broadway 30 2 0 163 154 139 120 -- ---
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| Joliet Copperfield and Briggs 29 0 0 142 81 61 59 -- ---
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| Joliet Joliet and Benton 56 6 0 210 200 171 163 80 1.69 2.3-107
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| BRAIDWOOD-UFSAR TABLE 2.3-44 (Cont'd)
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| NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS
| |
| >150 >260 GEOMETRIC STD. GEO.
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| STATION ADDRESS TOTAL UG M3 UG M3 1st 2nd 3rd 4th MEAN DEVIATION Joliet 1216 Houbolt 49 0 0 127 95 87 86 48 1.57 Joliet 501 Ella 38 3 0 165 161 158 135 80 1.51 Lockport 5th and Madison 44 2 0 164 157 150 146 63 1.64 Mokena 10940 Front Street 52 3 0 207 177 162 143 62 1.56 Monee 432 E. Main Street 40 1 0 188 140 134 109 56 1.62 Plainfield 1005 Eastern 44 3 0 165 162 156 135 59 1.62 Rockdale Well #2 Pump Station 56 3 1 262 158 155 150 87 1.46 Romeoville Naperville Road 44 2 0 160 155 146 135 58 1.71 Wilmington South Joliet Street 44 0 0 123 111 110 105 54 1.51 2.3-108
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| BRAIDWOOD-UFSAR TABLE 2.3-45 1977 - SHORT-TERM TRENDS FOR TOTAL SUSPENDED PARTICULATES ANNUAL MEAN (UG M3)
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| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Arlington Heights 33 S. Arlington Heights Rd. - - - - 72 67 62 Bedford Park 6535 S. Central 99 105 93 104 104 78 73 Bedford Park 6700 S. 78th Ave. 83 85 88 93 79 69 64 Blue Island 12700 Sacramento 80 66 97 93 92 85 78 Calumet City 755 Pulaski Road 68 56 71 90 77 74 66 Chicago Heights 450 State Street - 80 71 - 139 - -
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| Chicago Heights Dixie Highway and 10th 61 47 60 72 63 63 56 Cicero 15th Street and 50th Avenue 77 74 88 89 90 75 76 Des Plaines 1755 South Wolf Road 53 44 59 57 61 54 58 Evanston 1454 Elmwood - 60 51 42 41 38 39 Flossmoor 999 Kedzie Avenue 45 50 60 63 58 66 55 Franklin Pk. 3400 North Rose Street 63 53 63 69 70 59 59 Glenview 1930 Prairie Street 65 68 61 54 - - -
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| Harvey 157th and Lexington 89 56 78 83 79 75 67 Hillside Wolf Road and Harrison 58 59 67 74 68 68 57 2.3-109
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| BRAIDWOOD-UFSAR TABLE 2.3-45 (Cont'd)
| |
| ANNUAL MEAN (UG M3)
| |
| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 McCook 50th Street and Glencoe 114 113 125 94 104 101 110 McCook Route 66 and Lawndale 135 120 107 96 99 91 101 Midlothian 15202 Crawford Avenue 54 42 57 68 62 59 49 Morton Grove 9111 Waukegan 70 51 61 57 - 54 58 Niles 8955 Greenwood Avenue 49 46 66 63 68 56 56 Oak Park Lake and Grove St. - - - - 53 - 53 Orland Park 133rd and LaGrange 63 48 58 61 65 69 52 Palatine 1000 Quentin Road 47 33 43 52 51 57 49 Park Forest 100 Park Avenue 50 43 51 57 51 47 48 River Forest Lathrop and Oak Avenue 66 54 67 68 67 59 55 Skokie 4401 Dempster - - 63 - 39 49 48 Skokie 7701 Lincoln - - - - 44 58 55 Summit 60th and 74th Avenue 57 62 86 87 89 88 78 Wilmette 9th Street and Central Avenue 44 38 41 54 48 42 43 Winnetka 112 Willow 53 61 36 39 38 42 39 2.3-110
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-45 (Cont'd)
| |
| ANNUAL MEAN (UG M3)
| |
| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Chicago:
| |
| Addams Elementary School 10810 South Avenue "H" 132 115 122 129 105 131 118 Anthony Elementary School 9800 South Torrence Avenue 102 97 91 95 86 90 88 Austin West High School 118 North Central - - - - - 89 80 Calumet High School 8131 South May Street 92 80 82 80 69 73 69 Carver High School 801 East 133rd Place 108 101 92 73 73 91 83 CAMP 445 Plymouth Court 173 155 156 120 121 122 -
| |
| Central Office Building 320 Clark 115 97 82 - - -
| |
| Chicago Vocational High School 2100 E. 87th Street 99 84 82 91 76 79 75 Cooley Vocational High School 1225 North Sedgwick 132 116 126 112 94 94 95 Crib 68th St. and Lake Michigan - - 62 52 - - 50 Edgewater 5358 North Ashland - - - - - 69 65 Farr Dormitory 3300 South Michigan Ave. 109 87 79 85 Fenger Junior College 11220 South Wallace 93 79 79 85 80 80 72 G.S.A. Building 538 South Clark 116 101 108 103 95 80 78 2.3-111
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-45 (Cont'd)
| |
| ANNUAL MEAN (UG M3)
| |
| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Hale Elementary School 6140 South Melvina 100 87 92 80 68 88 88 Kelly High School 4136 South California 96 96 88 90 85 83 81 Kenwood High School 5015 Blackstone 91 80 76 70 65 71 66 Lakeview High School 4015 North Ashland 93 80 83 75 70 72 66 Lindblom High School 6130 South Wolcott Ave. 83 89 80 63 75 77 Logan Square 2960 W. Cortland Ave. 104 85 78 81 72 66 73 Medical Center 1947 West Polk 122 103 127 86 90 72 79 South Water Filt. Plant 3300 E. Cheltenham 95 67 68 68 67 67 78 Steinmetz High School 3030 N. Mobile Ave. 72 67 72 65 67 64 62 Stevenson Elem. School 8010 S. Kostner Ave. 87 83 79 69 75 77 69 Sullivan High School 6631 N. Bosworth 84 71 65 63 57 58 53 Taft High School 5625 N. Natoma 76 70 76 76 60 64 70 Von Steuben High School 5039 N. Kimball Ave. 85 48 64 64 70 59 Washington High School 3500 E. 114th Street 168 134 163 153 148 175 170 2.3-112
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-45 (Cont'd)
| |
| ANNUAL MEAN (UG M3)
| |
| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 DuPAGE COUNTY Addison 130 W. Army Trail Rd. 72 91 81 66 68 53 54 Bensenville Main and York 160 114 110 100 93 109 88 Bensenville 375 Meyer - - - 55 57 63 Elmhurst 118 Schiller 94 95 69 73 69 69 71 Naperville 175 Jackson Street - 65 69 68 58 58 West Chicago DuPage County Airport - 51 51 68 51 48 West Chicago 128 W. McConnell - - 60 58 70 59 56 Wheaton 201 Reber Street 75 76 51 40 58 59 KANE COUNTY Elgin 1002 North Liberty 89 92 56 57 60 59 56 KANKAKEE COUNTY Bradley 610 East Liberty - - - - 70 KENDALL COUNTY Plano Main Street - - - - 62 2.3-113
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-45 (Cont'd)
| |
| ANNUAL MEAN (UG M3)
| |
| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 LAKE COUNTY Island Lake Island Lake Grade School 89 53 58 41 47 46 47 Lake Bluff 121 E. Sheridan 50 55 43 39 42 43 40 North Chicago 1850 Lewis Avenue 86 83 69 58 65 58 62 Waukegan Golf and Jackson - - - - - 46 Waukegan 2200 Brookside - - - - - 52 McHENRY COUNTY Cary 1st St. and Three Oaks Rd. 64 60 41 Crystal Lake Franklin and Caroline 44 53 46 49 44 WILL COUNTY Crete North and Elizabeth 96 84 56 65 60 72 Joliet 5 East Van Buren 105 81 77 91 Joliet Midland and Campbell 87 97 68 87 71 72 Joliet 1425 North Broadway 98 97 78 86 78 Joliet Copperfield and Briggs 97 84 66 72 72 71 2.3-114
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-45 (Cont'd)
| |
| ANNUAL MEAN (UG M3)
| |
| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Joliet Joliet and Benton 114 95 83 78 94 83 80 Joliet 1216 Houbolt - - 61 59 58 75 43 Joliet 501 Ella - - 63 85 79 82 80 Lockport 5th and Madison 87 79 62 74 70 68 63 Mokena 10940 Front Street 87 72 61 73 61 73 62 Monee 432 E. Main Street 61 49 41 63 48 64 56 Plainfield 1005 Eastern - - - 86 59 Rockdale Well #2 Pump Station 112 104 80 112 97 104 87 Romeoville Naperville Road 78 48 36 77 65 80 58 Wilmington South Joliet Street - - - - - 54
| |
| - Site not in operation during year shown.
| |
| 2.3-115
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-46 1977 - SULFUR DIOXIDE PARTS PER MILLION NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS 3-HR 24-HR 3-HR 24-HR AVG. AVG. AVG. AVG. ARITH. STD. GEO.
| |
| STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION COOK COUNTY Bedford Park 6535 South Central 6647 0 0 .321 .110 .086 .046 .016 1.90 58 NA 0 NA NA .017 .015 .005 2.50 Bedford Park 6700 South 78th 57 NA 0 NA NA .017 .016 .004 1.78 Blue Island 12700 Sacramento 116 NA 1 NA NA .158 .085 .007 3.65 Blue Island (RASN) 12700 Sacramento 6 NA 0 NA NA .049 .029 Calumet City 755 Pulaski Road 7181 0 1 .21 .16 .15 .12 .02 2.61 113 NA 0 NA NA .027 .016 .003 2.32 Chicago Heights Dixie Highway and 10th 7504 0 0 .16 .12 .06 .06 .02 2.31 113 NA 0 NA NA .030 .027 .003 2.64 Cicero 15th Street and 50th Avenue 117 NA 0 NA NA .063 .048 .007 3.62 Des Plaines 1755 South Wolf Road 112 NA 0 NA NA .028 .027 .003 2.38 Flossmoor 999 Kedzie 117 NA 0 NA NA .031 .025 .004 2.79 Harvey 157th and Lexington 108 NA 0 NA NA .038 .034 .004 2.87 2.3-116
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-46 (Cont'd)
| |
| NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS 3-HR 24-HR 3-HR 24-HR AVG. AVG. AVG. AVG. ARITH. STD. GEO.
| |
| STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION Hillside Wolf Road and Harrison 7600 0 0 .17 .15 .08 .07 .02 2.31 116 NA 0 NA NA .035 .033 .002 2.02 McCook 50th Street and Glencoe 7591 0 0 .138 117 .058 .058 .014 2.20 Morton Grove 9111 Waukegan 115 NA 0 NA NA .027 .021 .003 2.53 Oak Park 834 Lake Street 114 NA 0 NA NA .043 .039 .007 3.49 Park Forest 100 Park Ave. 113 NA 0 NA NA .042 .025 .003 2.57 Skokie 9800 Lawler 7216 0 0 .08 .08 .05 .04 .01 2.03 114 NA 0 NA NA .042 .023 .003 2.26 Summit 60th and 74th Ave. 111 NA 0 NA NA .034 .027 .007 3.30 Wilmette 9th Street and Central Avenue 115 NA 0 NA NA .059 .040 .004 2.70 Chicago:
| |
| Addams Elementary School 10810 South Ave. "H" 58 NA 0 NA NA .051 .044 .013 3.58 2.3-117
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-46 (Cont'd)
| |
| NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS 3-HR 24-HR 3-HR 24-HR AVG. AVG. AVG. AVG. ARITH. STD. GEO.
| |
| STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION Anthony Elementary School 9800 South Torrence 53 NA 0 NA NA .069 .049 .008 3.23 Austin West High School 118 North Central 1377 0 0 .06 .05 .02 .02 60 NA 0 NA NA .063 .044 .010 3.14 Calumet High School 8131 South May 61 NA 0 NA NA .023 .013 .004 2.64 Carver High Sch. 801 East 133rd Pl. 58 NA 0 NA NA .052 .039 .008 3.19 CAMP 445 Plymouth 7365 0 1 .207 .173 .142 .116 .017 -
| |
| 7 NA 0 NA NA .041 .030 Cermak Pump Station 735 W. Harrison 3204 0 0 .10 .10 .08 .06 Central Office Building 320 North Clark 0 - - - - - -
| |
| Chicago Vocational H.S. 2100 E. 87th St. 60 NA 0 NA NA .053 .051 .010 3.13 Cooley Vocational H.S. 1225 N. Sedgwick 61 NA 0 NA NA .083 .080 .013 4.24 Crib 68th St. and Lake Michigan 36 NA 0 NA NA .073 .024 .009 2.86 2.3-118
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-46 (Cont'd)
| |
| NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS 3-HR 24-HR 3-HR 24-HR AVG. AVG. AVG. AVG. ARITH. STD. GEO.
| |
| STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION Edgewater 5358 N. Ashland 1859 0 0 .07 .07 .04 .04 56 NA 0 NA NA .049 .024 .007 3.09 Fenger Junior College 11220 S. Wallace 2102 0 0 .07 .06 .03 .03 60 NA 0 NA NA .041 .037 .007 3.24 G.S.A. Building 538 South Clark 56 NA 0 NA NA .115 .092 .019 4.22 Hale Elementary School 6140 S. Melvina 61 NA 0 NA NA .082 .043 .013 2.96 Kelly High School 4136 S. California 60 NA 0 NA NA .031 .029 .006 2.91 Kenwood High Sch. 5015 Blackstone 2077 0 0 .04 .04 .03 .03 61 NA 0 NA NA .066 .064 .014 2.61 Lakeview High Sch. 4015 N. Ashland 61 NA 0 NA NA .078 .067 .011 3.25 Lindbloom High Sch. 6130 S. Wolcott 3777 0 0 .05 .05 .04 .04 60 NA 0 NA NA .043 .038 .007 3.26 Medical Center 1947 West Polk 7883 0 0 .214 .149 .076 .073 .012 2.13 South Water Filt.
| |
| Plant 3300 E. Cheltenham 56 NA 0 NA NA .022 .017 .005 2.63 2.3-119
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-46 (Cont'd)
| |
| NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS 3-HR 24-HR 3-HR 24-HR AVG. AVG. AVG. AVG. ARITH. STD. GEO.
| |
| STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION State Office Building 160 North LaSalle 5854 0 0 .205 .200 .122 .120 Steinmetz High School 3030 North Mobile 59 NA 0 NA NA .049 .039 .010 3.14 Stevenson Elem.
| |
| School 8010 S. Kostner 2015 0 0 .05 .05 .02 .02 57 NA 0 NA NA .032 .020 .006 2.94 Sullivan High School 6631 N. Bosworth 60 NA 0 NA NA .051 .047 .009 3.25 Taft High School 5625 N. Natoma 1813 0 0 .05 .05 .04 .04 56 NA 0 NA NA .049 .037 .007 3.27 Washington High School 3500 E. 114th St. 60 NA 0 NA NA .056 .037 .010 3.40 DuPAGE COUNTY Bensenville 375 Meyer 44 NA 0 NA NA .037 .024 .007 2.48 LAKE COUNTY Waukegan Golf and Jackson 6641 0 0 .100 .095 .087 .081 .012 2.07 Waukegan 3010 Grand Avenue 46 NA 0 NA NA .042 .020 .006 2.35 2.3-120
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-46 (Cont'd)
| |
| NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS 3-HR 24-HR 3-HR 24-HR AVG. AVG. AVG. AVG. ARITH. STD. GEO.
| |
| STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION WILL COUNTY Joliet Midland and Campbell 32 NA 0 NA NA .023 .018 Joliet Joliet and Benton 8062 0 0 .172 .082 .045 .038 .008 .174 Lockport 5th and Madison 30 NA 0 NA NA .016 .011 Rockdale Well #2 Pump Station 32 NA 0 NA NA .025 .021 Romeoville Naperville Road 13 NA 0 NA NA .024 .013 NA - Not Applicable.
| |
| 2.3-121
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-47 1977 - SHORT-TERM TRENDS FOR SULFUR DIOXIDE ANNUAL MEAN (UG M3)
| |
| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 COOK COUNTY Bedford Park 6535 South Central .028 .017 .016 .021 .007 .018 .016 Bedford Park 6700 South 78th .026 .022 .016 .006 .005 .004 Blue Island 12700 Sacramento - .004 .006 .016 .029 .019 .007 Calumet City 755 Pulaski .013 .009 .009 .012 .010 .02 .02 Chicago Heights Dixie Highway and 10th .013 .012 .011 .012 .009 .02 .02 Cicero 15th Street and 50th Avenue .013 .012 .012 .010 .010 .007 .007 Des Plaines 1755 South Wolf Road - - .001 .002 .004 .003 .003 Flossmoor 999 Kedzie - - - - .008 .004 Harvey 157th and Lexington .015 .007 .008 .009 .011 .005 .004 Hillside Wolf Road and Harrison .009 .008 .004 .006 .006 .003 .02 McCook 50th and Glencoe .037 .035 .035 .015 .014 Morton Grove 9111 Waukegan .023 .006 .004 .004 .004 .003 Oak Park 834 Lake Street - - - - - - .007 Park Forest 100 Park Avenue .004 .004 .005 .004 .004 .002 .003 2.3-122
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-47 (Cont'd)
| |
| ANNUAL MEAN (UG M3)
| |
| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Skokie 9800 Lawler - - - - .02 .01 Summit 60th and 74th Avenue .007 .007 .004 .015 .010 .007 .007 Wilmette 9th Street and Central Avenue .020 .005 .002 .003 .005 .003 .004 Chicago:
| |
| Addams Elementary School 10810 South Avenue "H" - .020 .026 .021 .016 .015 .013 Anthony Elementary School 9800 South Torrence - .015 .011 .003 .007 .009 .008 Austin West High School 118 North Central - - - - .006 .010 Calumet High School 8131 South May .015 .023 .016 .013 .009 .007 .004 Carver High School 801 East 133rd Place .024 .022 .016 .013 .008 .010 .008 CAMP 445 Plymouth - - .019 .019 .020 .017 Cermak Pump Station 735 West Harrison - - - - - -
| |
| Central Office Building 320 North Clark - - - .016 .010 Chicago Vocational High School 2100 E. 87th Street .007 .014 .014 .912 .009 .008 .010 Cooley Vocational High School 1225 North Sedgwick .030 .025 .022 .021 .016 .011 .013 Crib 68th and Lake Michigan - - - - - - .009 2.3-123
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-47 (Cont'd)
| |
| ANNUAL MEAN (UG M3)
| |
| STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Edgewater 5358 North Ashland - - - - - - .007 Fenger Junior College 11220 South Wallace .017 .022 .016 .014 .011 .009 .007 G.S.A. Building 538 South Clark .027 .036 .030 .023 .019 .013 .019 Hale Elementary School 6140 South Melvina .017 .027 .021 .014 .011 .012 .013 Kelly High School 4136 South California .024 .020 .014 .011 .011 .007 .006 Kenwood High School 5015 Blackstone - .025 .019 .014 .011 .007 .014 Lakeview High School 4015 North Ashland .029 .027 .019 .010 .013 .009 .011 Lindbloom High School 6130 South Wolcott .016 .018 .011 .013 .008 .007 .007 Medical Center 1947 West Polk - - .031 .017 .015 .012 South Water Filt. Plant 3300 E. Cheltenham - .016 .015 .008 .006 .008 .005 Steinmetz High School 3030 North Mobile .018 .014 .009 .007 .007 .006 .010 Stevenson Elem. School 8010 South Kostner .012 .014 .019 .014 .011 .009 .006 Sullivan High School 6631 North Bosworth .019 .022 .016 .010 .006 .007 .009 Taft High School 5625 North Natoma .016 .017 .012 .010 .007 .006 .007 Washington High School 3500 East 114th Street - - .021 .022 .013 .011 .010
| |
| - Site not in operation during year shown.
| |
| 2.3-124
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-48 PRECIPITATION FOR AURORA AND KANKAKEE PRECIPITATION (inches) AURORA (1901-1962) KANKAKEE (1917-1962)
| |
| Monthly Maximum 14.86 (October 1954) 10.69 (October 1941)
| |
| Monthly Minimum 0.08 (January 1961) 0.10 (February 1947) 24-hour Maximum 10.48 (October 1954) 8.43 (July 1957)
| |
| SNOWFALL (inches) AURORA (1901-1962) KANKAKEE (1917-1962)
| |
| Monthly Maximum 36.4 (December 1951) 25.7 (January 1918) 2.3-125
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.3-49 MINIMUM EXCLUSION AREA BOUNDARY (MEAB) DISTANCES FOR BRAIDWOOD MINIMUM EXCLUSION AREA SECTOR BOUNDARY DISTANCE (feet)
| |
| N 1760 NNE 2000 NE 2165 ENE 2075 E 2075 ESE 2075 SE 2030 SSE 1875 S 1875 SSW 1875 SW 1840 WSW 1700 W 1700 WNW 1625 NW 1625 NNW 1625 2.3-126 REVISION 5 - DECEMBER 1994
| |
| | |
| BRAIDWOOD-UFSAR BRAIDWOOD - UFSAR TABLE 2.3-50 BRAIDWOOD STATION JOINT WIND-STABILITY CLASS FREQUENCY DISTRIBUTION (1994-1998) 34 FT METEOROLOGICAL TOWER LEVEL Wind Direction Category Stability Wind Speed (1) (2) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Class Category 2 0 0 2 3 0 1 3 2 0 3 0 0 1 0 0 0 15 3 32 29 99 71 78 37 52 74 63 38 27 42 51 34 39 27 793 4 71 77 67 12 16 20 19 35 62 108 61 71 76 82 108 106 991 1 (A) 5 2 6 0 0 0 1 9 16 30 38 21 7 16 45 19 18 228 6 0 0 0 0 0 0 0 4 9 5 1 0 0 1 0 0 20 7 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 4 2 0 1 5 6 6 1 1 3 4 0 0 0 1 1 1 2 32 3 31 29 51 53 53 43 48 53 30 30 30 30 62 42 42 35 662 2 (B) 4 32 45 37 18 15 7 13 27 48 61 49 54 47 86 74 66 679 5 5 4 3 0 0 0 5 14 19 26 27 12 20 30 12 15 192 6 0 0 0 0 0 0 0 1 5 3 0 0 1 3 0 0 13 7 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2 2 1 3 3 12 11 6 6 2 4 2 1 3 3 1 2 0 60 3 42 46 77 68 77 59 57 67 42 43 44 51 82 76 62 45 938 4 41 44 47 9 16 7 23 47 54 74 81 79 78 104 106 70 880 3 (C) 5 9 9 2 0 0 1 7 22 26 49 22 20 19 34 15 16 251 6 1 0 0 0 0 0 0 2 2 11 0 1 1 5 0 0 23 7 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 2 40 72 105 167 151 50 28 23 15 13 25 32 49 81 87 55 993 3 293 348 507 601 397 294 295 326 178 164 241 364 482 464 534 436 5924 4 (D) 4 259 419 452 247 98 130 236 362 330 392 490 409 546 635 437 436 5878 5 57 129 67 5 2 20 74 176 278 361 235 142 298 309 73 148 2374 6 9 1 0 0 0 0 0 18 67 98 40 19 46 45 2 19 364 7 0 0 0 0 0 0 0 0 1 10 7 0 3 0 0 0 21 2 127 144 231 387 425 193 81 51 29 30 29 65 141 222 177 119 2451 3 325 405 394 531 390 489 575 633 380 295 363 646 547 558 402 356 7289 4 155 199 207 106 56 126 285 511 655 808 443 310 315 381 156 202 4915 5 (E) 5 47 101 100 12 1 12 47 136 290 362 98 76 101 119 30 37 1569 6 12 11 1 0 0 0 1 13 81 41 21 34 54 17 0 2 288 7 0 0 0 0 0 0 0 2 5 5 8 5 7 0 0 0 32 2 109 75 121 189 287 207 100 59 33 44 41 85 184 281 193 120 2128 3 66 33 14 15 34 200 151 126 73 102 96 383 303 132 54 40 1822 6 (F) 4 0 0 1 0 0 0 3 18 15 114 30 16 3 1 1 1 203 5 0 2 4 0 0 0 0 0 0 4 0 0 0 1 0 0 11 6 0 2 5 0 0 0 0 0 0 0 0 4 0 0 0 0 11 7 0 0 0 0 0 0 0 0 0 0 0 13 1 0 0 0 14 2 70 64 63 95 156 94 42 22 22 21 30 48 116 172 116 94 1225 3 9 4 0 4 25 36 16 4 6 15 8 143 69 22 7 10 378 4 1 0 0 0 0 0 0 1 2 6 1 1 0 0 0 0 12 7 (G) 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Notes:
| |
| : 1) Wind speed categories defined as follows:
| |
| Category Wind Speed (mph) 2 0.8 to <3 5 3 3.5 to <7 5 4 7.5 to <12.5 5 12.5 to <18.5 6 18.5 to <24 7 24
| |
| : 2) Wind speed Category 1 is assumed for calms occurrences.
| |
| Calm occurrences by stability class: A=0, B=0, C=0, D=0, E=3, F=20, G=19 2.3-127 REVISION 12 - DECEMBER 2008
| |
| | |
| BRAIDWOOD - UFSAR TABLE 2.3-51 BRAIDWOOD STATION JOINT WIND-STABILITY CLASS FREQUENCY DISTRIBUTION (1994-1998) 203 FT METEOROLOGICAL TOWER LEVEL Wind Direction Category Stability Wind Speed (1) (2) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Class Category 2 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 2 3 14 15 34 42 32 24 24 25 27 21 8 16 19 8 9 8 326 4 54 40 71 49 50 30 30 67 56 43 45 52 77 43 61 58 826 1 (A) 5 40 34 44 16 13 19 10 9 57 84 35 26 49 54 97 63 650 6 1 2 1 2 5 4 4 6 14 38 11 5 5 34 32 9 173 7 0 0 0 0 0 1 4 9 19 20 4 0 0 8 10 0 75 2 0 0 2 1 3 1 1 0 1 0 0 0 0 0 1 1 11 3 14 14 14 37 33 29 25 21 18 16 11 20 39 18 20 14 343 2 (B) 4 44 32 38 28 28 23 28 31 30 39 35 42 46 52 53 51 600 5 17 19 29 11 18 10 8 18 36 44 39 21 25 48 60 36 439 6 1 0 3 4 4 1 0 9 12 23 14 5 12 26 17 9 140 7 0 0 0 0 0 0 5 5 9 9 4 0 6 5 3 0 46 2 0 1 1 5 6 2 3 1 1 2 0 0 2 0 1 1 26 3 30 35 29 32 44 36 46 33 28 21 27 29 48 41 24 25 528 4 40 35 48 40 44 32 30 37 41 43 48 67 63 78 76 58 780 3 (C) 5 23 16 36 13 15 10 11 22 34 50 58 46 40 66 75 39 554 6 3 4 5 4 1 3 8 14 25 32 12 12 9 26 18 8 184 7 1 0 0 0 0 0 6 4 9 30 2 2 3 18 2 3 80 2 17 28 40 51 38 17 10 14 13 10 12 17 18 28 31 25 369 3 168 126 188 202 225 108 135 109 97 75 119 143 170 178 251 229 2523 4 (D) 4 251 249 362 407 303 175 190 256 159 136 317 322 398 431 444 333 4733 5 168 278 419 300 178 134 150 213 270 260 360 303 410 492 400 320 4655 6 44 86 136 62 47 68 116 127 229 285 158 77 197 282 131 100 2145 7 10 6 10 3 4 26 51 68 144 311 74 33 105 169 38 49 1101 2 16 21 24 24 17 12 8 7 7 5 7 11 15 21 21 21 237 3 140 98 156 196 154 83 99 92 72 44 107 98 88 102 135 107 1771 4 292 253 408 534 553 254 364 362 283 225 308 411 370 421 372 380 5790 5 (E) 5 147 223 268 186 186 298 370 442 581 637 481 386 407 483 308 227 5630 6 30 61 76 31 28 73 106 187 345 520 142 67 106 161 76 36 2045 7 20 33 55 16 1 27 45 70 191 249 58 57 109 90 29 5 1055 2 8 7 9 11 9 9 7 6 7 11 12 12 9 7 9 4 137 3 57 35 39 59 44 29 49 57 48 33 55 39 32 42 50 53 721 6 (F) 4 131 84 66 79 127 122 146 105 86 88 77 83 161 197 202 172 1926 5 33 24 19 16 46 155 130 54 63 36 112 115 227 168 54 23 1275 6 0 0 0 0 0 2 2 5 9 18 42 2 5 1 0 0 86 7 0 1 12 0 0 0 0 0 0 6 3 9 9 1 0 0 41 2 9 11 12 13 7 7 11 7 10 10 15 12 9 10 9 10 162 3 38 27 26 19 20 17 30 49 46 46 34 32 18 20 22 23 467 4 71 34 26 20 47 49 52 34 10 12 25 26 42 69 66 69 652 7 (G) 5 9 10 5 2 7 32 32 9 1 3 6 24 74 95 30 14 353 6 0 0 0 0 0 0 2 1 0 0 4 2 7 0 0 0 16 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Notes:
| |
| : 1) Wind speed categories defined as follows:
| |
| Category Wind Speed (mph) 2 0.8 to <3.5 3 3.5 to <7.5 4 7.5 to <12.5 5 12.5 to <18.5 6 18 5 to <24 7 24
| |
| : 2) Wind speed Category 1 is assumed for calm occurrences.
| |
| Calm occurrences by stability class: A=0, B=0, C=0, D=0, E=1, F=0, G=2 2.3-128 REVISION 12 - DECEMBER 2008
| |
| | |
| BRAIDWOOD - UFSAR TABLE 2.3-52 ARCON96 INPUT PARAMETER
| |
| | |
| ==SUMMARY==
| |
| FOR BRAIDWOOD STATION Control Room Fresh Air Intake Turbine Building Emergency Air Intake Main Main PORVs/ PORVs/
| |
| ARCON96 INPUT Containment Plant Steam Containment Plant Steam Safety Safety PARAMETER Wall Vent Line Wall Vent Line Valves Valves Break Break Release Height (m) 29.7 61 9.8 7.9 29.7 61 9.8 7.9 Intake Height (m) 21.2 21.2 21.2 7.9 20.4 20.4 20.4 20.4 Horizontal Distance from Intake to Stack 7.6 34.1 22.9 43.3 30.5 27.4 35.1 13.4 (m)
| |
| Elevation Difference between Stack Grade 0 0 0 0 0 0 0 0 and Intake Grade (m)
| |
| Building Area (m2) 2916.7 2227.6 2916.7 2850.7 2916.7 752.6 2916.7 752.6 Direction from Intake 75 217 12 240 82 176 51 176 UNIT 1 To Stack (°)
| |
| Vertical Velocity (m/s) 0 0 0 0 0 0 0 0 Stack Flow (m3/s) 0 0 0 0 0 0 0 0 Stack Radius (m) 0 0 0 0 0 0 0 0 Initial Value of y (m) 8.18 0 0 0 8.18 0 0 0 Initial Value of z (m) 9.9 0 0 0 9.9 0 0 0 Minimum Wind Speed 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 (m/s)
| |
| Surface Roughness 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Length (m)
| |
| Sector Averaging 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 Constant Release Height (m) 29.7 61 9.8 7.9 29.7 61 9.8 7.9 Intake Height (m) 21.2 21.2 21.2 7.9 20.4 20.4 20.4 20.4 Horizontal Distance from Intake to Stack 7.6 34.1 22.9 43.3 30.5 27.4 35.1 13.4 (m)
| |
| Elevation Difference between Stack Grade 0 0 0 0 0 0 0 0 and Intake Grade (m)
| |
| Building Area (m2) 2916.7 2227.6 2916.7 2850.7 2916.7 752.6 2916.7 752.6 Direction from Intake 106 323 168 300 99 4 129 4 UNIT 2 To Stack (°)
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| Vertical Velocity (m/s) 0 0 0 0 0 0 0 0 Stack Flow (m3/s) 0 0 0 0 0 0 0 0 Stack Radius (m) 0 0 0 0 0 0 0 0 Initial value of y (m) 8.18 0 0 0 8.18 0 0 0 Initial value of z (m) 9.9 0 0 0 9.9 0 0 0 Minimum Wind Speed 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 (m/s)
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| Surface Roughness 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Length (m)
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| Sector Averaging 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 Constant 2.3-129 REVISION 12 - DECEMBER 2008
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| BRAIDWOOD-UFSAR 2.4 HYDROLOGIC ENGINEERING 2.4.1 Hydrologic Description 2.4.1.1 Site and Facilities The site is located about 4 miles southwest of the Kankakee River near the town of Custer Park in a strip-mined region presently characterized by many water-filled trenches and ponds. Cooling water for the plant is supplied by a cooling pond which covers one of these strip-mined areas. (Note: the condenser water cooling facility at Braidwood Station is referred to as a cooling pond rather than as a cooling lake as in the PSAR. This is consistent with the definition of "pond" in EPA Effluent Guidelines and Standards for Steam Electric Power Generation, 40 CFR 423, Section 432.11, Item m, which became effective in 1974.) The pond has an average depth of approximately 8.21 feet at its normal pool elevation of 595 feet MSL (all elevations refer to USGS 1929 datum), with a surface area of 2475 acres or 3.87 mi2 and a storage volume of 22,300 acre-feet at normal pool elevation. The water surface area is 73% of its total drainage area of 5.3 mi2. The surface area of the pond at normal pool elevation, as measured from the as-built topographic maps, is 2537 acres or 3.96 mi2. This is not significantly different from the area used for analysis.
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| The pond is contained by dikes having a top elevation of 600 feet, except for that portion of the dike just south of the plant, which has a top elevation of 602.5 feet. The dike system is not a Seismic Category I structure.
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| Seismic Category I buildings include the containment building, the auxiliary building, and the fuel handling building. In addition, the portion of the lake screen house housing the essential service water (ESW) intake, the essential service cooling pond (ESCP), and the ESW intake and discharge pipes, are classified as safety Category I facilities. The grade floor elevation of these buildings is at 601.0 feet. Seismic Category I structures are shown in Figures 2.4-1, 2.4-26 through 2.4-29, and 2.4-47.
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| The essential service cooling pond is located in the northwestern corner of the cooling pond in an area excavated below the surrounding pond bottom, to an elevation of 584 feet, and includes an underwater sheet pile wall east of the eastern slope of the pond. The ESCP has a surface area of 99 acres and a depth of 6.0 feet at a pool elevation of 590.0 feet (see Figure 2.4-47).
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| The essential service water cooling pond survey is a hydrographic survey incorporating precision water depth measurements. These measurements are performed with a survey fathometer, which produces a continuous chart recording of water depth. Slope definition as well as pond bottom survey is obtained at approximately 100-foot-wide tracklines. The initial pond survey was performed on October 21, 1981. Subsequent surveys will be performed once every 18 months; 2.4-1 REVISION 16 - DECEMBER 2016
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| BRAIDWOOD-UFSAR however, this survey interval may be increased in the future.
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| The survey program has been incorporated into the station formal inspection and monitoring program per Regulatory Guide 1.127.
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| Makeup water for the pond is pumped from the river screen house on the Kankakee River via pipeline to the northeast corner of the cooling pond. Blowdown water is discharged from the plant by pipeline to the blowdown outfall structure to the discharge flume or multi-port diffuser spillway for release to the Kankakee River.
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| The Kankakee River is joined by Horse Creek at Custer Park.
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| Horse Creek lies about 2.5 miles east of the site at its nearest point. The Mazon River flows northwest to the Illinois River. At its closest point, the Mazon River is joined by Granary Creek, 1 mile southwest of the site and about 4 miles south of the safety-related facilities. Crane Creek, a tributary of Granary Creek, flows north to meet Granary Creek about 1.5 miles south of the site. The flow in both creeks is intermittent. Floods on these small local streams and the Kankakee River would not affect safety-related portions of the plant.
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| The nearest highways to the site, Illinois State Routes 53 and 129, are adjacent to the northwest boundary of the site.
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| Interstate 55 is less than 2 miles west-northwest of the site (centerline of the reactors), and State Route 113 is approximately 2 miles north of the site. Access to the plant is via State Route 53. Onsite roads in the immediate plant area vary in elevation from 598.0 feet to 601.0 feet. The Illinois Central Gulf Railroad runs parallel to and between State Routes 53 and 129 provides spur track access to the site.
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| Characteristics of the area surrounding the site are shown in Figure 2.4-2. Changes to existing drainage features are also shown in Figure 2.4-2.
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| 2.4.1.2 Hydrosphere The plant is sited on a low ridge southwest of the Kankakee River and east of the Mazon River. The Mazon River watershed map is shown on Figure 2.4-3. The Kankakee River joins the Des Plaines River about 10 miles directly north of the site to form the Illinois River at river mile 273. The Mazon River flows into the Illinois River at mile 264. Other streams in the area are Crane, Granary, and Horse Creeks, as shown on Figure 2.4-4. Except for ponded water in the strip-mined areas around Braidwood and Godley, there are no ponds in the region.
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| The Kankakee River rises near South Bend, Indiana, and flows southwesterly 111 miles to Aroma Park, Illinois, where it is joined by its largest tributary, the Iroquois River. The Kankakee River watershed map is shown on Figure 2.4-5. The Kankakee then flows northwesterly for 38 miles to its junction with the Des Plaines River. The Kankakee Basin is 130 miles 2.4-2 REVISION 14 - DECEMBER 2012
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| BRAIDWOOD-UFSAR long and a maximum of 70 miles wide. The Kankakee River drains 5280 mi2, of which 2155 mi2 are in Illinois and 3125 mi2 are in Indiana. The maximum relief in the basin between the mouth and the high point on the drainage divide near Valparaiso, Indiana, is 375 feet. The drainage divide is almost entirely defined by low ridges of glacial origin. Below the state line in Illinois, the Kankakee River is 59 miles long, with widths varying from 200 to 800 feet and depths from 1 foot to 15 feet. The total fall from the state line to the mouth is 127 feet. Channel slopes vary from less than 0.5 foot per mile to over 4 feet per mile.
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| Channel slope in the site area is about 2 feet per mile. Most of the riverbed in Illinois is on or very near bedrock. Relatively thin layers of sand and gravel overlie the bedrock, with some small areas of silt.
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| There are two dams on the Kankakee River, one at Wilmington, about 4 miles downstream from the intake point, and the other at Kankakee, about 15 miles upstream. The Wilmington dam is 11 feet high and forms a pool 2 miles long. The Kankakee dam is 12 feet high and forms a pool 6 miles long. Both dams are solid concrete on bedrock. Neither dam is now used for power production. Other streams in the vicinity of the plant have no control structures (Reference 1).
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| The flow of the Kankakee River is gauged near Wilmington about 8.8 miles downstream from the withdrawal point and 5.5 miles upstream from its mouth; the drainage area at the gauge is 5150 mi2. The regional hydrologic network is shown on Figure 2.4-6.
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| The site overlies aquifers commonly used for groundwater supply.
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| There are numerous private and public water supply wells within 10 miles of the site. Deep wells, which are usually required for municipal supply, generally are finished in the St. Peter and Galesville sandstone aquifers. Shallow wells, commonly used for individual private supplies, are driven in the sand aquifer.
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| Specific capacities of the wells vary widely. The sandstone well water is high in mineral content and hardness. Groundwater users within 2 miles of the site are discussed in Subsection 2.4.13.2.
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| There is little public water use of the main streams of the site drainage area. These streams include the Kankakee River, tributaries of the Mazon River, Crane Creek, and Granary Creek.
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| Wilmington is the only urban center of any consequence between the intake-discharge area for Braidwood on the Kankakee River (near Custer Park) and its confluence with the Des Plaines River, which forms the Illinois River at Dresden. Wilmington withdraws approximately 1 cfs from the west shoreline of the Kankakee River for its primary public water supply, four miles downstream of the Braidwood Station discharge. Wilmington's alternate water supply is from wells placed in the Ironton-Galesville sandstone, an aquifer that is not subject to local infiltration. There are no other public water supplies taken from the Kankakee, Mazon, or Illinois Rivers within 50 miles downstream from the site area.
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| 2.4-3 REVISION 5 - DECEMBER 1994
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| BRAIDWOOD-UFSAR The dam on the Kankakee River at Wilmington impounds water to a normal depth of 11 feet or less upstream for 2 miles. The water is presently used as a minor recreation 2.4-3a REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR center. The only industry downstream of the Braidwood Station that could be identified as a substantial user of Kankakee River water is the Joliet Arsenal, which in the past withdrew approximately 25 million gpd from the Kankakee River. However, the Joliet Arsenal has been closed since July 1977 and is no longer withdrawing water from the river. There are no plans to reopen the plant in the future. Other uses of the downstream surface water system are support of fish and other aquatic life, boating, fishing, swimming, and navigation on the Illinois River.
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| 2.4.2 Floods 2.4.2.1 Flood History The peak discharge, corresponding gauge height, and maximum gauge height, if higher, for each water year (October through September) of record on the Kankakee River near Wilmington are shown in Table 2.4-1. The gauge is located in the northwest quarter of Section 15, T33N, R9E, 0.4 mile downstream from Prairie Creek and about 8.78 miles downstream from the intake point. The intercepted drainage area is 5150 mi2. The datum or zero point of the waterstage recorded is at elevation 510.86 feet above mean sea level, North American datum of 1929. Peak discharges shown for the water years 1915 through 1933 are derived from Kankakee River gauging records at Custer Park, 1/4 mile upstream from Horse Creek. The gauge intercepted a drainage area of approximately 4870 mi2. The flow rates shown were adjusted to the Wilmington site by multiplying the Custer Park discharge by the ratio of the square roots of the drainage areas.
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| The maximum known discharge near Wilmington, 75,900 cfs, occurred July 13, 1957. Its corresponding gauge height was 11.40 feet above datum. The maximum stage during the period of record was 13.88 feet, caused by ice jams. Ice jam floods in 1883 and 1887 reached a stage of 16.73 feet, for which the discharge is not known. All maximum stages greater than those due to floods were caused by ice jams. Of the 36 years for which maximum water surface elevations are known, 18 maximums were caused by ice jams as high as almost 7 feet above the year's highest flood stage (see Subsection 2.4.7).
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| 2.4.2.2 Flood Design Considerations The plant main floor is located at elevation 601.0 feet, which is above all flood levels from nearby rivers, streams, and reservoirs. The cooling pond dike system is higher than the calculated flood elevation with coincident wind wave action.
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| The probable maximum precipitation (PMP) water surface elevation of the pond is below safety-related facilities. Floods occurring on the Kankakee River could affect only the river screen house, which is a non-safety-related structure supplying makeup water to the cooling pond. Other streams in the area 2.4-4
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| BRAIDWOOD-UFSAR pose no flood threat to safety-related items. The site drainage system has been designed to pass rainfall without flooding.
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| There are no dams upstream on nearby rivers whose failure could cause flooding at the site. The general terrain of the area is flat, with no location at which landslides could cause flood waves at the site.
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| The controlling event for flooding at the site is the probable maximum flood for the cooling pond (see Subsection 2.4.8.2).
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| This event has been analyzed by applying the local probable maximum precipitation (PMP) to the pond watershed following an antecedent storm equivalent to one-half the PMP (see Subsection 2.4.8.2.4).
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| 2.4.2.3 Effects of Local Intense Precipitation Site grading and drainage are designed to assure that the local PMP will have no effect on safety-related facilities. The layout of roads, tracks, and drainage in the immediate plant area is shown in Figure 2.4-7.
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| PMP data are taken from Hydrometeorological Report No. 33 (Reference 2) and is estimated to amount to 31.9 inches over a 48-hour period. This is the summer PMP, which is greater than the largest winter PMP coincident with the water equivalent of the 100-year snow pack. The PMP time distribution in 6-hour and 1-hour periods is given in Tables 2.4-2 and 2.4-3.
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| The roofs of all safety-related structures are designed to withstand the higher of the loads caused by the 24-hour all-season PMP or the 100-year maximum snow pack combined with the winter PMP of 48-hour duration at the plant site.
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| Postulating that the roof drains get clogged at the time of PMP, the maximum accumulation of water on the roofs of safety-related structures will be up to the height of the parapet walls plus the depth of overflow over the parapet wall. The height of the parapet walls is 1 foot 4 inches. The maximum depth of overflow is estimated to be 2.0 inches. Therefore, the corresponding water load due to summer PMP on the roofs will be 93.6 lb/ft2. The maximum 48-hour winter PMP at the site is 14.7 inches in March (Reference 2). The snow load at the site corresponding to a 100-year mean recurrence interval is 28 lb/ft2. Due to the 1-foot 4-inch high parapet walls, accumulation of the entire winter PMP with the above snow load is not possible on the roofs, and the excess precipitation overflows the parapet. Therefore, the governing roof load is 93.6 lb/ft2. However, as explained in Subsection 3.8.4, the roofs of all safety-related structures are designed for a load of 104 lb/ft2.
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| 2.4-5
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| BRAIDWOOD-UFSAR The plant grade elevation is 600.0 feet and the grade floors of the safety-related buildings are at elevation 601.0 feet.
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| The site drainage system is designed to follow the natural drainage pattern and to drain the storm water away from the plant area. The areas surrounding the plant buildings are graded to direct the surface runoff towards north, west, and east of the plant area.
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| For the analysis of local intense precipitation, the 1-hour PMP on 1 square mile area for the site is taken from the Hydrometeorological Report No. 52 (Reference 2c). This PMP was derived from 6-hour, 10-square mile PMP values given in Hydrometeorological Report No. 51 (Reference 2b), and is considered point rainfall value. This 1-hour 1-square mile PMP is distributed into values for smaller durations following procedures given in Reference 2c. The magnitude and intensity of these smaller duration rainfalls are presented in Table 2.4-4.
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| The runoff from local intense precipitation that can contribute to potential flooding of the plant area is from the areas shown in Figure 2.4-7a. The probable maximum precipitation falling on this area was considered in the analysis of local intense precipitation on the plant site. The peripheral roads and railroads will act as weirs to pass the resulting runoff, in the event of a PMP at the plant site. The precast concrete barriers along the outside of the security fence are considered in the analysis. These concrete barriers are 10 feet long with a 3-foot space between the adjacent barriers. Therefore, the barrier placement would cause a restricted flowpath for the PMP runoff.
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| The barriers are placed along the edge of the existing roads or the parking areas, outside the security fence. In addition, concrete barriers 10 feet long with a maximum 2 foot spacing between the barriers are installed in areas beyond the outside security fence forming the outer vehicle barrier system. The elevation of the grade on which all the barriers are placed is considered in the analysis, and the water level upstream of the barriers is calculated assuming weir flow through the openings.
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| The calculated water level upstream of the barriers is considered as the tail water level for the weir flow over the peripheral plant roads and railroad tracks inside the security fence to calculate the maximum water level near the plant buildings.
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| It was conservatively assumed in the analysis that the site drainage system would not be functioning at the time of the PMP.
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| The rational formula was used in estimating the peak runoff from the area. The rational formula is given by:
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| Q = CIA, where Q = peak runoff (cfs),
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| C = coefficient of runoff, 2.4-6 REVISION 13 - DECEMBER 2010
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| BRAIDWOOD-UFSAR I = intensity of rainfall (inches/hour), and A = drainage area (acres).
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| The coefficient of runoff was assumed conservatively to be 1.0.
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| The time of concentration was computed from Kirpich's formula (Reference 2a). The intensity of rainfall corresponding to a time of concentration was interpolated from Table 2.4-4. The water surface elevation was estimated for peak flow over the peripheral roads and railroad tracks and through the openings between the peripheral concrete barriers, using a broad crested weir formula with a coefficient of discharge of 2.64 (Reference 2d). Whenever the tail water level is higher than the weir crest, submergence factors are applied to the coefficient of discharge. Backwater calculations are performed for the areas from the peripheral roads and railroad tracks upstream to plant buildings to estimate the maximum water level adjacent to the buildings housing the safety-related equipment.
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| The plant site area is divided into inner Zones A, B, C, and D and outer Zones Ax, Bx, and Cx as shown in Figure 2.4-7a. The detailed site layout and the location of the cross sections for the backwater calculation are shown in Figure 2.4-7b.
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| The storm water, which accumulates in Zone A, flows through the openings in the inner peripheral concrete barriers north and west of the zone. The area inside the security fence bounded by the plant roads inside Zone A contains peripheral roads at elevation 601.0 feet, except for 180-foot length of road at elevation 600.0 feet. A calculation was performed to estimate the maximum water level in Zone A due to this constriction.
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| The total area of Zone A and Ax is 28.5 acres. The time of concentration is 17.6 minutes with a peak runoff from Zone A and Ax of 1012 cfs. This peak flow produces a water level of 600.8 feet upstream of the concrete barriers. The peak runoff from the inner area of 14.5 acres bounded by the plant roads is 515 cfs, and the maximum water level near the plant buildings due to this runoff over the 180-foot long road at elevation 600.0 feet is 601.31 feet.
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| The runoff from Zone B flows through the openings in the inner peripheral concrete barriers north, east, and south of the zone.
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| The runoff from the area bounded by railroad tracks and plant roads inside the security fence in Zone B flows over railroad Track 1 on the east, over railroad Track 3 on the south, and the plant road on the north.
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| The area of Zone B and Bx is 60.85 acres. With a concentration time of 26.8 minutes, the peak runoff from Zone B and Bx is 1675 cfs. This peak flow produces a water level of 601.5 feet upstream of the outer vehicle barrier system. The peak runoff from the area of 22.3 acres inside Zone B, bounded by the railroad tracks and plant roads, 2.4-6a REVISION 13 - DECEMBER 2010
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| BRAIDWOOD-UFSAR is 625 cfs. The maximum water level near the plant buildings is 601.85 feet due to peak flow over 880 feet of track at elevation 601.0 feet, including the effect of backwater.
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| Zone C has an area of 8.99 acres. The runoff from this zone flows over the peripheral road on the north and west and the railroad track on the east. The time of concentration for this area is 12.6 minutes, and the peak runoff is 369 cfs. The peak runoff flows over the peripheral road and 2,000 feet of track at an elevation of 601.0 feet, and produces a maximum water level in Zone C of 601.17 feet.
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| The south area of Zone C and Zone Cx has an area of 23.4 acres.
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| The runoff from this area flows northwest over the outer vehicle barrier system, northwest of Zone Cx. The time of concentration for this area is 19 minutes, and the peak runoff is 1622.5 cfs.
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| The peak runoff produces a maximum water level of 601.05 feet.
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| The backwater computation for Zone Cx determined the maximum water level in Zone C of 601.43 feet which is the governing maximum water level in Zone C.
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| The runoff from Zone D flows over the peripheral roads toward the south, east, and west. The drainage area of Zone D is 10.85 acres, and the peak runoff is estimated to be 413 cfs, with a time of concentration of 16.5 minutes. This peak flow over 1320 feet of the peripheral road at elevation 601.0 feet produces a maximum water level of 601.55 feet near the north boundary of Zone D.
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| The security fence around the plant buildings has the top of concrete footing at the grade elevation and, hence, will not affect the water levels estimated in the foregoing analysis.
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| It can be seen from the foregoing analysis that the water level in the area adjacent to the plant buildings can reach a maximum elevation of 601.85 feet, which is 0.85 foot above the grade floor level. This maximum elevation is less than the top of the 15-inch (maximum) steel barriers that are installed at the openings to buildings housing safety-related equipment.
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| Therefore, the safety related equipment of Braidwood Station is not affected by local probable maximum precipitation. The elevation at the top of the steel barriers is 602.25 feet.
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| 2.4-7 REVISION 14 - DECEMBER 2012
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| BRAIDWOOD-UFSAR This occurs for a short period of time until the runoff due to the PMP is discharged from the plant site over the roads and railroads and the drainage system. To prevent this water from entering areas where essential equipment/systems are located, reinforced concrete curbs or steel barriers are provided at the following locations, at a minimum:
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| : a. External hatches to the RWST tunnel
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| : b. Radwaste building access to the transfer tunnel
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| : c. MSIV rooms adjacent to 401 elevation exterior access doors
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| : d. Personnel access locations to the Auxiliary Building from the FHB 401 elevation 2.4.3 Probable Maximum Floods (PMF) on Streams and Rivers The probable maximum flood (PMF) is defined by the U.S. Army Corps of Engineers as the hypothetical flood characteristics that are considered to be the most severe reasonably possible at a particular location, based on relatively comprehensive hydrometeorological analysis of critical runoff-producing precipitation and hydrologic factors favorable for maximum flood runoff.
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| PMF elevations were calculated for the Kankakee River, Mazon River, Granary Creek downstream from Crane Creek, and the cooling pond. The Kankakee River PMF elevation at the river screen house and elevations for other streams near the site are calculated and described in the following paragraphs. The cooling pond PMF is evaluated in Subsection 2.4.8.2. These locations and water levels are summarized in Table 2.4-5 along with the low, average annual, and flood-of-record flow elevations for the Kankakee River at the intake.
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| As shown in the following subsections, none of the stream floods would have any effect on the plant safety-related systems.
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| The unit hydrograph and PMF hydrograph for the Kankakee River at the Wilmington gauge are given in Figure 2.4-8. The PMF hydrograph was constructed by applying the PMP for the area (Reference 2)(after infiltration losses) to the synthetic unit hydrograph determined by the method developed by the State of Illinois Division of Waterways for Illinois streams (Reference 3).
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| The PMF hydrograph for the Kankakee River at the Wilmington gauge yields a peak discharge of 211,981 cfs. This flow was adjusted to the intake location by multiplying the peak discharge at the Wilmington gauge by the ratio of the square roots of the drainage areas. This results in a PMF peak discharge of 209,000 cfs at the intake. The corresponding flood elevation is 561.3 feet above mean sea level. This elevation was determined by relating flow as measured at Wilmington, Illinois, by the U.S. Geological Survey to the corresponding stages measured above Custer Park, Illinois (close to the intake point), by the Army Corps of Engineers, as shown in Figure 2.4-9. The rating curve for the Kankakee River at the Wilmington gauge as developed by the U.S. Geological Survey from actual measurements is shown in Figure 2.4-10.
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| The plant grade elevation of 600 feet is 38.7 feet higher than the estimated PMF elevation. The PMF line would be 3 miles 2.4-8 REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR away from the site facilities. Hence, the PMF on the Kankakee River would pose no threat to the site facilities.
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| 2.4.3.1 Probable Maximum Precipitation (PMP) on the Kankakee River, the Mazon River, and Crane and Granary Creeks The probable maximum precipitation (PMP) was derived from Hydrometeorological Report No. 33 (HMR-33). The PMP estimates in HMR-33 involve detailed analyses of actual flood-producing storms and modification and extrapolation of historic data to reflect the most severe rainfall possible.
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| The greatest PMP would most likely occur in July or August; slightly smaller amounts of precipitation are possible in June or September. Spring PMP occurring during a period of high snow melt runoff would cause a flood substantially smaller than the summer PMP. This is because the all-season PMP is considerably greater than the sum of spring PMP and the water equivalent of a 100-year snow cover (Reference 4). The point 48-hour all season PMP is 31.9 inches, (Reference 2) while the sum of corresponding April PMP and the water equivalent of 100-year snow cover is only 21 inches.
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| The PMP for the Kankakee River, the Mazon River, and Crane and Granary Creeks was taken from HMR-33. The PMP was not reduced in consideration of the storm's isohyetal orientation to the basin shape. The time distribution of the PMP for Crane and Granary Creeks, the Mazon River, and the Kankakee River is given in Table 2.4-6. Since the unit hydrograph rainfall duration is 3 hours for Crane and Granary Creeks and the Mazon River, the precipitation increments are given for 3-hour intervals. For the Kankakee River, the PMP was distributed into 6-hour intervals.
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| 2.4.3.2 Precipitation Losses on the Kankakee River, the Mazon River, and Crane and Granary Creeks Part of a storm's rainfall is retained by the basin and does not contribute to storm runoff. The significant factors in basin retention are depression storage, interception by vegetation, and soil infiltration. The rate of retention depends largely on soil types, land use, and antecedent soil moisture.
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| For the Kankakee River Basin, initial retention was assumed to be 0.5 inch, with infiltration thereafter taken to be 0.1 inch per hour. For the Mazon River and Crane and Granary Creeks, initial retention was assumed to be 1.0 inch, with subsequent infiltration taken as 0.1 inch per hour. Selection of these conservatively low values was based on land use and the soils in the basins. Soils (References 1 and 5) in the Mazon River Basin in the area are evenly mixed between hydrologic class C (minimum infiltration 0.05 to 0.15 in./hr) and B (0.15 to 0.30 in./hr) (References 6 and 7).
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| 2.4-9
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| BRAIDWOOD-UFSAR 2.4.3.3 Runoff and Stream Course Models for the Kankakee River, the Mazon River, and Crane and Granary Creeks The basins are shown in Figures 2.4-3, 2.4-4, and 2.4-5.
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| The unit hydrograph and PMF hydrograph for the Kankakee River at the Wilmington gauge are given in Figure 2.4-8. The PMF hydrograph was constructed by applying the PMP for the area (Reference 2) (after infiltration losses) to the synthetic unit hydrograph determined by the method developed by the State of Illinois Division of Waterways for Illinois Streams (Reference 3).
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| Reference 3 provides a generalized method of computing flood hydrographs based on an extensive study and verification of several Illinois streams. In view of the insignificance of the river PMF levels for plant safety, it was found reasonable to utilize the previously established watershed parameters.
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| Unit hydrographs for the Mazon River at section X-MD2 below the East Fork Mazon River and the combined Crane-Granary Creeks basin are shown on Figures 2.4-11 and 2.4-12. They were computed using the Snyder synthetic method. Some important parameters for the basin characteristics and the unit graphs are given in Table 2.4-7. The values of 640 Cp and Ct for the Mazon River at Coal City (drainage area 470 mi2) are 530 and 3.7 respectively (Reference 3). The 640 Cp value of 530 is considered to be conservatively high for the basin topography.
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| Ct and Cp are coefficients in Snyder's synthetic-unit hydrograph formulas and depend on basin characteristics. For the combined Crane and Granary Creeks basin, a higher Ct of 5.0 and a lower 640 Cp of 320 were used. Although these coefficients yield low peaks, they are considered to reasonably represent flood-producing characteristics of this watershed, since the basin is long and narrow and there are strip-mined areas in the downstream portion of the basin which will retard flood runoff from the basin.
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| 2.4.3.4 Probable Maximum Flood Flow on the Kankakee River, the Mazon River, and Crane and Granary Creeks The PMF hydrograph (Figure 2.4-8) for the Kankakee River at the Wilmington gauge yields a peak discharge of 211,981 cfs. This flow was adjusted to the intake location by multiplying the peak discharge at the Wilmington gauge by the ratio of the square roots of the drainage areas. The drainage area of the Kankakee River at the Wilmington gauge is 5,150 mi2. The drainage area at the intake is 5,000 mi2. The drainage area at the intake is 5,000 mi2. This results in a PMF peak discharge of 209,000 cfs at the intake.
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| The PMF hydrographs for the Mazon River and for Crane and Granary Creeks are shown in Figures 2.4-13 and 2.4-14 2.4-10
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| BRAIDWOOD-UFSAR respectively. The hydrographs include a base flow equal to the lowest mean daily flow in the wettest month of record on the Mazon River at Coal City transposed to the flood site by the ratio of the drainage areas. The base flow on the Mazon River is 200 cfs and 50 cfs for Crane and Granary Creeks. The PMF peak discharge on Granary Creek at a point about 1 mile south-southwest of the southwest corner of the site, just upstream from its junction with the East Fork Mazon River, is 19,500 cfs. The peak discharge on the Mazon River at old Route 66 at section X-MD2 is 112,000 cfs. There are no dams on any of the streams to affect the PMF flow. The dam at Kankakee on the Kankakee River will not affect its PMF flow. No channel routings were made.
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| 2.4.3.5 Water Level Determination for the Kankakee River, the Mazon River, and Crane and Granary Creeks The daily flows for the Kankakee River at Wilmington, Illinois for the period 1950 to 1970 were obtained from the data published by the U.S. Geological Survey, and the daily stage data for the Kankakee River at Custer Park, Illinois was obtained for the same period from the U.S. Army Corps of Engineers. From this data, the observed peak river flows at Wilmington for each year and the corresponding peak river elevations at Custer Park were obtained and plotted in Figure 2.4-9. The discharges at the river screen house are estimated from the discharges at Wilmington in the ratio of the square root of corresponding drainage areas. The water levels for a given discharge at the river screen house are conservatively assumed to be the same at Custer Park, which is approximately 1/2 mile upstream of the river screen house.
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| The peak discharge of record at Wilmington, Illinois is 75,900 cfs with a corresponding peak stage of 551.5 feet at Custer Park, Illinois and 522.26 feet at Wilmington, Illinois. The distance between the two gauging stations is 9.4 miles.
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| Therefore, the water surface slope of the Kankakee River for a flow of 75,900 cfs is computed to be 0.000589. Using this water surface slope and the typical cross section of the river shown in figure 2.4-14a, the Manning's "n" value is computed to be 0.03, corresponding to the flow of 75,900 cfs. The water surface elevations in the river cross section were obtained for higher flows of 209,000 cfs and 400,000 cfs using the above values of Manning's "n" and the water surface slope, and the discharge rating curve is extrapolated as shown in Figure 2.4-9.
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| The water level in the Kankakee River near the river screen house is 561.3 feet for the estimated PMF peak discharge of 209,000 cfs. This elevation was determined by relating flow as measured by the U.S. Geological Survey at Wilmington, Illinois to the corresponding stages measured above Custer Park, Illinois (close to the intake point) by the U.S. Army Corps of Engineers, as shown in Figure 2.4-9. The rating curve for the Kankakee River at the Wilmington gauge as developed by the U.S.
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| 2.4-11
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| BRAIDWOOD-UFSAR Geological Survey from actual measurements is shown in Figure 2.4-10. However, if the peak discharge is conservatively postulated to be 400,000 cfs, the estimated peak water level at the screen house would be approximately 571.0 feet. Since this peak elevation is 29 feet below the plant grade elevation of 600 feet and the plant site is 4 miles away from the Kankakee River, the plant site will not be affected by the PMF in the Kankakee River.
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| The peak PMF discharges for the Mazon River and Granary Creek are presented at the locations where the design basis water level is determined. The Mazon River PMF peak discharge is 112,000 cfs at cross section X-MD2 with a corresponding water level of 581.5 feet as shown in Table 2.4-8. The PMF peak discharge in Granary Creek just upstream of its confluence with East Fork Mazon River is 19,500 cfs and the corresponding water level is 576.0 feet. The energy gradients at cross section X-MD2 on the Mazon River and at the cross section of Granary Creek just upstream of its confluence with East Fork Mazon River are 0.000345 and 0.000746, respectively. The cross section of Granary Creek just upstream of its confluence with East Fork Mazon River is presented in Figure 2.4-17a.
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| The plant grade elevation of 600 feet is 38.7 feet higher than the estimated PMF elevation. The PMF line would be 3 miles away from the site facilities. Hence, the PMF on the Kankakee River would pose no threat to site facilities.
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| Peak discharge elevations for the Mazon River and Crane and Granary Creeks, as listed in Table 2.4-5, were approximated by assuming normal depth of flow through a cross section at the points of interest, just upstream from old Alternate Route 66 on the Mazon River (Figure 2.4-18) and on Granary Creek just upstream of East Fork Mazon River (Figure 2.4-17a). An overall Manning's "n" of 0.06 was used based on field observations correlated with known values (Reference 8). Because the peak elevations are 18 feet or more below the plant safety-related facilities grade of 600 feet, refinement of "n" values and determination of the elevations in more detail by backwater computations is not warranted. An increase of 0.02 in "n" value adds approximately 1 foot to the water surface elevation.
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| Two typical cross sections for each of the streams, the East Fork Mazon River, Crane and Granary Creeks, and the Mazon River below Crane and Granary Creek are shown on Figures 2.4-15, 2.4-16, 2.4-17, and 2.4-18. The locations of these cross sections are shown in Figure 2.4-19. The rating curves at these cross sections are shown on Figures 2.4-20, 2.4-21, 2.4-22, and 2.4-23. The flood elevations in the site vicinity are tabulated in Table 2.4-8.
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| 2.4-12
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| BRAIDWOOD-UFSAR 2.4.3.6 Coincident Wind Wave Activity The intake structure on the Kankakee River is not a Seismic Category I structure and is designed for the flood of record only. During the PMF at elevation 561.3 feet, the wind velocity of 40 mph will produce a significant wave height of 0.8 foot.
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| During the flood of record, elevation 552.0 feet, a wind velocity of 40 mph will produce a significant wave height of 0.65 foot.
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| The intake structure operating floor (elevation 557 feet) is located above the flood of record, elevation 552 feet, plus wind wave (0.8). Coincident wind wave activity on other rivers and creeks which would amount to 1 or 2 feet at most will not affect the plant safety-related facilities.
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| 2.4.4 Potential Dam Failures, Seismically Induced The nearest upstream dam on the Kankakee River is at Kankakee, about 15 miles from the river screen house. The dam is 12 feet high, with a normal pool elevation of 595 feet. Failure of the dam would create minor flood waves which would dissipate before reaching the site area. During river floods, the dam would be completely submerged, so that failure would not cause a flood wave.
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| The nearest downstream dam is at Wilmington, approximately 5 miles from the river screen house; the dam is 11 feet high, with a crest elevation of 530.5 feet. A rock ledge across the river 7700 feet upstream of the dam maintains a pool elevation of 534 feet during low flows. Thus, failure of this dam due to flood flows or seismic disturbance would in no way affect safety-related portions of the plant.
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| The maximum water level in the pond during its PMF would be 598.17 feet; the grade of safety-related facilities is 600.0 feet. Thus, failure of the pond dikes would not affect safety-related facilities.
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| 2.4.5 Probable Maximum Surge and Seiche Flooding Surge and seiche flooding are not possible because there is no large body of water near the site.
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| 2.4.6 Probable Maximum Tsunami Flooding Tsunami flooding is not possible because the site is not near a coastal area.
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| 2.4.7 Ice Effects Ice flooding, which is common on the Kankakee River, could affect only the river screen house. In 17 of the most recent 34 years of record at the Wilmington gauging station, the highest yearly water levels were caused by ice jams. At such times, ice forms all along the Kankakee River in Illinois.
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| 2.4-13
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| BRAIDWOOD-UFSAR Major ice jams (such as those which occurred in 1866, 1883, and 1887) caused stages much higher than have been observed for flood discharge alone but would be lower than the PMF level. According to the Woermann profile of 1927, the 1866 ice jam caused a stage of 553.0 near Horse Creek. The 1883 ice jam destroyed the railroad bridge at Custer Park and displaced the approach embankments several feet downstream; it then completely destroyed the upper dam at Wilmington. Just before failure of the dam, the jam was reported to be 20 feet higher than the crest elevation of 545.0 (the present crest is at 530.5) (Reference 9). The maximum elevation upstream from Custer Park was 554.5, which occurred on February 15, 1959, due to an ice jam. Ice flooding is therefore expected to raise the water surface near the intake to a maximum elevation of 555.
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| Ice and ice flooding on the tributaries outside the cooling pond will not affect the plant facilities. The major tributary closest to the plant is the East Fork Mazon River, which lies about 1 mile southwest of the site at its closest point. Because of this distance from the site and the wide floodplain of the river, there will be no adverse effects on safety-related facilities due to ice in the river and subsequent flooding.
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| 2.4.8 Cooling Water Canals and Reservoirs 2.4.8.1 Pipelines Makeup from the Kankakee River is pumped by a 48-inch underground pipeline uphill to the cooling pond. The maximum gross withdrawal rate is 160 cfs for two units. Blowdown is discharged by a parallel 48-inch pipeline back into the Kankakee River at a maximum rate of 55.7 cfs during normal operation (see Subsection 2.4.11.5). The National Pollutant Discharge Elimination System (NPDES) permit allows for a maximum 66.8 cfs average blowdown rate over a 24-hour period.
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| 2.4.8.2 Cooling Pond Figure 2.4-24 shows the overall plan of Braidwood Pond. The pond has a normal pool elevation of 595 feet with a surface area of 3.87 mi2. The total drainage area of the pond is 5.3 mi2. The normal volume of the cooling pond is about 22,300 acre-feet. The pond and dike system is designed to withstand the probable maximum flood with coincident wind waves. The cooling pond reservoir storage-elevation curves are shown in Figure 2.4-25.
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| During pond construction, excavated material was placed in the deep trenches and on islands in the pond. Figures 2.4-26, 2.4-27, 2.4-28, and 2.4-29 show pond excavation and fill.
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| 2.4.8.2.1 Probable Maximum Precipitation on the Pond The probable maximum precipitation (PMP) was derived from Weather Bureau Hydrometeorological Report No. 33 (Reference 2). The greatest PMP would most likely occur in July or August; slightly smaller amounts are possible in June or 2.4-14 REVISION 14 - DECEMBER 2012
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| BRAIDWOOD-UFSAR September. Spring PMP occurring during a period of high snow melt runoff would cause a flood substantially smaller than the summer PMP on the pond basin. The resulting PMPs for various duration storms are given in Table 2.4-2.
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| 2.4.8.2.2 Precipitation Losses A small part of the PMP is retained by the basin and does not contribute to storm runoff. A large part (73% ) of the pond drainage basin is covered by the pond. The remaining area is a strip-mined area and consists of the perimeter dike, the interior dikes, and islands. Many ponds at different elevations exist in the area, indicating poor drainage and impervious soils. These characteristics indicate that initial basin land retention will be high and subsequent infiltration will be very low.
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| Consequently, initial retention of rainfall was assumed to be 1.0 inch and infiltration 0.05 inch per hour. Both values are considered to be conservatively low, resulting in a conservatively high runoff. An infiltration rate of 0.05 inch per hour falls within the range for hydrologic soil Group D, the soils with the highest runoff potential. Actual soils in the basin probably are in a class with lower runoff potential.
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| The initial loss of 1.0 inch was applied only to that part of the drainage basin excluding the pond surface area. No initial loss was considered for the pond area, which is 73% of the total drainage area. Due to the presence of strip-mined area, poor drainage conditions, and impervious soil, an initial loss of 1.0 inch was used for the drainage basin excluding the pond area. This amounts to an initial loss of 0.25 inch over the total drainage area. However, if a more conservative loss of only 0.125 inch over the total drainage area is assumed, it will amount to an additional volume of water of 35 acre-feet in the cooling pond from the 5.3 mi2 drainage area. This additional amount of water will raise the maximum PMF water level by 0.014 feet, which will not have any effect on the safety-related facilities of the plant.
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| 2.4.8.2.3 Runoff Model Since the pond surface area occupies a very large portion of its drainage area, all land runoff was considered to enter the pond instantaneously. Since instantaneous response of the area draining into the pond is assumed, the resulting inflow rate and pond elevations would be conservatively higher than those resulting from a unit hydrograph approach. Actually, ground depressions due to strip mining would add to the overland flow time lag between rainfall and runoff into the pond, resulting in flow rates lower than those computed.
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| Rain falling onto the pond would have no retention losses.
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| Rain falling onto the ground was reduced by basin retention to determine surface runoff. Thus, total runoff volume was the total rainfall volume on the total drainage basin minus initial 2.4-15
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| BRAIDWOOD-UFSAR retention and infiltration on the basin area excluding the pond surface area. The resulting PMF runoff volume and peak inflow rate are given in Table 2.4-9.
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| 2.4.8.2.4 Probable Maximum Flood Flow for Cooling Pond The initial cooling pond elevation for the PMF routing is estimated to be 596.10 feet. This is based on an antecedent storm equivalent to one-half the maximum 6-hour PMP occurring 3 days prior to the PMP. Given the area-capacity curve for the cooling pond and based on outflow over the 200-foot-wide broad-crested spillway (Figures 2.4-30 and 2.4-31), the initial elevation was estimated by using the U.S. Army Corps of Engineers program for spillway rating and flood routing (Reference 10).
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| The elevation 596.10 feet would occur at the end of the third day of the storm.
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| Superimposing the 48-hour PMP distribution as given in Table 2.4-3 on the above water surface elevation of 596.10 feet results in the maximum water surface elevation of 598.17 feet MSL.
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| The PMF inflow hydrograph is shown on Figure 2.4-32. The spillway crest length of 200 feet gives a maximum reservoir rise of 3.17 feet above normal pool. Peak discharge under this condition would be 2184 cfs. The PMF outflow hydrograph is also shown on Figure 2.4-32. The spillway rating table is shown as Table 2.4-10. Wind wave action is discussed in Subsection 2.4.8.2.6.
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| 2.4.8.2.5 Water Level Determinations The time history of the pond water surface elevation during the PMF is shown on Figure 2.4-33. It would take about 8 days for the PMF surcharge above the spillway crest to be evacuated.
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| 2.4.8.2.6 Coincident Wind Wave Activity Wind wave action, wind tide, and runup were considered at various locations around the cooling pond. Wave determinations were made for various fetches, wind speeds, and pool elevations.
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| Pond depth was computed as the average depths at regular intervals along the wind path, giving more weight to depths closer to the runup area. Setup and runup were computed by methods presented in References 11, 12, and 13. Shallow-water significant wave height, wave period, wave length, and equivalent deep-water wave height and length were computed from information in Reference 13.
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| The potential of flooding and coincident wind wave activity has been investigated at several locations, as shown in Figure 2.4-34. The cooling pond dike is a non-Seismic Category I structure. Coincidental PMF without antecedent Standard Project Flood (SPF) and a 25-mph overland wind were taken as 2.4-16
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| BRAIDWOOD-UFSAR the design basis for establishing the top elevation of the outer dike system except for the dike at location A. Runup for the largest open area at location C was computed for dumped riprap for a 1:3 slope. The wave runup including setup was calculated to be 1.80 feet above the PMF pool level of 597.91 feet. The wave runup calculations were made based on the shallow-water wave theory (References 11 and 13) because of shallow depth consideration. Similar wind wave studies were also made for the dikes at locations B, D, and E. The deep-water wave theory (References 11 and 12) was used at location D because of the increased depth and reduced wave length. Results of this analysis are given in Tables 2.4-11 and 2.4-12. Based on these results, the top elevation of the outer dike system except for location A is 600.0 feet to eliminate the potential for wave overtopping under this event.
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| The integrity and stability of the exterior dike A to the north of the essential cooling pond (Figure 2.4-34) were analyzed by considering the maximum wave due to 40-mph wind on PMF pool with an antecedent SPF condition. It was assumed that the interior dike south of the essential cooling pond would not exist. The largest fetch resulting from this assumption is at location A. The wave runups (including setups) were calculated based on a shallow water condition and are 3.10 feet and 4.17 feet for the significant and maximum waves, respectively.
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| Superimposing the wave runup values on the PMF level of 598.17 feet resulted in a wave runup elevation of 601.27 feet for significant waves and elevation 602.34 feet for maximum waves at location A. In order to provide protection for this extreme event, the exterior dike at location A was built 2.5 feet higher than at the other locations. The top elevation of this dike is 602.5 feet.
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| The protection of the pondside slope of the dikes against wind wave action is based on the local wind wave characteristics.
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| The basis used to determine the required riprap sizes and thickness of the riprap layer is extreme wind (60 mph) over normal pool or 25-mph wind (40 mph at location A) over PMF pool, whichever produces the maximum wave height. Based on these design conditions, the riprap sizes and thicknesses were determined using the procedures defined in Reference 13. For instance, the significant wave height generated by the 40-mph wind over PMF pool (598.17 feet) governs the design criteria for the portion of dike at location A (Figure 2.4-34). The 40-mph wind velocity will produce a significant wave height of 2.35 feet (Table 2.4-11). An 18-inch thick riprap with at least an average stone weight of 68 pounds (maximum weight of 250 pounds and minimum weight of 5 pounds) laid on a 12-inch thick gravel bedding is provided. Details of the riprap are shown in Figure 2.4-35.
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| The effects of wave action from the most severe winds which can reasonably be postulated for the site, noncoincident with a 2.4-17
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| BRAIDWOOD-UFSAR severe flood, were evaluated. The most severe wave action would not affect any safety-related structure.
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| The wind speed used was the highest speed over water with sufficient duration to develop waves fully. A curve of speed versus duration for a 100-year wind over land was developed using the fastest-mile speed and limited data for 5-minute and 1-hour speeds. The 100-year fastest-mile speed over land for the site is 85 mph (Reference 14). Both 5-minute and 1-hour speeds were computed from Corps of Engineers data for midwest and southwest states (Reference 15). The 100-year curve was drawn through the fastest-mile point and the derived 5-minute and 1-hour points.
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| For the site, the 100-year wind over land with sufficient duration (about 19 minutes) to develop waves fully is about 60 mph. The corresponding speed over the reservoir is about 70 mph. The fetches and embankment conditions are the same as described in Subsection 2.4.8.2.6 for 25 mph. The effective average depth at normal pool is about 8.21 feet below the normal pool elevation of 595.0 feet. This is 3.17 feet lower than for PMF pool. Wind wave characteristics and heights above normal pool for the extreme wind are shown in Tables 2.4-13 and 2.4-14 respectively.
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| The maximum wind wave runup and forces caused by a sustained wind of 40 mph over land coincident with PMF pool and an antecedent SPF were considered in the design of the pond screen house located at the north end of the essential cooling pond.
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| The bottom elevation of the essential service cooling pond (ESCP) is at elevation 584 feet 0 inch. Locally, the grade around the lake screen house on the lake side is at elevation 570 feet 2 inches. Due to the large depth available in comparison to the wave height (Tables 2.4-11 and 2.4-13) at the lake screen house, the breaking waves will not occur for different lake levels; however, nonbreaking waves will occur. An average water depth of 11.5 feet was used in the wind wave analysis. The height of the maximum wave would be 3.92 feet, and the maximum wave runup elevation would 602.34 feet. The forces due to nonbreaking waves were computed based on the procedures given in Reference 13. These forces are used as the design bases for the pond screen house. The forces due to wind generated waves and relevant wave parameters are presented in Table 2.4-27.
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| 2.4.9 Channel Diversions There is no historical or topographical evidence indicating that flow in the Kankakee River can be diverted away from its present course. The river is wide, and there are no deeply incised gorges upstream where landslides could entirely cut off river flow. Upstream ice jams will not divert flow completely, since they do not prevent overbank or subsurface flow.
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| 2.4-18 REVISION 1 - DECEMBER 1989
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| BRAIDWOOD-UFSAR There have been numerous ice jams on the Kankakee River. The lowest winter-spring flow at the Wilmington gauge during the period of record 1961-1975 was 318 cfs, which is 54% higher than the lowest recorded flow of 204 cfs. In the unlikely case that upstream icing causes flow at the river screen house to drop below the required operation level, the cooling pond will temporarily operate under closed cycle.
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| 2.4.10 Flooding Protection Requirements The PMF design bases for the flood protection requirements on the Kankakee and Mazon Rivers and Crane and Granary Creeks are discussed in Subsection 2.4.3. The cooling pond PMF design base is explained in Subsection 2.4.8.2. The design basis for flooding effects due to the local PMP is discussed in Subsection 2.4.2. The flood elevations resulting from any of these extreme events would have no effect on safety-related facilities.
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| Floods on the Kankakee River could affect the river screen house, a non-safety-related structure. The PMF on the Kankakee River could not affect the site, since the maximum water surface elevation would be a minimum of 38 feet below the plant grade elevation of 600 feet. Maximum water surface elevations under PMF conditions for the Mazon River and Granary Creek are 582 feet and 576 feet respectively, still well below the plant grade.
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| Floods resulting from the local PMP could result in a short-term maximum water surface elevation above the grade floor level of 601.0 feet in the immediate plant area. As described in Subsection 2.4.2.3, the essential equipment/systems are protected from the local PMP by the provision of reinforced concrete curbs or steel barriers.
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| The maximum water surface elevation in the cooling pond resulting from the PMF with antecedent SPF is 598.17 feet. The cooling pond dike elevation is 600 feet, except for that area south of the plant where the dike elevation is 602.5 feet. The dike is maintained at a higher elevation in this area to prevent splashover resulting from possible runup to elevation 602.34 feet (Subsection 2.4.8.2.6).
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| The slopes of the dikes are protected with riprap designed using procedures defined in Reference 13. The pondside slopes are designed to withstand conditions resulting from the PMF with antecedent SPF and 40-mph wind as discussed in Subsection 2.4.8.2.6. Downstream slopes are protected against erosion by seeding. The slope stability analysis for the dikes is presented in Subsection 2.5.6.
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| 2.4-19 REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR 2.4.11 Low Water Considerations 2.4.11.1 Low Flow in Rivers Low flows in the Kankakee River cannot affect safety-related facilities of the plant, since the ultimate heat sink is independent of flows in the river. Low flow elevations in the Kankakee River at the site are controlled by a rock ledge across the river between Resthaven and Lakewood Shores, 7700 feet upstream of the Wilmington dam. The ledge acts like a dam by creating a pool of water that reaches upstream to Custer Park, approximately 1 mile upstream from the intake. Under low flow conditions, the rock ledge, which is at elevation 534 feet, maintains a minimum water elevation of 534 feet.
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| Average flow elevations are estimated based on water level data at Custer Park and discharge data at Wilmington. These are shown in Table 2.4-15 and plotted in Figure 2.4-9. For the historical average flow of 4071 cfs at Wilmington, the stage is 538 feet. Thus, the stage at the intake, less than 0.5 mile downstream from Custer Park, is taken to be 538 feet for the average flow of 3952 cfs.
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| 2.4.11.2 Low Water Resulting from Surges, Seiches, or Tsunami Surges, seiches, or tsunami are not possible since the site is not near a large body of water.
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| 2.4.11.3 Historical Low Flow Low flow rates and frequencies for the Kankakee River at the river screen house, as shown in Table 2.4-16, were derived from the Wilmington gauge statistical data (Reference 16). The drainage area at the intake is 5000 mi2. The drainage area at the Wilmington gauge is 5150 mi2. Based on the ratio of the drainage areas, the low flows at the river screen house are calculated to be 97% of the Wilmington low flows.
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| The lowest daily flow at the Wilmington gauge for the period of record was 204 cfs on August 1, 1936. Since there is no gauge at the site area, historical low flow elevations are unknown.
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| However, the rock ledge downstream controls low water levels and will maintain a water elevation of at least 534 feet at the River Screen House under all low flow conditions.
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| 2.4.11.4 Future Controls Future uses of Kankakee River water are not expected to lower minimum flows significantly. The urban Kankakee area can be expected to make a gradual increase in its withdrawal rate for public and industrial water supply, but most of that supply returns to the river as wastewater. It is possible that the city of Joliet may utilize the Kankakee River to supplement its water supply in the future (Reference 1). However, it is 2.4-20 REVISION 1 - DECEMBER 1989
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| BRAIDWOOD-UFSAR likely that the withdrawal point would be downstream of the plant intake. At the time of original licensing, historical data indicated that low flows had not shown a decreasing trend, since the lowest recorded flow at the Wilmington gauge occurred 39 years prior.
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| 2.4.11.5 Plant Requirements The required minimum cooling water flow is 89 cfs. The source of this water is the essential service cooling pond (ESCP), which is excavated within the cooling pond. Water drawn from the ESCP is unaffected by low flows in the Kankakee River. The essential service water intake at the pond screen house is at elevation 572.67 feet. The ESCP constitutes a closed cycle system as described in Subsection 9.2.1.2 and has a capacity adequate for a 30-day cooling water supply.
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| Makeup water for the cooling pond is withdrawn from the Kankakee River. The anticipated maximum gross withdrawal rate is 160 cfs.
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| The average makeup withdrawal from the Kankakee River at 100%
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| load factor is 119.8 cfs, out of which 55.7 cfs is returned to the river as blowdown. Therefore, the net makeup withdrawal from the river is 64.1 cfs. It is estimated that 66 cfs is consumed due to seepage and evaporation during maximum makeup. Actual consumptive use may be less than 66 cfs, depending on the plant operating level and seasonal variability of evaporation and blowdown. The sump invert in the river screen house at elevation 526 feet is well below the estimated minimum river water surface elevation of 534 feet.
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| The Licensee has agreed to the following conditions set by the Illinois Department of Conservation on water withdrawal from the Kankakee River:
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| : a. To limit withdrawal of Kankakee River water to a maximum of 160 cfs.
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| : b. To stop withdrawing water from the Kankakee River when the flow in the river is 442 cfs (7-day, 10-year low flow) or less, and not to withdraw water such that the flow of the river is diminished below 442 cfs.
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| The low flow frequency and duration information for the Kankakee River at the river screen house is shown in Table 2.4-16. During short periods of time when the net makeup water of 64.1 cfs is not available from the river, the cooling pond water levels will draw down temporarily. This drawdown does not affect the normal plant operability.
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| Blowdown from the plant cooling pond is discharged to the Kankakee River. The thermal mixing zone is consistent with regulations specified by the Illinois Pollution Control Board.
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| 2.4-21 REVISION 16 - DECEMBER 2016
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| BRAIDWOOD-UFSAR 2.4.11.6 Heat Sink Dependability Requirements The normal source of cooling water for the plant is the 2537-acre cooling pond. Cooling water is taken from the pond at the Pond Screen House by six circulating water pumps. Two 192-inch circulating water pipes carry water to the plant and back again to the pond. A buried pipeline from the plant takes blowdown to the Kankakee River. Makeup water is pumped from the river screen house on the Kankakee River through a buried pipeline to the northeast section of the cooling pond. Should makeup water be eliminated by system failure or extreme low flows, the pond can operate under a closed cycle system. Emergency shutdown water is available from the ultimate heat sink, namely the ESCP.
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| The ESCP is an excavated area located within the cooling pond designed to provide sufficient volume to permit plant operation for a minimum 30-day period without requiring makeup water in accordance with Regulatory Guide 1.27. The ESCP has been reviewed to determine its ability to handle the total heat dissipation requirements of the station assuming a LOCA coincident with a loss of offsite power on one unit and the concurrent orderly shutdown and cooldown from maximum power to cold shutdown of the other unit using normal shutdown operating procedures, a single active failure of equipment (to determine the limiting heat input to the UHS), and a coincident design basis seismic event. The ESCP does not contain active components; a single active failure is thus not applicable.
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| Refer to Subsection 9.2.5.1 for a discussion of single failure for the UHS. It is estimated that water loss due to seepage and evaporation would amount to a 1.5 foot (1 foot due to evaporation and 0.5 foot due to seepage) decrease in depth of water in ESCP for such a 30-day period (see Subsection 9.2.5). The ESCP has an area of 99 acres and a depth of 6.0 feet at elevation 590.0 feet.
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| Its area-capacity curve is given in Figure 2.4-46. Figures 2.4-47 and 2.4-48 show the ESCP and its sections and pipelines.
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| The intake pipes for the essential service water are in the pond screen house at a centerline elevation of 572.67 feet, over 11 feet below the bottom of the pond. The sump invert elevation of the pond screen house is 570.17 feet. At a minimum ESCP elevation of 573.92 feet at which the 30-inch intake pipes are fully submerged, the essential service water pump net positive suction head requirements are more than satisfied. This is based upon two pumps being supplied with water at their rated pumping capacity from a single 48-inch supply line and three 30-inch intake lines. Plan and elevation drawings of the pond screen house are provided in Drawing M-19. The intakes are protected from ice blockage by traveling screens, bar grills, and trash rakes, located at the front of the Pond Screen House. The minimum operating level is 590 feet, at which point the ESCP loses communication with the cooling pond. The essential service water pumps are located in the auxiliary building. Two essential service water discharge pipelines run from the auxiliary building to the south end of the ESCP. The description of the essential service water system can be found in Subsection 9.2.1.2.
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| 2.4-22 REVISION 16 - DECEMBER 2016
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| BRAIDWOOD-UFSAR The safety-related components of the pond screen house and essential service water structure have been designed to withstand the dynamic wave effects resulting from a 60-mph wind acting over a normal pool water surface elevation of 595 feet. The ultimate heat sink is designed to withstand the separate occurrence of either the safe shutdown earthquake or the PMF and is designed to withstand the effects of the postulated failure of the cooling pond dikes.
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| Postulated failure of the pond dikes will not erode the side slopes of the ESCP or result in loss of capacity or sediment blockage of intake facilities. Should a breach of the cooling pond dikes occur, the maximum velocity near the ESCP is estimated to be less than the nonerodible velocity of 2.0 fps. It is concluded that local levee failure will not erode the side slopes of the pond. Because of the low velocities, no scoured sediment can be transported into the ESCP, thus no loss of capacity or sediment blockage of the intake can occur as the result of local dike failure.
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| Over the life of the plant, it is possible that there could be some loss of storage capacity due to sedimentation in the ESCP. There are three sources which will produce sedimentation:
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| (1) runoff from the pond drainage area, (2) erosion of the lake bottom material by the pond circulation, and (3) suspended solids contained in the makeup water from the Kankakee River. Since the runoff to the lake is negligible and the velocity of the circulating flow is small, the first two sources can be neglected as compared to the third.
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| Statistical analysis of 5 years of data (1957-1961) on the Kankakee River at the Wilmington gauge indicates that 50% of the time the turbidity would be lower than 15 Jackson Turbidity Units (JTU) (Reference 17). Assuming that the sediment load can be estimated from the turbidity, a sedimentation rate of 0.38 acre-feet per year could theoretically deposit in the ESCP. The total sediment deposition for a 40-year period would be 15.3 acre-feet, or 2.7% of the capacity of the ESCP. This could raise the bottom elevation to 584.17 feet. It is unlikely that all the sediment would accumulate in the ESCP, however, a periodic survey of the pond will be made to detect any change in bottom elevation.
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| The ESCP provides two additional station systems with water.
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| First, the auxiliary feedwater train of each unit is tied into the essential service water piping. Second, the Seismic Category I fire protection system receives water from the ESCP. All of the above connections are provided with normally closed motor-operated valves.
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| 2.4-23
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| BRAIDWOOD-UFSAR 2.4.12 Dispersion, Dilution, and Travel Times of Accidental Releases of Liquid Effluents in Surface Waters Surface water bodies around the Braidwood Station buildings are the Braidwood Pond on the south, the Kankakee River on the northeast, and the Mazon River on the southwest. The town of Wilmington withdraws Kankakee River water at Wilmington, four miles and approximately three hours transit downstream of the Braidwood Station discharge. Downstream of Wilmington, the Kankakee River flows into the Des Plaines River to form the Illinois River. No other public water supplies are taken from the Kankakee, Mazon, or Illinois Rivers within 50 miles downstream from the site area.
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| There are only five outside surface tanks which may contain radioactive liquids. These are two identical 450,000-gallon capacity refueling water storage tanks which are located immediately west of the fuel handling building on a 6-foot thick reinforced concrete mat. The refueling water storage tank is a reinforced concrete cylindrical structure consisting of 2-foot thick walls lined on the inside with a 1/4 inch stainless steel liner. The refueling water storage tanks are considered as Category I structures (and leaktight) and are discussed in Subsection 3.8.4.
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| The other three tanks are the identical 500,000 - gallon capacity primary water storage tanks and the 500,000 - gallon radwaste storage tank. The primary water storage tanks are located west of the turbine building. The primary water storage tanks and tank foundations are designed for OBE and SSE seismic load conditions.
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| The radwaste storage tank is located south and east of the Main Access Facility. A reinforced concrete wall designed for OBE seismic load conditions surrounds this non-seismic tank. The wall and surfaces contained by the wall that are susceptible to leakage are lined with a high-density polyethylene (HDPE) material. This lined enclosure is sized to contain the entire contents of the radwaste storage tank and prevent runoff to nearby surface waters or leakage into groundwater in the event of tank failure.
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| The largest tanks containing radioactive effluents and located outside the containment building are the 125,000-gallon recycle holdup tanks. These tanks are located in separate concrete cells with their floors at elevation 546.0 feet in the Seismic Category I auxiliary building. As described in Subsection 2.4.13.3, the maximum fluctuation in the ambient groundwater elevation is from elevation 600.0 feet to 580.0 feet. The plant grade elevation is 600.0 feet. Therefore, the only way any effluents released accidentally through postulated cracks in any component of the auxiliary building can reach a surface water body is by entering the surrounding groundwater environment.
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| 2.4-24 REVISION 13 - DECEMBER 2010
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| BRAIDWOOD-UFSAR As demonstrated in Subsection 2.4.13.3, there is no possibility that the effluents can move out of the concrete cells in the auxiliary building due to high groundwater elevation. Therefore, it is not possible for the effluents to reach a surface water body.
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| The Cambrian-Ordovician Aquifer is recharged in northern Illinois and southern Wisconsin. Infiltration to the Cambrian-Ordovician Aquifer in the site area is limited by the relatively impermeable Pennsylvanian-age shales of the Carbondale and Spoon Formations and by the Ordovician-age shales of the Maquoketa Shale Group. The presence of these two shale aquitards restricts the infiltration of any potential contaminants to the overlying Pleistocene age units and no potential contaminants would reach the Cambrian-Ordovician Aquifer.
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| 2.4-24a REVISION 13 - DECEMBER 2010
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| BRAIDWOOD-UFSAR 2.4.13 Groundwater Physical characteristics, yield, and water quality of the hydrogeologic units are discussed with emphasis on the major aquifers. Groundwater use and supply are also discussed.
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| The site work, particularly the main plant excavation and installation and testing of the construction supply water well, has confirmed that site hydrogeologic conditions were as anticipated from the PSAR-stage investigations.
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| 2.4.13.1 Description and Onsite Use 2.4.13.1.1 Onsite Use Groundwater is used at the Braidwood Station for potable and make-up system requirements. The location of the water supply well is shown on Figure 2.5-16, Sheet 3. The physical characteristics of the water supply well are given in Table 2.4-17. The quality of groundwater from this well is summarized in Table 2.4-18; most notable are the high concentrations of hardness, chloride, and sulfate, and total dissolved solids. A geologic log of the water supply well is presented in Table 2.4-19.
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| Prior to use of the water supply well installed in 2009, all plant water requirements were met by the Kankakee River following construction.
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| 2.4.13.1.2 Site and Regional Conditions The site area is underlain by six hydrogeologic units comprising aquifers and aquitards (confining beds). Characteristics of the units are listed in Table 2.4-20. The lithology and physical characteristics of the various stratigraphic units comprising the hydrogeologic units are described in Subsection 2.5.1.2.4.
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| In the vicinity of the site, Quaternary-age eolian sand, lacustrine sand, and till overlie the bedrock. The eolian and lacustrine sands are predominantly fine- to medium-grained and form a water-table sand aquifer. Many domestic water supplies in the area are obtained from the sand aquifer with well points (shallow-driven wells). The underlying glacial drift ranges from clay to sand and gravel, but is predominantly clayey till. In places, particularly in the northern part of the 2.4-25 REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR area, a discontinuous outwash deposit consisting mainly of silty sand and gravel serves as an aquifer within the glacial drift.
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| Well logs on file with the state of 80 active and nonactive wells within a few miles of the site area were studied. About one-third of the logs were for boreholes drilled for stratigraphic exploration only, for wells in areas subsequently strip-mined, or for wells which are only observation wells.
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| There are no gas supply wells in the area. There are no wells, active or inactive, within the area of the ESCP. The logs indicate that the sand aquifer and the aquifer in the glacial drift are thin or absent in the southern part of the area and have a combined average thickness of less than 20 feet in the northern part. Analysis of boreholes on the site indicates that the thickness of the Quaternary deposits ranges from 26 to 62 feet, averaging approximately 42 feet. The saturated thickness of the sand aquifer at the site ranges from 0 to about 30 feet and averages about 14 feet. The saturated thickness of the aquifer within the glacial drift ranges from 0 to 35 feet and averages only about 5 feet thick where it is present.
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| Groundwater in the sand aquifer and the aquifer within the glacial drift occurs under water table conditions. These aquifers are recharged by precipitation. Groundwater is discharged from these aquifers to surface streams and strip mine pits, to the underlying bedrock, and to pumping wells.
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| Reported well yields are suitable only for domestic or farm purposes, ranging from 2 to 5 gpm.
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| Chemical analyses were performed on groundwater samples collected from eight observation wells installed in the glacial drift around the main plant. Locations of the observation wells are shown on Figure 2.4-36. A summary of the results of chemical analyses performed on 15 samples collected from each observation well during 1976 are reported in Table 2.4-21. The presence of suspended solids in some samples may have interfered with the determination of representative values for some of the parameters tested in those samples.
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| Seven observation wells were installed in the glacial drift around the cooling pond (Figure 2.4-37). Water of notably poor quality was collected from some of these observation wells. In these samples, total dissolved solids were reported from 220 to 4332 mg/l, hardness ranged from 229 to 3160 mg/l, sulfates ranged from 50 to 2550 mg/l, and total suspended solids ranged from 4 to 443 mg/l. The differences in groundwater quality in the glacial drift between the plant site and the cooling pond may be explained by interferences resulting from sediment in the water samples and/or activities related to strip mining.
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| The Quaternary deposits are underlain by Pennsylvanian bedrock composed of siltstone, shale, sandstone, clay, limestone, and 2.4-26
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| BRAIDWOOD-UFSAR coal. Strip mining has removed the overlying units to the bottom of a coal horizon in the mined-out areas. The Pennsylvanian strata may locally yield up to 20 gpm from interbedded sandstones, but they are essentially aquitards, as are the underlying Maquoketa shales. The Pennsylvanian strata yield water of poor quality which is high in sulfates, chlorides, and hydrogen sulfide. Silurian dolomite, which lies below the Pennsylvanian strata and forms a shallow dolomite aquifer to the northeast and east of the site, was encountered in only two site borings.
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| The most important aquifer in the region is the Cambrian-Ordovician Aquifer, made up of all bedrock between the shales of the Maquoketa Shale Group and the Eau Claire Formation. The Cambrian-Ordovician Aquifer is composed of the following strata, in descending order: the Ordovician-aged Galena, Platteville, Ancell (Glenwood - St. Peter Sandstone), and Prairie du Chien Groups, and the Cambrian-aged Eminence Formation, Potosi Dolomite, Franconia Formation, Ironton Sandstone, and Galesville Sandstone. The lithology and physical characteristics of these strata are described in Subsections 2.5.1.2.4.2.3 and 2.5.1.2.4.2.4. The shales of the Maquoketa Shale Group act as a confining bed between the overlying shallow dolomite aquifer, where present, and the underlying Cambrian-Ordovician Aquifer. Groundwater in the Cambrian--
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| Ordovician Aquifer occurs under artesian pressure. Available data indicate that, on a regional basis, the entire sequence of strata, from the top of the Galena-Platteville dolomites to the top of the Eau Claire shale beds, behaves hydraulically as one aquifer (References 18 and 19). In places, however, pressure heads between the water-bearing units differ, and the hydraulic connection is imperfect. The Cambrian-Ordovician Aquifer is recharged in northern Illinois.
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| An onsite groundwater well was drilled into the Cambrian-Ordovician Aquifer in 1974 to provide a construction water supply. The well was sampled to 1760 feet, was installed to 1753 feet, and is finished in the Ironton and Galesville Sandstones.
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| The well is cased through the Maquoketa Shale Group to a depth of 280 feet (approximately elevation 320 feet MSL). The contact between the Maquoketa Shale Group and the Cambrian-Ordovician Aquifer (Galena-Platteville dolomites) was encountered at a depth of 272 feet (approximately elevation 328 feet MSL) in the well.
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| After completion of the well, the static water level was 232 feet, indicating that groundwater in the aquifer occurs under artesian conditions. The specific capacity of the well, as determined from the pumping test, was 7.3 gpm/ft at 520 gpm after 24 hours.
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| The concentrations of the various parameters cannot be determined for the individual hydrogeologic units of the aquifer, since the well is open to all of the units below the Maquoketa Shale Group.
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| However, the specific capacity and the presence of poor quality water indicate that the Ironton and Galesville Sandstones are the major producing unit. Similar conditions were encountered in the City of Braidwood Well No. 2.
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| 2.4-27 REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR The Eau Claire shales separate the Cambrian-Ordovician Aquifer from the Mt. Simon Aquifer. The Mt. Simon Aquifer includes sandstones in the lower portion of the Eau Claire Formation and the Mt. Simon Sandstone. Based on available well logs, the Mt. Simon Sandstone is anticipated at a depth of about 2400 feet below the surface. Potentiometric levels in the Mt. Simon Aquifer may be more than 50 feet higher than in the Cambrian-Ordovician Aquifer (Reference 20). Few wells in the regional area extend to the Mt. Simon Aquifer, because adequate groundwater supplies are more easily obtained from shallower aquifers, and the groundwater may be too highly mineralized for most purposes.
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| The construction water supply well has since been abandoned and sealed. A water supply well was subsequently installed in 2009.
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| 2.4.13.2 Sources 2.4.13.2.1 Present and Future Groundwater Use The water supply well is installed to a total depth of 1,750 feet below ground surface (bgs) and is cased to a depth of 1,200 feet bgs. Water entering the water supply well is derived primarily from the Ironton-Galesville aquifer. A table showing the well construction and geologic units is shown on Tables 2.4-17 and 2.4-19. The Make-up system is designed to have an average flow of approximately 100 gpm and a minimum daily net capacity of 100,000 gallons. The well is assumed to draw approximately 58 gpm daily average flow, which corresponds to daily net capacity of 83,000 gallons of water per day (gpd), up to 250 gpm average daily flow, which corresponds to daily net capacity of 360,000 gallons of water per day (gpd), in order to provide the Station with potable and industrial water. The pump itself is designed to cycle on and off at rates of over 500 gpm. An evaluation of the current use and capacity of the Cambrian-Ordovician Aquifer (specifically, the Ironton-Galesville formation or aquifer) was conducted to obtain a better understanding of the effects the Station's water supply well could have on surrounding communities. This evaluation included literature searches, water well surveys, and capture zone and estimated drawdown evaluations, as discussed below.
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| A literature search for data and reports discussing groundwater use in the Cambrian-Ordovician Aquifer (specifically, the Ironton-Galesville aquifer) was performed for the area surrounding the Station. These documents were reviewed in order to update the current understanding of groundwater supply and capacity in the vicinity of the Station. Maps of the potentiometric surface of the Cambrian-Ordovician Aquifer in 2000 and 2007 are presented on Figures 2.4-39 and 2.4-40, respectively. Both maps indicate a deep cone of depression in the Joliet area due to the current large-scale industrial and municipal groundwater use. However, the 2007 map indicates that this cone of depression now extends farther westward due to the installation of five new, high capacity wells in Kendall County.
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| 2.4-28 REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR As indicated on Figure 2.4-41, groundwater levels in the aquifer declined 50 to 400 feet in Kendall County, and 0 to 50 feet near Joliet and near the Braidwood Station between 2000 and 2007. The measured hydraulic gradient for the Cambrian-Ordovician Aquifer in the vicinity of the Station in 2007 was approximately 10 feet per mile (Burch, 2008). In 2000, total withdrawals from the deep bedrock aquifers within approximately 10 miles of the Station were in excess of 12 million gallons per day (interpreted from Figure 10, Wehrmann and others, 2003).
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| Water well surveys for wells installed in the same formations as the Stations water supply well (deeper than 1,200 feet bgs) were conducted in order to evaluate groundwater use in the area surrounding the Station. The water well surveys identified wells installed at depths greater than 1,200 feet bgs at locations within 2, 10, and 25 miles of the Station. According to the Illinois State Geological Survey (ISGS) water well survey, there are two of these wells located within 2 miles of the Station, 71 wells within 10 miles of the Station and 201 wells within 25 miles of the Station. According to the Illinois State Water Survey (ISWS) water well survey, there are two wells located within 2 miles of the Station, 93 wells within 10 miles of the Station, and 236 wells within 25 miles of the Station. Tables 2.4-22A and 2.4-22B summarize the wells identified for the Ironton-Galesville aquifer and located within 10 miles of the Station. Tables 2.4-22C and 2.4-22D summarize these wells identified for the Ironton-Galesville aquifer and located within 25 miles of the Station. Figure 2.4-38 presents the 10- and 25-mile boundaries. Tables 2.4-23A and 2.4-23B summarize records on wells within 2 miles of the Station completed within the Ironton-Galesville aquifer.
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| The water supply well is open to the Ironton-Galesville aquifer and the Middle Confining Unit (see Table 2.4-19). Therefore, capture zone and drawdown calculations were conducted using the aquifer properties of the Ironton-Galesville aquifer only. Table 2.4-20 presents several values for hydraulic conductivity, hydraulic gradient, and thickness of the Ironton-Galesville aquifer obtained from various studies conducted in the northern Illinois area. The maximum width of the capture zone for the Station's water supply well is approximately 1,210 feet in each cross-gradient direction at over 8,200 feet upgradient. The drawdown at this distance from the well was determined to be negligible since it is well outside the 0.5 feet drawdown radius, as discussed below. The capture zone was calculated to extend approximately 390 feet downgradient from the well. Figure 2.4-42A indicates the orientation and dimensions of the capture zone.
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| This figure also depicts the relationship between the predicted capture zone, nearby water supply wells, and other site features.
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| 2.4-28a REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR The Theis Equation (Fetter, 1994) was used to predict drawdown surrounding the Stations water supply well. These calculations assume steady state conditions and a constant average pumping rate from the Station's water supply well. Figure 2.4-42B presents the predicted drawdown at various distances from the water supply well. Based on the aquifer properties presented in Table 2.4-20 and an aquifer storativity of 0.01, the drawdown is generally less than 1 foot beyond 500 feet away from the pumping well and less than half a foot at a distance of 1,000 feet away from the pumping well. In summary, the "radius of influence" of the water supply well is not expected to be much more than 1,000 feet at a constant pumping rate of 58 gpm.
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| Simple analytical techniques were used to evaluate the pumping influence of the well on the deep Ironton-Galesville aquifer and on identified wells completed within the same aquifer system.
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| These analytical techniques assumed reasonable worst case scenarios of pumping of the Station's water supply well by assuming constant or steady state conditions. The well inventory was comprehensive and yet, only identified two wells in the same aquifer within 2 miles of the Station. The hydraulic analyses identified that the amount of drawdown that is measureable and therefore significant from the pumping of the Stations water supply well at the 58 gpm rate would not extend more than 1,000 feet from the well. This distance (the "radius of influence") is still within the confines of the site area boundary. The analyses also identified the zone of groundwater within the Ironton-Galesville aquifer to be captured from the pumping of the water supply well. This "capture zone" is developed from the pumping of the Stations water supply well on the regional gradient, or natural flow, within the same aquifer. The results of the capture zone analysis indicate that groundwater located at a distance of greater than 390 feet downgradient (to the northeast) is not impacted by pumping of the Station's water supply well. The well inventory identified, in April 2010, only two water supply wells (completed within the same Ironton-Galesville aquifer) within a 2-mile radius of the Stations well.
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| These two water supply wells are also located to the north and downgradient from the Stations water supply well. One of these off property wells is located over 6,000 feet from the water supply well. The other well is located over 10,000 feet from the water supply well and is located on the edge of the 2-mile radius. These wells are used by the Village of Braidwood. Based upon the above information on current well use and on the pumping influence of the Stations water supply well, it is concluded that the groundwater pumping will have a negligible to small impact on groundwater users. The nearest well completed in the deep aquifer is over 6,000 feet away from the Stations water supply well. It was determined that the radius of influence and the capture zone of this downgradient, Village of Braidwood, well would not extend upgradient to the radius of influence and capture zone of the Stations water supply well. As such, the evaluations indicate that there will be no reduction of yield of the two Village of Braidwood wells identified in April 2010.
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| 2.4-28b REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR This supports the conclusion that Stations water supply well pumpage will have a negligible to small impact on nearby groundwater users identified in April 2010. An additional evaluation of the potential of the Station's water supply well or other wells pumping in the same area to impact groundwater users has also been performed. This hypothetical evaluation assumed that a higher pumping rate was established by a well or wells located at the same location of the water supply well. This evaluation was completed using the same aquifer and hydraulic parameters provided in the previous sections and the same analytical methods. It was determined that the Station's water supply well or additional wells would need to pump at an average (annual, constant or steady state pumping) rate of over 250 gpm in order to establish a downgradient capture zone that extended beyond the site area northern boundary (approximately 1,600 feet). The drawdown calculations indicated that this average pumping rate would result in a steady state drawdown of less than one foot at a distance of 1,600 feet, near the site area boundary. In summary, the additional hydraulic evaluations indicate that pumping (of a well or wells at the water supply well location) at a rate up to approximately 250 gpm (or 360,000 gpd), under current hydrogeologic conditions, would not significantly capture or measurably influence groundwater located off of the site area boundary. As such, pumping of a well or wells at this rate would also be considered to have a negligible to small impact on nearby groundwater users identified in April 2010.
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| 2.4-28c REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR 2.4.13.2.2 Site Hydrogeologic Conditions 2.4.13.2.2.1 Permeability Permeability values for the various hydrogeologic units at the site were determined from laboratory tests on soil samples, field permeability tests conducted in the ESCP area, and water pressure tests in the bedrock. These tests are described in Subsections 2.5.4.6 and 2.5.6.
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| Laboratory permeability test results, reported in Table 2.5-24, show the permeability of the sand deposits to range from 3.66 X 10-4 cm/sec to 7.32 X 10-2 cm/sec. For the evaluation of seepage from the ESCP, an average value of 6 X 10-3 cm/sec was used. The average permeability of the till was found to be 2.6 X 10-6 cm/sec. For discontinuous, well-graded gravel and silts within the glacial drift at a depth of 35.5 to 40.5 feet in Borings H-1 and H-3, the permeability was found to average 8.4 X 10-4 cm/sec.
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| 2.4-29 REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR The results of the water pressure tests conducted in bedrock are presented in Tables 2.5-20 through 2.5-23 and on boring logs presented in Figure 2.5-159. Water pressure tests were performed in the Pennsylvanian-age Carbondale and Spoon Formations and in the underlying Brainard Shale and Fort Atkinson Limestone of the Ordovician-age Maquoketa Shale Group. No water losses were recorded in 20% and 50% of the tested intervals in the Carbondale and Spoon Formations, respectively, or in 40% of the tested intervals in the Maquoketa Shale Group. In those intervals in which water losses were recorded, permeabilities ranged from 1.93 X 10-6 to 4.92 X 10-4 cm/sec in the Carbondale Formation, 1.76 X 10-6 to 6.20 X 10-4 cm/sec in the Spoon Formation, and 2.33 X 10-6 to 4.58 X 10-5 cm/sec in the Maquoketa Shale Group. These permeability values probably reflect secondary permeability along infrequent joints and fractures within these formations rather than intergranular, primary permeability of the rock mass. In addition, the upper tested intervals of the boreholes generally had higher permeabilities than those at greater depths, probably reflecting the effects of weathering on the strata.
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| 2.4.13.2.2.2 Groundwater Levels Groundwater levels at the time the borings were drilled in the plant area (January 1973 to April 1973) were at approximately elevation 595 feet. Groundwater levels recorded in piezometers installed during the site investigations are presented in Table 2.5-35. Locations of these piezometers are shown on Figure 2.5-16.
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| Eight observation wells were installed in the glacial drift around the power block excavation and outside the slurry trench in late 1975 to monitor groundwater levels during construction.
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| These observation wells were installed in pairs at varying distances away from the slurry trench. The locations of these observation wells are shown on Figure 2.4-36, and a typical detail of an observation well is shown on Figure 2.4-43. Groundwater levels measured in these observation wells are shown on Figure 2.4-44.
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| Seepage from the sand aquifer into the power block excavation was limited by a slurry trench installed from approximately elevation 595 feet MSL to 2 feet into the till underlying the sand aquifer. The combined quantities of seepage and precipitation were controlled using a sump pump. For approximately 77% of the measurements, groundwater levels were higher in the outer observation well of each pair, indicating some decline of groundwater levels immediately adjacent to the slurry trench due to seepage into the excavation. The average difference in 2.4-30 REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR groundwater levels between pairs of observation wells was 0.7 foot. The slight decline in groundwater levels and the small volume of seepage into the excavation indicate that groundwater levels in the sand aquifer were affected only in the immediate proximity of the power block excavation.
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| Groundwater levels have also been measured since July 1973 in seven shallow observation wells installed around the cooling pond (Figure 2.4-45). Average monthly groundwater levels have been plotted from July 1973 through December 1978 for each observation well on Figure 2.4-45. In general, the highest groundwater levels were observed from January through June, and the lowest groundwater levels from July through December.
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| These seasonal variations are not as evident in observation well LW-1 because the groundwater levels were influenced by water levels in a nearby ditch which carries water pumped from a gravel pit located offsite. Infiltration from the ditch resulted in temporarily high groundwater levels during the summer months of 1974, 1975, and 1976. Over the period of record, groundwater levels in the pond observation wells fluctuated within a range of 0 to 9 feet below the ground surface, except in observation well LW-1, where the groundwater level ranged from 7.5 feet to 14.8 feet below the ground surface. The difference in groundwater elevations between the observation wells can be attributed to the varying ground surface elevations, local drainage patterns, and other factors relating to man's activities, such as pumpage from nearby mine pits.
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| 2.4.13.2.3 Effects of Seepage from Cooling Pond Seepage from the cooling pond should have minimal effect on groundwater levels around the site. Seepage to the Cambrian-Ordovician Aquifer is limited by the relatively impermeable Pennsylvanian-age shales of the Carbondale and Spoon Formations and by the Ordovician-age shales of the Maquoketa Shale Group. Seepage to the sand aquifer will be limited by a slurry trench cutoff, constructed through the cooling pond dike and generally extending 2 feet into the till or onto Pennsylvanian-age bedrock. The cooling lake perimeter dike slurry trench is continuous around the perimeter of the cooling lake and, therefore, continuous along the north and west sides of the essential service cooling pond (ESCP). Plan views of the ESCP and perimeter dike along the north and west sides of the ESCP are given in Figures 2.4-26 through 2.4-29.
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| Sections of the perimeter dike and slurry trench are given in Figure 2.4-35. The slurry trench along the ESCP is a soil-bentonite backfilled slurry trench extending from elevation 597 feet to the top of the till and, in most cases, is keyed into the till. As-built profiles are provided in Figures 2.4-49, 2.4-50 and 2.4-51. The slurry trench will be a continuous seepage cutoff around the entire perimeter of the pond. However, the design of the ESCP does not rely on the 2.4-31
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| BRAIDWOOD-UFSAR slurry trench as a seepage barrier. The ESCP seepage has been conservatively determined (see Subsection 2.5.6) assuming the trench does not exist.
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| As part of the design evaluation for the slurry trench cutoff, a prototype slurry trench test section was constructed in the cooling pond area. The test consisted of several pumping tests to determine the average permeability of the in-place soil-bentonite and cement-bentonite backfill materials. The results of these tests were used in the design of the slurry trench cutoff and the cooling pond dike (Subsection 2.5.6). The maximum permeability values determined for the in-place slurry trench test section are as follows:
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| Soil-bentonite (using natural onsite soil) 6.0 X 10-7 cm/sec Cement-bentonite 4.4 X 10-6 cm/sec Based upon these permeability values, the amount of seepage through the entire length of the cooling pond dike is estimated to be less than 5 cfs (Subsection 2.5.6). Therefore, when considering the approximately 10-mile perimeter of the cooling pond, the effect on local groundwater levels in the sand aquifer should be very small and restricted to the immediate perimeter of the cooling pond.
| |
| Temperature and total dissolved solids concentration of the pond water may exceed those of the groundwater in the sand aquifer.
| |
| However, any effects of seepage of water of different temperature or chemistry into the sand aquifer should be minimal due to dilution of the small quantity of seepage in the rainfall-recharged aquifer. Dissolved solids concentration in the pond will be held below effluent discharge standards by blowdown to the Kankakee River.
| |
| 2.4.13.2.4 Seepage from the Essential Service Cooling Pond The results of a seepage analysis performed to determine the seepage losses from the ESCP in the unlikely event of a failure of the main perimeter cooling pond dike and loss of all pond water above elevation 590 feet MSL are presented in Subsection 2.5.6.
| |
| 2.4.13.3 Accident Effects As described in Subsection 2.4.12, the largest tanks which are located outside the containment building and contain radioactive effluents are the boron recycle holdup tanks. Each of these tanks has a capacity of 125,000 gallons. The floor and roof elevations of the concrete cells in which these tanks are located are 546.0 and 583.0 feet, respectively. The plant grade elevation is 600.0 feet.
| |
| 2.4-32
| |
| | |
| BRAIDWOOD-UFSAR The porous media surrounding the building are comprised of Parkland Sand and Equality Formation from elevation 600.0 feet to 580.0 feet, underlain by about 20 feet of Wedron Formation. The average permeability of the Parkland Sand ranges from 1.2 x 10-5 to 2.4 x 10-3 ft/sec. The average permeability of the Wedron Formation is 8.53 x 10-8 ft/sec (see Subsections 2.4.13.1.2 and 2.4.13.2.2).
| |
| A cement bentonite slurry trench has been installed around the perimeter of the main plant excavation through the Parkland Sand and the Equality Formation into the silty clay glacial till of the Wedron Formation. This trench would restrict any seepage into or out of the auxiliary building.
| |
| The nearest groundwater user is located about 1850 feet from the auxiliary building (Well no. 73 on Figure 2.4-42).
| |
| The design groundwater elevation at the plant site is 600.0 feet. History of groundwater withdrawal from the Parkland Sand indicates that this aquifer has been continually supplying water with no evidence of any serious depletion. Therefore, it is reasonable to assume that the water table fluctuates within the Parkland Sand and Equality Formation and will always be above elevation 580.0 feet.
| |
| To examine the impact of a postulated accidental release of radioactive effluents, it is hypothesized that one of the boron recycle holdup tanks spills its contents into the concrete cell in which it is located. The walls or foundation of this cell are postulated to develop some cracks through which direct communication is established between the interior of the building and the surrounding groundwater environment. The maximum elevation of the spilled fluid inside the cell is estimated to be 563.0 feet. As the ambient groundwater elevation is 17 to 37 feet higher than the fluid level inside the cell, there would be no hydraulic gradient from the interior of the cell to the outside. Therefore, the effluents will be contained and prevented from moving out of the building and contaminating the surrounding groundwater environment.
| |
| 2.4.13.4 Monitoring Groundwater monitoring has been performed in eight observation wells installed in the sand aquifer around the perimeter of the main plant excavation (Figure 2.4-36). Monitoring has included groundwater levels and quality. The results of this monitoring have shown no significant effects on groundwater levels or quality due to minor seepage into the plant excavation (Braidwood OLS-ER, Sections 2.4.2.1.2 and 2.4.2.2.1 and Braidwood UFSAR, Figure 2.4-44). The excavation has been backfilled to essentially the final plant grade. Monitoring will continue on a quarterly basis at station wells PW-2 and PW-6, and will be discontinued one year after the pond is filled.
| |
| 2.4-33 REVISION 2 - DECEMBER 1990
| |
| | |
| BRAIDWOOD-UFSAR Groundwater monitoring has been performed in seven observation wells installed in the glacial drift around the cooling pond (Figure 2.4-37). Groundwater levels are plotted on a time scale in Figure 2.4-45. Monitoring will continue on a quarterly basis on those wells that are accessible and will be discontinued one year after the pond is filled. 71 additional observation wells were installed during the 1978 construction season to monitor any effects of pond filling on groundwater levels. Additional observation wells may be added based on evaluation of the results of the 1979 construction season.
| |
| The frequency of monitoring groundwater levels in the 71 observation wells will be twice monthly prior to pond filling.
| |
| Starting with pond filling, groundwater levels will be monitored weekly until one month after pond filling. Groundwater levels will then be monitored twice monthly to one year after pond filling. Thereafter, groundwater levels will be measured monthly.
| |
| Observation well data collected since December 1980 has indicated the cooling pond and dike system is functioning as anticipated with no indications of significant seepage problems. Based on the evaluation of these results, the number of observation wells to be monitored on a monthly basis during plant operation will be reduced to 40.
| |
| 2.4.13.5 Design Bases for Subsurface Hydrostatic Loading The design groundwater level for hydrostatic loading is elevation 600 feet MSL. Foundations of the main plant buildings are below the groundwater levels measured in the sand aquifer during site investigations and construction (Subsections 2.4.13.2.2.2 and 2.5.4.6). Seepage into the main plant excavation was controlled during construction by a slurry wall cutoff installed through the sand aquifer and 2 feet into the underlying till. Precipitation and seepage into the excavation were removed by the use of sump pumps. There are no dewatering systems that will be used to permanently lower groundwater levels under safety- or non-safety-related buildings.
| |
| 2.4.14 Technical Specification and Emergency Operation Requirements 2.4.14.1 Probable Maximum Flood Level The probable maximum flood level for Braidwood Station, as determined in Subsection 2.4.3 and summarized in Table 2.4-5, is 598.17 feet MSL due to the flood stages at the cooling pond. The probable maximum flood stage of the Kankakee River is 561.3 feet. Since the plant floor elevation is 601.0 feet, these floods will have no damaging effect on any safety-related structure. The probable maximum precipitation at the plant site, as discussed in Subsection 2.4.2.3, will cause only minor local flooding and will not have appreciable effect on the perched 2.4-34
| |
| | |
| BRAIDWOOD-UFSAR groundwater elevation. This local flood will reach an elevation higher than the plant floor elevation for a short period, and as discussed in Subsection 2.4.2.3, special provisions are made for safety-related facilities to prevent flooding. See Table 2.4-24 for safety-related structures and pertinent design water levels.
| |
| 2.4.14.2 Flood Protection Measures As mentioned in Subsection 3.4.1, the probable maximum flood stage (elevation 598.17) is below the plant grade elevation (elevation 600). As an additional safety measure, the following safeguards are provided:
| |
| : a. Waterstops are provided in all horizontal and vertical construction joints in all exterior walls up to the grade elevation.
| |
| : b. Water seals are provided for all penetrations in exterior walls up to the grade elevation.
| |
| : c. All exterior walls and the base mat are designed for the hydrostatic pressure considering submergence to the probable maximum flood elevation.
| |
| : d. The finished grade elevation adjacent to the plant is maintained at least 1.0 foot below plant grade floor elevation.
| |
| : e. No exterior access openings are provided below the grade floor elevation, in areas where flooding could damage Safety Class 1 structures or equipment.
| |
| 2.4.14.3 Emergency Protective Measures There are no requirements for emergency protective measures designed to minimize the impact of hydrology-related events on safety-related facilities, and none were incorporated into the technical specification and emergency procedures. The ultimate heat sink is a man-made pond which is not subject to degradation due to a hydrology-related event.
| |
| 2.4.15 References 2.4.15.1 References Cited in Text
| |
| : 1. Barker, Carlisle, and Nyberg, Kankakee River Basin Study, Illinois Division of Waterways, Springfield, Illinois, 1967.
| |
| : 2. Riedel, Appleby, and Schloemer, 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, Hydrometeorological Report No. 33, U.S. Weather Bureau and Corps of Engineers, Washington, D.C., April 1956.
| |
| 2.4-35 REVISION 1 - DECEMBER 1989
| |
| | |
| BRAIDWOOD-UFSAR 2a. V. T. Chow, Handbook of Applied Hydrology, McGraw-Hill Book Company, New York, 1964.
| |
| 2b. L. C. Schreiner, and J. T. Riedel, Probable Maximum Precipitation Estimates, United States East of the 105th Meridian, Hydrometeorological Report No. 51, National Weather Service and U.S. Army Corps of Engineers, Silver Spring, MD, June 1978.
| |
| 2c. E. M. Hansen, L. C. Schreiner and J. F. Miller, Application of Probable Maximum Precipitation Estimates - United States East of the 105th Meridian, Hydrometeorological Report No. 52, National Weather Service and U.S. Army Corps of Engineers, Washington, D.C., August 1982.
| |
| 2d. U.S. Army Corps of Engineers, Hydraulic Design of Reservoir Outlet Structures, EM 1110-2-1602, August 1, 1963.
| |
| : 3. W. D. Mitchell, Unit Hydrographs in Illinois, Division of Waterways, State of Illinois, 1948.
| |
| : 4. R. M. White, Frequency of Maximum Water Equivalent of March Snow Cover in North Central United States, Technical Paper No.
| |
| 50, U.S. Weather Bureau, 1964.
| |
| : 5. W. D. Mitchell, Floods in Illinois: Magnitude and Frequency, U. S. Geological Survey, 1954.
| |
| : 6. Smith et al., Grundy County Soils, Soil Report No. 26, University of Illinois Agricultural Experiment Station, Urbana, Illinois, March 1924.
| |
| : 7. Hopkins et al., Kankakee County Soils, Soil Report No. 13, University of Illinois Agricultural Experiment Station, Urbana, Illinois, June 1916.
| |
| : 8. V. T. Chow, Open-Channel Hydraulics, McGraw-Hill Book Company, New York, 1959.
| |
| : 9. B. Barker, Letter to Harza Engineering Company, Division of Water Resource and Management, Illinois Department of Transportation, November 6, 1972.
| |
| : 10. Spillway Rating and Floor Routing, Hydrologic Engineering Center, Computer Program 22-J2-L210, U.S. Army Corps of Engineers, October 1966.
| |
| : 11. U.S. Army Corps of Engineers, Computations of Freeboard Allowances for Waves in Reservoirs, Engineer Technical Letter No.
| |
| 1110-2-8, August 1, 1966.
| |
| : 12. Saville, McClendon, and Cochran, "Freeboard Allowances for Waves in Inland Reservoirs," Journal of the Waterways and Harbors Division, ASCE, pp. 93-124, May 1962.
| |
| 2.4-36 REVISION 7 - DECEMBER 1998
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 13. U.S. Army Corps of Engineers, Shore Protection Manual, Volume I-III, U.S. Army Coastal Engineering Research Center, 1977.
| |
| : 14. H. C. S. Thom, "New Distributions of Extreme Winds in the United States", Journal of the Structural Division, ASCE, July 1968.
| |
| : 15. Corps of Engineers, Slope Protection for Earth Dams, pp. 14 and 16, 1949.
| |
| : 16. Low Flow Frequency Analysis for Kankakee River Near Wilmington, Illinois, U.S. Geological Survey, March 1977.
| |
| : 17. R. H. Harmeson et al., Quality of Surface Water in Illinois, 1956-1966, Bulletin 54, Illinois State Water Survey, Urbana, Illinois, 1969.
| |
| : 18. M. Suter et al., "Preliminary Report on Groundwater Resources of the Chicago Region, Illinois," Illinois State Water Survey and Illinois State Geological Survey, Cooperative Groundwater Report 1, 1959.
| |
| : 19. I. S. Papadopulos, W. R. Larsen, and F. C. Neil, "Ground Water Studies - Chicagoland Deep Tunnel System," Ground Water, Vol. 7, No. 5, pp. 3-15, October 1969.
| |
| : 20. W. C. Walton and S. Csallany, "Yields of Deep Sandstone Wells in Northern Illinois," Report of Investigation 43, Illinois State Water Survey, 1962.
| |
| : 21. R. T. Sasman et al., Water-Level Decline and Pumpage in Deep Wells in Northern Illinois, 1966-1971, Circular 113, Illinois State Water Survey, 1973.
| |
| : 22. R. T. Sasman et al., "Water-Level Decline and Pumpage in Deep Wells in the Chicago Region, 1971-1975," Circular 125, Illinois State Water Survey.
| |
| 2.4.15.2 Alphabetical List of References Not Cited in Text R. E. Bergstrom et al., Groundwater Possibilities in Northeastern Illinois, Circular 198, Illinois State Geological Survey, 1955.
| |
| L. Bernstein and M. Fireman, "Laboratory Studies on Salt Distribution in Furrow-Irrigated Soil with Special Reference to the Pre-Emergence," Soil Science, Vol. 83, pp. 249-263, 1956.
| |
| D. C. Bond, Hydrodynamics in Deep Aquifers of the Illinois Basin, Circular 470, Illinois State Geological Survey, 1972.
| |
| Breemer, C.W.; Clark, P.U.; Haggerty, R. Modeling the Subglacial Hydrology of the Late Pleistocene Lake Michigan Lobe, Laurentide Ice Sheet, Geological Society of America, 2002.
| |
| Burch, S.L. A Comparison of Potentiometric Surfaces for the Cambrian-Ordovician Aquifers of Northeastern Illinois, 2000 and 2007, Illinois State Water Survey, December 2008.
| |
| 2.4-37 REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR Compilation of Records of Surface Waters of the United States Through September 1950, Part 5, U.S. Geological Survey, Washington, D.C., 1959.
| |
| Compilation of Records of Surface Waters of the United States, October 1950 to September 1960, Part 5, U.S. Geological Survey, Washington, D.C., 1964.
| |
| S. Csallany, "Yields of Wells in Pennsylvanian and Mississippian Rocks in Illinois," Report of Investigation 55, Illinois State Water Survey, 1966.
| |
| Fetter, C.W., 1994. Applied Hydrogeology, published by Macmillan College Publishing Company, third edition.
| |
| Groundwater Atlas of the United States Iowa, Michigan, Minnesota, Wisconsin. United States Geological Society, 1992. Website:
| |
| http://pubs.usgs.gov/ha/ha730/ch_j/J-text8.html Illinois State Water Survey, public groundwater supplies, open file.
| |
| Meyer, S.C.; Roadcap, G.S.; Lin, Y.F.; Walker, D.D. Kane County Water Resources Investigations: Simulation of Groundwater Flow in Kane County and Northeastern Illinois, Illinois State Water Survey, 2009.
| |
| Surface Water Records of the United States, Part 5, U.S.
| |
| Geological Survey, 1947-1949, 1956-1960.
| |
| J. D. Treworgy, Illinois State Geological Survey, Letter to D. L. Siefken, Sargent & Lundy, April 11, 1977.
| |
| Visocky, A.P.; Sherrill, M.G.; and Cartwright, K. Geology, Hydrology, and Water Quality of the Cambrian and Ordovician Systems in Northern Illinois, State of Illinois Department of Energy and Natural Resources, 1985.
| |
| Water for Illinois--A Plan for Action, Table 10, Illinois Department of Business and Economic Development, Springfield, Illinois, 1967.
| |
| Water Resources Data for Illinois, 1961-1976, U.S. Geological Survey.
| |
| Wehrmann, H.A.; Sinclair, S.V., and Bryant, T.P. An Analysis of Groundwater Use to Aquifer Potential Yield in Illinois, Illinois State Water Survey, December 2003.
| |
| 2.4-38 REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-1 FLOODS ON THE KANKAKEE RIVER NEAR WILMINGTON PEAK FLOOD MAXIMUM GAUGE DISCHARGE STAGE HEIGHT WATER YEAR (cfs) (ft) (ft) 1981 41,000 6.45 Same 1980 24,800 5.88 Same 1979 48,000 -- 12.07 1978 30,500 6.68 9.40 1977 16,200 4.54 Same 1976 32,600 6.95 Same 1975 27,100 6.24 Same 1974 49,100 8.49 12.78 1973 33,200 7.03 Same 1972 15,800 4.47 Same 1971 12,600 4.07 Same 1970 54,500 9.40 Same 1969 29,700 6.59 Same 1968 35,100 7.26 13.88 1967 19,400 5.18 10.08 1966 23,400 5.75 6.99 1965 19,500 5.20 Same 1964 10,800 3.70 Same 1963 22,000 -- 9.72 1962 23,800 5.70 6.68 1961 17,000 4.86 Same 1960 19,500 5.25 9.13 1959 30,000 -- 9.52 1958 30,600 6.72 9.92 1957 75,900 11.40 Same 1956 16,200 4.70 Same 1955 14,400 4.38 7.13 1954 15,000 4.53 Same 1953 19,500 5.17 Same 1952 29,000 6.46 9.43 1951 30,000 -- 10.83 1950 37,800 7.61 11.39 1949 16,700 4.8 11.57 1948 23,000 5.67 6.00 1947 21,600 5.40 Same 1946 19,500 5.2 --
| |
| 1945 21,600 5.4 --
| |
| 1944 33,800 7.1 --
| |
| 1943 48,000 8.87 10.06 1942 46,600 8.7 --
| |
| 1941 8,290 3.30 --
| |
| 2.4-39
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-1 (Cont'd)
| |
| PEAK FLOOD MAXIMUM GAUGE DISCHARGE STAGE HEIGHT WATER YEAR (cfs) (ft) (ft) 1940 11,100 3.95 --
| |
| 1939 24,600 6.0 --
| |
| 1938 19,600 5.3 --
| |
| 1937 15,100 4.65 --
| |
| 1936 17,500 5.0 --
| |
| 1935 17,500 5.0 --
| |
| 1934 7,000 -- --
| |
| 1933 35,300 -- --
| |
| 1932 10,600 -- --
| |
| 1931 6,510 -- --
| |
| 1930 17,200 -- --
| |
| 1929 24,800 -- --
| |
| 1928 24,000 -- --
| |
| 1927 29,100 -- --
| |
| 1926 20,900 -- --
| |
| 1925 14,100 -- --
| |
| 1924 18,900 -- --
| |
| 1923 16,400 -- --
| |
| 1922 34,300 -- --
| |
| 1921 7,270 -- --
| |
| 1920 26,200 -- --
| |
| 1919 22,800 -- --
| |
| 1918 26,600 -- --
| |
| 1917 15,600 -- --
| |
| 1916 14,500 -- --
| |
| 1915 22,400 -- --
| |
| 1887 -- -- 16.73 1883 -- -- 16.73 2.4-40
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-2 PROBABLE MAXIMUM PRECIPITATION ON THE POND BASIN STORM DURATION PMP (hr) (in.)
| |
| 6 24.4 12 26.7 24 29.6 48 31.9 2.4-41
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-3 PROBABLE MAXIMUM PRECIPITATION DISTRIBUTION INCREMENTAL CUMULATIVE PRECIPITATION PRECIPITATION STORM HOUR (in.) (in.)
| |
| 1 1.0 1.0 2 1.9 2.9 3 3.2 6.1 4 11.6 17.7 5 5.1 22.8 6 1.6 24.4 7 0.5 24.9 8 0.5 25.4 9 0.4 25.8 10 0.4 26.2 11 0.3 26.5 12 0.3 26.8 13 0.3 27.1 14 0.3 27.4 15 0.3 27.7 16 0.3 28.0 17 0.2 28.2 18 0.2 28.4 19 0.2 28.6 20 0.2 28.8 21 0.2 29.0 22 0.2 29.2 23 0.2 29.4 24 0.2 29.6 25 0.15 29.75 26 0.15 29.90 27 0.15 30.05 28 0.15 30.20 29 0.10 30.30 30 0.10 30.40 31 0.10 30.50 32 0.10 30.60 33 0.10 30.70 34 0.10 30.80 35 0.10 30.90 36 0.10 31.00 37 0.10 31.10 38 0.10 31.20 39 0.10 31.30 40 0.10 31.40 41 0.10 31.50 42 0.10 31.60 43 0.05 31.65 2.4-42
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-3 (Cont'd)
| |
| INCREMENTAL CUMULATIVE PRECIPITATION PRECIPITATION STORM HOUR (in.) (in.)
| |
| 44 0.05 31.70 45 0.05 31.75 46 0.05 31.80 47 0.05 31.85 48 0.05 31.90 2.4-43
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-4 MAXIMUM RAINFALL INTENSITY DURING LOCAL PROBABLE MAXIMUM PRECIPITATION TIME CUMULATIVE RAINFALL RAINFALL INTENSITY (minutes) (inches) (inches per hour) 5 5.98 71.8 15 9.47 37.9 30 13.56 27.1 60 17.8 17.8 2.4-44
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-5 PROBABLE MAXIMUM FLOOD AND OTHER ELEVATIONS MAXIMUM ELEVATION LOCATION (ft)
| |
| Pond PMF 598.17 Kankakee River at intake:
| |
| - PMF 561.30
| |
| - low flow 534
| |
| - average annual flow 538
| |
| - flood of record 552 Mazon River at old Highway 66 582 Granary Creek just upstream of East Fork Mazon River 576 2.4-45
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-6 PROBABLE MAXIMUM PRECIPITATION ON CRANE AND GRANARY CREEKS, MAZON AND KANKAKEE RIVERS CRANE AND GRANARY MAZON RIVER, KANKAKEE CREEKS, 52.2 mi2 220 mi2 RIVER, 5150 mi2 HOUR (in.) (in.) (in.)
| |
| 3 0.15 0.25 6 0.2 0.25 12.50 9 0.20 0.3 12 0.25 0.3 2.10 15 0.30 0.4 18 0.35 0.4 0.86 21 0.45 0.5 24 0.50 0.7 0.54 27 0.90 1.9 30 1.90 12.8 0.54 33 15.50 4.2 36 5.20 1.1 0.60 39 1.20 0.6 42 0.60 0.4 0.48 45 0.50 0.4 48 0.40 0.3 0.48 2.4-46
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-7 BASIN CHARACTERISTICS FOR CRANE AND GRANARY CREEKS AND MAZON RIVER ITEM CRANE AND GRANARY CREEK MAZON RIVER Drainage area (mi2) 52.2 220.0 Main stream length (mi) 18.1 22.0 Approximate channel elevation at down-steam end (ft) 562.0 556.0 Ct 5.0 3.7 640Cp 320.0 530.0 Unit duration for unitgraph (hr) 3.0 3.0 Time to peak for unitgraph (hr) 20.2 19.4 Peak discharge for unitgraph (cfs) 830.0 6000.0 2.4-47
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-8 FLOOD ELEVATIONS WATER SURFACE CROSS DRAINAGE AREA PMF ELEVATION SECTION (mi2) (cfs) (ft)
| |
| X-GD 23.1 8,630 586.5 X-GU 21.6 8,070 594.5 X-CD 26.4 9,860 587.0 X-CU 25.3 9,450 591.5 X-MU1 112.0 57,000 587.0 X-MU2 117.0 59,500 586.0 X-MD1 215.0 109,500 582.5 X-MD2 220.0 112,000 581.5 2.4-48
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-9 PROBABLE MAXIMUM FLOOD CHARACTERISTICS FOR THE POND Drainage area (mi2) 5.3 Normal pool elevation (ft) 595.0 Pond area at normal pool (mi2) 3.9 PMP duration (hr) 48.0 PMF volume (acre-ft) 9,050.0 PMF peak inflow (cfs) 39,600.0 2.4-49
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-10 SPILLWAY RATING TABLE WATER SURFACE ELEVATION HEAD DISCHARGE (ft) (ft) (cfs) 596.00 0.25 73 596.25 0.50 205 596.50 0.75 377 596.75 1.00 610 597.00 1.25 811 597.25 1.50 1075 597.50 1.75 1342 597.75 2.00 1648 598.00 2.25 1954 598.25 2.50 2290 Note: Bases:
| |
| : 1. 200 foot wide broad-crested spillway.
| |
| : 2. Trapezoidal shape.
| |
| : 3. 10:1 inclined floor at downstream.
| |
| : 4. Spillway crest elevation 595.75 feet.
| |
| 2.4-50
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-11 WIND-WAVE CHARACTERISTICS ON THE BRAIDWOOD POND - DESIGN-BASIS WIND TOTAL WIND TIDE SETUP WAVE RUNUP SETUP WAVE HEIGHT PLUS WIND WIND (ft) RUNUP (ft) RUNUP FLOOD SPEED SPEED AVERAGE EMBANK- ** *** (ft)
| |
| AND OVER OVER WATER MENT EFFECTIVE WIND LAND WATER DEPTH SLOPE FETCH SETUP FETCH SIG. MAX.
| |
| LOCATION* CONDITION (mph) (mph) (ft) (%) (mi) (ft) (mi) Hs Hmax w/Hs w/Hmax w/Hs w/Hmax SPF+PMF A +40-mph 40 46.0 11.46 33.3 2.50 0.33 1.25 2.35 3.92 2.77 3.84 3.10 4.17 Wind PMF B +25-mph 25 28.5 10.15 33.3 2.14 0.12 1.07 1.33 2.22 1.65 -- 1.77 --
| |
| Wind PMF C +25-mph 25 28.7 11.15 33.3 1.95 0.10 1.22 1.35 2.25 1.70 -- 1.80 --
| |
| Wind PMF D +25-mph 25 28.0 11.35 33.3 1.18 0.06 0.93 1.15 1.92 1.31 -- 1.37 --
| |
| Wind PMF E +25-mph 25 27.5 7.91 33.3 1.34 0.09 0.67 1.03 1.72 1.32 -- 1.41 --
| |
| wind
| |
| * For locations refer to Figure 2.4-34.
| |
| ** w/Hs - with significant wave height.
| |
| *** w/Hmax - with maximum wave height.
| |
| 2.4-51
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-12 DIKE FREEBOARD - DESIGN-BASIS WIND WATER SURFACE SETUP PLUS RUNUP RUNUP ELEVATION FLOOD NORMAL PMF (ft) (ft MSL) TOP AND TYPE POOL MAXIMUM ELEVATION WIND OF ELEVATION RISE OF LOCATION CONDITION WAVE (ft MSL) (ft) w/Hs w/Hmax w/Hs w/Hmax DIKE SPF + PMF A + 40-mph Shallow 595.0 3.17 3.10 4.17 601.27 602.34 602.50 Wind PMF B + 25-mph Shallow 595.0 2.91 1.77 --- 599.68 --- 600.00 Wind PMF C +25-mph Shallow 595.0 2.91 1.80 --- 599.71 --- 600.00 Wind PMF D + 25-mph Deep 595.0 2.91 1.37 --- 599.28 --- 600.00 Wind PMF E +25-mph Shallow 595.0 2.91 1.41 --- 599.32 --- 600.00 Wind 2.4-52
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-13 WIND-WAVE CHARACTERISTICS ON THE BRAIDWOOD POND - EXTREME WIND TOTAL WIND TIDE SETUP WAVE RUNUP SETUP WAVE HEIGHT PLUS WIND WIND (ft) RUNUP (ft) RUNUP FLOOD SPEED SPEED AVERAGE EMBANK- ** *** (ft)
| |
| AND OVER OVER WATER MENT EFFECTIVE WIND LAND WATER DEPTH SLOPE FETCH SETUP FETCH SIG. MAX.
| |
| LOCATION* CONDITION (mph) (mph) (ft) (%) (mi) (ft) (mi) Hs Hmax w/Hs w/Hmax w/Hs w/Hmax Extreme A wind + 60 64.8 11.00 33.3 0.61 0.17 0.45 2.30 3.84 2.74 3.76 2.91 3.93 normal pool Extreme B wind + 60 68.4 7.24 33.3 2.14 0.99 1.07 2.66 4.44 2.93 -- 3.92 --
| |
| normal pool Extreme C wind + 60 69.0 8.24 33.3 1.95 0.80 1.22 2.95 4.93 3.25 -- 4.05 --
| |
| normal pool Extreme D wind + 60 67.2 8.44 33.3 1.18 0.45 0.93 2.76 4.61 3.12 -- 3.57 --
| |
| normal pool Extreme E wind + 60 66.0 5.00 33.3 1.34 0.83 0.67 2.11 3.52 2.32 -- 3.15 --
| |
| normal pool
| |
| * For locations refer to Figure 2.4-34.
| |
| ** w/Hs - with significant wave height.
| |
| ***w/Hmax - with maximum wave height.
| |
| 2.4-53 REVISION 3 - DECEMBER 1991
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-14 DIKE FREEBOARD - EXTREME WIND WATER SURFACE SETUP PLUS RUNUP RUNUP ELEVATION FLOOD NORMAL PMF (ft) (ft MSL) TOP AND TYPE POOL MAXIMUM ELEVATION WIND OF ELEVATION RISE OF LOCATION CONDITION WAVE (ft MSL) (ft) w/Hs w/Hmax w/Hs w/Hmax DIKE A Extreme Shallow 595.0 --- 2.91 --- 597.91 --- 602.50 wind +
| |
| normal pool B Extreme Shallow 595.0 --- 3.92 --- 598.92 --- 600.00 wind +
| |
| normal pool C Extreme Shallow 595.0 --- 4.05 --- 599.05 --- 600.00 wind +
| |
| normal pool D Extreme Shallow 595.0 --- 3.57 --- 598.57 --- 600.00 wind +
| |
| normal pool E Extreme shallow 595.0 --- 3.15 --- 598.15 --- 600.00 wind +
| |
| normal pool3 2.4-54
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-15 STAGE/FLOW DATA AT CUSTER PARK AND WILMINGTON AVERAGE STAGE AT AVERAGE FLOW AT CUSTER PARK WILMINGTON YEAR (ft) (cfs) 1971 537 3200 1970 538 4800 1965 538 4400 1964 537 1500 2.4-55
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-16 LOW FLOW FREQUENCY/DURATION DATA KANKAKEE RIVER MEAN FLOW AT MEAN FLOW AT WILMINGTON GAUGE RIVER SCREEN HOUSE FREQUENCY/DURATION (cfs) (cfs) 1-day 10-year low 389 378 3-day 10-year low 428 415 7-day 10-year low 453 440 30-day 10-year low 509 494 1-day 100-year low 270 262 3-day 100-year low 305 296 7-day 100-year low 331 321 30-day 100-year low 396 385 Historical low flow 204 198 Average flow 4,071 3,952 2.4-56
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-17 PHYSICAL CHARACTERISTICS OF THE WATER SUPPLY WELL Location, plant coordinates 41 deg. 14 min. 43 sec.NORTH 88 deg. 13 min. 52 sec.WEST Date completed 4/22/2009 Surface elevation Approx. 600 ft MSL Total depth 1750 ft Deepest hydrogeologic unit Ironton and Galesville Sandstones encountered Depth to bottom of casing 1200 ft Lowest formations cased Knox Megagroup Pumping test data Date test began 3/29/2010 Static water level 288 ft Pumping water level 335 ft Pumping rate 610 gpm Length of pumping test 24 hr Specific capacity 13.0 gpm/ft 2.4-57 REVISION 15-DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-18 PARTIAL WATER QUALITY ANALYSES FOR WATER SUPPLY WELL*
| |
| PARAMETER* RESULT pH (at 25o C) 7.46 SU Hardness (as CaCO3) 511 mg/L Alkalinity (as CaCO3) 242 mg/L Chloride 308 mg/L Sulfate 488 mg/L Sodium 308 mg/L Fluoride 1.15 mg/L Iron 0.18 mg/L Nitrate <0.07 mg/L Nitrite <0.15 mg/L Total dissolved solids 1471 mg/L Silica 9.01 mg/L Potassium 27.9 mg/L Calcium 121 mg/L Magnesium 50.8 mg/L Aluminum <37 ug/L Arsenic 15.5 ug/L Barium 15.2 ug/L Beryllium 0.55 ug/L Boron 1120 ug/L Chromium <5.8 ug/L Cooper 1.95 ug/L Manganese 5.6 ug/L Nickel 38 ug/L Zinc 43.3 ug/L Gross Alpha <57.6 pCi/L Tritium <203 pCi/L Water samples were collected between August 2009 and March 2010, during test pumping of the well.
| |
| 2.4-58 REVISION 15-DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-19 GEOLOGIC LOG, WATER SUPPLY WELL GROUP OR DEPTH THICKNESS HYDROGEOLOGIC SYSTEM SERIES FORMATION (ft) (ft) UNIT Quaternary Pleistocene Undifferentiated 48 48 Glacial drift Aquifer Pennsylvanian Desmoinesian Undifferentiated 105 57 Pennsylvanian Aquitard Ordovician Cincinnatian Maquoketa Shale Group 270 165 Maquoketa Aquitard Galena Group 580 310 Cambrian-Ordovicion Aquifer Platteville Group 655 75 Ancell Group 1137 482 (Glenwood-St. Peter Sandstone)
| |
| Canadian Knox Mega Group 1450 313 2.4-59 REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-19 (Cont'd)
| |
| GEOLOGIC LOG, WATER SUPPLY WELL (Continued)
| |
| GROUP OR DEPTH THICKNESS HYDROGEOLOGIC SYSTEM SERIES FORMATION (ft) (ft) UNIT Cambrian Croixan Franconia Formation 1580 130 Ironton and Galesville 1745 165 Sandstones Eau Claire Formation 1750 5+
| |
| NOTES
| |
| : 1. Well drilled by Richard W. Wehling, completed on April 22, 2009.
| |
| : 2. Well located Sec 19, T.32N., R. 9E. in Will County.
| |
| : 3. Drillers log indicated the top of bedrock was encountered at 48 feet.
| |
| : 4. Geologic log is based upon the drillers log.
| |
| : 5. Location of construction supply well is shown on Figure 2.5-16.
| |
| 2.4-60 REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-20 STRATIGRAPHIC UNITS AND THEIR HYDROGEOLOGIC CHARACTERISTICS GROUP OR HYDROGEOLOGIC HYDROGEOLOGIC SYSTEM SERIES FORMATION UNIT DESCRIPTION CHARACTERISTICS QUATERNARY Pleistocene Parkland Eolian Sand Silty fine Groundwater occurs in Sand sand Aquifer sand the sand formations under water table conditions, Equality Lacustrine Sand Fine to medium perched on the underlying Formation sand Aquifer sand with trace till. Groundwater also to little silt occurs in the outwash layers within the till. The Wedron Till Aquitard Silty clay, clayey small thickness of the Formation silt, and upper sand and the discontinuous sandy silt with nature of the outwash interspersed sand preclude extensive and gravel, some development of the sand discontinuous layers aquifer or the aquifer of gravelly within the till.
| |
| sand or sandy gravel PENNSYLVANIAN Des- Carbondale Pennsyl- Aquitard Principally siltstone, Groundwater occurs primarily moinesian Formation vanian with some interbedded in thin sandstone beds and siltstone shale, underclay, occasionally in joints in thin sandstone, limestone, limestone beds. Ground water and coal occurs under leaky artesian Spoon Pennsyl- Aquitard conditions. The high proportion Formation vanian of siltstone makes the siltstone Pennsylvanian strata generally unfavorable as an aquifer.
| |
| *The table is modified from Illinois EPA (1976) and Sasman et al. (1976). A detailed discussion of the lithology and physical characteristics of the various stratigraphic units is presented in Subsection 2.5.1.8.4.
| |
| 2.4-61 REVISION 3 - DECEMBER 1991
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-20 (Cont.)
| |
| GROUP OR HYDROGEOLOGIC HYDROGEOLOGIC SYSTEM SERIES FORMATION UNIT DESCRIPTION CHARACTERISTICS Yields are low and are suitable only for domestic and farm purposes.
| |
| SILURIAN Alexandrian Undiffer- Silurian Shallow Dolomite with thin Groundwater occurs primarily in entiated dolomites Dolomite shale partings, and joints in the dolomites and Aquifer dolomitic siltstone limestones under leaky artesian conditions. The shales are generally not water yielding and act as confining beds between the shallow and deep aquifers.
| |
| ORDOVICIAN Cincinnatian Maquoketa Maquoketa Aquitard Silty dolomitic shale Shale shale at top, silty to pure Group limestone, siltstone and shale at base Champlainian Galena Galena- Cambrian-Group Platte- Ordovi-ville cian dolomites Aquifer Platteville Galena- Cambrian- Dolomite and limestone, Group Platte- Ordovi- locally cherty, sandy ville cian at base, shale partings dolomites Aquifer 2.4-62
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-20 (Cont'd)
| |
| GROUP OR HYDROGEOLOGIC HYDROGEOLOGIC SYSTEM SERIES FORMATION UNIT DESCRIPTION CHARACTERISTICS Ancell Glenwood- Cambrian- Sandstone, shale at Groundwater occurs under leaky Group St. Peter Ordovi- top, little dolomite, artesian conditions in the sandstones sandstone cian locally cherty at base and in joints in the dolomites.
| |
| Aquifer Yields are variable and depend upon which units are open to the well.
| |
| Canadian Prairie Prairie Cambrian- Sandy dolomite, In terms of the total yield of du Chien du Chien, Ordovi- dolomitic sandstone, a well penetrating the entire Group Eminence, cian cherty at top, interbedded thickness of the Cambrian-Potosi and Aquifer shale in lower part Ordovician Aquifer, the Glenwood-Franconia St. Peter sandstone supplies dolomites about 15 percent, the Prairie du Chien, Eminence, Potossi and Franconia dolomites collectively supply about 35 percent, and the Ironton-CAMBRIAN Croixan Eminence Cambrian- Galesville sandstone supplies about Formation Ordovi- 50 percent.
| |
| cian Aquifer Potosi Cambrian-Dolomite Ordovi-cian Aquifer Franconia Cambrian-Formation Ordovi-cian Aquifer 2.4-63
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-20 (Cont'd)
| |
| GROUP OR HYDROGEOLOGIC HYDROGEOLOGIC SYSTEM SERIES FORMATION UNIT DESCRIPTION CHARACTERISTICS Ironton Ironton- Cambrian- Sandstone, upper part Sandstone Galesville Ordovician dolomite sandstone Aquifer Galesville Cambrian-Sandstone Ordovician Aquifer Eau Claire Eau Aquitard Shales, dolomites and Insignificant amounts of ground water Formation Claire shaly dolomitic sandstone may occur in joints. These beds act shale as a confining layer between the (upper and Cambrian-Ordovician Aquifer and the middle Mt. Simon Aquifer.
| |
| beds)
| |
| Mt. Simon Eau Mt. Simon Sandstone Groundwater occurs under leaky arte-Sandstone Claire Aquifer sian conditions. Groundwater in this and Mt. aquifer is too highly mineralized for Simon most purposes. Adequate supplies for sandstones municipal and industrial use are more easily obtained from shallower aquifers.
| |
| 2.4-64
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-21 QUALITY OF GROUNDWATER IN THE GLACIAL DRIFT MAXIMUM MINIMUM AVERAGE PARAMETER* CONCENTRATION CONCENTRATION CONCENTRATION**
| |
| pH 8.5 7.3 7.8 Arsenic (total) 0.036 0.001 0.005 Boron (soluble) 1.7 0.2 0.2 Calcium (soluble) 60 21 38 Chloride 6 0.02 2.7 Iron (soluble) 1.11 0.02 0.11 Iron (total) 24.0 0.04 1.2 Magnesium (soluble) 19 7 13 Sulfate 80 13 36 Total alkalinity (as CaCO3) 176 52 106 Total dissolved solids 296 106 192 Total hardness (as CaCO3) 218 80 146 Total suspended solids 457 2 43 Note: Samples were collected from each of eight observation wells around the main plant excavation beginning January 15, 1976. The locations of the observation wells are shown on Figure 2.4-36. Installation details of a typical observation well are shown on Figure 2.4-43.
| |
| * All parameters except pH are reported in mg/l.
| |
| ** Values represent an average of 15 tests from each observation well.
| |
| 2.4-65
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22A ISGS PUBLIC GROUNDWATER SUPPLIES WITHIN 10 MILES GROUND COMPLETION STATIC PUMPING INFORMATION SURFACE COORDINATES TOTAL DEPTH ELEVATION DATE WELL WATER PUMPING PUMPING LEVEL LEVEL RATE ISWS Well ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE (FEET AMSL2) (YYYYMMDD) WELL LOCATION/OWNER WELL INSTALLED BY TYPE (FT BTOC3) (FT BTOC) (GPM4) HOURS NUMBER PUMPED 120630090800 41.387769 -88.269681 1499 35 34 8 510 19570101 Dresden Nuc Pow Sta 1 WehlingWellWorksInc.
| |
| 120630134100 41.398263 -88.321828 1490 28 34 8 501 19620101 Desplaines Chem Co Miller,J.P.Art.Well 120630142900 41.455381 -88.258803 1508 1 34 8 611 19650501 City Of Minooka 3 WehlingWellWorksInc.
| |
| 120630146300 41.414021 -88.316296 1540 21 34 8 531 19670901 Amax Aluminum Co WehlingWellWorksInc.
| |
| 120630152000 41.415059 -88.34037 1453 20 34 8 530 19681101 Northern Petro Co 1 LayneWesternCo.,Inc.
| |
| 120630201500 41.410622 -88.342306 1858 20 34 8 526 19691031 M-69-3 McCarthyEngr.&Const.
| |
| 120630203700 41.408057 -88.328204 1470 21 34 8 523 19701001 Northern Petro Co 2 LayneWesternCo.,Inc.
| |
| 120630205100 41.398546 -88.318585 1455 28 34 8 500 19701201 Northern Petro Co 5 LayneWesternCo.,Inc.
| |
| 120630205200 41.403426 -88.328151 1463 21 34 8 517 19700101 Northern Petro Co 3 LayneWesternCo.,Inc.
| |
| 120630210800 41.413055 -88.316284 1515 21 34 8 527 19711101 Amax Aluminum Co 2 WehlingWellWorksInc.
| |
| 120630218500 41.41144 -88.307107 1511 22 34 8 523 19721201 N Ill Gas Co 1 LayneWesternCo.,Inc.
| |
| 120630219600 41.411575 -88.301783 1519 22 34 8 530 19730401 N Ill Gas Co 2 LayneWesternCo.,Inc 120632306600 41.412982 -88.317494 1540 21 34 8 0 19890714 Alumax Mill Products 3 Wehling,RichardH. COMM 335 0 0 0 120632411200 41.395053 -88.308601 1490 28 34 8 0 Des Plaines Chem. Co 2 Miller,J.P.DrlgCo. PRIV 280 400 30 1 120632442000 41.434067 -88.269398 1601 12 34 8 605 20050609 Minooka, Village of 9 WaterWellSolutions MUNIC 427 612 1500 24 121970025100 41.443508 -88.160268 1407 11 34 9 540 19551001 Stephan Chemical 1 LayneWestern 0 0 0 0 121970033100 41.447404 -88.172982 1420 11 34 9 571 19571001 Amoco Chem Corp 1 LayneWestern 0 0 0 0 121970054200 41.448429 -88.17618 1405 10 34 9 573 19580501 Amoco Chemical 2 LayneWestern 0 0 0 0 121970060300 41.392437 -88.145771 1627 25 34 9 606 19410101 Kankakee Ordn Works 8 LayneWestern 0 0 0 0 121970060400 41.39932 -88.146048 1603 25 34 9 589 19410101 Kankakee Ordn Works 9 LayneWestern 0 0 0 0 121970060500 41.406192 -88.146326 1571 25 34 9 591 19411001 Kankakee Ordn Works 10 LayneWestern 0 0 0 0 121970060600 41.377243 -88.180683 1593 34 34 9 528 19410101 Kankakee Ordn Works 3 LayneWestern 0 0 0 0 121970060700 41.377124 -88.187975 1554 34 34 9 522 19410101 Kankakee Ordn Works 4 LayneWestern 0 0 0 0 121970060800 41.377367 -88.164341 1598 35 34 9 539 19410301 Kankakee Ordn Works 1 LayneWestern 0 0 0 0 121970060900 41.377254 -88.173364 1605 35 34 9 532 19410101 Kankakee Ordn Works 2 LayneWestern 0 0 0 0 121970061100 41.378701 -88.144999 1653 36 34 9 577 19410801 Kankakee Ordn Works 6 LayneWestern 0 0 0 0 121970061200 41.385583 -88.145393 1655 36 34 9 601 19410101 Kankakee Ordn Works 7 LayneWestern 0 0 0 0 121970121200 41.44623 -88.161567 1402 11 34 9 530 19601201 Stephan Chemical 2 LayneWestern 0 0 0 0 121970132800 41.444811 -88.174458 1400 11 34 9 572 19640601 Amoco Chemicals 3 MilaegerWellDrlg. 0 0 0 0 121970181500 41.407579 -88.212374 1555 21 34 9 520 19700201 Durkee Glidden 1 WehlingWellWorksInc. 0 0 0 0 121970184500 41.412387 -88.188452 1578 22 34 9 556 19700401 Mobil Oil Co 1 WehlingWellWorks,Inc. 0 0 0 0 121970274000 41.383657 -88.188285 1593 34 34 9 530 19720801 Chicago-Joliet Livestock Market 2 WehlingWellWorks,Inc. 0 0 0 0 121972408000 41.44303 -88.160164 1410 11 34 9 520 19730501 Stephan Chemical 3 LayneWestern 0 0 0 0 121972415500 41.403716 -88.203386 1605 28 34 9 535 19740201 Dow Chem Usa 1 WehlingWellWorksInc.
| |
| 121972559100 41.45126 -88.177639 1415 3 34 9 570 19751201 Amoco Chemical 4 WehlingWellWorks,Inc. 0 0 0 0 121972609600 41.406758 -88.212144 1555 21 34 9 0 19770301 Durkee Glidden 2 Wehling,R.H.
| |
| 121973287700 41.417823 -88.196939 1573 21 34 9 545 19650901 Rexall Chem. Co. 1 WehlingWellWorks,Inc. 191 588 950 0 121973676700 41.395537 -88.241901 1647 30 34 9 603 19930526 Channahon, Village of 4 Wehling,RichardH. MUNIC 395 700 1000 24 121973728100 41.449314 -88.159436 1415 11 34 9 0 19960724 Stephan Chemical 4 Buffington,G. INDUS 615 751 600 24 2.4-66 REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22A ISGS PUBLIC GROUNDWATER SUPPLIES WITHIN 10 MILES (Continued)
| |
| GROUND COMPLETION STATIC PUMPING INFORMATION SURFACE COORDINATES TOTAL DEPTH ELEVATION DATE WELL WATER PUMPING PUMPING LEVEL LEVEL RATE ISWS Well ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE (FEET AMSL2) (YYYYMMDD) WELL LOCATION/OWNER WELL INSTALLED BY TYPE (FT BTOC3) (FT BTOC) (GPM4) HOURS NUMBER PUMPED 121973946200 41.406758 -88.212144 1560 21 34 9 0 Glidden Durkee 2 Wehling,RichardH. 0 0 0 0 121973994100 41.458764 -88.184041 1460 3 34 9 0 20000413 Joliet, City of 18 Layne-WesternCo. NCPUB 585 747 1000 26 121974066500 41.416073 -88.183257 1597 22 34 9 0 20021226 Exxon Mobil Refinery 2 Layne-WesternCo. NPOT 362 564 1241 0 121974157400 41.41612 -88.181765 1595 22 34 9 0 20050617 Exxon Mobil Oil Corp. 3 Buffington,G. COMM 460 625 1209 0 121974203500 41.404002 -88.241851 1625 30 34 9 606 20060317 Channahon, Village of 6 Layne-WesternCo. MUNIC 425 597 1102 24 121974206600 41.445837 -88.180758 1490 10 34 9 20061103 Flint Hills Resources, LP 5 WaterWellSolutions 577 955 450 3 121974240400 41.419777 -88.19351 1589 22 34 9 550 20070817 Exxon Mobil Oil Corp. 4 Layne-WesternCo. NPOT 465 783 1445 24 120630107900 41.358215 -88.425045 1485 4 33 7 523 19150101 Morris City 3 120630108000 41.361798 -88.429821 1462 4 33 7 505 19540101 Morris City 5 MilaegerWellDrlg.
| |
| 120630109500 41.35672 -88.427444 1501 9 33 7 510 19380101 Morris City 4 Mileage&Smyth 120630222400 41.348741 -88.352708 1513 7 33 8 526 19730401 Commonwealth Edison 3 WehlingWellWorksInc.
| |
| 120630222500 41.350529 -88.352905 1477 7 33 8 525 19730301 Commonwealth Edison 2 WehlingWellWorksInc.
| |
| 120630222600 41.353539 -88.354513 1510 7 33 8 515 19730301 Commonwealth Edison 1 WehlingWellWorksInc.
| |
| 120630222700 41.350547 -88.362874 1495 7 33 8 505 19730501 Commonwealth Edison 4 WehlingWellWorksInc.
| |
| 120632236600 41.293501 -88.286723 1785 34 33 8 565 19780601 Coal City 5 LayneWesternCo.,Inc.
| |
| 120632335500 41.361685 -88.437293 1450 4 33 7 0 19931031 Morris, City of 6 A brecht,S.Dean TH 194 389 1600 15 120632429800 41.358226 -88.425053 1449 4 33 7 0 20020610 Morris, City of 7 MeadowEquipment MUNIC 209 0 0 0 120632444600 41.355691 -88.458835 1375 8 33 7 0 20050711 Exelon Midwest Fire Trainin 2 Kerry,CharlesM. NCPUB 267 440 240 24 121970059100 41.360813 -88.076862 1672 9 33 10 647 Elwood Ordnance Miller,J.P.Art.Well 0 0 0 0 121970059200 41.364557 -88.084262 1645 9 33 10 640 19410101 Elwood Ordnance 2 Miller,J.P.Art.Well 0 0 0 0 121970068000 41.36084 -88.135488 1635 12 33 9 575 19420101 Kankakee Ordnance Works 11 LayneWestern 0 0 0 0 121970071500 41.308272 -88.146212 1565 25 33 9 540 19360101 Wilmington City 2 VarnerCW 0 0 0 0 121970133100 41.304774 -88.1471 1575 36 33 9 530 19641101 Wilmington City of 3 WehlingWellWorks,Inc. 0 0 0 0 121970001000 41.263928 -88.218262 1647 8 32 9 577 19370101 Braidwood City 1 VarnerCW 121972484600 41.244594 -88.230882 1760 19 32 9 597 19741001 Commonwealth Edison 1 WehlingWellWorks,Inc. 0 0 0 0 121972722600 41.2803 -88.220957 1732 5 32 9 0 19790731 Braidwood, City of 3 Wehling,RichardH. MUNIC 237 415 1250 8 121973118900 41.222538 -88.187879 1690 28 32 9 0 19811029 Commonwealth Edison Co. Wehling,WendellE. COMM 0 0 0 0 121973708700 41.212446 -88.025161 1700 36 32 10 603 19860826 Capital Development Board Wehling,WendellE. NCPUB 0 0 0 0 121974267700 41.244624 -88.227214 1750 19 32 9 20090422 Exelon-Braidwood Wehling,RichardW. NPOT 288 335 610 24 120630151600 41.186958 -88.301279 1933 4 31 8 587 19681001 Vlge Of Gardner 4 LayneWesternCo.,Inc.
| |
| 120632333600 41.187676 -88.305034 1929 4 31 8 0 19930618 Village of Gardner #5 Wehling,RichardH. MUNIC 219 281 0 8 120632411300 41.172875 -88.275535 1220 11 31 8 0 20010109 South Wilmington 5 RichardW.Wehling NCPUB 232 417 0 8 1 3 Note: BGS - below ground BTOC - below top of casing All townships and ranges within the 10-mile radius were surface included within the search.
| |
| 2 4 AMSL - above mean GPM - gallons per minute Therefore, some wells listed may be outside of the 10-mile radius.
| |
| sea level 2.4-66a REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22B ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 10 MILES GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE 1 2 ISWS WELL ID LATITUDE LONGITUDE (FEET BGS ) SECTION TOWNSHIP RANGE PLOT (FEET AMSL ) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE 405925 41.1891667 88.3077778 1933 04 31N 08E 1A 588 1968 GARDNER LAYNE-WESTERN CO 410240 41.1877778 88.3055556 1929 04 31N 08E 2A 587 1993 GARDNER L-W CO-WEHLING DIV 400036 41.1728750 88.2755350 1220 11 31N 08E 6A 20010109 SOUTH WILMINGTON RICHARD W. WEHLING CS 405968 41.3577778 88.4258333 1485 04 33N 07E 2A 522 1915 MORRIS LAYNE-WESTERN CS 405969 41.3625000 88.4297222 1462 04 33N 07E 4C 506 1954 MORRIS MILAEGER WELL & PUMP CS 410360 41.3622222 88.4361111 1451 04 33N 07E 6C 525 1993 MORRIS ALBRECHT WELL DRLG CS EXELON MIDWEST FIRE TRAINING 412026 1375 08 33N 07E 8H 2005 ACADEMY MEADOW EQUIPMENT IC 410959 41.3569444 88.4305556 1449 09 33N 07E 4H 510 2002 MORRIS MEADOW EQUIPMENT CS 405976 41.2936111 88.2869444 1785 34 33N 08E 1D 560 1978 COAL CITY LAYNE-WESTERN CO 405974 1788 34 33N 08E 6F 560 1893 CARBON HILL --
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| 405989 41.4561111 88.2525000 1508 01 34N 08E 3E 610 1965 MINOOKA WEHLING WELL WORKS CS 411799 1601 12 34N 08E 8A 605 20050609 MINOOKA WATER WELL SOLUTIONS DRILLING DIVISION CS 401644 1453 20 34N 08E 2E 1968 LYONDELL/EQUISTAR - MORRIS LAYNE-WESTERN IC 429358 1470 20 34N 08E 3C AKZO NOBEL SURFACE CHEMISTRY IC 401623 1515 21 34N 08E 3F 528 1971 SAPA INDUSTRIAL EXTRUSIONS E.C. WEHLING IC 401621 1540 21 34N 08E 3G 530 1967 SAPA INDUSTRIAL EXTRUSIONS IC 401624 1540 21 34N 08E 4F 528 1989 SAPA INDUSTRIAL EXTRUSIONS IC 401647 1463 21 34N 08E 8A 1971 LYONDELL/EQUISTAR - MORRIS LAYNE-WESTERN IC 401646 1470 21 34N 08E 8C 1970 LYONDELL/EQUISTAR - MORRIS LAYNE-WESTERN IC 401654 1519 22 34N 08E 6E 19720000 NORTH IL GAS SNG PLANT IC 401653 1511 22 34N 08E 8E 19720000 NORTH IL GAS SNG PLANT IC 401649 1492 28 34N 08E 1D 490 LYONDELL/EQUISTAR - MORRIS IC 401648 1455 28 34N 08E 5F 1970 LYONDELL/EQUISTAR - MORRIS LAYNE-WESTERN IC 401674 1500 35 34N 08E 1E 510 1957 EXELON - DRESDEN STATION IC 401673 1499 35 34N 08E 1G 515 1957 EXELON - DRESDEN STATION IC 56459 1906 20 34N 08E 19780000 U P G INC RECKTOR AND STONE IC 56460 1925 20 34N 08E 19780000 U P G INC RECTOR AND STONE IC 56461 1925 20 34N 08E 19780000 U P G INC RECKOR AND STONE IC 56472 1492 28 34N 08E 1D 19620509 DES PLAINES CHEMICAL CO ARTESIAN WELL CO(MIL IC 56514 1500 35 34N 08E 5A 19570000 DRESDEN NUC POWER STAT WHELING IC 72629 1260 28 30N 10E 8D 00000000 TEXAS ILLINOIS EARLE & HOLDER IC 72630 1883 28 30N 10E 8D 19510400 TEXAS ILLINOIS EARLE & HOLDER IC 72633 1900 31 30N 10E 7G 00000000 NATURAL GAS STORAGE WELL IC 72640 1404 32 30N 10E 2H 19510500 TEXAS ILLINEOS NATRUAL GAS EAKLE & HOLDER IC 72641 1861 32 30N 10E 2H 19510000 NATURAL GAS STORAGE CO. OF ILL EAKLE & HOLDER IC 72642 1710 32 30N 10E 2H 19510616 NATURAL GAS STORAGE CO. OF ILL EAKLE & HOLDER IC 74788 2196 03 30N 09E 8F 19650000 NAT GAS PIPELINE CO IC 74787 1672 03 30N 09E 8G 19650000 NAT GAS PIPELINE CO IC 409163 41.2805556 88.2213889 1733 05 32N 09E 6D 560 1979 BRAIDWOOD WEHLING WELL WORKS 409164 41.2641667 88.2191667 1647 08 32N 09E 5C 575 1937 BRAIDWOOD C VARNER/W L THORNE 409168 1700 36 32N 10E 2D 610 1986 KANKAKEE CORRECTIONAL CENTER WEHLING WELL WORKS ST 160754 1700 36 32N 10E 2D 19680800 ILL YTH CENTER WEHLING PK 2.4-67 REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22B ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 10 MILES (Continued)
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| GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE 1 2 ISWS WELL ID LATITUDE LONGITUDE (FEET BGS ) SECTION TOWNSHIP RANGE PLOT (FEET AMSL ) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE MIDEWIN NATIONAL TALLGRASS 409784 1652 01 33N 09E 5D 560 1942 PRAIRIE - USDA FS VARNER WELL & PUMP IC MIDEWIN NATIONAL TALLGRASS 409788 1644 12 33N 09E 1G 575 1942 PRAIRIE - USDA FS LAYNE-WESTERN CO IC 409173 41.3041667 88.1472222 1578 36 33N 09E 7H 530 1964 WILMINGTON WEHLING WELL WORKS CS 149179 1653 01 33N 09E 19420114 KANKEE ORDANCE WORKS VARNER IC 149217 1630 12 33N 09E 1G 19440000 US RUBBER CO 11 IC MIDEWIN NATIONAL TALLGRASS 409811 41.3593611 88.0771111 1672 09 33N 10E 1F 647 1941 PRAIRIE - USDA FS J P MILLER ART WELL IC MIDEWIN NATIONAL TALLGRASS 409783 41.3631944 88.0843611 1645 09 33N 10E 4H 640 1941 PRAIRIE - USDA FS J P MILLER ART WELL IC 149453 1672 09 33N 10E 19410000 ELWOOD ORDANCE PLANT IC 149454 1645 09 33N 10E 19410000 ELWOOD ORD PLANT IC 404053 1415 03 34N 09E 1A 570 19751231 FLINT HILLS RESOURCES MILAEGER WELL & PUMP CO. IC 400038 1460 03 34N 09E 4F 20000413 JOLIET LAYNE-WESTERN CS 404050 1405 10 34N 09E 1H 573 19580500 FLINT HILLS RESOURCES LAYNE WESTERN CO. IC 423302 41.4452444 88.1844708 1515 10 34N 09E 4F 576 20061103 FLINT HILLS RESOURCES WATER WELL SOLUTIONS IC 405373 1415 11 34N 09E 2A 535 1996 STEPAN CHEMICAL COMPANY LAYNE-WESTERN CO IC 404032 1410 11 34N 09E 2E 525 1973 STEPAN CHEMICAL COMPANY LAYNE-WESTERN CO IC 404031 1402 11 34N 09E 3D 520 19601209 STEPAN CHEMICAL COMPANY LAYNE-WESTERN CO IC 404049 1422 11 34N 09E 7G 571 19571022 FLINT HILLS RESOURCES LAYNE-WESTERN COMPANY IC 404052 41.4448110 88.1744580 1369 11 34N 09E 8F 570 19640601 FLINT HILLS RESOURCES MILAEGER WELL & PUMP CO. IC 404080 1573 21 34N 09E 2D 19650823 INEOS NOVA LLC WEHLING WELL WORKS, INC. IC EXXON MOBIL OIL CORP - JOLIET 411911 1595 22 34N 09E 4F 562 2005 REFINERY LAYNE-WESTERN (AURORA) IC EXXON MOBIL OIL CORP - JOLIET 411133 1597 22 34N 09E 4F 545 2002 REFINERY LAYNE-WESTERN IC EXXON MOBIL OIL CORP - JOLIET 432165 41.3953333 89.2461167 1589 22 34N 09E 6F 550 20071024 REFINERY LAYNE-WESTERN IC EXXON MOBIL OIL CORP - JOLIET 404067 1578 22 34N 09E 7D 556 1970 REFINERY WEHLING IC 409821 1627 25 34N 09E 5A 606 1941 ELWOOD LAYNE-WESTERN CO CS 409790 1603 25 34N 09E 5D 590 1941 ELWOOD LAYNE-WESTERN CO CS 409789 1571 25 34N 09E 5H 591 1941 ELWOOD LAYNE-WESTERN CO CS 404008 1605 28 34N 09E 5H 534 1974 DOW CHEMICAL WEHLING WELL WORKS 411969 41.4059167 88.2419167 1625 30 34N 09E 4H 606 20060317 CHANNAHON LAYNE-WESTERN CS 410382 41.3863889 88.2290278 1647 30 34N 09E 5D 603 1993 CHANNAHON L-W CO-WEHLING DIV CS MIDEWIN NATIONAL TALLGRASS 409814 1593 34 34N 09E 3A 528 1941 PRAIRIE - USDA FS LAYNE-WESTERN CO IC MIDEWIN NATIONAL TALLGRASS 409815 1551 34 34N 09E 7A 522 1941 PRAIRIE - USDA FS LAYNE-WESTERN CO IC 404027 1593 34 34N 09E 7D 530 1972 HAGER'S COUNTRY MARKET, INC WEHLING WELL WORKS 2.4-67a REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22B ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 10 MILES (Continued)
| |
| GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE 1 2 ISWS WELL ID LATITUDE LONGITUDE (FEET BGS ) SECTION TOWNSHIP RANGE PLOT (FEET AMSL ) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE MIDEWIN NATIONAL TALLGRASS 409812 1597 35 34N 09E 5A 539 1941 PRAIRIE - USDA FS LAYNE-WESTERN CO IC MIDEWIN NATIONAL TALLGRASS 409813 1612 35 34N 09E 8A 532 1941 PRAIRIE - USDA FS LAYNE-WESTERN CO IC 409817 1653 36 34N 09E 5A 578 1941 ELWOOD LAYNE-WESTERN CO CS 409818 42.3916667 88.1416667 1655 36 34N 09E 5E 601 1941 ELWOOD LAYNE-WESTERN CO CS 150362 1415 03 34N 09E 1A 19751231 AMACO CHEM CO WHELING IC 150302 1375 11 34N 09E 8H 19571100 AMOCO CHEMICAL CO IC 150310 1407 14 34N 09E 19551000 STEPAN CHEM CO LAYNE WESTERN IC 150785 1555 21 34N 09E 8B 19770300 LODERS CROKLAAN WEHLING IC 294024 1647 30 34N 09E 5D 19930700 VILLAGE OF CHANNAHON #4 LAYNE-WESTERN CS 150808 1648 36 34N 09E 5A 19420000 US RUBBER UNIROYAL CO JP MILLER IC 444377 1600 07 34N 10E JOLIET CS 411507 1581 07 34N 10E 5A ELWOOD ENERGY LLC IC 405294 41.4155556 88.1066667 1725 20 34N 10E 4E 640 1996 ELWOOD LAYNE-WESTERN CO CS MIDEWIN NATIONAL TALLGRASS 409787 1709 31 34N 10E 7A 626 1943 PRAIRIE - USDA FS LAYNE-WESTERN CO IC VETERANS ADM.-
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| 311458 1665 30 34N 10E 6A 19990430 CHG.NATL.CEMETRY LAYNE-WESTERN/HALL NC 150842 1698 31 34N 10E 19430100 KANKAKEE ORDANCE WORKS LAYNE WESTERN IC 412019 1730 09 34N 11E 7A 690 2006 MANHATTAN LAYNE-WESTERN CS 410378 41.4472222 87.9975000 1703 17 34N 11E 5D 685 1993 MANHATTAN L-W CO-WEHLING DIV CS 400177 1770 21 34N 11E 5F 2000 MANHATTAN LAYNE-WESTERN CS 1
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| Note: BGS - below ground Well use: CS - Community Supply NC - Non-Community Supply All townships and ranges within the 10-mile radius were included within surface DO - Domestic NR - Not Reported the search. Therefore, some wells listed may be outside of the 10-mile radius.
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| IC - Industrial/Commercial PK - Park 2
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| AMSL - above mean sea level IR - Irrigation ST - State 2.4-67b REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR TABLE 2.4-22C ISGS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES GROUND SURFACE COMPLETION STATIC PUMPING INFORMATION COORDINATES TOTAL DEPTH ELEVATION DATE WELL WATER LEVEL PUMPING PUMPING LEVEL RATE HOURS ISWS Well ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE (FEET AMSL2) (YYYYMMDD) WELL LOCATION/ OWNER WELL INSTALLED BY TYPE (FT BTOC3) (FT BTOC) (GPM4) PUMPED NUMBER 120932380900 41.566368 -88.274852 1555 25 36 8 665 20030403 Joliet, City of 21 Buffington, G. MUNIC 605 848 976 0 120932416900 41.551969 -88.277415 1556 35 36 8 660 20030504 Joliet, City of 20D Buffington, G. MUNIC 604 806 1044 24 121970053700 41.564509 -88.062438 1588 35 36 10 633 19580101 Fairmt Schl Dist 89 3 Wehling Well Works Inc. 0 0 0 0 121970127900 41.603715 -88.093666 1523 16 36 10 668 Globe Aircraft 3 Miller, J. P. Art. Well 0 0 0 0 121970128000 41.589284 -88.061894 1922 23 36 10 568 Lockport City 1 Miller, J. P. Art. Well 0 0 0 0 121970128100 41.588843 -88.058411 1475 23 36 10 582 19270101 Lockport City 2 Miller, J.P. Artesian Well Co. 0 0 0 0 121970128200 41.582798 -88.055087 1571 23 36 10 662 19400701 Lockport City 3 Miller, J.P. Artesian Well Co. 0 0 0 0 121970128300 41.592149 -88.049273 1572 23 36 10 648 19540101 Lockport City 4 Miller, J.P. Artesian Well Co. 0 0 0 0 121970128400 41.573559 -88.054673 1605 26 36 10 631 19430101 Carnegie-Ill Steel Miller, J. P. Art. Well 0 0 0 0 121970128600 41.578616 -88.096859 1600 28 36 10 0 19200101 Ill State Prison 1 Miller, J. P. Art. Well 0 0 0 0 121970128700 41.57724 -88.096829 1577 28 36 10 640 19210101 Ill State Prison 2 Miller, J. P. Art. Well 0 0 0 0 121970128800 41.579989 -88.097077 1527 28 36 10 650 19260901 Ill State Prison 3 Gray Well Drilling 0 0 0 0 121970128900 41.576681 -88.097182 2007 28 36 10 640 19370101 Ill State Prison 4 Thorne, W. L. Co. 0 0 0 0 121970129100 41.577819 -88.117919 1653 29 36 10 645 19510101 Stateville Prison 5 Miller, J. P. Art. Well 0 0 0 0 121970129300 41.552538 -88.102075 1652 32 36 10 656 19450901 Lidice City 3 Miller, J. P. Art. Well 0 0 0 0 121970129500 41.566307 -88.095104 1558 33 36 10 596 19320101 Public Serv Co Miller, J. P. Art. Well 0 0 0 0 121970129700 41.560927 -88.074301 2076 34 36 10 552 19960101 Joliet Steel Mill Wallen A K 0 0 0 0 121970133400 41.582313 -88.0914 1611 21 36 10 642 19660101 Stateville Penitentiary 6 Wehling Well Works, Inc. 0 0 0 0 121972552600 41.572088 -88.156744 1557 25 36 9 600 19760501 Joliet City Of 12D Wehling Well Works, Inc. 0 0 0 0 121973677300 41.594346 -88.204602 1508 16 36 9 604 19910424 Plainfield, Village of 5 Wehling, Richard H. MUNIC 0 0 0 0 121973843100 41.562769 -88.236416 1566 32 36 9 0 19970917 Joliet, City of 15 Layne-Western Co. 570 772 1100 12 121973909500 41.588899 -88.056001 1475 23 36 10 0 20000621 Prairie Bluff Golf Club 2 Robinson Engineering 0 0 0 0 121973989900 41.60242 -88.092719 1523 16 36 10 0 Lewis University BUS 0 0 0 0 121974003600 41.553697 -88.076562 1547 34 36 10 0 Joliet Crctl Ctr NCPUB 0 0 0 0 121974107000 41.55036 -88.249759 1525 31 36 9 0 20000616 Joliet, City of 17 Layne-Western Co. MUNIC 0 0 0 0 121970129900 41.556031 -88.023292 1656 31 36 11 642 19500101 Joliet City Of 3 Miller, J. P. Art. Well 0 0 0 0 120932466600 41.534722 -88.269444 1523 12 35 7 636 20060504 Joliet, City of 27D Layne-Western Co. MUNIC 593 951 1119 25 120932442600 41.482077 -88.279394 1520 26 35 8 646 20050208 Minooka, Village of 8 Water Well Solutions MUNIC 433 763 1500 24 120932460200 41.531942 -88.282922 1533 11 35 8 0 20050913 Joliet, City of 25D Hall, Edward - Web Well & Pump MUNIC 541 967 671 24 120932468400 41.549722 -88.265 1554 1 35 8 20060323 Joliet, City of 28D Layne-Western Co. NCPUB 140 441 50 2 121970026600 41.536733 -88.185097 1520 3 35 9 592 19570901 Dupage River Farm Miller, J. P. Art. Well 0 0 0 0 121970119800 41.486607 -88.139142 1555 25 35 9 545 19611201 Caterpillar Tactor Co. 3 Miller Well Co 0 0 0 0 121970123200 41.522909 -88.185469 1350 10 35 9 575 19620101 Holiday Motel 1 Miller, J. P. Art. Well 0 0 0 0 121970133200 41.524293 -88.184955 1449 10 35 9 580 19640801 Holiday Inn 2 Miller, J. P. Art. Well 0 0 0 0 121972407900 41.477018 -88.206043 1435 33 35 9 575 19731001 Camelot Utility Co 1 K & K Well Drilling 0 0 0 0 121972538500 41.522291 -88.197632 1440 10 35 9 575 19760101 Dworkin Allan K & K Well Drilling 0 0 0 0 121972538501 41.522291 -88.197632 1455 10 35 9 0 19900203 Imperial Mobile Home Park 3 Fykes, Charles N. NCPUB 540 620 0 1 121972552700 41.544038 -88.146968 1623 1 35 9 619 19760301 Joliet City Of 11D 0 0 0 0 121973322000 41.522909 -88.185447 1458 10 35 9 0 Holiday Motel 1 Miller, J.P. Co. BUS 333 345 45 4 121973360900 41.525454 -88.204095 1490 9 35 9 0 Will Co. Water Co. (Shorewood) Neely, Larry C. 0 0 0 0 121973912300 41.524531 -88.161333 1572 11 35 9 0 19700101 Joliet, City o 10-D MUNIC 0 0 0 0 2.4-68 REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR TABLE 2.4-22C ISGS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
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| GROUND SURFACE COMPLETION STATIC PUMPING INFORMATION COORDINATES TOTAL DEPTH ELEVATION DATE WELL WATER LEVEL PUMPING PUMPING LEVEL RATE HOURS ISWS Well ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE (FEET AMSL2) (YYYYMMDD) WELL LOCATION/ OWNER WELL INSTALLED BY TYPE (FT BTOC3) (FT BTOC) (GPM4) PUMPED NUMBER 121973982500 41.547836 -88.1912 1530 3 35 9 0 19990101 Joliet, City of 16 MUNIC 0 0 0 0 121974164200 41.523474 -88.141468 1618 12 35 9 0 20050114 Joliet 22D Layne-Western Co. UNIC 820 970 708 24 121974247000 41.49212 -88.246346 1631 19 35 9 20071106 Shorewood, Village of 8 Water Well Solutions UNIC 440 820 1507 24 121974260100 41.49142 -88.225054 1631 29 35 9 20080130 Shorewood, Village of 9 Water Well Solutions UNIC 641 896 1507 24 121970026500 41.494546 -88.113188 1500 20 35 10 530 19580101 Commonwealth Edison Station #9 2 Milaeger Well Drlg. 0 0 0 0 121970056100 41.499088 -88.089256 1604 21 35 10 585 Amer Cyanamid 1 Miller, J. P. Art. Well 0 0 0 0 121970056300 41.492296 -88.12122 1535 30 35 10 0 19520101 Blockson Chem 5 Layne Western 0 0 0 0 121970063300 41.541484 -88.061803 1609 2 35 10 555 19240101 Joliet City Sewell Well Co 0 0 0 0 121970063400 41.545945 -88.074867 1550 3 35 10 555 19280101 Ill St Penitentary 1 Gray Well Drilling 0 0 0 0 121970063500 41.546304 -88.071574 1600 3 35 10 550 19480101 Ill St Penitentary 3 Miller J P Well Co. 0 0 0 0 121970063600 41.54901 -88.084588 1596 4 35 10 558 19240101 Calumet Chem Cater William 0 0 0 0 121970063900 41.530775 -88.085666 1570 9 35 10 532 Joliet City Of Ohio Drlg Co 0 0 0 0 121970064000 41.52984 -88.083561 1621 9 35 10 543 19070101 Joliet City Of 3 Wilson L 121970064100 41.536534 -88.083947 1568 9 35 10 545 19170101 Joliet City Of Ohio Drlg Co 121970064300 41.528962 -88.072138 1460 10 35 10 550 19380101 Beatrice Creamery Sewell Well Co 121970064400 41.526495 -88.071775 1483 10 35 10 545 19380101 Joliet Citizens Brew Sewell Well Co 121970064500 41.525896 -88.077534 1550 10 35 10 540 19130101 Joliet City (Van Buren St.) Ohio Drlg Co 0 0 0 0 121970064800 41.536724 -88.058024 1589 11 35 10 558 19500101 E J & E Ry. Miller, J. P. Art. Well 0 0 0 0 121970069300 41.517419 -88.052627 1303 14 35 10 580 Joliet Water Works No Company 0 0 0 0 121970069400 41.522878 -88.056698 1608 14 35 10 555 19370101 Joliet City Of Varner Well Drilling 0 0 0 0 121970069700 41.51849 -88.053893 1603 14 35 10 585 19410101 Prairie St Paper Brandt & Heflin 0 0 0 0 121970070500 41.517678 -88.080493 1530 15 35 10 540 Joliet City Of (Spruce Slip) Ohio Drlg Co 0 0 0 0 121970071600 41.522573 -88.085256 1560 16 35 10 540 19130101 Joliet City (Des Plaines St.) Ohio Drlg Co 0 0 0 0 121970072000 41.52153 -88.091122 1565 16 35 10 540 19240101 Joliet City (Jasper St.) Cater William 0 0 0 0 121970120300 41.48448 -88.125918 1495 30 35 10 543 19601001 Blockson Chem 6 Layne Western 0 0 0 0 121970124700 41.50383 -88.120181 1372 19 35 10 559 19210101 Amer Can Co 1 Geiger, S. B. & Son 0 0 0 0 121970124800 41.503955 -88.120549 1594 19 35 10 555 19420601 Amer Can Co 2 Miller, J. P. Art. Well 0 0 0 0 121970125000 41.507191 -88.11467 1586 20 35 10 565 19450101 Rockdale City of 2 Miller, J. P. Art. Well 0 0 0 0 121970125100 41.497301 -88.088999 1610 21 35 10 583 Amer Cyanamid 2 Layne Western 0 0 0 0 121970125200 41.499387 -88.089345 1604 21 35 10 572 Superior Alum Works 1 Miller, J. P. Art. Well 121970125300 41.50583 -88.080743 1603 22 35 10 562 19290101 Superior Alum Works Cater William 121970125600 41.488077 -88.117994 1535 29 35 10 570 19530101 Blockson Chem 5 Layne Western Co., Inc.
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| 121970125700 41.49157 -88.11825 1509 29 35 10 530 19400101 Pub Serv Co 1 Geiger, S. B. & Son 0 0 0 0 121970125800 41.487193 -88.121243 1520 30 35 10 560 Blockson Chem 1 Miller, J. P. Art. Well 121970125900 41.486779 -88.121002 1505 30 35 10 547 19410101 Blockson Chem 2 Geiger, S. B. & Son 0 0 0 0 121970126000 41.485087 -88.120838 1555 30 35 10 583 19510101 Blockson Chem 4 Layne Western 0 0 0 0 121970126100 41.488963 -88.136051 1540 30 35 10 535 Caterpillar Tract 1 Miller, J.P. Artesian Well Co. 0 0 0 0 121970126200 41.487464 -88.135396 1560 30 35 10 545 Caterpillar Tract 2 Miller, J.P. Artesian Well Co. 0 0 0 0 121970126400 41.553128 -88.002949 1660 5 35 11 645 19490101 Joliet City Of 1 Miller, J. P. Art. Well 0 0 0 0 121970126500 41.554484 -88.003999 1700 5 35 11 670 Joliet Site #5 2 Miller, J. P. Artesian Well Co. 0 0 0 0 121970126600 41.535518 -88.00299 1701 8 35 11 655 19500101 Joliet City Of O-7 Miller, J. P. Art. Well 0 0 0 0 121970131300 41.516835 -88.054041 1639 14 35 10 595 19631001 Prairie St Paper 3 Wehling Well Works Inc. 0 0 0 0 121970203400 41.493438 -88.118058 1505 29 35 10 530 19710601 Commonwealth Edison 5 Wehling Well Works Inc.
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| 121970235500 41.493617 -88.12294 1525 30 35 10 510 19620101 Public Serv Co 3 Wehling Well Works, Inc. 0 0 0 0 2.4-68a REVISION 15 - DECEMBER 2014
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| BRAIDWOOD-UFSAR TABLE 2.4-22C ISGS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
| |
| GROUND SURFACE COMPLETION STATIC PUMPING INFORMATION COORDINATES TOTAL DEPTH ELEVATION DATE WELL WATER LEVEL PUMPING PUMPING LEVEL RATE HOURS ISWS Well ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE (FEET AMSL2) (YYYYMMDD) WELL LOCATION/ OWNER WELL INSTALLED BY TYPE (FT BTOC3) (FT BTOC) (GPM4) PUMPED NUMBER 121973273300 41.525838 -88.125028 1670 7 35 10 0 Joliet City of Miller J P Co 121973568500 41.549405 -88.068037 1548 3 35 10 0 19980403 Joliet Correctional Center 4 Contract DeWatering Serv.,Inc. COMM 710 775 725 24 121973842900 41.487235 -88.132199 1550 30 35 10 0 19970514 Caterpillar, Inc. 4 Layne-Western Co. 637 929 896 26 121973889900 41.496054 -88.138231 1525 19 35 10 530 20000306 Johns Manville Corporation 5 Buffington, G. NPOT 624 680 600 0 121973950900 41.516835 -88.054041 1635 14 35 10 0 Prairie States Paper Mills 3 Wehling Well Works, Inc. 0 0 0 0 121973952500 41.496391 -88.122403 1525 19 35 10 0 Commonwealth Edison Co. 4 Wehling Well Works, Inc. 0 0 0 0 121973983500 41.546531 -88.073999 1580 3 35 10 0 Joliet Correctional Center 4 BUS 0 0 0 0 121973984900 41.505606 -88.115865 1575 20 35 10 0 19450101 Rockdale, Village of 1 MUNIC 0 0 0 0 121974164300 41.549299 -88.134693 1655 6 35 10 0 20050818 Joliet 23D Layne-Western Co. MUNIC 750 963 807 27 121974189200 41.548333 -88.062222 1663 2 35 10 0 20060331 Joliet, City of 24D Brotcke Engineering MUNIC 781 979 1360 24 120630128600 41.396947 -88.495809 1922 25 34 6 590 Hoge Abe Hoge Abe 120990150600 41.452848 -88.615464 1348 2 34 5 758 19600901 American Tel & Tel 1 Layne Western Co., Inc. PRIV 320 360 10 2 120990156500 41.455928 -88.616578 1353 2 34 5 765 19610101 American Tel & Tel 4 Layne Western Co., Inc. PRIV 320 360 10 2 120630090800 41.387769 -88.269681 1499 35 34 8 510 19570101 Dresden Nuc Pow Sta 1 Wehling Well Works Inc.
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| 120630134100 41.398263 -88.321828 1490 28 34 8 501 19620101 Desplaines Chem Co Miller, J. P. Art. Well 120630142900 41.455381 -88.258803 1508 1 34 8 611 19650501 City Of Minooka 3 Wehling Well Works Inc.
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| 120630146300 41.414021 -88.316296 1540 21 34 8 531 19670901 Amax Aluminum Co Wehling Well Works Inc.
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| 120630152000 41.415059 -88.34037 1453 20 34 8 530 19681101 Northern Petro Co 1 Layne Western Co., Inc.
| |
| 120630201500 41.410622 -88.342306 1858 20 34 8 526 19691031 M-69-3 McCarthy Engr. & Const.
| |
| 120630203700 41.408057 -88.328204 1470 21 34 8 523 19701001 Northern Petro Co 2 Layne Western Co., Inc.
| |
| 120630205100 41.398546 -88.318585 1455 28 34 8 500 19701201 Northern Petro Co 5 Layne Western Co., Inc.
| |
| 120630205200 41.403426 -88.328151 1463 21 34 8 517 19700101 Northern Petro Co 3 Layne Western Co., Inc.
| |
| 120630210800 41.413055 -88.316284 1515 21 34 8 527 19711101 Amax Aluminum Co 2 Wehling Well Works Inc.
| |
| 120630218500 41.41144 -88.307107 1511 22 34 8 523 19721201 N Ill Gas Co 1 Layne Western Co., Inc.
| |
| 120630219600 41.411575 -88.301783 1519 22 34 8 530 19730401 N Ill Gas Co 2 Layne Western Co., Inc.
| |
| 120632306600 41.412982 -88.317494 1540 21 34 8 0 19890714 Alumax Mill Products 3 Wehling, Richard H. COMM 335 0 0 0 120632411200 41.395053 -88.308601 1490 28 34 8 0 Des Plaines Chem. Co 2 Miller, J. P. Drlg Co. PRIV 280 400 30 1 120632442000 41.434067 -88.269398 1601 12 34 8 605 20050609 Minooka, Village of 9 Water Well Solutions MUNIC 427 612 1500 24 121970025100 41.443508 -88.160268 1407 11 34 9 540 19551001 Stephan Chemical 1 Layne Western 0 0 0 0 121970033100 41.447404 -88.172982 1420 11 34 9 571 19571001 Amoco Chem Corp 1 Layne Western 0 0 0 0 121970054200 41.448429 -88.17618 1405 10 34 9 573 19580501 Amoco Chemical 2 Layne Western 0 0 0 0 121970060300 41.392437 -88.145771 1627 25 34 9 606 19410101 Kankakee Ordn Works 8 Layne Western 0 0 0 0 121970060400 41.39932 -88.146048 1603 25 34 9 589 19410101 Kankakee Ordn Works 9 Layne Western 0 0 0 0 121970060500 41.406192 -88.146326 1571 25 34 9 591 19411001 Kankakee Ordn Works 10 Layne Western 0 0 0 0 121970060600 41.377243 -88.180683 1593 34 34 9 528 19410101 Kankakee Ordn Works 3 Layne Western 0 0 0 0 121970060700 41.377124 -88.187975 1554 34 34 9 522 19410101 Kankakee Ordn Works 4 Layne Western 0 0 0 0 121970060800 41.377367 -88.164341 1598 35 34 9 539 19410301 Kankakee Ordn Works 1 Layne Western 0 0 0 0 121970060900 41.377254 -88.173364 1605 35 34 9 532 19410101 Kankakee Ordn Works 2 Layne Western 0 0 0 0 121970061100 41.378701 -88.144999 1653 36 34 9 577 19410801 Kankakee Ordn Works 6 Layne Western 0 0 0 0 121970061200 41.385583 -88.145393 1655 36 34 9 601 19410101 Kankakee Ordn Works 7 Layne Western 0 0 0 0 121970061500 41.378422 -88.128613 1710 31 34 10 628 19420101 Kankakee Ordanance 12 Layne Western 0 0 0 0 121970121200 41.44623 -88.161567 1402 11 34 9 530 19601201 Stephan Chemical 2 Layne Western 0 0 0 0 121970132800 41.444811 -88.174458 1400 11 34 9 572 19640601 Amoco Chemicals 3 Milaeger Well Drlg. 0 0 0 0 121970181500 41.407579 -88.212374 1555 21 34 9 520 19700201 Durkee Glidden 1 Wehling Well Works Inc. 0 0 0 0 121970184500 41.412387 -88.188452 1578 22 34 9 556 19700401 Mobil Oil Co 1 Wehling Well Works, Inc. 0 0 0 0 2.4-68b REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22C ISGS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
| |
| GROUND SURFACE COMPLETION STATIC PUMPING INFORMATION COORDINATES TOTAL DEPTH ELEVATION DATE WELL WATER LEVEL PUMPING PUMPING LEVEL RATE HOURS 1 2 3 ISWS Well ID LATITUDE LONGITUDE (FEET BGS ) SECTION TOWNSHIP RANGE (FEET AMSL ) (YYYYMMDD) WELL LOCATION/ OWNER WELL INSTALLED BY TYPE (FT BTOC ) (FT BTOC) (GPM4) PUMPED NUMBER 121970274000 41.383657 -88.188285 1593 34 34 9 530 19720801 Chicago-Joliet Livestock Market 2 Wehling Well Works, Inc. 0 0 0 0 121970337100 41.436185 -88.128155 1580 7 34 10 618 19721201 Peoples Gas 1 Layne Western 0 0 0 0 121972407800 41.438593 -88.131662 1597 7 34 10 615 19731101 Peoples Gas Light 1 Wehling Well Works, Inc. 0 0 0 0 121972408000 41.44303 -88.160164 1410 11 34 9 520 19730501 Stephan Chemical 3 Layne Western 0 0 0 0 121972415500 41.403716 -88.203386 1605 28 34 9 535 19740201 Dow Chem Usa 1 Wehling Well Works Inc.
| |
| 121972559100 41.45126 -88.177639 1415 3 34 9 570 19751201 Amoco Chemical 4 Wehling Well Works, Inc. 0 0 0 0 121972609600 41.406758 -88.212144 1555 21 34 9 0 19770301 Durkee Glidden 2 Wehling, R. H.
| |
| 121972623900 41.437195 -88.118806 1630 7 34 10 620 19771001 Carbonic Corp 1 Layne Western Co., Inc. 0 0 0 0 121973287700 41.417823 -88.196939 1573 21 34 9 545 19650901 Rexall Chem. Co. 1 Wehling Well Works, Inc. 191 588 950 0 121973676700 41.395537 -88.241901 1647 30 34 9 603 19930526 Channahon, Village of 4 Wehling, Richard H. MUNIC 395 700 1000 24 121973725200 41.415288 -88.106438 1725 20 34 10 640 19961022 Elwood, Village of 6 Buffington, G. MUNIC 510 784 501 24 121973728100 41.449314 -88.159436 1415 11 34 9 0 19960724 Stephan Chemical 4 Buffington, G. INDUS 615 751 600 24 121973838300 41.392961 -88.130629 1665 30 34 10 0 19980604 U.S. Dept. Veterans Affrs 1 Buffington, G. IRRIG 460 558 506 0 121973946200 41.406758 -88.212144 1560 21 34 9 0 Glidden Durkee 2 Wehling, Richard H. 0 0 0 0 121973994100 41.458764 -88.184041 1460 3 34 9 0 20000413 Joliet, City of 18 Layne-Western Co. NCPUB 585 747 1000 26 121974066500 41.416073 -88.183257 1597 22 34 9 0 20021226 Exxon Mobil Refinery 2 Layne-Western Co. NPOT 362 564 1241 0 121974157400 41.41612 -88.181765 1595 22 34 9 0 20050617 Exxon Mobil Oil Corp. 3 Buffington, G. COMM 460 625 1209 0 121974203500 41.404002 -88.241851 1625 30 34 9 606 20060317 Channahon, Village of 6 Layne-Western Co. MUNIC 425 597 1102 24 121974206600 41.445837 -88.180758 1490 10 34 9 20061103 Flint Hills Resources, LP 5 Water Well Solutions 577 955 450 3 121974240400 41.419777 -88.19351 1589 22 34 9 550 20070817 Exxon Mobil Oil Corp. 4 Layne-Western Co. NPOT 465 783 1445 24 121973676800 41.431184 -87.993602 1703 17 34 11 0 19930331 Manhattan, Village of 6 Wehling, Richard H. MUNIC 508 728 0 24 121973895000 41.421152 -87.973857 1770 21 34 11 700 20000828 Manhattan, Village of 7 MUNIC 497 595 1068 24 121974198500 41.440278 -87.982222 1725 9 34 11 690 20060701 Manhattan, Village of 8 Edward Hall - Web Well & Pump MUNIC 540 898 1196 37 120630002800 41.305713 -88.564434 1510 29 33 6 606 19360401 Dupont Denemours Gray, F. M., Jr., Inc. MUNIC 635 690 890 24 120630084900 41.305871 -88.562797 1530 29 33 6 610 19550101 Dupont 6 Milaeger Well Drlg. MUNIC 635 690 890 24 120630105300 41.305871 -88.562797 1545 29 33 6 602 19400101 Dupont Denemours 3 Milaeger Well Drlg.
| |
| 120632411700 41.310357 -88.555283 1545 29 33 6 606 19430527 Orica Nitrogen Survey 3 NCPUB 93 226 25 830 120990015300 41.308711 -88.598138 1447 25 33 5 510 19420101 Chi'Go Bridge & Iron 2 Geiger, S. B. & Son PRIV 320 360 10 2 120990235700 41.339645 -88.70497 1466 7 33 5 655 19720101 City Of Marseilles 4 Miller, J. P. Art. Well 120992506800 41.323664 -88.611695 1445 23 33 5 635 19930831 Seneca, Village of #3 Layne-Western Co. MUNIC 208 280 250 8 120992642400 41.297221 -88.643959 1450 27 33 5 0 19000101 Marseilles 7 NCPUB 0 0 0 0 120992642500 41.304345 -88.656282 1450 28 33 5 0 19970101 Marseilles 6 NCPUB 0 0 0 0 120630107900 41.358215 -88.425045 1485 4 33 7 523 19150101 Morris City 3 120630108000 41.361798 -88.429821 1462 4 33 7 505 19540101 Morris City 5 Milaeger Well Drlg.
| |
| 120630109500 41.35672 -88.427444 1501 9 33 7 510 19380101 Morris City 4 Mileage & Smyth 120630222400 41.348741 -88.352708 1513 7 33 8 526 19730401 Commonwealth Edison 3 Wehling Well Works Inc.
| |
| 120630222500 41.350529 -88.352905 1477 7 33 8 525 19730301 Commonwealth Edison 2 Wehling Well Works Inc.
| |
| 120630222600 41.353539 -88.354513 1510 7 33 8 515 19730301 Commonwealth Edison 1 Wehling Well Works Inc.
| |
| 120630222700 41.350547 -88.362874 1495 7 33 8 505 19730501 Commonwealth Edison 4 Wehling Well Works Inc.
| |
| 120632236600 41.293501 -88.286723 1785 34 33 8 565 19780601 Coal City 5 Layne Western Co., Inc.
| |
| 120632335500 41.361685 -88.437293 1450 4 33 7 0 19931031 Morris, City of 6 Albrecht, S. Dean TH 194 389 1600 15 120632429800 41.358226 -88.425053 1449 4 33 7 0 20020610 Morris, City of 7 Meadow Equipment MUNIC 209 0 0 0 2.4-68c REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22C ISGS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
| |
| GROUND SURFACE COMPLETION STATIC PUMPING INFORMATION COORDINATES TOTAL DEPTH ELEVATION DATE WELL WATER LEVEL PUMPING PUMPING LEVEL RATE HOURS 1 2 3 ISWS Well ID LATITUDE LONGITUDE (FEET BGS ) SECTION TOWNSHIP RANGE (FEET AMSL ) (YYYYMMDD) WELL LOCATION/ OWNER WELL INSTALLED BY TYPE (FT BTOC ) (FT BTOC) (GPM4) PUMPED NUMBER 120632444600 41.355691 -88.458835 1375 8 33 7 0 20050711 Exelon Midwest Fire Trainin 2 Kerry, Charles M. NCPUB 267 440 240 24 121970059100 41.360813 -88.076862 1672 9 33 10 647 Elwood Ordnance Miller, J. P. Art. Well 0 0 0 0 121970059200 41.364557 -88.084262 1645 9 33 10 640 19410101 Elwood Ordnance 2 Miller, J. P. Art. Well 0 0 0 0 121970068000 41.36084 -88.135488 1635 12 33 9 575 19420101 Kankakee Ordnance Works 11 Layne Western 0 0 0 0 121970071500 41.308272 -88.146212 1565 25 33 9 540 19360101 Wilmington City 2 Varner C W 0 0 0 0 121970133100 41.304774 -88.1471 1575 36 33 9 530 19641101 Wilmington City of 3 Wehling Well Works, Inc. 0 0 0 0 120990234900 41.239946 -88.666284 1620 17 32 5 711 19720501 Commonwealth Edison Wehling Well Works Inc.
| |
| 120992245100 41.247349 -88.669197 1629 17 32 5 711 19740101 Commonwealth Edison 1 Wehling Well Works Inc.
| |
| 121970001000 41.263928 -88.218262 1647 8 32 9 577 19370101 Braidwood City 1 Varner C W 121972484600 41.244594 -88.230882 1760 19 32 9 597 19741001 Commonwealth Edison 1 Wehling Well Works, Inc. 0 0 0 0 121972722600 41.2803 -88.220957 1732 5 32 9 0 19790731 Braidwood, City of 3 Wehling, Richard H. MUNIC 237 415 1250 8 121973118900 41.222538 -88.187879 1690 28 32 9 0 19811029 Commonwealth Edison Co. Wehling, Wendell E. COMM 0 0 0 0 121973708700 41.212446 -88.025161 1700 36 32 10 603 19860826 Capital Development Board Wehling, Wendell E. NCPUB 0 0 0 0 121974267700 41.244624 -88.227214 1750 19 32 9 20090422 Exelon-Braidwood Wehling, Richard W. NPOT 288 335 610 24 120910040500 41.253172 -87.835061 1292 15 32 12 0 19130101 Manteno City Well Ohio Drlg Co 120910040600 41.233895 -87.812017 1760 26 32 12 675 19300101 Manteno St Hosp 1 Miller, J. P. Art. Well 120630151600 41.186958 -88.301279 1933 4 31 8 587 19681001 Vlge Of Gardner 4 Layne Western Co., Inc.
| |
| 120632333600 41.187676 -88.305034 1929 4 31 8 0 19930618 Village of Gardner #5 Wehling, Richard H. MUNIC 219 281 0 8 120632411300 41.172875 -88.275535 1220 11 31 8 0 20010109 South Wilmington 5 Richard W. Wehling NCPUB 232 417 0 8 121050003600 41.094583 -88.4715 1201 1 30 6 648 19480601 Womens Reform 2 Milaeger Well Drlg. COMM 280 300 1 2 121050047900 41.09456 -88.473903 1203 1 30 6 648 19300101 Womens Reform 1 Cater William COMM 280 300 1 2 121050048300 41.085657 -88.438117 2110 9 30 7 640 19220101 Chgo & Alton R R No Company COMM 280 300 1 2 120910009900 41.042171 -88.120087 2038 31 30 10 661 19560801 Armstrong 2 Natural Gas Storage Company of IL IRRIG 50 400 200 3 121050035400 40.998772 -88.518881 1298 10 29 6 692 Odell City Jverndt W COMM 280 300 1 2 121050041300 41.000605 -88.516408 1935 10 29 6 700 Odell City 3 Layne Western Co., Inc. COMM 280 300 1 2 121050055800 40.998772 -88.518881 1584 10 29 6 0 19120101 Odell Village Miller, J. P. Art. Well COMM 280 300 1 2 121052120300 40.956366 -88.566389 1330 29 29 6 0 19650101 Scully Peter 0 0 0 0 121052252200 40.997173 -88.521729 1935 10 29 6 0 19901106 Odell, Village of #4 Wehling, Richard H. MUNIC 235 237 0 5 121050038600 40.878692 -88.270298 1670 23 28 8 715 Cullom City Well No Company COMM 280 300 1 2 Note: 1 BGS - below ground surface 3 BTOC - below top of casing All townships and ranges within the 25-mile 2
| |
| AMSL - above mean sea level 4 GPM - gallons per minute radius were included within the search.
| |
| Therefore, some wells listed may be outside of the 25-mile radius.
| |
| 2.4-68d REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22D ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE ISWS WELL ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE PLOT (FEET AMSL2) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE 52630 1250 24 29N 09E 1A 19600000 HUGES WEHLING DO 401679 1433 29 33N 06E 3D 19280000 ORICA NITROGEN J. OTIS HEFLIN IC 401680 1545 29 33N 06E 4E 606 19400400 ORICA NITROGEN R. E. MILAEGER WELL DRILLING CO. IC 401683 1530 29 33N 06E 4E 610 19550000 ORICA NITROGEN R. E. MILAEGER WELL DRILLING CO. IC 401677 1515 29 33N 06E 5E 19280000 ORICA NITROGEN J. O. HEFFLIN IC 411965 1554 01 35N 08E 5H 20060323 JOLIET LAYNE-WESTERN CS 411893 1533 11 35N 08E 4G 2005 JOLIET LAYNE WESTERN CS 411964 1523 12 35N 08E 7H 2006 JOLIET LAYNE-WESTERN CS 411496 1520 26 35N 08E 2D 616 2005 MINOOKA WATER WELL SOLUTIONS DRILLING CS 421452 1427 06 36N 07E YORKVILLE CS 411219 1527 10 36N 07E 1G 2004 YORKVILLE LAYNE-WESTERN CS 411342 1555 25 36N 08E 8A 665 2003 JOLIET LAYNE-WESTERN CS 411394 1556 35 36N 08E 1A 660 2003 JOLIET LAYNE-WESTERN CS 74788 2196 03 30N 09E 8F 19650000 NAT GAS PIPELINE CO IC 74787 1672 03 30N 09E 8G 19650000 NAT GAS PIPELINE CO IC 55907 1922 25 34N 06E 7G 18750000 HOGE A ANDERSON DO 406629 1290 15 32N 12E 7B 685 1913 MANTENO OHIO DRILLING CO CS 406635 1760 26 32N 12E 5G 677 1930 ILL VETERAN'S HOME-MANTENO 402327 1620 17 32N 05E 1A 714 1972 EXELON - LASALLE CO STATION WEHLING WELL WORKS 402326 1629 17 32N 05E 2F 704 1974 EXELON - LASALLE CO STATION WEHLING WELL WORKS 81063 1620 17 32N 05E 19720525 CON ED CO IC 407057 41.3394444 88.7011111 1466 07 33N 05E 6A 688 1972 MARSEILLES J P MILLER ART WELL 410328 41.3237500 88.6094444 1445 23 33N 05E 1G 635 1993 SENECA ALBRECHT WELL DRLG 411313 1330 28 33N 05E 4E 504 1998 MARSEILLES SOUTH MEADOW EQUIPMENT 402394 1348 02 34N 05E 2H AMERICAN TELEPHONE & TELEGRAPH 402395 1353 02 34N 05E 3H AMERICAN TELEPHONE & TELEGRAPH 382117 2180 32 34N 05E 19220000 R.N. PEDDICORD DO 407203 1670 23 28N 08E 4A 685 1914 CULLOM --
| |
| 278311 1360 13 28N 08E 4H 19610000 MRS. G. LONGBOTTOM/GLEN EHLERS BOLLIGER DO 410074 40.9997222 88.5219444 1935 10 29N 06E 6D 703 1990 ODELL WEHLING WELL WORKS 407212 1298 10 29N 06E 7F 720 1898 ODELL OHIO DRILLING CO 407213 41.0000278 88.5269444 1935 10 29N 06E 8E 710 1951 ODELL LAYNE-WESTERN CO 278604 1330 29 29N 06E 8E 19650000 PETER SCULLY FRENCH DO 278601 1330 30 29N 06E 1E 19650401 PETER SCULLY FRENCH DO 407216 41.0951389 88.4669444 1201 01 30N 06E 1A 648 1948 DWIGHT CORRECTIONAL CENTER MILAEGER WELL & PUMP 407217 41.0950000 88.4733333 1203 01 30N 06E 2A 645 1930 DWIGHT CORRECTIONAL CENTER WILLIAM H CATER 189059 2110 09 30N 07E 8C 19200000 CHICAGO & ALTON RAILROAD J.P. MILLER IC 412019 1730 09 34N 11E 7A 690 2006 MANHATTAN LAYNE-WESTERN CS 410378 41.4472222 87.9975000 1703 17 34N 11E 5D 685 1993 MANHATTAN L-W CO-WEHLING DIV CS 400177 1770 21 34N 11E 5F 2000 MANHATTAN LAYNE-WESTERN CS 375134 2000 23 34N 11E 7E 20050907 PHILLIP STEVENS COMAR DRILLING/DAVE STINNETT DO 2.4-69 REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22D ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
| |
| GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE ISWS WELL ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE PLOT (FEET AMSL2) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE 151656 1605 28 34N 12E 5G 19740208 DOW CHEMICAL WEHLING IC 309464 1850 36 34N 12E 8H 19990119 WAYNE AANERUD FRANK SHARPE DO 409239 41.5451389 88.1455556 1623 01 35N 09E 3E 619 1975 JOLIET WEHLING WELL WORKS CS 411671 1520 03 35N 09E 5G 1999 JOLIET LAYNE-WESTERN CS 411494 1458 10 35N 09E 3A 1963 HOLIDAY INN - JOLIET J.P. MILLER ARTESIAN 411495 1556 10 35N 09E 3A 570 1966 HOLIDAY INN - JOLIET 409245 41.5250000 88.1766667 1440 10 35N 09E 8A 600 1976 IMPERIAL MHP K & K WELL DRILLING CS 409247 41.5241667 88.1561111 1572 11 35N 09E 1B 610 1970 JOLIET J P MILLER ART WELL CS 411611 1618 12 35N 09E 1A 2005 JOLIET LAYNE-WESTERN CS 421920 1631 19 35N 09E 5A 20071116 SHOREWOOD WATER WELL SOLUTIONS CS 432145 1631 29 35N 09E 4H 20080130 SHOREWOOD WATER WELL SOLUTIONS CS 409251 41.4769444 88.2052778 1429 33 35N 09E 4H 575 1966 UTILITIES INC - CAMELOT UTILITIES INC SHAVER DRL/K & K DRL 152929 1520 03 35N 09E 2A 19571202 DUPAGE RIVER FARM MILLER IC 253432 1455 10 35N 09E 19900203 ALAN DWORKIN #3 FYKES DO 153069 1460 15 35N 09E 2H 19660000 JOHNSON MOTEL MILLER IC 152833 1445 20 35N 09E 4E 19751128 LEACH J LOCKPORT DO 404056 1556 25 35N 09E 1E 547 1960 CENTERPOINT PROPERTIES J P MILLER ART WELL NR 412076 1663 02 35N 10E 8F 2006 JOLIET WATER WELL SOLUTIONS CS 405567 41.5471389 88.0808333 1548 03 35N 10E 2F 550 JOLIET CORRECTIONAL CENTER CS 409255 41.5467778 88.0764167 1600 03 35N 10E 4E 560 1948 JOLIET CORRECTIONAL CENTER J P MILLER ART WELL CS 404075 1595 04 35N 10E 2H GERDAU AMERISTEEL - JOLIET MILL IC 411670 1655 06 35N 10E 6G 610 2005 JOLIET LAYNE-WESTERN CS 409258 41.5094444 88.1269444 1671 07 35N 10E 4B 647 19640900 JOLIET J P MILLER ART WELL CS 404078 1639 14 35N 10E 5D 595 1963 IVEX JOLIET IC 404077 1603 14 35N 10E 5E 581 IVEX JOLIET IC 409291 41.5245833 88.0566667 1608 14 35N 10E 6H 564 1937 JOLIET VARNER WELL DRILLING CS 404692 1372 19 35N 10E 1F 555 1921 NATIONAL BOTTLE MANUFACTURING S B GEIGER & CO/-
| |
| 404693 1594 19 35N 10E 1F 555 1942 NATIONAL BOTTLE MANUFACTURING J P MILLER ART WELL MIDWEST GENERATION - JOLIET ST 29 UNITS 404188 1525 19 35N 10E 2B 7-8 IC 410982 1525 19 35N 10E 8B 530 2000 JOHNS MANVILLE INTERNATIONAL I LAYNE-WESTERN IC MIDWEST GENERATION - JOLIET ST 9 UNITS 1-404182 1487 20 35N 10E 6A 6 IC 409302 41.5072222 88.1133333 1586 20 35N 10E 7G 556 1945 ROCKDALE J P MILLER ART WELL CS 404046 1604 21 35N 10E 4C 580 1920 C & S CHEMICAL J P MILLER ART WELL 404647 1535 29 35N 10E 8E 565 1952 KEATING RESOURCES LAYNE-WESTERN CO IC MIDWEST GENERATION - JOLIET ST 9 UNITS 1-404183 1505 29 35N 10E 8H 527 19710601 6 WEHLING IC 404072 1555 30 35N 10E 1C 580 1950 KEATING RESOURCES LAYNE-WESTERN CO IC MIDWEST GENERATION - JOLIET ST 29 UNITS 404187 1525 30 35N 10E 2H 7-8 IC 402386 1498 30 35N 10E 3C 550 1960 OLIN CORP JOLIET PLANT LAYNE-WESTERN CO IC 2.4-69a REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22D ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
| |
| GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE ISWS WELL ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE PLOT (FEET AMSL2) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE 404055 1420 30 35N 10E 6E 546 1950 CATERPILLAR INC - JOLIET J P MILLER ART WELL IC 405460 1550 30 35N 10E 6E 542 1997 CATERPILLAR INC - JOLIET LAYNE-WESTERN CO IC 154805 1215 03 35N 10E 19410000 AM STEELE CO IC 221192 1600 03 35N 10E 19180000 ILLINOIS STATE PENITENTIARY ST 154800 1500 03 35N 10E 4C 19020000 JA HEGGIE(UNIV HEAD CO) IC 154806 1602 03 35N 10E 6B 19130000 AM STEELE AND WIRE CO IC 160815 1600 04 35N 10E 19260000 JOLIET TERMINALS CATER IC 154826 1559 04 35N 10E 19450000 JOLIET INDUSTRIES MILLER IC 154824 1596 04 35N 10E 2G 19260000 JOLIET TERMINALS(IND) CATER IC 160843 1600 10 35N 10E 19420000 ACME BREWING CO IC 299018 1575 10 35N 10E 19020000 FRED SEHING BREWING CO. J.P.MILLER IC 154785 1507 10 35N 10E 19350000 LINDBERG CO HEFFIN IC 154784 1530 10 35N 10E 1A 19450400 PRATT MGF CO MILLER IC 154780 1460 10 35N 10E 4C 19380000 MEDOOW GOLD CREAMERY SEWELL CO IC 154779 1350 10 35N 10E 5B 19340000 BOHEMIAN BREWING CO GREY IC 153845 1587 11 35N 10E 19491200 EJ AND ERY MILLER DO 264081 1589 11 35N 10E 19500000 S.J. & E. RY MILLER ARTESIAN WELL DO 299019 1303 14 35N 10E 00000000 JOLIET WATERWORKS CS 220939 1921 19 35N 10E 1G 19430900 AMERICAN CAN CO #3 IC 154818 1495 20 35N 10E 6A 19580200 COMMONWEALTH EDISON MILEAGER IC 154774 1603 22 35N 10E 7G 19290000 AMER INST OF LAUNDERING CATIO IC 154815 1509 29 35N 10E 8H 19400000 COMMONWEALTH EDISON GEIGER IC 154817 1508 29 35N 10E 8H 19410000 COMMONWEALTH EDISON IC 154816 1558 33 35N 10E 19310000 COMMONWEALTH EDISON MILLER IC 154765 1588 35 35N 10E 19580000 FAIRMONT SCHOOL WEHLING SC 409311 41.5411111 88.0019444 1660 05 35N 11E 7H 648 1949 JOLIET J P MILLER ART WELL CS 409315 41.5338889 88.0022222 1700 08 35N 11E 8H 674 1950 JOLIET J P MILLER ART WELL CS 409349 41.6182500 88.1989167 1480 10 36N 09E 7D 612 1956 PLAINFIELD LAYNE-WESTERN CO CS 412272 1500 11 36N 09E 7A 20050218 OZINGA BROS INC - MOKENA PLANT LAYNE-WESTERN IC 410205 41.5944444 88.2047222 1508 16 36N 09E 2A 604 1991 PLAINFIELD WEHLING WELL WORKS CS 409355 41.5733333 88.1673611 1557 25 36N 09E 6D 602 1975 JOLIET WEHLING WELL WORKS CS 411395 1580 31 36N 09E 5A JOLIET CS 400181 1525 31 36N 09E 6A 633 2000 JOLIET LAYNE-WESTERN CS 405554 1566 32 36N 09E 4D 19970912 JOLIET LAYNE WESTERN CO CS 221148 1380 36N 09E 19170000 PLAINFIELD OLD #2 CS 218154 1560 06 36N 09E 3B 19880815 ROUSONELOUS FARMS WEHLING IR 157636 1958 23 36N 09E 1H 19440000 HERREN OIL CO IC 404190 1500 02 36N 10E 7F 19740322 MIDWEST GENERATION - ROMEOVILLE WEHLING WELL WORKS IC 404192 1507 02 36N 10E 8F MIDWEST GENERATION - ROMEOVILLE IC 409363 41.6390000 88.0978056 1524 04 36N 10E 6G 670 1964 ROMEOVILLE LAYNE-WESTERN CO 405297 43.6344444 88.1365278 1555 06 36N 10E 6F 650 1996 ROMEOVILLE LAYNE-WESTERN CO 2.4-69b REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22D ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
| |
| GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE ISWS WELL ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE PLOT (FEET AMSL2) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE 410968 1540 07 36N 10E 6A 1998 ROMEOVILLE LAYNE-WESTERN 411268 1475 21 36N 10E 5D 20001128 PRAIRIE BLUFF GOLF COURSE BOETSCH IR 404083 1546 28 36N 10E 1B 563 1980 ALCAN POWDER / CHEMICAL - TOYO WEHLING WELL WORKS 158077 1441 36N 10E 19580000 NORTH ILL GAS CO IC 158087 1505 02 36N 10E 19570000 COMMONWEALTH EDISON NEELY IC 158076 1507 02 36N 10E 8F 19570300 PUBLIC SERV CO NEELY IC 158075 1536 02 36N 10E 8H 19520000 PUBLIC SERV CO NEELY IC 158074 1537 03 36N 10E 7E 19520500 PUBLIC SERV CO NEELY IC 220607 1600 23 36N 10E 19200000 LOCKPORT CS 220613 1475 23 36N 10E 6D 19410100 LOCKPORT #2 CS 220605 1650 23 36N 10E 8D 19150000 LOCKPORT #1 CS 220611 1365 26 36N 10E 00000000 DELLWOOD PARK WELL PK 158080 1502 28 36N 10E 19290000 WESTERN UNITED GAS & ELECTRIC IC 158081 1500 28 36N 10E 19290000 WESTERN UNITED GAS & ELECTRIC IC 158071 1505 28 36N 10E 1B 19190000 ALCAN POWDER/ CHEMICAL- TOY0 IC 158073 1558 33 36N 10E 6H 19320000 PUBLIC SERV NORTH ILL MILLER IC 158386 1558 33 36N 10E 6H 19320000 COMMONWEALTH EDISON MILLER IC 158393 2076 34 36N 10E 19410000 STEEL MILL WALLON IC 158068 1600 34 36N 10E 19410000 STEELE CO COKE PLANT IC 220612 2069 34 36N 10E 00000000 CARNEGIE ILL STEEL CO #2 IC 160973 2069 34 36N 10E 19580000 CARNEGIE STEEL CO IC 158069 1605 34 36N 10E 5C 19430000 STEELE CO COKE PLANT(DEEPENED8 MILLER IC 158078 1588 35 36N 10E 8G 19580912 FAIRMONT SC DIST WEHLING SC 405925 41.1891667 88.3077778 1933 04 31N 08E 1A 588 1968 GARDNER LAYNE-WESTERN CO 410240 41.1877778 88.3055556 1929 04 31N 08E 2A 587 1993 GARDNER L-W CO-WEHLING DIV 400036 41.1728750 88.2755350 1220 11 31N 08E 6A 20010109 SOUTH WILMINGTON RICHARD W. WEHLING CS 405968 41.3577778 88.4258333 1485 04 33N 07E 2A 522 1915 MORRIS LAYNE-WESTERN CS 405969 41.3625000 88.4297222 1462 04 33N 07E 4C 506 1954 MORRIS MILAEGER WELL & PUMP CS 410360 41.3622222 88.4361111 1451 04 33N 07E 6C 525 1993 MORRIS ALBRECHT WELL DRLG CS 412026 1375 08 33N 07E 8H 2005 EXELON MIDWEST FIRE TRAINING ACADEMY MEADOW EQUIPMENT IC 410959 41.3569444 88.4305556 1449 09 33N 07E 4H 510 2002 MORRIS MEADOW EQUIPMENT CS 405976 41.2936111 88.2869444 1785 34 33N 08E 1D 560 1978 COAL CITY LAYNE-WESTERN CO 405974 1788 34 33N 08E 6F 560 1893 CARBON HILL --
| |
| 405989 41.4561111 88.2525000 1508 01 34N 08E 3E 610 1965 MINOOKA WEHLING WELL WORKS CS WATER WELL SOLUTIONS DRILLING 411799 1601 12 34N 08E 8A 605 20050609 MINOOKA DIVISION CS 401644 1453 20 34N 08E 2E 1968 LYONDELL/EQUISTAR - MORRIS LAYNE-WESTERN IC 429358 1470 20 34N 08E 3C AKZO NOBEL SURFACE CHEMISTRY IC 401623 1515 21 34N 08E 3F 528 1971 SAPA INDUSTRIAL EXTRUSIONS E.C. WEHLING IC 401621 1540 21 34N 08E 3G 530 1967 SAPA INDUSTRIAL EXTRUSIONS IC 401624 1540 21 34N 08E 4F 528 1989 SAPA INDUSTRIAL EXTRUSIONS IC 2.4-69c REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22D ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
| |
| GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE ISWS WELL ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE PLOT (FEET AMSL2) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE 401647 1463 21 34N 08E 8A 1971 LYONDELL/EQUISTAR - MORRIS LAYNE-WESTERN IC 401646 1470 21 34N 08E 8C 1970 LYONDELL/EQUISTAR - MORRIS LAYNE-WESTERN IC 401654 1519 22 34N 08E 6E 19720000 NORTH IL GAS SNG PLANT IC 401653 1511 22 34N 08E 8E 19720000 NORTH IL GAS SNG PLANT IC 401649 1492 28 34N 08E 1D 490 LYONDELL/EQUISTAR - MORRIS IC 401648 1455 28 34N 08E 5F 1970 LYONDELL/EQUISTAR - MORRIS LAYNE-WESTERN IC 401674 1500 35 34N 08E 1E 510 1957 EXELON - DRESDEN STATION IC 401673 1499 35 34N 08E 1G 515 1957 EXELON - DRESDEN STATION IC 56459 1906 20 34N 08E 19780000 U P G INC RECKTOR AND STONE IC 56460 1925 20 34N 08E 19780000 U P G INC RECTOR AND STONE IC 56461 1925 20 34N 08E 19780000 U P G INC RECKOR AND STONE IC 56472 1492 28 34N 08E 1D 19620509 DES PLAINES CHEMICAL CO ARTESIAN WELL CO(MIL IC 56514 1500 35 34N 08E 5A 19570000 DRESDEN NUC POWER STAT WHELING IC 72629 1260 28 30N 10E 8D 00000000 TEXAS ILLINOIS EARLE & HOLDER IC 72630 1883 28 30N 10E 8D 19510400 TEXAS ILLINOIS EARLE & HOLDER IC 72633 1900 31 30N 10E 7G 00000000 NATURAL GAS STORAGE WELL IC 72640 1404 32 30N 10E 2H 19510500 TEXAS ILLINEOS NATRUAL GAS EAKLE & HOLDER IC 72641 1861 32 30N 10E 2H 19510000 NATURAL GAS STORAGE CO. OF ILL EAKLE & HOLDER IC 72642 1710 32 30N 10E 2H 19510616 NATURAL GAS STORAGE CO. OF ILL EAKLE & HOLDER IC 74788 2196 03 30N 09E 8F 19650000 NAT GAS PIPELINE CO IC 74787 1672 03 30N 09E 8G 19650000 NAT GAS PIPELINE CO IC 409163 41.2805556 88.2213889 1733 05 32N 09E 6D 560 1979 BRAIDWOOD WEHLING WELL WORKS 409164 41.2641667 88.2191667 1647 08 32N 09E 5C 575 1937 BRAIDWOOD C VARNER/W L THORNE 409168 1700 36 32N 10E 2D 610 1986 KANKAKEE CORRECTIONAL CENTER WEHLING WELL WORKS ST 160754 1700 36 32N 10E 2D 19680800 ILL YTH CENTER WEHLING PK MIDEWIN NATIONAL TALLGRASS PRAIRIE -
| |
| 409784 1652 01 33N 09E 5D 560 1942 USDA FS VARNER WELL & PUMP IC MIDEWIN NATIONAL TALLGRASS PRAIRIE -
| |
| 409788 1644 12 33N 09E 1G 575 1942 USDA FS LAYNE-WESTERN CO IC 409173 41.3041667 88.1472222 1578 36 33N 09E 7H 530 1964 WILMINGTON WEHLING WELL WORKS CS 149179 1653 01 33N 09E 19420114 KANKEE ORDANCE WORKS VARNER IC 149217 1630 12 33N 09E 1G 19440000 US RUBBER CO 11 IC MIDEWIN NATIONAL TALLGRASS PRAIRIE -
| |
| 409811 41.3593611 88.0771111 1672 09 33N 10E 1F 647 1941 USDA FS J P MILLER ART WELL IC MIDEWIN NATIONAL TALLGRASS PRAIRIE -
| |
| 409783 41.3631944 88.0843611 1645 09 33N 10E 4H 640 1941 USDA FS J P MILLER ART WELL IC 149453 1672 09 33N 10E 19410000 ELWOOD ORDANCE PLANT IC 149454 1645 09 33N 10E 19410000 ELWOOD ORD PLANT IC 404053 1415 03 34N 09E 1A 570 19751231 FLINT HILLS RESOURCES MILAEGER WELL & PUMP CO. IC 400038 1460 03 34N 09E 4F 20000413 JOLIET LAYNE-WESTERN CS 404050 1405 10 34N 09E 1H 573 19580500 FLINT HILLS RESOURCES LAYNE WESTERN CO. IC 423302 41.4452444 88.1844708 1515 10 34N 09E 4F 576 20061103 FLINT HILLS RESOURCES WATER WELL SOLUTIONS IC 2.4-69d REVISION 15 - DECEMBER 2014
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22D ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
| |
| GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE ISWS WELL ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE PLOT (FEET AMSL2) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE 405373 1415 11 34N 09E 2A 535 1996 STEPAN CHEMICAL COMPANY LAYNE-WESTERN CO IC 404032 1410 11 34N 09E 2E 525 1973 STEPAN CHEMICAL COMPANY LAYNE-WESTERN CO IC 404031 1402 11 34N 09E 3D 520 19601209 STEPAN CHEMICAL COMPANY LAYNE-WESTERN CO IC 404049 1422 11 34N 09E 7G 571 19571022 FLINT HILLS RESOURCES LAYNE-WESTERN COMPANY IC 404052 41.4448110 88.1744580 1369 11 34N 09E 8F 570 19640601 FLINT HILLS RESOURCES MILAEGER WELL & PUMP CO. IC 404080 1573 21 34N 09E 2D 19650823 INEOS NOVA LLC WEHLING WELL WORKS, INC. IC 2.4-76 411911 1595 22 34N 09E 4F 562 2005 EXXON MOBIL OIL CORP - JOLIET REFINERY LAYNE-WESTERN (AURORA) IC 411133 1597 22 34N 09E 4F 545 2002 EXXON MOBIL OIL CORP - JOLIET REFINERY LAYNE-WESTERN IC 432165 41.3953333 89.2461167 1589 22 34N 09E 6F 550 20071024 EXXON MOBIL OIL CORP - JOLIET REFINERY LAYNE-WESTERN IC 404067 1578 22 34N 09E 7D 556 1970 EXXON MOBIL OIL CORP - JOLIET REFINERY WEHLING IC 409821 1627 25 34N 09E 5A 606 1941 ELWOOD LAYNE-WESTERN CO CS 409790 1603 25 34N 09E 5D 590 1941 ELWOOD LAYNE-WESTERN CO CS 409789 1571 25 34N 09E 5H 591 1941 ELWOOD LAYNE-WESTERN CO CS 404008 1605 28 34N 09E 5H 534 1974 DOW CHEMICAL WEHLING WELL WORKS 411969 41.4059167 88.2419167 1625 30 34N 09E 4H 606 20060317 CHANNAHON LAYNE-WESTERN CS 410382 41.3863889 88.2290278 1647 30 34N 09E 5D 603 1993 CHANNAHON L-W CO-WEHLING DIV CS MIDEWIN NATIONAL TALLGRASS PRAIRIE -
| |
| 409814 1593 34 34N 09E 3A 528 1941 USDA FS LAYNE-WESTERN CO IC MIDEWIN NATIONAL TALLGRASS PRAIRIE -
| |
| 409815 1551 34 34N 09E 7A 522 1941 USDA FS LAYNE-WESTERN CO IC 404027 1593 34 34N 09E 7D 530 1972 HAGER'S COUNTRY MARKET, INC WEHLING WELL WORKS MIDEWIN NATIONAL TALLGRASS PRAIRIE -
| |
| 409812 1597 35 34N 09E 5A 539 1941 USDA FS LAYNE-WESTERN CO IC MIDEWIN NATIONAL TALLGRASS PRAIRIE -
| |
| 409813 1612 35 34N 09E 8A 532 1941 USDA FS LAYNE-WESTERN CO IC 409817 1653 36 34N 09E 5A 578 1941 ELWOOD LAYNE-WESTERN CO CS 409818 42.3916667 88.1416667 1655 36 34N 09E 5E 601 1941 ELWOOD LAYNE-WESTERN CO CS 150362 1415 03 34N 09E 1A 19751231 AMACO CHEM CO WHELING IC 150302 1375 11 34N 09E 8H 19571100 AMOCO CHEMICAL CO IC 150310 1407 14 34N 09E 19551000 STEPAN CHEM CO LAYNE WESTERN IC 150785 1555 21 34N 09E 8B 19770300 LODERS CROKLAAN WEHLING IC 294024 1647 30 34N 09E 5D 19930700 VILLAGE OF CHANNAHON #4 LAYNE-WESTERN CS 150808 1648 36 34N 09E 5A 19420000 US RUBBER UNIROYAL CO JP MILLER IC 444377 1600 07 34N 10E JOLIET CS 411507 1581 07 34N 10E 5A ELWOOD ENERGY LLC IC 405294 41.4155556 88.1066667 1725 20 34N 10E 4E 640 1996 ELWOOD LAYNE-WESTERN CO CS MIDEWIN NATIONAL TALLGRASS PRAIRIE -
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| 409787 1709 31 34N 10E 7A 626 1943 USDA FS LAYNE-WESTERN CO IC 311458 1665 30 34N 10E 6A 19990430 VETERANS ADM.-CHG.NATL.CEMETRY LAYNE-WESTERN/HALL NC 2.4-69e REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR TABLE 2.4-22D ISWS PUBLIC GROUNDWATER SUPPLIES WITHIN 25 MILES (Continued)
| |
| GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE ISWS WELL ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE PLOT (FEET AMSL2) (YYYYMMDD) WELL LOCATION/OWNER INSTALLED BY WELL USE 150842 1698 31 34N 10E 19430100 KANKAKEE ORDANCE WORKS LAYNE WESTERN IC 412019 1730 09 34N 11E 7A 690 2006 MANHATTAN LAYNE-WESTERN CS 410378 41.4472222 87.9975000 1703 17 34N 11E 5D 685 1993 MANHATTAN L-W CO-WEHLING DIV CS 400177 1770 21 34N 11E 5F 2000 MANHATTAN LAYNE-WESTERN CS 1
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| Note: BGS - below ground surface Well use: CS - Community Supply NC - Non-Community Supply All townships and ranges within the 10-mile 2 radius were included within the search.
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| AMSL - above mean sea level DO - Domestic NR - Not Reported IC - Industrial/Commercial PK - Park Therefore, some wells listed may be outside of the 10-mile radius.
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| IR - Irrigation ST - State 2.4-69f REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR Table 2.4-23A ISGS PRIVATE WATER WELLS WITHIN 2 MILES OF THE BRAIDWOOD SITE GROUND SURFACE COMPLETION STATIC PUMPING INFORMATION PUMPING PUMPING COORDINATES TOTAL DEPTH ELEVATION DATE WELL WATER LEVEL LEVEL RATE MAP WELL LOCATION/ HOURS ID ISWS WELL ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE (FEET AMSL2) (YYYYMMDD) OWNER WELL # INSTALLED BY TYPE (FT BTOC3) (FT BTOC) (GPM4) PUMPED 1 121970001000 41.263928 -88.218262 1647 8 32 9 577 19370101 Braidwood City 1 Varner C W 2 121972722600 41.2803 -88.220957 1732 5 32 9 0 19790731 Braidwood, City of 3 Wehling, Richard H. MUNIC 237 415 1250 8 Note: 1 BGS - below ground surface 3 BTOC - below top of casing Deep Water Wells Only 2 4 AMSL - above mean sea level GPM - gallons per minute 2.4-70 REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR TABLE 2.4-23B ISWS PRIVATE WATER WELLS WITHIN 2 MILES OF THE BRAIDWOOD STATION GROUND SURFACE COMPLETION COORDINATES TOTAL DEPTH ELEVATION DATE ISWS Well ID LATITUDE LONGITUDE (FEET BGS1) SECTION TOWNSHIP RANGE PLOT (FEET AMSL2) (YYYYMMDD) WELL LOCATION/ OWNER INSTALLED BY WELL USE 409164 41.2641667 88.2191667 1647 08 32N 09E 5C 575 1937 BRAIDWOOD C VARNER/W L THORNE 409163 41.2805556 88.2213889 1733 05 32N 09E 6D 560 1979 BRAIDWOOD WEHLING WELL WORKS 1
| |
| Note: BGS - below ground surface Well use: CS - Community Supply NC - Non-Community Supply Deep Water Wells Only 2
| |
| AMSL - above mean sea level DO - Domestic NR - Not Reported IC - Industrial/Commercial PK - Park IR - Irrigation ST - State 2.4-71 REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR Pages 2.4-72 thru 2.4-79 have been intentionally deleted.
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| 2.4-72 thru 2.4-79 REVISION 15 - DECEMBER 2014
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| | |
| BRAIDWOOD-UFSAR TABLE 2.4-24 DESIGN WATER LEVELS FOR SAFETY-RELATED STRUCTURES SEISMIC DESIGN BASIS FOR CATEGORY I FOUNDATION WATER DESIGN WATER STRUCTURE ELEVATION LEVEL (ft) LEVEL Reactor Containment Refer to Figure 3.7-7 600.0 Groundwater Auxiliary Building Refer to Figure 3.7-7 600.0 Groundwater Diesel-generator Refer to structures Figure 3.7-7 600.0 Groundwater Fuel Handling Refer to Building Figure 3.7-7 600.0 Groundwater Main steam Refer to tunnel Figure 3.7-7 600.0 Groundwater Essential service Refer to water discharge*** Figure 3.8-16 590.0 Maximum elevation in essential cooling pond plus wind wave Pond Screen House* 568 ft. 3 in. 602.4 PMF at lake
| |
| ** plus wind wave
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| * Only that portion housing the essential service water intake.
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| ** Pond Screen House is designed for PMF water elevation 598.17 feet plus coincident wave of 4.17.
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| *** The static and dynamic effects due to nonbreaking waves will be computed based on the procedure given in U.S. Army Corps of Engineers, "Shore Protection Manual."
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| 2.4-80
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.4-25 WAVE PARAMETERS APPLICABLE TO THE LAKE SCREEN HOUSE NORMAL NORMAL* PMF PARAMETER POOL POOL POOL Lake Water Level (feet) 595 595 598.17 Fetch Length (miles) 0.45 1.25 1.25 Overland Wind Speed (mph) 60 60 40 Significant Wave Height (feet) 2.3 3.0 2.35 Wave Period (seconds) 3.4 2.37 2.39 Average Depth (feet) 11.0 11.46 11.46 Depth at the Structure (feet) 24.8 24.8 28.0 Wave Breaking (B) or Non-Breaking (NB) NB NB NB Hydrostatic Force (lb/ft) 19,190 19,190 24,461 Height of Line of Action Above Grade (feet) 8.33 8.33 9.33 Hydrodynamic Force (lb/ft) 700 2,260 793 Height of Line of Action Above Grade (feet) 13.92 14.25 15.55 Assumed internal dikes not existing.
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| 2.4-81 REVISION 3 - DECEMBER 1991
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| | |
| BRAIDWOOD-UFSAR 2.5 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL ENGINEERING 2.5.1 Basic Geologic and Seismic Data This section presents basic geologic and seismic data obtained for the Braidwood Station located in Will County, Illinois. The site is about 4.5 miles southwest of the Kankakee River in the northeastern quarter of Section 19 (T.32N., R.9E.). This location is about 1.5 miles southwest of the town of Braidwood and about 22 miles southwest of Joliet. The location of the site in relation to the surrounding area is shown on Figure 2.5-1.
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| Basic geologic and seismic data for the site were developed by a program of field explorations, laboratory tests, and office studies. This program included the following:
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| : a. research of both published and unpublished geologic and seismic data,
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| : b. geologic reconnaissance of the site and surrounding area,
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| : c. test borings,
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| : d. geophysical explorations,
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| : e. laboratory tests, and
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| : f. excavation mapping.
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| The purpose of this program was to determine the geology and seismic design parameters for the site. A more detailed program of field explorations was conducted with the specific objective of obtaining foundation design data.
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| As predicted in the PSAR, the Pennsylvanian age Carbondale Formation and the Pleistocene age Wedron Formation provided a suitable foundation base. The stratigraphy encountered in the plant excavations was the same as that encountered in the PSAR stage borings. No significant unanticipated geologic conditions requiring design changes were encountered in construction.
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| 2.5.1.1 Regional Geology 2.5.1.1.1 Regional Geologic History 2.5.1.1.1.1 General The study of geologic history provides an insight as to the tectonic stability of a region and a better understanding of stratigraphic relationships between various soil and rock units.
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| It also furnishes correlative data which assist in the interpretation of events in adjacent regions.
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| 2.5-1
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| | |
| BRAIDWOOD-UFSAR An accurate interpretation of geologic history is the result of years of cumulative effort. It is based on numerous examinations of soil and rock units in exposures and from borings with regard to lithology and fossil content. Comparisons are drawn with events observed in present-day environments under the assumption that natural processes have remained constant throughout geologic time.
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| The plant site is located in part of the glaciated Till Plains Section of the Central Lowland Physiographic Province (Reference 1).
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| A generalized composite stratigraphic column for north central Illinois is presented on Figure 2.5-2. The entire series of stratigraphic units may not be present at any given locality; however, it is a graphic illustration of the changing geologic history. Individual periods of geologic time are discussed in the following subsections. The ages for the geologic periods are taken from Reference 2.
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| 2.5.1.1.1.2 Precambrian (Earlier Than Approximately 600 Million Years B.P.)
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| The Precambrian is the oldest recognized division of geologic time, and its history is obscure. In northern Illinois, Precambrian rocks lie some 2000 to 5000 feet below sea level.
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| Their nature and history must be based on boring samples and observations of exposures in more distant regions. In Illinois, 28 borings have reached the Precambrian basement. The borings most commonly encountered medium- to coarse-grained granite.
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| Other rock types reported are quartz monzonite, rhyolite porphyry, and felsite (Reference 3).
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| In central and northern Wisconsin, Precambrian rocks are exposed at the surface. Here they record alternating periods of sedimentary deposition and erosion, mountain building, metamorphism, and igneous activity. These events were followed by a long period of erosion which reduced the cores of Precambrian mountains and formed a gently sloping peneplain of regional extent. It is inferred that similar events took place throughout northern Illinois.
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| 2.5.1.1.1.3 Cambrian (Approximately 500 to Approximately 600 Million Years B.P.)
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| Due to the absence of early and middle Cambrian rocks in both northern Illinois and Wisconsin, it is assumed that the long period of erosion which took place in late Precambrian time continued through early and middle Cambrian time. By late Cambrian time, a crustal flexure began to form the Central Interior Basin, and the lowlands were submerged by shallow seas which advanced from the south. Several thousand feet of sediments, now comprising the Croixan Series, were deposited in 2.5-2 REVISION 9 - DECEMBER 2002
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| | |
| BRAIDWOOD-UFSAR northern Illinois. Conditions were variable from time to time, producing a wide variation of rock type. Cambrian time was ended by uplift of the region above sea level succeeded by a period of erosion.
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| The area of central Wisconsin was probably uplifted several times during the Paleozoic Era. Initial movements may have taken place during Cambrian time to form the Wisconsin Dome, but evidence for time and spatial relations is scarce (Reference 4).
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| 2.5.1.1.1.4 Ordovician (430 10 to Approximately 500 Million Years B.P.)
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| The Ordovician period began with a readvance of the sea. Initial deposition consisted primarily of calcareous materials followed by alternating periods of clastic and calcareous deposition, all of which comprise the Canadian Series.
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| At the end of Canadian time, regional uplifting occurred, and widespread erosion was initiated. A well-defined river system was developed in portions of northern Illinois. Deep erosional valleys were produced, which possibly cut into the underlying Cambrian sediments. During this period, significant uplift of the Wisconsin Dome is recognized.
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| Following the long period of erosion, Champlainian time was initiated by an advance of the sea over existing erosional topography. Unconsolidated soils were reworked, and sand was deposited under conditions which remained stable over a vast area. The period of sand deposition was followed by relatively brief emergence. Again the sea advanced to initiate some reworking, after which a long period of calcareous deposition in clear seas with subsequent emergence completed the Champlainian Series.
| |
| Emergence was apparently brief, and the region was again submerged by a sea which advanced from the south. Deposits of the Cincinnatian Series initially consisted of thick accumulations of silt and mud, probably in shallow, turbid seas.
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| Later, the seas cleared, and calcareous deposits were formed.
| |
| Finally, turbid conditions returned with the deposition of more silt and mud.
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| The Kankakee Arch may have begun to form during the Ordovician.
| |
| Structural relief is believed to have occurred by subsidence of the Illinois and Michigan Basins while the Arch remained stable, forming a boundary between them. This stability has been theoretically attributed to the presence of an underlying eroded core of a Precambrian mountain range.
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| Ordovician time was ended by elevation of the region above sea level followed by long continued erosion.
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| 2.5-3
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| BRAIDWOOD-UFSAR 2.5.1.1.1.5 Silurian (400 10 to 430 10 Million Years B.P.)
| |
| After an erosional interval of long duration, northern Illinois was again inundated during Alexandrian time by marine waters that advanced from the Gulf of Mexico and eventually connected with seas to the north. Deposition began with clastic sediments in shallow seas which became clear before the end of Alexandrian time, as indicated by pure carbonates.
| |
| Deposition during the following Niagaran time is represented by a thick carbonate sequence characterized by reefs. This period of deposition was followed by uplift and then erosion which began late in Silurian and continued into Devonian time.
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| 2.5.1.1.1.6 Devonian (340 10 to 400 10 Million Years B.P.)
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| Following the deposition of the Silurian beds, a second uplifting of the Wisconsin Dome is recognized. This time, an arch was formed that extended southeastward from Wisconsin into Illinois, almost to the city of Kankakee. This structure is called the Wisconsin Arch.
| |
| Erosion in northern Illinois continued from Silurian through early Devonian time. The middle Devonian deposition began with a major transgression of the sea. The Sangamon and Kankakee Arches acted as barriers for a time. Sedimentation began with an accumulation of calcareous materials and ended with the emergence of the region above sea level and subsequent erosion, which appears to have removed much of the Devonian rocks in northern Illinois.
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| 2.5.1.1.1.7 Mississippian (320 10 to 340 10 Million Years B.P.)
| |
| The events which took place in northern Illinois between the close of the Devonian and the beginning of the Pennsylvanian period are not clearly known.
| |
| Mississippian-aged deposits are generally not found in extreme northern Illinois. It is postulated that Mississippian seas never advanced completely over the region. Where observed, however, the deposits consisted predominantly of marine carbonates. Initial deposits, however, were silt and mud. A somewhat gradual transition is indicated in adjacent regions between early Mississippian and late Devonian deposition.
| |
| During this span of time, the major folding of the La Salle Anticline took place, probably during late Mississippian, along with additional movement of the Kankakee Arch. The Sandwich Fault was probably formed as a result of subsequent relaxational movements. These tectonic movements were accompanied by widespread erosion which removed existing Mississippian- and Devonian-aged deposits throughout most of northern Illinois. In 2.5-4
| |
| | |
| BRAIDWOOD-UFSAR Wisconsin, the Wisconsin Dome had become prominent by the close of Mississippian time.
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| 2.5.1.1.1.8 Pennsylvanian (270 5 to 320 10 Million Years B.P.)
| |
| In Pennsylvanian time, conditions controlling sedimentation were considerably different from those in which earlier Paleozoic sediments were deposited. Throughout Pennsylvanian time, highland areas existed along the eastern and southern parts of North America. The interior part of the continent was a plain that was repeatedly submerged by the sea or lay a short distance above it. When the sea submerged the plain, streams from the highland areas carried rock debris into it. The resulting deposition accumulated in a marine environment. As the sea receded, deposition continued, but the deposits accumulated in a terrestrial environment. The newly emerged plain became covered by swamps which extended unbroken for hundreds of miles.
| |
| Vegetation flourished and accumulated in thick deposits to form the coal layers which exist today. Eventually the sea returned to initiate another cycle of sedimentation. Each cycle is therefore partly marine and partly terrestrial in origin.
| |
| Numerous similar cycles of deposition, many of which are separated by localized erosional unconformities, have been recorded in the Pennsylvanian stratigraphy.
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| Pennsylvanian deposits thin over the La Salle Anticline, indicating some continued tectonic movement. Late or post-Pennsylvanian time marked the climax of the La Salle Anticlinal folding. Probably all the structural units involved in the late Mississippian period of folding were again affected.
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| 2.5.1.1.1.9 Permian (225 5 to 270 5 Million Years B.P.)
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| No deposits of Permian age have been found in the regional area.
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| The apparent absence of deposits indicates that the Permian was a period of nondeposition or that Permian deposits in the area were subsequently eroded.
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| 2.5.1.1.1.10 Triassic (190 5 to 225 5 Million Years B.P.)
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| There are no deposits of Triassic age in the regional area. This is largely a period of erosion (Reference 5).
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| 2.5.1.1.1.11 Jurassic (135 5 to 190 5 Million Years B.P.)
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| There are no deposits of Jurassic age in the regional area. This was largely a period of erosion (Reference 5).
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| 2.5.1.1.1.12 Cretaceous (65 2 to 135 5 Million Years B.P.)
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| Cretaceous deposits are not encountered in northern Illinois. It seems likely that Cretaceous seas did not advance much beyond 2.5-5
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| | |
| BRAIDWOOD-UFSAR western central Illinois, where relatively small areas of Cretaceous rocks are known to be present.
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| Geologic evidence suggests that northern Illinois existed as a low, stable land mass for about 200,000,000 years, while the Appalachian Mountains, Rocky Mountains, and other structural features in North America were being formed or undergoing additional movements.
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| 2.5.1.1.1.13 Quaternary (Present to 2 1 Million Years B.P.)
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| Glaciation in northern Illinois began with the Pleistocene some one million years ago. Four major glacial advances invaded the region as illustrated on Figure 2.5-3 (Reference 6).
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| The ice fronts probably advanced and retreated several times during each of these glacial periods, but the record is scant for the Kansan and absent for the Nebraskan, the oldest advance. The areas covered by ice during each of the advances, even from the same sources, were not identical. The result is a complex series of partially overlapping deposits and associated features, each of which was modified, to a greater or lesser degree, by subsequent events.
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| During each advance, the glaciers eroded preexisting deposits.
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| Debris was also deposited from the ice in the form of till plains, moraines, and outwash during the advance and retreat of the ice. Meltwater flowing away from the glacier front was also responsible for eroding, reworking, and redepositing many of these materials. Windblown silt, derived from the outwash sediments in the valleys of the meltwater streams, was widely distributed over the land surface well beyond the glacier front.
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| Sand dunes were also developed locally.
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| Between glaciations, the climate returned to more temperate conditions. Streams developed their drainage systems; at least initially, their positions were controlled largely by the character of the surface left by the retreating glaciers. As these materials were exposed, weathering processes began modifying them. The thickness and character of the resulting soils are largely functions of climate, topographic position, vegetation, and duration of the interglacial age.
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| Deposits of the Wisconsinan glacial advance are relatively well preserved, since the Wisconsinan was the last of the great ice sheets to invade northern Illinois. Many of the present-day land forms are attributable to this last advance.
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| 2.5.1.1.2 Physiography The northern portion of the midwestern United States is located in the Central Lowland Physiographic Province. This physiographic province has been divided into several physiographic sections. Parts of northern Illinois (Figure 2.5-4) are located 2.5-6
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| | |
| BRAIDWOOD-UFSAR in the Wisconsin Driftless Section, the Till Plains Section, and the Great Lakes Section of the Central Lowland Physiographic Province.
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| The site is located near the eastern margin of the Till Plains Section. The Till Plains Section is characterized, in general, by the presence of glacial deposits overlying the bedrock surface. Local outcrops of bedrock are present. The Till Plains Section in Illinois is further subdivided into the following physiographic subsections: the Rock River Hill Country, the Green River Lowland, the Bloomington Ridged Plain, the Galesburg Plain, the Kankakee Plain, and the Springfield Plain.
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| The site area is located in the Kankakee Plain physiographic subsection. This subsection is characterized in the northeastern portion by gently rolling topography formed by glacial deposits, and in the remaining portions by essentially flat-lying topography representing former glacial lakes. The northwest-trending Kankakee River and the southwest-trending Illinois River pass through the subsection. Bedrock is locally exposed throughout the area.
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| 2.5.1.1.3 Stratigraphy 2.5.1.1.3.1 Soil Units The soil in the region adjacent to and within the plant site area consists of eolian deposits, lacustrine deposits, outwash, and glacial till of the Wisconsinan glacial stage, and some residual soil formed in the upper part of the Pennsylvanian bedrock. In the borings at the site, the total thickness of these deposits ranges from 26.0 to 62.0 feet (see Subsection 2.5.1.2.4.1).
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| Present locally in the region are deposits of alluvium, loess, and strip mine debris.
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| The surficial eolian deposits of the Parkland Sand (see Subsection 2.5.1.2.4.1.1.1) consist primarily of silty fine sands and occur as sand dunes and sheet-like deposits (Reference 6).
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| The lacustrine deposits of the Dolton Member of the Equality Formation (see Subsection 2.5.1.2.4.1.1.2) are mainly sands with some silt. Some localized deposits of gravel and pebbly sand occur, which are thought to be the result of wave erosion of till and ice front deltas.
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| The till has been classified as part of the Wedron Formation (see Subsection 2.5.1.2.4.1.1.3). The Wedron Formation is predominantly till, but also contains interbedded outwash gravel, sand, and silt (Reference 6).
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| Underlying the soil units locally are areas of highly weathered Pennsylvanian bedrock or residual soil.
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| 2.5-7
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| BRAIDWOOD-UFSAR 2.5.1.1.3.2 Rock Units The distribution of the rock units which form the bedrock surface within a broad region is shown on Figure 2.5-5. The rock units include a sedimentary sequence of Cretaceous-, Pennsylvanian-,
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| Mississippian-, Devonian-, Silurian-, Ordovician-, and Cambrian-aged strata and an igneous and metamorphic complex of Precambrian-aged rocks as shown on Figures 2.5-6 and 2.5-7.
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| The sedimentary rock sequence of northern Illinois in the proximity of the site includes Pennsylvanian-, Silurian-,
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| Ordovician-, and Cambrian-aged strata. These strata consist of approximately 5000 feet of limestones, dolomites, sandstones, coals, and shales which rest on the Precambrian basement. The basement consists of granites and granodiorites (Reference 3).
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| The relationships of these rock units to each other are shown on Figure 2.5-2.
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| 2.5.1.1.4 Structures The plant site lies within a tectonic province of North America called the Central Stable Region, which is characterized by a sequence of southward-thickening Paleozoic strata overlying the Precambrian basement. During Paleozoic and early Mesozoic times, this area was subjected to a series of vertical crustal movements which formed broad basins and intervening arches. The basins and arches have been modified by local folding and faulting. Major geologic structures are shown on Figures 2.5-8 and 2.5-9.
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| 2.5.1.1.4.1 Folding The distribution of major folds in the region is shown on Figure 2.5-8 and their characteristics are presented in Table 2.5-1.
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| The site area is located on the west side of the approximately northwest-southeast-trending Kankakee Arch; it is east of the northwest-southeast-trending La Salle Anticlinal Belt. The knowledge of these structural features is based on surface and/or subsurface geological data. The geologic age of the most recent movement associated with these major structural features is considered to be pre-Cretaceous, with the major movement occurring in Paleozoic time.
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| The direction and amount of regional dip of the strata in northern Illinois vary. In the vicinity of the site area, the regional dip is gently toward the Illinois Basin.
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| 2.5.1.1.4.1.1 Illinois Basin The Illinois Basin is oval shaped. It has a major axis which trends approximately N 25 W and is approximately 350 miles long, and a minor axis which is approximately 250 miles long. The deepest part of the basin is in southeastern Illinois.
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| 2.5-8
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| BRAIDWOOD-UFSAR To the north, the Illinois Basin rises gently to the Wisconsin Arch. To the northeast, the Illinois Basin is separated from the Michigan Basin by the Kankakee Arch. To the east, the Illinois Basin rises gently to the Cincinnati Arch (which is outside of the regional area). To the south, the Illinois Basin rises gently to the Pascola Arch (which is Outside of the regional area). To the southwest, the Illinois Basin is bordered by the Ozark uplift (which is also outside of the regional area). To the west, the Illinois Basin rises gently to the Mississippi River Arch (Reference 7).
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| The Illinois Basin began to form in the Cambrian and continued to develop intermittently until the end of the Pennsylvanian (Reference 8). The depositional center of the basin migrated throughout this time span.
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| 2.5.1.1.4.1.2 Wisconsin Arch and Kankakee Arch The Wisconsin Arch is a south-southeast-trending extension of the Wisconsin Dome (Figure 2.5-8). It can be traced into Illinois to the vicinity of the city of Kankakee, where it appears to connect with the Kankakee Arch of Illinois and Indiana (Figure 2.5-8).
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| The Wisconsin Arch has a Precambrian core and is believed to be the result of crustal uplift, whereas the Kankakee Arch acquired its structural relief chiefly by greater subsidence of the structural basins which lie on either side of the arch (Reference 4).
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| 2.5.1.1.4.1.3 LaSalle Anticlinal Belt The LaSalle Anticlinal Belt represents a major Paleozoic structural feature in north central and eastern Illinois.
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| Included within the term "LaSalle Anticlinal Belt" are a number of subsidiary structures, including the Ashton Arch, Oregon Anticline, Downs Anticline, etc. (Reference 9). Whether all of these structures are genetically interrelated, however, remains a matter of some discussion among workers in the field.
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| Movement on the LaSalle Anticlinal Belt took place over a significant portion of mid- to late Paleozoic time. In general, earlier movement occurred in the northern part of the belt, with progressively younger movement occurring southward along the belt (References 9 and 10).
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| 2.5.1.1.4.1.4 Ashton Arch The Ashton Arch is a broad anticline located on the southern side of the Sandwich Fault at the northern end of the LaSalle Anticline. McGinnis (Reference 11) and Green (Reference 12) interpreted the Ashton Arch as being a horst (uplifted fault block) and referred to it as the Ottawa Horst.
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| Postulation of a relationship between the LaSalle Anticlinal Belt and the Ashton Arch appears to be reasonable in view of the 2.5-9
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| | |
| BRAIDWOOD-UFSAR similarity in the age of movement on the structures involved as well as the en echelon relationship of the various structural elements of the La Salle Anticlinal Belt as suggested by Clegg (Reference 9).
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| 2.5.1.1.4.1.5 Herscher Dome The Herscher Dome is located approximately 10 miles southeast of the site (see Figures 2.5-10 and 2.5-12). It is an asymmetrical anticlinal structure about 3 miles wide east-west and 5 miles long north-south, with over 150 feet of closure. As in other en echelon structures in the LaSalle Anticlinal Belt, the strata dip rather steeply on the southwest flank of the Herscher Dome and more gently on the northeast side (Reference 13).
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| 2.5.1.1.4.1.6 Downs Anticline About 60 miles to the southwest of the site is a small flexure trending parallel to the LaSalle Anticlinal Belt and known as the Downs Anticline.
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| 2.5.1.1.4.1.7 Mattoon Anticline The Mattoon Anticline trends roughly north-south and is located approximately 110 miles southeast of the site.
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| 2.5.1.1.4.1.8 Tuscola Anticline The Tuscola Anticline is one of the many subsidiary structures of the LaSalle Anticlinal Belt (Reference 14). It extends south-southeastward from north of Tuscola in Douglas County to near Charleston in Coles County, Illinois. The anticline plunges southeastward and is broader at the north than at the south. At its closest point, it is approximately 90 miles south of the site.
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| 2.5.1.1.4.1.9 Murdock Syncline The Murdock Syncline is east of the Tuscola Anticline and shares a common flank with it (Reference 14). The exact extent of the structure is unknown. It probably dies out to the north in Champaign County, Illinois, approximately 100 miles from the site (Reference 14). To the south it can be traced only to the vicinity of Charleston, Coles County, Illinois (Reference 14).
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| 2.5.1.1.4.1.10 Marshall Syncline The Marshall Syncline trends approximately north-south and is located approximately 100 miles from the site. It is an asymmetrical fold with a comparatively steep west flank (Reference 14).
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| 2.5-10
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| BRAIDWOOD-UFSAR 2.5.1.1.4.1.11 Folded Structures Associated with the Plum River Fault Zone Four minor structures are associated with the Plum River Fault Zone. Located successively from west and east along the fault zone, they are the Uptons Cave Syncline, the Forreston and Brookville Domes, and the Leaf River Anticline (Figure 2.5-11).
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| The Forreston and Brookville Domes were previously considered to be a single domal structure called the Brookville Dome until subsequent drilling indicated the presence of two domal structures. All four of these minor structures are considered to be associated with the development of the Plum River Fault Zone (Reference 15).
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| 2.5.1.1.4.1.12 Louden Anticline The Louden Anticline is located approximately 150 miles south of the site. It trends north-south and extends from the northern county line of Marion County through east-central Fayette County, Illinois. It is approximately 19 miles long.
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| 2.5.1.1.4.1.13 Salem Anticline The Salem Anticline trends approximately parallel to the Louden Anticline, and extends from central Jefferson County, Illinois, to central Marion County, Illinois. It is approximately 25 miles long.
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| 2.5.1.1.4.1.14 Clay City Anticline The Clay City Anticline is located approximately 150 miles from the site. It trends north-south from northeastern Hamilton County through Wayne County, Illinois, where it bends and trends N 27 E through Clay, Richland, and Jasper Counties, Illinois.
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| The axial trace of the Clay City Anticline is approximately 57 miles long. The anticline is a semicontinuous series of anticlinal uplifts separated by saddles (Reference 16). Du Bois and Siever (Reference 16) noted that the amplitude of the anticline increases with depth and decreases in the overlying Pennsylvanian strata. They interpreted this to imply that the structure developed during pre-Pennsylvanian time; however, the presence of the fold in the Pennsylvanian strata indicates some folding was Pennsylvanian and/or post-Pennsylvanian.
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| 2.5.1.1.4.1.15 DuQuoin Monocline Located approximately 180 miles south of the site, the DuQuoin Monocline is a steep eastward-dipping monoclinal structure that trends north-south from northernmost Jackson County through Perry, Jefferson, and Marion Counties, Illinois. The DuQuoin Monocline is 48 miles long and separates the deepest part of the Illinois Basin, the Fairfield Basin, from the shallower western portion of the basin. Pennsylvanian strata east of the monocline 2.5-11
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| BRAIDWOOD-UFSAR are thicker than equivalent beds to the west (Reference 17). The monocline is broken by subordinate faults (Reference 10).
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| Flexure of the DuQuoin Monocline is considered to have begun in the Late Mississippian and was completed by the Middle Pennsylvanian (Reference 17).
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| 2.5.1.1.4.1.16 Mississippi River Arch The Mississippi River Arch is a broad arch trending roughly parallel to the Mississippi River approximately 150 miles west of the site (Figure 2.5-8).
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| 2.5.1.1.4.1.17 Pittsfield and Lincoln Anticlines Located approximately 180 to 210 miles southwest of the site and near the Mississippi River are the Pittsfield and Lincoln Anticlines. These two folds parallel each other and trend northwest-southeast.
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| 2.5.1.1.4.1.18 Mineral Point and Meekers Grove Anticlines The Mineral Point Anticline and Meekers Grove Anticline are located in southwest Wisconsin, approximately 150 miles northwest of the site and trend roughly east-west.
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| 2.5.1.1.4.1.19 Baraboo, Fond du Lac, and Waterloo Synclines Also located in southern Wisconsin are three synclinal structures, the Baraboo Syncline, Fond du Lac Syncline, and Waterloo Syncline. These synclines trend east-west to northeast-southwest and are located about 140 to 170 miles north of the site.
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| 2.5.1.1.4.1.20 Leesville Anticline The Leesville Anticline is a structure that trends approximately N 15 W and extends from southeastern Lawrence to northern Monroe Counties in south central Indiana (Figure 2.5-8). The Leesville Anticline is a major anticlinal structure composed of five domes in an approximate northwest-southeast alignment. The anticlinal structure lies approximately 1 to 2 miles west of, and parallel to, the Mt. Carmel Fault. Between the fault and the anticline is a series of narrow synclines that close against the fault (Reference 18).
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| Melhorn and Smith (Reference 18) consider the disturbance along the Leesville Anticline and Mt. Carmel Fault to be genetically related to the La Salle Anticlinal Belt. Deformation along the Leesville Anticline is therefore Late Mississippian and pre-Mesozoic (Reference 18).
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| 2.5-12
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| BRAIDWOOD-UFSAR 2.5.1.1.4.1.21 Michigan Basin The Michigan Basin is a roughly circular structural basin located in Michigan, northwestern Ohio, western Ontario, northeastern Illinois, and eastern Wisconsin. The basin is bordered on the southwest by the Kankakee Arch, on the south by the Indiana-Ohio Platform (not shown on Figure 2.5-8) on the southeast and east by the Findlay Arch and Algonquin Arch (not shown on Figure 2.5-8),
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| and on the west by the Wisconsin Arch. The northern portion of the basin rises gently to the Precambrian rocks of the Canadian Shield. The basin is herein defined on the -1000-foot contour on top of the Trenton Limestone of Ordovician age (Reference 19).
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| Structure contours on the top of the Trenton Limestone indicate that the strata dip into the deepest part of the basin at approximately 60 ft/mi (approximately 0.65). The deepest part of the basin is located just west of Saginaw Bay, Michigan, where approximately 14,000 feet of sediments overlie the Precambrian basement rocks (Reference 19). The Michigan Basin began to develop during the Late Cambrian and continued as a negative structural feature until the Middle Pennsylvanian. There was additional accumulation of some sediment in the Michigan Basin outside the regional area during Jurassic time (Reference 19).
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| 2.5.1.1.4.1.22 Structural Contour Maps Regional structural contours on top of the Galena Group are shown on Figure 2.5-12. This map shows the detail of some of the structural features in northern Illinois. From this figure it is seen that the western end of the Ashton Arch and the western flank of the Oregon Anticline dip into the Polo Basin.
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| No published regional structure contour maps on top of the Prairie du Chien, Kankakee, or Carbondale formations have been located. The Illinois State Geological Survey has indicated that contouring the top of the Prairie du Chien, while possible, is of limited value because erosion cut deeply into the Prairie du Chien prior to deposition of the overlying St. Peter Sandstone.
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| Therefore, since the surface of the Prairie du Chien is due to erosion, surface contours would not be representative of its structure.
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| Difficulty is encountered in identifying the top of the Kankakee and, as a result, attempts to construct a structure contour map on top of the Kankakee have not met with significant success.
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| Furthermore, regional correlations have shown that efforts to contour the top of the Kankakee have resulted in maps very similar to structural contour maps drawn on top of the Galena Group.
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| Contouring the top of the Carbondale has not been productive because, with the exception of the Colchester (No. 2 Coal) member, the Carbondale is not marked by any consistently mappable units.
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| 2.5-13
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| BRAIDWOOD-UFSAR 2.5.1.1.4.2 Faulting The distribution of major faults in the region is shown on Figure 2.5-9, and their characteristics are presented in Table 2.5-2.
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| The Sandwich Fault Zone is the major fault closest to the site area.
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| 2.5.1.1.4.2.1 Sandwich Fault Zone and Plum River Fault Zone The Sandwich Fault Zone trends northwest through northern Illinois. It is mapped on the surface and in the subsurface for a distance of approximately 85 miles. It is an essentially vertical fault with a maximum displacement of approximately 900 feet (Reference 20). The northeastern side has moved down relative to the southwestern side. Movements along the fault zone occurred in the interval between post-Silurian and pre-pleistocene time. No rocks of intervening ages are present, which prevents better definition of the movements. However, major movements along the fault zone may have been contemporaneous with folding of the La Salle Anticlinal Belt (Reference 21) during the late Paleozoic.
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| The Plum River Fault Zone (formerly the Savanna Fault and the Savanna Anticline), located approximately 100 miles northwest of the site, is a generally east-west-trending zone of high-angle, possibly en echelon faults extending from Leaf River (Ogle County), Illinois, to southwest of Maquoketa (Jackson County),
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| Iowa (Reference 15). The fault zone is less than 0.5 mile wide.
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| Vertical displacement along the fault is 100 to 400 feet, with the north side downthrown. The age of movement has been limited to post-middle Silurian to post-Pennsylvanian (Reference 15).
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| The fault zone is overlain by unfaulted Pleistocene deposits.
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| Four minor structural features are associated with the fault zone: the Forreston Dome, the Brookville Dome, the Leaf River Anticline, and the Uptons Cave Syncline.
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| 2.5.1.1.4.2.2 Chicago Area Faults 2.5.1.1.4.2.2.1 Chicago Area Basement Fault Zone On the basis of gravity and seismic geophysical evidence, McGinnis (Reference 22) postulated a basement fault zone in the metropolitan Chicago area, north of and about parallel to the Sandwich Fault Zone. The presence of the fault has not been verified.
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| 2.5.1.1.4.2.2.2 Chicago Area Minor Faults As a result of a recent seismic survey in the metropolitan Chicago area, 25 faults were reported with inferred displacement up to 50 feet (Reference 23). None of these involves wide shear zones or detectable scarps on the rock surface. Faults that have been observed in natural outcrops and quarries in the Chicago area have displacements from a few inches to a few feet, but most 2.5-14 REVISION 9 - DECEMBER 2002
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| BRAIDWOOD-UFSAR are less than 1 foot (Reference 23). These faults are not the same as those inferred from the geophysical survey.
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| 2.5.1.1.4.2.3 Oglesby and Tuscola Faults The Oglesby Fault and the Tuscola Fault, postulated by Green (Reference 12), occur on the western flank of the La Salle Anticline (Figure 2.5-9). Studies by the Illinois State Geological Survey have indicated that the areas where the faults are postulated have dips steeper than the regional dip. No evidence has been found confirming major faulting along the trends of the postulated Oglesby and Tuscola Faults (Reference 24).
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| 2.5.1.1.4.2.4 Centralia Fault The Centralia Fault is a series of several north-south-trending faults in Marion and Jefferson Counties, Illinois. The faults have no surface expression and are known only from subsurface data, primarily mine records (Reference 25). The faulted zone is approximately 20 miles long and displays a maximum displacement of 200 feet, downthrown to the west. Faulting is believed to be post-Pennsylvanian but pre-Cretaceous in age (Reference 17).
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| 2.5.1.1.4.2.5 Cap Au Gres Faulted Flexure Southwest of the plant site about 200 miles lies the Cap Au Gres Faulted Flexure, which extends continuously from western Pike County, Missouri, southeastward toward Lincoln County, then east across southern Calhoun County, Illinois, and into southwestern Jersey County, where it disappears beneath the broad alluvial valley of the Mississippi River. Throughout its length, the flexure is a narrow zone along which the rocks dip steeply, southward or southwestward. The total uplift or "structural relief" along the flexure averages about 1000 feet, but it varies from place to place (Reference 26). Deep faulting has been inferred on the basis of steep dips, although the surface strata do not appear to be faulted. The principal folding of the Cap Au Gres Faulted Flexure was post-St. Louis (Mississippian) and pre-Pottsville (Pennsylvanian) (Reference 26). Later periods of movement may have occurred; however, no rocks younger than Paleozoic are present with which to date possible displacements.
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| 2.5.1.1.4.2.6 Mifflin Fault The Mifflin Fault is located in Iowa and Lafayette Counties, Wisconsin, approximately 160 miles northwest of the site. The fault trace is approximately 10 miles long with a strike of N 40 W (Reference 27). The southwest side of the fault is downdropped at least 65 feet, and there is about 1000 feet of strike-slip displacement (Reference 28). The last movement on the fault is believed to be late Paleozoic (Reference 28).
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| 2.5-15
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| BRAIDWOOD-UFSAR 2.5.1.1.4.2.7 Postulated Wisconsin Faults Thwaites' map of the buried Precambrian surface in Wisconsin (Reference 29) postulated the existence of four faults in the southern and eastern sections of the state. For convenience, these have been named the Janesville, Appleton, Waukesha, and Madison Faults. Ostrom (Reference 30) stated that Thwaites' map is diagrammatic and does not represent detailed study of each fault. He reported that differences in elevation of the basement, interpreted by Thwaites to be the result of faulting, are now believed to be due to topographic relief on the erosional basement surface.
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| The Green Bay Fault, also described by Thwaites (Reference 29),
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| is located about 250 miles north of the site. The trend of the fault is northeast-southwest. It is believed to be a reef structure in Silurian rocks (Reference 30).
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| 2.5.1.1.4.2.8 Mt. Carmel Fault The Mt. Carmel Fault trends north-northwest for a distance of about 50 miles in south central Indiana. It is a normal dip-slip fault that dips about 69 west and has about 80 to 175 feet of vertical displacement. Movement of the fault may have begun in late Mississippian and probably was concluded by early Pennsylvanian time (Reference 18).
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| 2.5.1.1.4.2.9 Royal Center Fault The Royal Center Fault, which is located in northern Indiana (Figure 2.5-9), trends northeast-southwest for about 47 miles, with the southeast side downthrown about 100 feet relative to the northwest side (Reference 31).
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| 2.5.1.1.4.2.10 Fortville Fault The Fortville Fault trends north-northeast to south-southwest for about 55 miles through central Indiana (Figure 2.5-9). The southeast side of the fault is downthrown about 60 feet relative to the northwest (Reference 31).
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| 2.5.1.1.4.2.11 Cryptovolcanic or Astrobleme Structures In addition to the areas of faulting, there are four cryptovolcanic or astrobleme structures within the regional area and its immediate periphery (Figure 2.5-9). These structures include: the Des Plaines Disturbance, the Kentland Disturbance, the Glovers Bluff Disturbance, and the Glasford Disturbance.
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| These four structures, which range from about 0.5 mile to 5 miles in diameter (References 4, 32, and 33), are all probably of Late Paleozoic or Mesozoic Age.
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| 2.5-16
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| BRAIDWOOD-UFSAR 2.5.1.1.4.2.12 Faults Beyond 200 Miles from the Braidwood Site Beyond 200 miles, but of importance to the regional geology, are the fault zones in the southern Illinois area.
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| 2.5.1.1.4.2.12.1 Rough Creek Fault Zone The Rough Creek Fault Zone trends east-west across southern Illinois into Kentucky. The western portion of this fault zone has previously been referred to in the literature as the Cottage Grove Fault Zone, and the eastern portion has previously been referred to as the Shawneetown Fault Zone. Good exposures along the fault zone are rare, and most interpretations are based on subsurface data. According to Bristol and Buschbach (Reference
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| : 7) and Sutton (Reference 34), the fault zone consists at some localities of a series of high-angle reverse faults with the south side being the upthrown side, and at other localities of a series of normal, block faults. Summerson (Reference 35) and Heyl (Reference 36) suggest strike-slip or wrench-type movement for this system. Heyl states that the numerous horsts and grabens are typical of wrench-type faults. Details of the faulting in the Rough Creek area are shown in Weller et al.
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| (Reference 37); Stonehouse and Wilson (Reference 38); Heyl (Reference 36); and in References 39 and 40.
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| 2.5.1.1.4.2.12.2 Structural Relations of Faults North and South of the Rough Creek Fault Zone (Including the Wabash Valley Fault Zone)
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| Faulting is present both north and south of the Rough Creek Fault Zone. The faults on the north side strike northeast and those along the Illinois-Indiana border are collectively referred to as the Wabash Valley Fault Zone. Those northeast-trending faults, including the Wabash Valley Fault Zone, are high angle faults with maximum displacements within the magnitude of 200 to 300 feet. The location and northern extent of these faults is well defined on the basis of boring data. These faults terminate at the Rough Creek Fault Zone and are offset from the traces of the faults on the south side of the Rough Creek Fault Zone.
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| The faults on the south side of the Rough Creek Fault Zone trend northeast to southwest and east to west (Reference 41). The number of faults and the amount of their displacement is much greater on the south side than on the north side. Displacements in excess of 1500 feet have been reported by Eardley (Reference 4). The faults on the south side which intersect the Rough Creek Fault Zone also terminate at this zone, as do the faults on the north side.
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| A fault zone along the Mississippi Valley is located in southern Illinois and in adjoining states, approximately 250 miles south of the plant site. In southern Illinois, this structure consists of a series of northeast-striking faults. The geological and geophysical evidence suggests that the Mississippi Valley Fault 2.5-17
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| BRAIDWOOD-UFSAR Zone is associated with the Mississippi Embayment tectonic element.
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| 2.5.1.1.4.2.12.3 Ste. Genevieve Fault Zone At the western end of the Rough Creek Fault Zone there is a series of northwest-trending faults along the border between southern Illinois and southwest Missouri, several of which are grouped as the Ste. Genevieve Fault Zone (Figure 2.5-9). These faults are generally high-angle faults along which the north side has moved down relative to the south side. Displacements of 1000 to 2000 feet have been reported (Reference 21).
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| 2.5.1.1.4.2.12.4 Aqe of Faulting in Southern Illinois and Adjacent Areas The age of the faulting in southern Illinois, southern Indiana, northern Kentucky, and southeastern Missouri is post-Pennsylvanian-pre-Pleistocene (Reference 21). In southern Illinois and northern Kentucky the Cretaceous-aged deposits are not generally cut by faults, and it is possible that all the faulting in this area is pre-Cretaceous in age. Willman (Reference 42) and References 39 and 40 show unfaulted Cretaceous deposits overlying the faults on the south side of the Rough Creek Fault Zone.
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| Ross (Reference 43) states that faults in the upper portion of the Gulf Coastal Embayment area may still be active. This was discussed at great length with members of the Illinois State Gelogical Survey, Indiana Geological Survey, and U. S. Geological Survey. The conclusions are that there is no evidence of displacement of Pleistocene deposits associated with the Rough Creek Fault Zone or with the faults on either side of this zone and that there is no evidence of displacement of the Cretaceous sediments in southern Illinois or northern Kentucky. It was further stated that in Illinois, the term "active" has been loosely applied to faults indicating areas of seismic activity rather than surface movements along a fault plane. Grohskopf (Reference 44) states that faulting of Pliocene gravels and Pleistocene loess is present in southeastern Missouri. However, the upper Cretaceous rocks of the Gulf Coastal Embayment area clearly overlap the intensely faulted area in southern Illinois, and only a few minor faults, possibly the result of slumping or solution collapse, have been found cutting the Cretaceous, Tertiary, or Pleistocene rocks (Reference 5).
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| 2.5.1.1.5 Gravity and Magnetic Anomalies Measurements of the earth's gravitational and magnetic fields have been made both on the ground and from the air in Illinois and surrounding areas.
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| 2.5-18 REVISION 9 - DECEMBER 2002
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| BRAIDWOOD-UFSAR Gravity anomalies are usually caused by some combination of the following three major factors:
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| : a. structure, nonconformities, and lithologic changes in the sedimentary rocks;
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| : b. relief on the crystalline basement surface; and
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| : c. lateral density changes in the crystalline portion of the earth's crust and upper mantles (Reference 45).
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| The gravity field in the region of the site is representative of that in the continental interior, where the tectonics and structural development of the Precambrian crust have been inactive since late Precambrian time. Gravity anomalies are caused primarily by mass differences below the Precambrian surface, although a minor portion of the field is contributed by structures within the Paleozoic section.
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| Precambrian anomalies are caused by plutons of batholithic proportions, the tops of which are truncated at the Precambrian surface. The bottoms of the plutons are located near the base of the crust at a depth of nearly 35 kilometers (Reference 46).
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| Figure 2.5-13 represents the Bouguer gravity anomaly map of the region surrounding the site. Some of the anomalies appear to be associated with some of the regional geological structures.
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| An anomalous trend in east central Illinois appears to follow the trend of the LaSalle Anticlinal Belt. In south central Illinois, a gravity anomaly appears to coincide with the position of the Illinois Basin. In northwest Illinois, a general east-west-trending anomaly appears to follow the trend of the Plum River Fault Zone; and in north central Illinois, an anomaly appears to coincide with the position of the Ashton Arch, on the southwest side of the Sandwich Fault. The relation of gravity anomalies to other geologic structures is not apparent on the regional basis.
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| The regional aeromagnetic map is shown in Figure 2.5-14. It shows a magnetic anomaly on the south side of the Sandwich Fault, suggesting the basement rock is closer to the surface than in adjacent areas or that there is a change in the magnetic susceptibility of the rocks. The trends of the Wisconsin Arch, the La Salle Anticlinal Belt, and the Kankakee Arch are weakly delineated.
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| On the basis of gravimetric and seismic geophysical evidence, McGinnis (Reference 22) postulated a basement fault zone in the metropolitan Chicago area, north of and about parallel to the Sandwich Fault Zone. The presence of the fault has not been verified.
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| 2.5-19
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| BRAIDWOOD-UFSAR 2.5.1.1.6 Man's Activities For a discussion of man's activities in the site area, refer to Subsection 2.5.1.2.7.
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| 2.5.1.2 Site Geology 2.5.1.2.1 General The site is located within a flat-lying, glacial lake plain area in southwestern Will County near the towns of Braidwood and Godley, Illinois. Elevations of the natural land surface within the site area range from approximately 580 to 610 feet. Strip mining for coal has significantly altered the topography over large areas (see Figure 2.5-15), with vertical cuts approaching 100 feet. In addition, low mounds have been formed at various localities by refuse dumps from underground coal-mining activity.
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| During this period of investigation, 117 borings and 13 test pits were made throughout the site area at the locations indicated on Figure 2.5-16. A maximum of 15,460 feet of soil and rock were logged and sampled. The maximum depth penetrated was 345.8 feet in Boring L-4. It was completed at an elevation 234.8 feet above sea level, the lowest horizon reached. A water well was drilled in September 1974 to provide groundwater for construction supply (see Figure 2.5-16, Sheet 3, and FSAR Attachment 2.5C). Final depth of the water well was 1753 feet.
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| In addition to drilling and sampling the various soil and rock units which underlie the site, geophysical logging of several borings was accomplished to verify the position of stratigraphic horizons. The site was inspected by geotechnical staff from Sargent & Lundy and Dames & Moore. Exposures of soil and bedrock were examined as to lithology, weathering characteristics, stratigraphy, and structure. Available geologic literature concerning the site area was researched, and various recognized authorities from the Illinois State Geological Survey were consulted personally and by telephone.
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| Geologists from Sargent & Lundy mapped and photographed the exposed soil and rock in the excavation for Units 1 and 2 (see Subsection 2.5.4.3.1.1). Members of the Illinois State Geological Survey visited the site to check the stratigraphic descriptions and interpretations delineated during the mapping program (see FSAR Attachment 2.5A). The main excavation was also inspected by a geologist from the NRC (see FSAR Attachment 2.5B).
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| The inspection and mapping of the excavation confirmed the data obtained from the test borings taken in the site area (Figure 2.5-17). The excavation mapping program is discussed in Subsection 2.5.4.3.1.1.
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| 2.5-20 REVISION 5 - DECEMBER 1994
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| BRAIDWOOD-UFSAR 2.5.1.2.2 Physiographic Setting The site is located within a physiographic division of Illinois named the Kankakee Plain (Reference 47) as shown on Figure 2.5-4.
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| The Kankakee Plain occupies a relatively small portion of a larger physiographic division called the Till Plains Section of the Central Lowland Physiographic Province (Reference 1).
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| The Till Plains Section is characterized by widespread and variable deposits of glacial till, outwash, and lacustrine sediments assigned primarily to the Wisconsinan and Illinoian glacial stages. The pre-glacial bedrock surface is irregular. A number of completely and partially buried bedrock valleys exist throughout the section. Overburden thickness is locally dependent on a combination of bedrock conditions and the amount of post-glacial erosion.
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| The Kankakee Plain is characterized by relatively low-lying and flat topography, except where it has been deeply incised by such major streams as the Illinois, Kankakee, Des Plaines, Du Page, and Mazon Rivers and their tributaries. This distinct physiographic division originated during a time when runoff of glacial melt-water flooded low areas between arch-shaped moraines and formed extensive glacial lakes such as Lakes Wauponsee and Watseka, as shown on Figure 2.5-4. Deposits of sand and gravel accumulated in this lacustrine environment. When the waters subsided, the major rivers became entrenched, terraces were formed, and large areas of lacustrine sand were exposed to wind action. Dunes were formed by prevailing westerly winds in some areas. They are not evident within the site area; however, strong cross-bedding suggestive of wind action is characteristic of the near-surface sand deposits throughout the site. Gradients of the natural ground surface within the site area are generally less than 1%. A physiographic map of the site area is shown on Figure 2.5-18.
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| 2.5.1.2.3 Geologic History 2.5.1.2.3.1 General A study of geology reveals the earth to be in a constant state of change. The lowest rocks in the stratigraphic sequence contain the oldest records of geologic history, and successively higher rocks provide an orderly record of the changing conditions at any given geographic location. The stratigraphic columns shown on Figures 2.5-2 and 2.5-19 provide a graphic illustration of the earth's changing history. The geologic history of the site area is derived partly from exposures of soils and rock and partly from nearby wells and borings. In addition, these data are supplemented by knowledge derived from adjacent regions. A surficial geologic map of the site area is shown on Figure 2.5-20. The ages for the geologic periods discussed below are taken from Reference 2.
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| 2.5-21 REVISION 9 - DECEMBER 2002
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| BRAIDWOOD-UFSAR 2.5.1.2.3.2 Precambrian (Greater Than Approximately 600 Million Years B.P.)
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| In the site area, Precambrian rocks of undetermined composition lie at a depth of 4400 to 4500 feet below sea level. Since no borings at or near the site have reached Precambrian rocks, their nature and history must be inferred from observations in other areas. Data suggest that it is largely a granitic surface, with occasional dikes and patches of volcanic flow rock. The surface appears to be dipping southerly at approximately 60 ft/mi.
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| Precambrian events discussed in Subsection 2.5.1.1.1.2 are assumed also to have occurred within the site area.
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| 2.5.1.2.3.3 Cambrian (Approximately 500 to Approximately 600 Million Years B.P.)
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| No onsite boring has penetrated Cambrian-aged deposits; however, limited data are available from onsite water wells and deep borings located 2 to 10 miles from the site. Indications are that the site area was submerged during late Cambrian time. The first deposits in the advancing sea were coarse sand and fine pebbles, followed by finer sand, dolomite, and shale, with an increasing amount of calcareous material. Before the close of Cambrian time, the seas cleared, and chemical and/or organic precipitates which formed dolomite were deposited.
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| At the close of Cambrian time, the site area was uplifted. Minor advances and retreats of the sea deposited alternating layers of clastic and calcareous sediments, followed by a brief period of erosion.
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| 2.5.1.2.3.4 Ordovician (430 10 to Approximately 500 Million Years B.P.)
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| The Ordovician period began with a readvance of the sea.
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| Initially, the deposition was predominantly medium-grained sand with minor calcareous zones. Later, general conditions favored the accumulation of calcareous deposits. Finally, there were alternating periods of accumulation of sand and calcareous materials.
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| Eventually the sea receded and a prolonged period of erosion was initiated. It appears, however, that the site area was not eroded as extensively as in adjacent localities.
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| Following the period of widespread erosion, the sea advanced over the existing erosional site topography, reworking the unconsolidated soils, then depositing a considerable quantity of fine to medium sand. Gradually the sea became clearer, and a thick sequence of calcareous sediments was deposited.
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| Onsite boring data indicate that a brief period of emergence followed the calcareous deposition. The site area was again submerged by the sea, and early conditions favored the deposition 2.5-22
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| BRAIDWOOD-UFSAR of silt and clay with minor amounts of calcareous material.
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| Later the seas again became clear, and calcareous deposits dominated. Finally, conditions again favored the accumulation of silt and clay. The Ordovician period ended by elevation of the region above sea level followed by long, continued erosion.
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| 2.5.1.2.3.5 Silurian (400 10 to 430 10 Million Years B.P.)
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| Silurian-aged deposits are rare at the site; however, regional geology indicates that they completely blanketed the site at one time. Data from adjacent areas reveal that, following the period of erosion at the end of Ordovician time, Silurian seas deposited a sequence that began with clastic sediments and ended with a thick carbonate accumulation. This period of deposition was followed by uplift and then erosion which probably removed most of the Silurian deposits in the site area except for an occasional outlier.
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| 2.5.1.2.3.6 Devonian (340 10 to 400 10 Million Years B.P.)
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| Devonian sediments are not present within the site area; however, some marine deposition is believed to have taken place during late Devonian time. The character of these deposits is not definitely known. However, regional data suggest that they may have been primarily silty in nature. Uplift of the site area terminated the Devonian deposition. Subsequent erosion removed all traces of the Devonian deposits and perhaps additional Silurian rocks as well.
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| 2.5.1.2.3.7 Mississippian (320 10 to 340 10 Million Years B.P.)
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| No Mississippian-aged deposits are present at the site. It is possible that a period of erosion, initiated during the close of Devonian time, persisted through Mississippian time. Erosion did penetrate well into the Ordovician deposits throughout most of the site area, as indicated by the pre-Pennsylvanian unconformable surface.
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| 2.5.1.2.3.8 Pennsylvanian (270 5 to 320 10 Million Years B.P.)
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| During Pennsylvanian time at the site, sediments initially accumulated in a terrestrial environment. Lithologies indicate the occurrence of periods of rapid accumulations of alluvial silt and very slow accumulations of clay under probably stagnant conditions. Abundant vegetation flourished and accumulated in significant quantities. Many of these changes in environment were locally separated by periods of nondeposition or erosion.
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| After the period during which vast stretches of vegetation flourished and accumulated, the environment changed. A shallow sea encroached on the site area. Near-shore deltaic deposits of fine-grained materials accumulated as streams emptied into the 2.5-23
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| BRAIDWOOD-UFSAR sea. Limestone was deposited locally. As the delta prograded, laminated siltstones were deposited in distributary and interdistributary bays (Reference 48). Distributary stream channels cut into the existing delta and deposited beds of silty sand. Some of these deposits may have been reworked to form delta front sands. Cross-cutting of channels formed complex arrangements of bedding and lithology in some places.
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| It is not definitely known if sediments younger than the Pennsylvanian were ever deposited in the site area until Pleistocene time.
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| 2.5.1.2.3.9 Quaternary (Present to 2 1 Million Years B.P.)
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| Beginning with Pleistocene time, the site area is believed to have been invaded by a number of glacial advances; however, only deposits from the midpart of the Woodfordian substage of the Wisconsinan glacial advance are present within the site area. It is likely that deposits of previous glacial advances were removed by subsequent advances. Radiocarbon dates place the basal Woodfordian at approximately 22,000 radiocarbon years B.P. The probable radiocarbon age for the top is about 12,500 B.P.
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| (Reference 6). Radiocarbon dates for the middle Woodfordian are few.
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| The Valparaiso glacier attained its maximum extent during the Woodfordian Substage of the Wisconsinan Stage and deposited the Valparaiso moraine as shown on Figure 2.5-6. As the glacier receded, meltwater from a vast area escaped through the Des Plaines, Du Page, Kankakee, Fox, and Illinois valleys. The abundance of Valparaiso outwash along hundreds of miles of icefront is evidence that unusually large volumes of meltwater issued from the ice. In the Kankakee valley, the water constituted a torrent which transported and deposited slabs of limestone. The volume of the Kankakee torrent supplemented by glacial water from other valleys was so great that it could not escape along the Illinois valley and consequently formed several glacial lakes which inundated low-lying areas between various glacial moraines. The site area was occupied by glacial Lake Wauponsee, which rose temporarily to an elevation of about 650 feet above sea level. The major currents eroded a wide gap in the Minooka moraine and carried a large quantity of sand and silt into Lake Wauponsee. The lake plain south of Coal City is generally underlain by sand. To the north the deposits are essentially silt with some thin beds of sand and clay.
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| Following the Kankakee torrent and the lowering of glacial Lake Wauponsee, the lacustrine silts and sands were exposed to erosion. Wind-blown sands were deposited in the site area in sheet-like deposits and occasional dunes. After most of these wind-blown deposits were stabilized by vegetation, modern soils slowly developed.
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| 2.5-24
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| BRAIDWOOD-UFSAR 2.5.1.2.4 Stratigraphy The stratigraphy at the Braidwood site is well known, both from published material and from numerous borings completed during the course of this investigation. The excavation mapping program confirmed the interpretation of the subsurface geology discussed in the Braidwood PSAR. During the excavation mapping program it was found that the Parkland Sand could be differentiated from the Equality Formation (see Subsections 2.5.1.2.4.1.1.1 and 2.5.4.3.1.1). While the ability to differentiate these units has increased knowledge of the site geology, it has no effect on the design or construction of the Braidwood Station.
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| In general, the site is underlain by a regular sequence of units marked by a remarkable uniformity and continuity. Units such as the Colchester (No. 2 Coal) member horizon of Pennsylvanian age are extremely persistent and serve as excellent marker beds.
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| Detailed examination of borings and other subsurface data indicate a lack of faulting in the Colchester (No. 2 Coal) member and provide strong support for the concept that faulting is not a significant structural element at the Braidwood site. A detailed discussion of the stratigraphy follows.
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| 2.5.1.2.4.1 Soil Deposits Overburden deposits within the plant site area consist of eolian deposits, lacustrine deposits, outwash, and glacial till.
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| Borings at the site vicinity encountered soil deposits which ranged in thickness from 26.0 feet in Boring MP-46 to 62.0 feet in Boring P-10. The average soil thickness encountered in the site borings was approximately 42.0 feet. The sequence and nature of the soil and rock units within the site area are shown in a composite stratigraphic column, Figure 2.5-19, in a fence diagram of the site area, Figure 2.5-21, and in subsurface cross sections, Figures 2.5-22 through 2.5-26.
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| 2.5.1.2.4.1.1 Pleistocene Deposits of Pleistocene age within the site area consist of soils which are associated either directly or indirectly with Pleistocene glaciation. They can be divided into upper and lower units on the basis of origin and distinct sedimentary characteristics. These have been classified by Pleistocene stratigraphers as the Parkland, Equality, and Wedron Formations.
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| 2.5.1.2.4.1.1.1 Parkland Sand The Parkland Sand consists of wind-blown sand which blankets the site vicinity in sheet-like deposits except in strip-mined areas and areas where wind erosion has exposed the underlying Equality Formation (blowouts). Some small stabilized dunes of Parkland Sand are also found in the site vicinity.
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| 2.5-25
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| BRAIDWOOD-UFSAR At the site, the Parkland Sand is typically a light brown to reddish-brown, silty, very fine to fine sand which has been derived from the underlying silts and sands of the Equality Formation.
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| This formation was probably present in many of the site borings and can be distinguished in the boring logs by the silty, light brown to reddish-brown fine sand in the upper few feet of the Equality Formation.
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| The Parkland Sand was determined to be present at the site as a separate unit from the Equality Formation during the excavation mapping program. This interpretation was later confirmed by members of the Illinois State Geological Survey (see FSAR .5A).
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| In geologic sections of the main plant excavation, the Parkland Sand ranged in thickness from 5.7 to 9.5 feet, with an average of 7.4 feet in those areas where it was undisturbed.
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| The Parkland Sand and the Equality Formation are not differentiated on the boring logs and the test pit logs (Figures 2.5-123 through 2.5-260) and the geologic cross sections derived from these logs (Figures 2.5-22 through 2.5-26). The Parkland Sand is shown separately from the Equality Formation on the site stratigraphic column (Figure 2.5-19) and the geologic sections made during excavation mapping (see Subsection 2.5.4.3.1.1 and Figure 2.5-50).
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| 2.5.1.2.4.1.1.2 Equality Formation The Equality Formation consists of lacustrine sands and silts and is subdivided into the Dolton and Carmi Members (Reference 6).
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| Only the Dolton Member is present at the site, and it blankets the entire site vicinity except where it has subsequently been strip-mined.
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| The Dolton Member within the site area consists primarily of yellowish-brown to gray, fine sand which was deposited primarily in beaches and bars of glacial Lake Wauponsee as discussed in Subsection 2.5.1.2.3.9 (Reference 6).
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| The Dolton lacustrine sand was penetrated by 114 borings throughout the site area. The upper few feet of the deposit is a fine sand which typically is oxidized to a yellowish-brown color, generally contains less than 15% silt, and has a consistency ranging from loose to medium dense. Below a depth of 15 feet, the sand grades from brown to a grayish-brown and a light gray color, generally contains less than 5% silt, and has a consistency ranging from medium dense to dense. Lag gravels are found locally at the base of this sand. The overall consistency of the Dolton Member is medium dense. Ground surface elevations at the site for areas not strip-mined range from 591.7 to 603.6 feet. The average elevation at the main plant site is 600.4 2.5-26 REVISION 5 - DECEMBER 1994
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| | |
| BRAIDWOOD-UFSAR feet. Based on the results of borings drilled at the site, the Dolton Member ranges in thickness from approximately 14.0 feet to 31.2 feet and averages approximately 23.0 feet.
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| The lacustrine sand is permeable and water-bearing. The groundwater, which originates chiefly from surface infiltration, is perched on the underlying glacial till deposits of low permeability.
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| An examination of lacustrine sand exposures along a vertical strip-mining cut adjacent to the plant site revealed strong cross-bedding. Most of the groundwater has drained naturally from the exposed permeable sand. The basal 3 to 4 feet continue to dewater, forming a continuous line of seepage along the top of the underlying glacial till deposits. Dewatering sand exposures with slopes which approach 70 to 80 from horizontal were observed.
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| 2.5.1.2.4.1.1.3 Wedron Formation The Wedron Formation appears to underlie the entire site wherever the Dolton lacustrine sand was encountered. Based on field identification and laboratory analysis by the Illinois State Geological Survey, two members of the Wedron Formation have been identified in the main plant area. These are the Yorkville and Tiskilwa Till Members.
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| Underlying the Tiskilwa Till Member are several feet of glacial deposits which may be as old as the Wedron Formation or which may be older (see FSAR Attachment 2.5A).
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| For ease of discussion, the Yorkville and Tiskilwa Till Members and the underlying glacial deposits will be referred to as the Wedron Formation.
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| The Wedron Formation was penetrated by 111 borings throughout the site area. It frequently consists of three units: an upper till consisting predominantly of dark gray clayey silt to silty clay with interspersed sand and dolomitic gravels, underlain by an outwash layer of grayish-brown sandy gravel to gravelly sand with numerous cobbles and some boulders, and a lower till consisting predominantly of a brownish-gray to gray, very sandy silt with some interspersed clay and gravel. These three basic units, however, are extremely variable in thickness, and any combination of them, in their proper sequence, constitutes the Wedron Formation within the site area.
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| As a whole, the Wedron Formation was observed in onsite borings to vary in thickness from 4.5 feet in Boring MP-6 to 29.5 feet in Boring MP-57; it has an average thickness of 17.8 feet. The top of the formation lies between elevations of 568.9 feet and 583.7 feet, with an average elevation of 576.4 feet. Figure 2.5-29 shows the contoured surface of the Wedron Formation for the site area and the main plant area.
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| 2.5-27 REVISION 5 - DECEMBER 1994
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| BRAIDWOOD-UFSAR In addition to the three units within the Wedron Formation, minor amounts of reworked soils were encountered along the lower formation contacts. For the purpose of this report, these reworked soils are considered to be part of the Wedron Formation.
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| These soils appear to be somewhat sporadic in occurrence and may be encountered at any location within the site area. The reworked soils are composed of gray silt with a trace of clay and gray, sandy, and micaceous silt with some sandstone gravels.
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| Outwash exposures along the strip-mine cut were water-bearing and formed a continuous line of seepage with conspicuous iron stains.
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| Cuts through the till and outwash were at vertical slopes.
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| 2.5.1.2.4.2 Bedrock Deposits The bedrock deposits in the vicinity of the site range in age from Pennsylvanian to Precambrian as shown in Figures 2.5-2 and 2.5-19. The elevation of the bedrock surface ranges from 551.9 feet to 567.0 feet and averages 558.3 feet. Figures 2.5-30 and 2.5-31 are contour maps of the bedrock surface which is formed in the upper Pennsylvanian deposits.
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| The deepest borings drilled at the site were extended into the upper portion of the Ordovician-age Galena Group. The site water well penetrated into the Cambrian-age Ironton and Galesville Sandstones. Descriptions and estimated stratigraphic thicknesses of deeper units were obtained from the following sources:
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| : a. a deep well in the town of Braidwood, Illinois, illustrated in Figure 2.5-32 (Reference 49);
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| : b. a composite of wells in Sections 28, 29, and 32 in T.30N., R.10E. (Reference 13);
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| : c. the log of a well in Section 25 in T.34N., R.9E.
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| (Reference 13); and
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| : d. the log of the site water well in Section 19, T.32N.,
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| R.9E. (see Figure 2.5-16, Sheet 3, and FSAR Attachment 2.5C).
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| Rock quality designation (RQD) has been used as an indication of the general quality of the rock. This procedure employs a modified core recovery percentage in which only the pieces of sound core 4 inches or longer are counted as recovery. The cumulative length of pieces 4 inches or longer is then expressed as a percentage of the total length of the core run.
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| The core from the initial 30 borings (the A, P, L, and H series) was obtained using NX and HQ-wireline double-tube core barrels.
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| The main plant location borings (the MP series) used mainly NX double-tube core barrel for rock coring. RQD is a function of 2.5-28 REVISION 5 - DECEMBER 1994
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| BRAIDWOOD-UFSAR drilling techniques. Therefore, as the largest number of borings were drilled using the NX double-tube core barrel, only the borings drilled by this method in the main plant area will be used to compare rock quality and recovery.
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| 2.5.1.2.4.2.1 Pennsylvanian Deposits of Pennsylvanian age which underlie the site consist of bedrock. Some residual soil was encountered in several borings, although none was found at the main plant site. The soil was formed as a result of inplace weathering of Pennsylvanian bedrock and ranges somewhat in character from gray to bluish-gray silt with various amounts of clay and fine sand, to light gray, silty, fine or fine-to-medium sand. Mica flakes are conspicuous throughout. Although bedding generally is not evident in the silty sand layers, the silts are without exception thinly laminated. The residual soil, an inplace weathering product of the underlying Carbondale Formation bedrock, rests in most places on a siltstone of the Francis Creek Shale Member of the Carbondale Formation. It was, however, locally encountered on the channel sandstone or limestone which overlie the siltstone in the Francis Creek Shale Member. Where encountered in the borings, the residual soil has a hard consistency.
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| All the Pennsylvanian bedrock is included within the Kewanee Group, which is subdivided into the Carbondale and Spoon Formations. The Pennsylvanian deposition in the site area is characterized by rapid vertical changes in rock type and by lateral persistence of the Colchester (No. 2) Coal Member of the Carbondale Formation. Sandstone, siltstone, and most shale units are also persistent over wide areas when viewed as composite units. However, they show noticeable variation in thickness over relatively short horizontal distances.
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| 2.5.1.2.4.2.1.1 Kewanee Group 2.5.1.2.4.2.1.1.1 Carbondale Formation 2.5.1.2.4.2.1.1.1.1 Limestone A light gray to buff, very silty limestone was encountered near the top of bedrock in two borings. It is thinly bedded, highly fractured, and moderately weathered. No evidence of solution activity was observed. Thicknesses varied from 2.0 feet in Boring A-10 to 5.0 feet in Boring A-7.
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| Where limestone was encountered, the RQD ranges from 0% to 8%,
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| and the percentage of core recovery ranged from 60% to 90%. The low values of RQD may be attributed to weathering of the upper bedrock layers.
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| 2.5-29
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| BRAIDWOOD-UFSAR 2.5.1.2.4.2.1.1.1.2 Francis Creek Shale Member 2.5.1.2.4.2.1.1.1.2.1 Channel Sandstone Deposits A thin to locally thick sandstone unit was encountered at or near the top of bedrock at many locations, particularly in the main plant area. Stratigraphically it lies below the locally present silty limestone and above the siltstone of the Francis Creek Shale Member. The sandstone unit has been classified by the Illinois State Geological Survey as part of the Francis Creek Shale Member on the basis of both spore analyses and on the coal within the sandstone (Reference 50). The channel deposits consist of light gray, silty, fine- or fine-to-medium-grained sandstone with occasional interbedded shale layers. The unit as a whole is micaceous and thin-bedded. Conglomeratic sandstone, with clasts (angular fragments) and stringers of coal and pebbles (probably concretions) of siderite, is locally well developed at or near the base. The contact with the underlying siltstone is disconformable.
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| Where the sandstone is present, thicknesses vary from 3.0 feet in Boring A-9 to 27.3 feet in Boring A-3. The average thickness from a total of 62 borings is 7.4 feet.
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| The RQD ranged from 0% to 100% and averaged 48.1%. The percentage of core recovery averaged 82.2% and ranged from 8% to 100%. Low values of both RQD and recovery are due to various degrees of weathering which have taken place along the upper zones of bedrock. In many cases, due to poor cementation or lack of cementation of the sandstone, the initial core was washed away in the drilling process.
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| 2.5.1.2.4.2.1.1.1.2.2 Siltstone Deposits The siltstone of the Francis Creek Shale Member is present throughout the site area except where it has been removed by strip-mining the underlying No. 2 Coal. It represents a wedge of clastic sediments from a northern or eastern source which was deposited rapidly soon after the No. 2 Coal deposition. It can essentially be described as a gray, micaceous siltstone which grades from sandy at the top to a finely micaceous, silty shale near the base. It is thinly laminated throughout. Siderite concretions are common but are only occasionally fossiliferous.
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| Within the siltstone is a zone of conglomeratic sandstone. This zone is marked by large clasts and occasional beds of coal and pebbles of siderite. The matrix is frequently calcareous, though in most places it is a fine- to medium-grained sandstone. The top of the conglomeratic zones ranges in elevation from 511.6 to 553.3 feet and ranges in thickness from 1.2 feet in Boring MP-47 to 36.9 feet in Boring A-14.
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| The overall thickness of the siltstone deposits averages 51.8 feet. The thickness ranges from 28.5 to 65.5 feet. RQD values 2.5-30
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| BRAIDWOOD-UFSAR for the siltstone ranged from 0% to 100% and averaged 77.1%. The percentage of core recovery averaged 96.3% and ranged from 33% to 100%. RQD values in the plant area are varied due to irregular amounts of weathering in the upper portions and the more fissile nature of the rock as it grades to shale near the base.
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| Laboratory test results indicate unconfined compressive strengths ranging from 2420 to 7286 psi for seven of eight samples. One low strength of 980 psi was due to a concealed shear break in the sample (see Table 2.5-3). Results of resonant column tests performed on four samples from the siltstone deposts are given in Table 2.5-4.
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| Visual observations were made of the exposed siltstone deposits along vertical strip-mine cuts adjacent to the site.
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| Differential weathering of the thinly laminated silty shale (less resistant) and siltstone (more resistant) layers had developed an irregular surface with numerous horizontally oriented knife edge projections. In addition, numerous irregular short fractures had developed across bedding planes. In general, weathering had not penetrated more than 3 or 4 inches. The exposures were, on the whole, very stable along vertical cuts and did not display the slaking tendency so common to shales with a high clay content.
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| 2.5.1.2.4.2.1.1.1.3 Colchester (No. 2 Coal) Member The Colchester, one of the most continuous beds in the Pennsylvanian of Illinois, consists of thinly bedded to thinly laminated layers of dull to bright black coal but contains no persistent partings. Numerous vertical fractures are present which contain thin veinlets of pyrite and clay. Elevations at the top of the coal ranged from 486.1 to 518.3 feet averaging 501.0 feet. Figure 2.5-33 is a contour map at the main plant site of the top of the Colchester Member and indicates the thickness of coal present at each boring location.
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| Stratigraphically, the base of the No. 2 Coal forms the base of the Carbondale Formation.
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| Observed thicknessses vary from 1.5 feet in Boring MP-25 to 4.7 feet in Boring A-5. The average thickness from a total of 83 borings is 3.3 feet.
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| RQD averaged 53.6% and ranged from 0% to 100%. The percentage of core recovery averaged 91.4% and ranged from 59% to 100%. Low RQD values for the coal are attributed to breakage during drilling and probably do not represent true in situ conditions.
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| 2.5.1.2.4.2.1.1.2 Spoon Formation The Spoon Formation is the lowest recognized Pennsylvanian unit which underlies the site. Its basal contact with the underlying Ordovician deposits is locally sharp and easily recognized.
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| Several distinct sedimentary units have been distinguished within the Spoon Formation as observed in onsite borings. These consist 2.5-31
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| BRAIDWOOD-UFSAR essentially of interbedded clayey shales, silty shales with carbonaceous zones, and siltstones or silty sandstones. Abrupt vertical changes in lithology and rapid lateral variations in thickness are characteristics of these units.
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| The clayey shale units within the Spoon Formation are generally carbonaceous and brownish-gray to dark gray in color. The shales are massive and highly fragmented in nature. The fractures are small, extremely numerous, irregular, slickensided, and have no definite pattern of orientation. The fractures are believed to be related to desiccation and compaction subsequent to burial rather than to tectonic activity. Siltstone layers both above and below the fragmented units are rarely fractured or slickensided.
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| The silty shale intervals are generally dark gray to black in color. They grade carbonaceous in zones with well-developed coal layers in some locations. A maximum of 6.8 feet of coal was observed in Boring A-5 below the No. 2 coal layer. The silty shale layers are thinly laminated to massive. Zones with randomly oriented fragmentation and slickensides are typical.
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| The fragmentation and formation of slickensides in the silty shale is also believed to be the result of desiccation and compaction subsequent to burial rather than the result of tectonic activity.
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| Three light gray and greenish-gray sandy siltstone and silty sandstone beds are present in the main plant area. These layers are micaceous, slightly carbonaceous, and contain sand-size grains of siderite throughout. Bedding is thin but grades indistinct in zones give a deceptively massive appearance to the fresh cores. Fractures are rare. The thickness of the three layers represents about 6 to 10 feet of the total Spoon Formation at the site.
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| The lower portion of the Spoon consists of dark gray, sandy, carbonaceous siltstone. The siltstone is highly fissile near the base and parts on laminae of carbonized plant fossils.
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| The Spoon Formation as a whole was observed to range in thickness from 11.7 feet in Boring A-5 to 48.5 feet in Boring A-15. An average thickness from a total of 57 borings is 33.8 feet.
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| Core recovery for the Spoon Formation ranged from 31% to 100%,
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| averaging 93%. RQD averaged 67% and ranged from 5% to 100%. The shales in this formation tend to swell in the core barrels.
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| Breakage occurs when the rock is extracted from the core barrels, and RQD values are undoubtedly lower than in situ conditions.
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| Although the gray to greenish-gray siltstone has relatively high RQD values, the dark gray basal siltstone may exhibit frequent bedding plane parting, yielding lower RQD values.
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| Laboratory testing could not be performed on the fragmented shales, but the light gray and greenish-gray siltstone units were 2.5-32
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| BRAIDWOOD-UFSAR utilized. Unconfined compressive strengths ranged from 4020 to 8600 psi for five samples of siltstone tested (see Table 2.5-3).
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| Other rock types within this formation are anticipated to have much lower unconfined strengths.
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| 2.5.1.2.4.2.2 Silurian 2.5.1.2.4.2.2.1 Alexandrian Series Silurian deposits were not anticipated to underlie the site area; the general outcrop edge is mapped a few miles to the east (Figure 2.5-5). However, it appears that small scattered patches of Silurian sediments exist as outliers west of the main body.
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| That these patches were preserved in pre-Pennsylvanian topographic lows is suggested by a thin layer of reworked Ordovician shale which overlies the Silurian in Boring L-4. The reworked shale appears to have been transported from Ordovician exposures at some higher elevation and deposited during initial stages of the Pennsylvanian period. Regional unconformities occur at the upper and lower contacts of Silurian rocks.
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| Silurian deposits were encountered in two borings. Total thickness varied from 31 feet in Boring L-3 to 33 feet in Boring L-4. Deposits consisted of 17 to 25 feet of light brown to greenish-gray dolomite. It is fine- to medium-grained, silty, and thinly bedded, with numerous thin irregular green shale partings. The dolomite is underlain by 7.5 to 14.0 feet of light greenish-gray to dark gray dolomitic siltstone which is thinly laminated.
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| Fractures are generally tight and widely spaced. The RQD ranges from 83% to 93%. The percent of core recovery ranges from 98% to 100%. Porous zones are limited to small vugs (1-inch maximum) and pinpoint openings.
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| 2.5.1.2.4.2.3 Ordovician 2.5.1.2.4.2.3.1 Maquoketa Shale Group 2.5.1.2.4.2.3.1.1 Brainard Shale The Brainard Shale, where present within the site area, forms the top of Ordovician deposits and rests conformably on the Fort Atkinson Limestone. At some locations, the Brainard is very thin to absent due to the erosional unconformity between the Pennsylvanian and Ordovician sediments. The formation consists of greenish-gray silty and dolomitic shale with occasional marine fossils. Bedding is thinly laminated. The shale is generally well indurated with few fractures.
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| The Brainard Shale is variable in thickness over short horizontal distances. It was observed to vary from a few inches in Boring A-8 to 78.5 feet in Boring L-2. An average thickness from a 2.5-33
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| BRAIDWOOD-UFSAR total of 21 borings is 14.1 feet. The Brainard Shale was not encountered in any of the main plant borings.
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| The RQD ranges from 46% to 98%. The percent of core recovery ranges from 92% to 100%. These figures are taken from borings drilled with various drilling techniques, but due to the small number of borings where Brainard was encountered, a single drilling technique was not isolated for evaluation of RQD and recovery.
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| Laboratory test results indicate an unconfined compressive strength of 7142 psi from one sample taken from the basal calcareous zone. Strengths of the upper Brainard are anticipated to be somewhat less, but suitable samples are difficult to obtain because of the tendency of the upper Brainard to part along bedding planes upon exposure to the atmosphere.
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| 2.5.1.2.4.2.3.1.2 Fort Atkinson Limestone This formation is present throughout the site area. Where the Brainard has been removed, the upper contact of the Fort Atkinson is unconformable with Pennsylvanian deposits. The elevations of the Fort Atkinson range from 434.2 to 475.1 feet and average 451.0 feet (see Figure 2.5-34). The contact with the underlying Scales Shale appears to be conformable. The Fort Atkinson consists essentially of gray, silty limestone which grades from light gray to buff downward. The silty limestone is thinly bedded and contains numerous irregular partings and gradational zones of dark gray, calcareous shale. Numerous fossils occur throughout. The light gray to buff limestone grades coarsely calcarenitic and free of silt. It is thin- to medium-bedded with occasional thin shale partings and stylolites. Minor oil-stained vugs and porous zones occur in basal zones. The pores are generally very small, rarely larger than 1 inch in diameter.
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| Observed thicknesses of the Fort Atkinson Limestone range from 29.9 feet in Boring L-3 to 41.4 feet in Boring A-15. The average thickness from a total of 28 borings is 38.2 feet.
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| The RQD ranged from 21% to 100% and averaged 92.3%. The percent of core recovery ranged from 50% to 100% and averaged 98.4%.
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| Laboratory test results indicate unconfined compressive strengths ranging from 3,121 to 14,333 psi for eight of nine samples (see Table 2.5-3). One low strength of 1878 psi was due to a concealed shear break in the sample. Results of resonant column tests performed on four samples from the Fort Atkinson Limestone are given in Table 2.5-4.
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| 2.5.1.2.4.2.3.1.3 Scales Shale The Scales Shale is the basal formation within the Maquoketa Shale Group. It rests unconformably on sediments assigned to the Galena Group and is present throughout the site area. The upper 2.5-34 REVISION 9 - DECEMBER 2002
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| BRAIDWOOD-UFSAR 6.5 to 19.0 feet is a light gray, calcareous siltstone which is extremely fossiliferous. This grades downward to gray, silty, calcareous shale with interbedded zones of silty limestone, and finally to dark gray, dolomitic shale with occasional thin layers of calcareous siltstone. In general, bedding is thickly laminated and somewhat irregular. Upon exposure, the shale parts readily along bedding planes. Fractures are rare.
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| Observed thicknesses range from 86.2 feet in Boring A-2 to 90.9 feet in Boring L-2. The average thickness from eight borings is 88.4 feet.
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| The RQD varies from 96% to 100% and averages 98.3%. The percent of core recovery ranges from 96% to 100% and averages 98.5%.
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| Laboratory test results indicate unconfined compressive strengths of 5918, 6660, and 8469 psi (see Table 2.5-3).
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| 2.5.1.2.4.2.3.2 Galena Group 2.5.1.2.4.2.3.2.1 Wise Lake and Dunleith Formations The Wise Lake and Dunleith Formations in northeastern Illinois are so similar that they cannot be readily separated in boring samples. This combined unit is the lowest stratigraphic horizon reached by onsite borings. A maximum of 27 feet was cored in Boring L-2; however, the unit was not entirely penetrated. The upper contact with the overlying Scales Shale is easily distinguished even though an unconformity is indicated.
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| Irregular small voids in the top of the Wise Lake-Dunleith are filled with fossiliferous, silty limestone which grade upward into the basal Scales Shale. The cored portions of the Wise Lake-Dunleith Formations consist of mottled, light gray to buff, fine- to medium-crystalline, dolomitic limestone. Bedding is thin with numerous very thin and irregular shale partings.
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| Fractures are not common. Vugs and localized porous zones are present at some localities and entirely absent in others.
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| Solution activity is not a significant factor in this unit.
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| Total thickness within the site area is estimated to be between 165 and 245 feet on the basis of deep boring data in adjacent areas. A structural contour map on top of the Galena is presented in Figure 2.5-35.
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| The RQD varies from 97% to 100%. The percent of core recovery varies from 99% to 100%.
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| Laboratory test results from one sample indicate an unconfined compressive strength of 9591 psi.
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| 2.5.1.2.4.2.3.2.2 Guttenburq Formation The Guttenburg Formation is a light buff to grayish-brown, fine to medium-crystalline, medium- to massive-bedded dolomite with 2.5-35
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| BRAIDWOOD-UFSAR thin, typically reddish-brown shale partings. Thickness in the site area is estimated to be 10 to 20 feet on the basis of deep boring data in adjacent areas.
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| 2.5.1.2.4.2.3.3 Platteville Group 2.5.1.2.4.2.3.3.1 Nachusa Formation The formation is a buff to grayish-brown, fine- to medium crystalline, medium- to massive-bedded dolomite with thin gray shale partings and occasional chert nodules. Thickness in the site area is estimated to be 34 to 48 feet on the basis of deep boring data.
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| 2.5.1.2.4.2.3.3.2 Grand Detour Formation The Grand Detour Formation is a brownish-gray, finely crystalline, fossiliferous, medium- to massive-bedded dolomite with gray and reddish-brown shale partings. This formation commonly has gray mottling and small amounts of chert nodules.
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| Thickness on the site area is estimated to range between 21 and 40 feet on the basis of deep boring data.
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| 2.5.1.2.4.2.3.3.3 Mifflin Formation The Mifflin Formation is a finely crystalline, thin- to medium-bedded, light gray or buff dolomite and limestone with bluish-gray, gray, green, or brown shale partings, rare chert nodules, and zones of orange speckling. Thickness in the site area is estimated to range between 35 and 50 feet on the basis of deep boring data.
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| 2.5.1.2.4.2.3.3.4 Pecatonica Formation The Pecatonica Formation is light grayish brown, finely crystalline dolomite, with medium to massive bedding. This formation contains thin brown shale partings and may contain some brown to brownish-gray dolomite and dolomitic limestones.
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| Thickness in the site area is estimated to be 34 to 48 feet on the basis of deep boring data.
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| 2.5.1.2.4.2.3.4 Ancell Group 2.5.1.2.4.2.3.4.1 Glenwood Formation and St. Peter Sandstone The Glenwood Formation and St. Peter Sandstone are not differentiated in the site area. In general, the Glenwood is a fine- to coarse-grained dolomitic sandstone with some light green shale, while the St. Peter is a fine- to medium-grained quartzose sandstone, poorly cemented and friable. Total thickness of these combined formations in the site area is estimated to be between 157 to 540 feet on the basis of deep boring data.
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| 2.5-36 REVISION 9 - DECEMBER 2002
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| BRAIDWOOD-UFSAR 2.5.1.2.4.2.3.5 Prairie du Chien Group 2.5.1.2.4.2.3.5.1 Shakopee Dolomite The Shakopee Dolomite is primarily a very finely crystalline, light gray to light brown dolomite. It contains oolitic chert and some light gray to green shale. It may contain lenses of massive algal structures up to 10 feet high. Where present in the site area, it may range up to about 67 feet in thickness.
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| 2.5.1.2.4.2.3.5.2 New Richmond Sandstone This formation is a buff, moderately sorted, rounded, friable, medium-grained sandstone with some interbedded, light-colored, sandy dolomite. Where present in the site area, it may range up to 10 feet in thickness.
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| 2.5.1.2.4.2.3.5.3 Oneota Dolomite The Oneota Dolomite is estimated to be from 8 to 250 feet thick within the site area. It is divided into two members chiefly on the basis of chert content. The upper or Blodgett Member consists of noncherty to slightly cherty dolomite. The lower Arsenal Member consists of cherty to very cherty dolomite. The dolomite in both units is light gray to pink, coarse-grained, and has minor amounts of sand.
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| 2.5.1.2.4.2.3.5.4 Gunter Sandstone The Gunter Sandstone consists of medium-grained, friable, subrounded sandstone that contains beds of light gray, fine-grained dolomite and minor amounts of green shale. Where present in the site area, it may range up to about 7 feet in thickness.
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| 2.5.1.2.4.2.4 Cambrian 2.5.1.2.4.2.4.1 Eminence Formation The Eminence Formation is a light gray to light brown, sandy, fine- to medium-grained dolomite with some oolitic chert and thin beds of sandstone. The thickness within the site area is thought to be about 82 to 93 feet on the basis of deep boring data. The name Momence Sandstone Member has been proposed (Reference 13) for the 5 to 15 foot-thick discontinuous sandstone, which is sometimes found at the base of the Eminence Formation.
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| 2.5.1.2.4.2.4.2 Potosi Dolomite This formation is a finely crystalline, slightly argillaceous, brown to light gray dolomite. It is generally slightly glauconitic near the top and glauconitic and sandy near its base.
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| Its thickness is estimated to be between 162 and 212 feet within the site area.
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| 2.5-37
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| BRAIDWOOD-UFSAR 2.5.1.2.4.2.4.3 Franconia Formation This formation consists of a light gray to pink, fine-grained, dolomitic sandstone that is usually glauconitic, silty, and argillaceous. Its thickness is estimated to be between 88 and 142 feet within the site area.
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| 2.5.1.2.4.2.4.4 Ironton Sandstone The Ironton Sandstone is a medium- to coarse-grained, partly dolomitic, poorly sorted sandstone. The approximate thickness within the site area is estimated to be between 130 and 215 feet on the basis of deep boring data from adjacent areas. Four distinct members are recognized on the basis of lithology. From top to bottom, these are the Mooseheart, Marywood, Fox Valley, and Buelter Members.
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| The Mooseheart Member consists of poorly sorted dolomitic sandstone that is medium- to coarse-grained. Thickness within the site area is estimated to be between 45 and 60 feet.
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| The Marywood Member consists of fine-grained sandstone with little dolomite. Thickness within the site area is estimated to be between 5 and 50 feet.
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| The Fox Valley Member consists of poorly sorted, medium- to coarse-grained, dolomitic sandstone. Thickness within the site area is estimated to be between 20 and 25 feet.
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| The Buelter Member consists largely of medium-grained sandstone.
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| It is moderately sorted and rarely dolomitic. Thickness within the site area is estimated to be between 60 and 80 feet.
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| 2.5.1.2.4.2.4.5 Galesville Sandstone The Galesville Sandstone is a white, fine-grained, friable sandstone which grades medium-grained and dolomitic in the basal portion. Thickness within the site area is estimated to be between 82 and 100 feet on the basis of deep boring data.
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| 2.5.1.2.4.2.4.6 Eau Claire Formation This formation consists of a variety of lithologies. In the site area, the primary lithologies are silty shale and siltstone which are dolomitic and glauconitic, underlain by approximately 80 feet of silty dolomite. The estimated thickness within the site area is approximately 562 feet on the basis of deep boring data.
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| 2.5.1.2.4.2.4.7 Mt. Simon Sandstone This formation is a fine- to coarse-grained, poorly sorted, friable sandstone which contains occasional fine pebbles.
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| Coarse-grained beds are often cross-bedded. Red and green 2.5-38
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| BRAIDWOOD-UFSAR micaceous shales occur in beds from a few inches to 15 feet thick. The thickness within the site area is estimated to be somewhat in excess of 2460 feet on the basis of deep boring data.
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| 2.5.1.2.4.2.5 Precambrian No wells have reached the Precambrian in the site area.
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| Available data indicate that the basement rocks consist largely of medium- to coarse-grained granite. Other rock types reported are quartz monzonite, rhyolite, porphyry, and felsite (Reference 51). Estimated depth to the top of the Precambrian is 4400 to 4500 feet below sea level (Reference 13).
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| 2.5.1.2.5 Structure 2.5.1.2.5.1 Jointinq Joints are bedrock fractures along which no displacement has occurred parallel to the joint surface. They usually cut across bedding at a high angle but may vary from near horizontal to vertical. Lateral spacing between parallel fractures or joint sets varies considerably, and intersections of different joint sets are common.
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| Joints are present in the bedrock of the site area. A determination of their spacing and trend is not possible from surface observations due to a substantial thickness of unconsolidated deposits. Also, it is not possible to determine their trend or exact spacing from rock core samples. An examination of Pennsylvanian exposures above the No. 2 coal in the strip-mine area adjacent to the site indicates two distinct sets of joints. One set is spaced 1 inch to 16 inches, trends from due north to N 21 W, and dips from 80 to vertical. The second set is spaced 2 to 8 inches, trends N 73 E to N 99 E, and dips from 70 to 89. All trends are from true north and dips are measured prependicular to the trends. All joints are tight, with no evidence of solution activity. During the excavation mapping, those joints observed were generally tight with no apparent movement along the joint surface.
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| 2.5.1.2.5.2 Folding Contour maps for the site area have been constructed on various stratigraphic horizons. These are illustrated on Figures 2.5-29 through 2.5-35. Contours on top of unconformable surfaces of erosion do not necessarily reflect site structure related to tectonic movement, as there is difficulty in determining the configuration of the erosional and/or depositional surface prior to deformation. Such unconformable surfaces are represented by the top of the Wedron Formation, by the top of bedrock and, to some extent, the tops of the Galena, Fort Atkinson, and Colchester units.
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| 2.5-39
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| BRAIDWOOD-UFSAR The period of erosion at the end of the Galena time is believed to have been brief. Since it is likely that erosion did not produce significant topographic relief on the Galena surface, present-day relief on this surface could conceivably be the result of tectonic movement which has taken place since Galena deposition.
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| The top of the Fort Atkinson Limestone is a comformable surface over portions of the site; however, pre-Pennsylvanian erosion cuts through the Brainard and into the Fort Atkinson in some locations.
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| Although structure contours on the top of the Fort Atkinson Limestone (Figure 2.5-34) indicate a local northeastward dip in the plant area, contours on the top of the Galena Group (Figure 2.5-35) in the broader site area closely conform to the southwestward dip of the site region (Figure 2.5-12).
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| Contours on top of the Galena indicate an anticlinal high which centers at or near Boring A-1 and appears to trend northwest -
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| southeast across the site area. Sufficient data are not presently available to delineate this apparent structure in more detail. Regional data within the area suggest anticlinal structures which also trend in a northwest-southeast direction (Figure 2.5-12).
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| Irregular depositional and/or erosional surfaces within Pennsylvanian deposits at the site each display some relief independent of one another which should not be interpreted as due to tectonic movements. The surfaces do not reflect the structure observed within the Ordovician, such as the top of the Galena as previously discussed. Also, minor warping configuration shown on tops of both the Colchester No. 2 Coal Member and the Ft.
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| Atkinson Limestone may be due as much to erosion as to tectonic activity and the fact that structures shown on one unit are similar to structures shown on another unit may be coincidental.
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| However, it is possible that minor warping of the two geologic units may be due to tectonic forces acting on the LaSalle Anticlinal Belt. Clegg (1965, Page 93) indicates that structural and stratigraphic relationships in northern Illinois show that a second phase of deformation of the LaSalle Anticlinal Belt began after the deposition of the Colchester No. 2 Coal and possibly continued to the end of or after Pennsylvanian time.
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| Detailed correlations within the Pennsylvanian and younger deposits do not indicate any site movement over the past 200 million years. Major reported folds in the mid-continent are tabulated in Table 2.5-1 and are shown on Figure 2.5-8.
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| 2.5.1.2.5.3 Faulting Inspection of bedrock exposures in the strip-mining and the site excavations and detailed correlations of stratigraphic horizons penetrated by onsite borings have shown no evidence of faulting 2.5-40
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| BRAIDWOOD-UFSAR within the site area. The stratigraphic variations that do exist can be accounted for by local and regional unconformities.
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| The site is located in the tectonically stable interior region of the continent wherein faulting is not a major structural element. Extensive geologic work, both surface and subsurface, has been done; regional and local stratigraphy are well known; and, accurate stratigraphic correlations are possible throughout the area, owing primarily to the presence of the Colchester (No.
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| 2 Coal) member horizon. These studies have shown no evidence of faulting in the area. Major reported faults in the mid-continent are tabulated in Table 2.5-2 and are shown on Figure 2.5-9.
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| The Colchester (No. 2 Coal) member, though a very narrow horizon, is extremely consistent and constitutes an excellent marker bed in the area. Subsurface mapping, based on a large number of site borings and numerous exposures in the area, shows very good stratigraphic continuity throughout the site area.
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| While it is theoretically possible that "minor" faults could remain undetected in the plant area, it can be stated, based on the extremely close stratigraphic control provided by the Colchester horizon, that no faults exist within the plant site area. In addition, no evidence of surface faulting was observed during excavation mapping. All geologic evidence indicates that there has not been any fault movement in the area during Pleistocene or recent time. Further, available information points to the inactivity of faults in the region of the site which extends well into the Paleozoic Era. Therefore, even assuming that faulting might exist in the vicinity of the site, it would present no hazard to Seismic Category I structures at the site owing to the fact that all geologic evidence suggests that any faults which may exist in the site area or environs are inactive.
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| Several faults have been inferred in the Galena Group in the Chicago metropolitan area (Reference 23). The original evidence upon which these faults were inferred to exist consisted of a number of seismic reflection lines run in conjunction with geotechnical studies for the Chicago Metropolitan Sanitary District.
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| Seismic studies provide indirect evidence of subsurface structure, and borings were done in several areas to attempt to confirm the existence of the these faults. These borings provided mixed results. In some cases, faults inferred from seismic data were not encountered or showed substantially smaller displacement than had been indicated. However, in a few cases, faults of small displacement were encountered in borings which had not been indicated in the seismic survey (Reference 52).
| |
| The faults in the Galena Group which are known to exist in the Chicago area can be dated as being post-Silurian and pre-Pleistocene in age. Though not present in the immediate area 2.5-41
| |
| | |
| BRAIDWOOD-UFSAR of the faults, the presence of Mississippian and Pennsylvanian blocks preserved in the nearby Des Plaines Disturbance (Reference
| |
| : 23) clearly indicates that similar deposits were laid down in the Chicago metropolitan area and subsequently eroded. Faulting caused by normal tectonic mechanisms very probably occurred during this extended period of deposition and erosion. The present bedrock surface is planed off and, owing to a lack of scarp development, does not suggest post-Pleistocene movement on the faults. Further, there is no evidence within the Pleistocene deposits to suggest recent movement.
| |
| Surface subsidence associated with underground mining occurs in localities above underground coal-mining activity. This may be reflected by only minor distortions or vertical displacements in the sediments above the No. 2 Coal. The possibility of future movements along these zones is extremely remote.
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| 2.5.1.2.6 Solution Activity The cores of bedrock recovered from 86 test borings were inspected in detail for evidence of rock solution activity which may be related to the development of voids. The boring logs illustrated in Figures 2.5-123 through 2.5-253 include the descriptions and distributions of voids observed in the rock cores. In this discussion, all openings in the rock described as vugs or porous zones have been combined into one category called rock voids. No solution channels were noted.
| |
| The rock voids observed in the cores were generally less than 1 inch in their longest dimension. Only a few 2-inch and 3-inch rock voids were observed. In all cases, the zones of core indicated as being porous were limited to isolated areas of less than 2 lineal feet of core, and the rock voids constituted 5% or less of the total rock volume within those zones.
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| Small rock voids were observed to some extent in many of the calcareous units penetrated by onsite borings. These units include the Silurian dolomite and the Ordovician-aged Fort Atkinson Limestone, the Scales Shale, and the Wise Lake-Dunleith Formations.
| |
| The Silurian dolomite was cored in Borings L-3 and L-4. Some porous zones with pinpoint to 0.1-inch openings were observed having a percent of voids estimated to be on the order of 1% to 2% of the total rock volume.
| |
| The basal Fort Atkinson contains scattered vugs with crystal deposits and numerous porous zones. In many instances, the porous zones contain small quantities of oil. Open spaces are confined to relatively narrow zones and never exceed 5% of the total rock volume, generally much less. Single openings in excess of 2 inches in diameter are rare.
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| 2.5-42
| |
| | |
| BRAIDWOOD-UFSAR The uppermost horizon of the Scales Shale consists of calcareous siltstone which is highly fossiliferous. Porous zones and cavities were observed in this unit at some locations. Most openings are lined with drusy crystalline surfaces and rarely exceed 0.5 inch in diameter. Open spaces are confined to relatively narrow zones having less than 5% voids.
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| In the Wise Lake-Dunleith Formations, local voids were observed at some localities, while none whatsoever had occurred at others. The highest percent of voids observed was approximately 5%. Individual openings rarely exceed 1 inch in diameter. This is stratigraphically the lowest unit penetrated by onsite borings. The top of this unit was encountered in the borings at elevations ranging from 267.1 to 343.4 feet.
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| In general, deep bedrock units contain a higher percentage of voids than the shallow units. The observed maximum percentage of voids at any location is 5%. This percentage is not considered significant from the standpoint of bedrock stability. No foundation problems are anticipated with regard to bedrock solution.
| |
| 2.5.1.2.7 Man's Activities Security - Related Information Figure Withheld Under 10 CFR 2.390 2.5.1.2.7.1 History of Coal Mininq Coal was first discovered in Illinois on 1679 by Father Hennepin, a missionary, who reported a "cole" mine on the Illinois River near the present-day town of Ottawa, approximately 34 miles west of the site. In 1810, coal was first mined in Jackson County in southern Illinois and shipped to New Orleans; sustained production was not achieved until 1833, when 6000 tons of coal were mined from the same locality and shipped to St. Louis.
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| Coal was accidentally discovered near Braidwood in 1854 on the farm of Thomas Byron (Reference 53). A coal bed 3.5 feet thick 2.5-43
| |
| | |
| BRAIDWOOD-UFSAR was encountered at a depth of 65 feet in a well which was being drilled for water. A company was formed, the well was enlarged to a shaft, and mining was begun the same winter. By the early 1880's, mining activity in the Braidwood area involved seven companies employing 2,180 men and producing 700,000 tons of coal annually. Within the area of interest surrounding the plant site (Figures 2.5-36 and 2.5-37), coal-mining development was closely related to activity in and near Braidwood. Mining of coal in this area can be divided into two distinct periods.
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| The first period, one of underground mining, began in the 1870's with the activities of the Eureka Mining Company and ended with the closing of the Wilmington Coal Mining and Manufacturing Company's Mine No. 6 at Torino in 1920. Production from underground mines declined from this time on, with the exception of the Number 3 Coal Corporation located in Section 23, T.31N.,
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| R.8E., which operated from 1927 through 1954. Upon abandonment of this long-lived producer, underground production in the area came to an end.
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| A second period of mining was begun in the 1920's with the development of large-scale earth-moving equipment which allowed strip-mining methods to supplant underground methods economically. Strip mining was begun near Braidwood in 1927, although it was not begun in the vicinity of the site until 1940, when the Wilmington Coal Mining Company began producing from a large pit centered in Section 28, T.32., R.8E. In 1947, the Northern Illinois Coal Company began operation in its nearby Pit No. 11 in Section 8, T.31N., R.9E., and produced until its interests were acquired by the Peabody Coal Company in 1956.
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| From that time to 1974, coal was produced continuously from the Northern Mine (Figure 2.5-36, Numbers 24-30). The rate of mining was approximately 1 million tons per year, and this operation was the last producer in the area.
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| Total production of coal from the area shown in Figure 2.5-36 is estimated at over 26 million tons. Approximately 6.2 million tons was produced from underground mines, and about 20.5 million from strip mines. Details of the mines and their estimated production are shown in Table 2.5-5.
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| 2.5.1.2.7.2 Coal Seams The coal in the area of interest has been produced principally from the Illinois No. 2 Coal seam. The No. 2 seam is normally overlain by 30 or more feet of the Francis Creek Shale Member of the Pennsylvanian Carbondale Formation (Figure 2.5-19). This seam is also known as the Colchester Coal and in old reports as the "Third Vein." In the vicinity of the site, the No. 2 seam has a persistent thickness averaging very close to 3 feet.
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| A secondary producing seam, the No. 4, has been mined by Peabody Coal Company in its Pit No. 14 (Number 28 on Figure 2.5-36). In this area, the No. 4 seam lies approximately 57 to 64 feet above 2.5-44
| |
| | |
| BRAIDWOOD-UFSAR the top of the No. 2 seam and has an approximate thickness of 3 feet 8 inches. The No. 4 seam has been correlated with the Lowell Coal.
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| In the southwestern part of the area, thin seams of coal lie closely above and below the No. 2 seam. The upper seam is known as the "Cardiff Coal" (References 54 through 56) and has been mined together with the No. 2 seam in some of the underground operations. The geologic relationships of the minor coals in this area are not clear. The old records refer to various seams labeled as the No. 2A and the No. 2B, as well as an unidentified No. 3.
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| The eastern limit of the No. 2 coal in the vicinity of the site has been delineated by mining and drilling and is shown on Figure 2.5-36.
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| The coals in this area are classified as High Volatile C (Reference 57). Typical analyses are shown in Table 2.5-6.
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| 2.5.1.2.7.3 Coal Mining Methods Coal has been mined in the area of interest by two principal methods: underground by the "longwall" method, and on the surface by the variety of open-cut mining known as "stripping."
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| The area of interest surrounding the plant site lies within the First Mining District for coal mining as was promulgated by the State of Illinois. This area, shown on Figure 2.5-37, includes portions of Bureau, Grundy, Kankakee, Kendall, La Salle, Marshall, Will, Putnam, and Woodward Counties. Underground mining in this district utilized the "longwall advance system."
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| Since this was the only domestic coal field during its period to produce any significant tonnage using the system, it was referred to and still remains known as the "Longwall District."
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| Underground longwall mining practice within the district consisted of sinking two shafts to the coal bed, one for hoisting and the other for ventilation. In Will County, depths of these shafts ranged from 70 to 125 feet. The shafts were protected by a "shaft pillar" ranging in size from a circular pillar with a 225-foot radius to a square pillar with a 60-foot side.
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| Examination of the few underground maps available for the area of interest shows that local practice called for a shaft pillar some 400 feet long by 200 feet wide. Mining was advanced radially outward from the central pillar. All the coal was extracted, and no other pillars were left. Coal removed from each working face was transported along roadways which were supported by "pack walls." The pack walls were constructed of shale, siltstone, and clay mining wastes and were built 10 to 12 feet apart to allow for squeezing by roof pressures to permit an ultimate open width of about 9 feet. The roadways led to individual working faces having typical lengths of 42 feet (see Figure 2.5-38).
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| 2.5-45
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| | |
| BRAIDWOOD-UFSAR Each working face accommodated one or two miners. The coal was usually underlain by a bed of clay, which, when undercut from 8 to 12 inches, allowed the coal to fall under the influence of its own weight. Wedges were used to force any coal which did not fall freely. The broken coal was removed by shoveling or "mucking," placed in mine cars, trammed to the shaft, and finally hoisted to the surface. As the seams were generally about 3 feet thick, overhead rock was scaled off or "brushed" so as to provide a minimum head room of 4 feet for men and haulage mules. Excess rock and clay were either placed in the openings created by the removal of coal (referred to as "gob") or transported to the surface and placed in dumps known locally as "Red Dog Piles," the name derived from the red color which was generated from the oxidation of pyrite. Generally, 1 ton of dump material was hauled to the surface for each 3 tons of coal mined.
| |
| As the underground working faces were advanced, the partially supported ground left behind was allowed to subside gradually (Reference 58). Controlled subsidence transmitted the weight of the overlying ground onto the working face, which forced the coal to break when undercut. It was therefore important that the face be advanced uniformly so as not to create dangerously imbalanced ground pressures. Thus, in the longwall system, the roof of the mine was designed to subside to the floor in a controlled manner.
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| Past strip-mining practice in the vicinity of the site has entailed deep excavation with power shovels, draglines, and bucket-wheel excavators on a large scale. From 40 to 100 feet of overburden were removed to extract 3 feet of coal. As seen in the Peabody Coal Company's Northern Mine, Pit No. 11, (Figure 2.5-36), the overburden was removed in benches ranging in width from 50 to 200 feet and for lengths ranging from 2000 to 9000 feet. The overburden from each advance was placed upon the ground where coal had already been removed. A new area of coal was continually exposed and mined with the advance of the fresh face, or "highwall."
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| 2.5.1.2.7.4 Coal Mine Locations and Production Data Detailed investigation was made of available records from the Illinois Department of Mines and Minerals, the Illinois State Geological Survey, the Illinois Department of Highways, and the Peabody Coal Company. Land records in Will, Grundy, and Kankakee Counties were examined for ownership by mining companies. A field reconnaissance was made of the site area, and agricultural soil survey maps were examined for any evidence of mining activity. The results of the studies showing all known mines within approximately 1 mile surrounding the plant site and cooling pond areas are shown on figures 2.5-36 and 2.5-36A.
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| In the plant site area, borings were spaced on 100-foot centers in the area of Seismic Category I structures (Figures 2.5-16 and 2.5-33). The Colchester (No. 2 Coal) member was encountered in all the borings drilled, indicating that underground mining 2.5-46
| |
| | |
| BRAIDWOOD-UFSAR activity does not exist at the plant site. Also, coal development drill holes on approximately 330-foot centers (Reference 59) indicate that no underground coal mining underlies any portion of the NE1/4 and the SE1/4 of Section 19, T.32N.,
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| R.9E. Since the longwall mining system which was used in the district did not involve the use of isolated tunnels and drifts and allowed for complete extraction of the coal, the results of the development drill holes can be considered as a reliable indication that no mining has been pursued in the previously described parcels of Section 19. In the NW1/4 of this same Section 19, although land records indicate that in 1867 the Kankakee Coal Company held an interest in the E1/2 of the NW1/4, examination of the surface reveals that no mine shafts or dumps exist in this parcel, and that consequently no evidence exists that coal was ever mined in this quarter-section. The detailed topographic map presented in Figure 2.5-39 supports this conclusion.
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| The closest underground mine that exerts any influence upon the plant site is the Chicago, Wilmington and Vermillion Coal Company's "M" shaft in the SW1/4 of Section 19, T.32N., R.9E.
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| (Figures 2.5-36 and 2.5-36a). This mine produced 277,845 tons of coal from the No. 2 seam between 1889 and 1891. Approximately 3 feet of coal was mined at a depth of 95 feet, or at about elevation 500. The calculated area of the underground mine workings computed from these production data is approximately 72 acres. This area is considerably less than the mine outline indicated in the mined-out coal area maps from the Illinois State Geological Survey, shown on Figures 2.5-36 and 2.5-36a. This undocumented outline is disproved by the development drilling; the alternative outline is the preferred interpretation.
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| In the E1/2 of the NW1/4 of Section 20, T.32N., R.9E., the Joliet Wilmington Coal Company mined a total of 150,363 tons from its No. 2 mine during the period 1905 to 1909. Drilling data have revealed the presence of a mined-out area of 31 acres. The published production data agree with tonnage computed from this area within 1%. These workings do not endanger the site.
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| In Section 17, T.32N., R.9E., records suggest that the Braidwood Coal Company may have mined coal underground at some time about 1879. An examination of Will County land records indicates that this company's involvement was limited to the NE1/4 of the SW1/4 of that section; it is therefore doubtful that any underground workings extend beyond this parcel. A strip mine was operated in the E1/2 of the NW1/4 of this same section about 1940, but the old workings as shown in the aerial photographs are not extensive and are estimated to have produced about 138,000 tons. These mines are not considered to pose any problems to the plant site.
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| In Section 18, T.32N., R.9E., records indicate that the Eureka Coal Company mined coal underground from two shafts and may have produced 180,000 tons of coal during the period 1872-1884. An examination of the Will County land records indicated that the 2.5-47
| |
| | |
| BRAIDWOOD-UFSAR interests of the Eureka Coal Company were limited to the NW1/4 of the section. As the mines in the area usually were mined on the basis of quarter-section land parcels, it is not likely that the underground workings of the Eureka mines extended south of the east-west center line of the section. Two mine dumps (Reference 60) occur in the N1/2 of this section and are believed to be the Eureka mines. As these two mines are more than 0.5 mile beyond the plant site boundary, they are considered to pose no problem to the integrity of the site. The only other evidence for mining in this section is a reference in the land records of Will County that the Kankakee Coal Company had an interest in the SE1/4 and in the E1/2 of the SW1/4 in 1869; however, a close examination of the surface of these lands did not reveal any mine dumps or any other evidence of mining. Consequently, it is considered that no mining was ever pursued in that parcel.
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| 2.5.1.2.7.5 Surface Subsidence Due to Coal Mininq The extraction of coal from the old underground mines in the area outside of the plant site and cooling pond areas resulted in subsidence of the overlying land surface. Since the subsidence occurred directly over the old workings with a very limited lateral effect, the integrity of the plant site is not jeopardized.
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| Subsidence characteristics of longwall mines in this district have been studied in detail by the U.S. Bureau of Mines in cooperation with the Illinois State Geological Survey (Reference 61). Although the test mines studied lie some distance from the site, characteristics are so similar to those near the site that the same observations may be applied.
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| Surface indications of subsidence resulting from longwall mining are subtle and are frequently not visually perceptible (References 58 and 62). Longwall mining permits the complete extraction of the coal seam, which results in uniform subsidence over the entire mine area. The rates and magnitude of subsidence were partially controlled during mining by packwall construction and gob filling methods (References 58 and 62).
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| Maximum subsidence to be expected over mined-out areas near the site is largely a function of seam thickness removed and the depth of mining. For the No. 2 seam in the area of interest, a 3-foot thickness at a depth of burial of from 90 to 125 feet may be expected to produce a surface subsidence of less than 2 feet (Reference 62). Subsidence of the small magnitude is difficult to differentiate from natural variations in topographic relief.
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| Some indications of subsidence can be observed in areas where rain-saturated soil on flat-lying farmland may delineate shallow sag ponds. Such indications are not sufficiently conclusive to identify the extent of underground workings.
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| 2.5-48
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| | |
| BRAIDWOOD-UFSAR The local characteristics of subsidence due to underground mining have been observed as follows (References 58, 61 and 63):
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| : a. Uniform settling occurred over the extent of the mine workings.
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| : b. The amount of vertical subsidence averaged 55% of the thickness of the coal seam to depths of about 200 feet (Reference 62).
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| : c. The "angle of draw" (discussed in the following material) has been measured in the district at 8 from the vertical, sloping outward and away from the mine workings (Reference 61). This agrees with the typical angles of draw between 8 and 12 which have been observed worldwide in coal mines less than 300 feet deep (Reference 63).
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| D. Subsidence began immediately upon removal of the coal and ended within 2 or 4 years (Reference 61).
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| : e. Where the coal seam was overlain by shale (as is typical in the area), abandoned mine openings became filled through progressive failure of the overlying shale.
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| : f. Where the coal seam was underlain by "underclay" (as is also typical in the area), artifical supports, such as timbers and packwalls, were forced downward into the underclays by the weight of the burden. The underclay also would flow plastically upwards, tending to fill available openings.
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| Thus, for the typical underground mine in the area having a depth of 100 feet and a coal seam 3 feet thick, subsidence at the surface would be outside the vertical projection of the outer limits of the mine workings for a distance of less than 13 feet.
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| Active subsidence would have come into equilibrium with the static ground load within about 4 years after mining ceased.
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| Most openings can be considered either as having been "squeezed" together through plastic compression of packwalls and gob, or as having been filled through flowage of shale and clay. However, it can be expected that some unusually well supported mine workings may yet remain open.
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| The "angle of draw" is here defined to mean the angle between a vertical line from the edge of the mine workings and a line to the point where subsidence becomes negligible. The "limit of subsidence" on the ground surface is defined as the point where subsidence is less than 0.01 foot (Reference 63).
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| Based upon a review of worldwide coal-mine subsidence studies, the most severe angle of draw on record is 40.5, which resulted from mining a series of 12 superimposed coal seams at depths to 2.5-49
| |
| | |
| BRAIDWOOD-UFSAR 5800 feet (Reference 63). For mines less than 200 feet deep, an angle of draw of 45 is considered safe and conservative.
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| Assuming a maximum depth of mining adjacent to the plant of 118 feet, the closest safe distance of approach for any structure on the surface to the outer limit of the mine workings is 118 feet.
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| 2.5.2 Vibratory Ground Motion This subsection presents a discussion and evaluation of the seismic and tectonic characteristics of the Braidwood Station and the surrounding region.
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| The purpose of this section is to present the rationale used to develop the seismic design criteria for the Braidwood Station.
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| 2.5.2.1 Seismicity 2.5.2.1.1 Seismicity Within 200 Miles of the Site The North Central United States is among the areas of least seismic activity in the United States. Since this area has been populated for almost 200 years, it is likely that all earthquake events of Intensity VI or greater on the Modified Mercalli (MM)
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| Scale (Table 2.5-7) which have occurred during this time span have been reported. Table 2.5-8 is a list of all known reported events which have occurred between 38 to 46 north latitude and 84 to 94 west longitude. The locations of these events and their spatial relationship to the area within a 200-mile radius of the site are shown on Figure 2.5-40. Within 200 miles of the site, 106 earthquakes have been known to occur. The largest were three events of Modified Mercalli Intensity (MMI) VII which occurred in 1909.
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| The locations of the events listed in Table 2.5-8 shown on Figure 2.5-40 which were located instrumentally are probably accurate to about 0.1. The location of older events, not determined instrumentally, may have occurred as much as 0.5 from the stated location, as the reported epicentral locations for these events normally correspond to the locations of the nearest reporting population center.
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| There is no record of any event larger than MMI VII occurring within 200 miles of the site. If such an event had occurred, it is almost certain that it would either have been recorded in private journals or diaries or preserved in Indian legends as has been the case for other regions. The lack of such documentation indicates the absence of significant earthquake activity for a long period of time.
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| The most important earthquakes occurring within 100 miles of the site are as follows:
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| : a. 1804, Fort
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| | |
| ==Dearborn,==
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| Illinois, MMI VI - VII; 2.5-50
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| | |
| BRAIDWOOD-UFSAR
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| : b. 1909, S. Beloit, Illinois, MMI VII;
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| : c. 1912, northeastern Illinois, MMI VI;
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| : d. 1972, northern Illinois, MMI VI.
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| Isoseismal maps of the above earthquakes have been constructed for all but the 1804 Fort Dearborn event. Those for the 1909 and 1912 events, which occurred approximately 55 and 25 miles from the site respectively, were prepared by J.A. Udden (References 64 and 65) and A.D. Udden (Reference 66) based on the Rossi-Forel scale of intensities which was in use at the time. These maps are reproduced here on Figure 2.5-41. The conversion to the Modified Mercalli Scale can be made using Table 2.5-7.
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| Little is known about the Fort Dearborn earthquake of 1804 beyond a report of "quite a strong shock" (Reference 67) because most of Chicago's early records were destroyed in the Great Fire.
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| The 1972 northern Illinois earthquake had an Intensity of VI, with its epicenter 35 miles south of the site (Figure 2.5-42).
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| The shock was widely felt but did little damage (Reference 68).
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| Two other significant events occurred within 200 miles of the site: the July 18, 1909, central Illinois event and the September 27, 1909, southern Illinois event. The July 18 event was felt over an area of 35,000 mi2 and was probably felt at the Braidwood site (Reference 69). The September 27 event occurred within the Wabash Valley and was probably felt at the site (References 69 and 70).
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| 2.5.2.1.2 Distant Events 2.5.2.1.2.1 Central Stable Region Within the Central Stable Region only one other event was recorded which may have been felt at the Braidwood site. This is the 1968 Intensity VII southern Illinois event (Figure 2.5-43) which occurred near Broughton, Illinois, approximately 225 miles from the site (Reference 69 and 70). This event occurred within the Wabash Valley area, an area noted for a relatively high frequency of events, the largest of which has been Intensity VII (Reference 71).
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| 2.5.2.1.2.2 Mississippi Embayment Area The largest recorded earthquakes which have occurred in the central part of the United States were the New Madrid events of 1811-1812. These events occurred in the Mississippi Embayment area of the Gulf Coast Tectonic Province (References 4, 71, and
| |
| : 72) at a distance of over 330 miles from the site (Table 2.5-9 and Figure 2.5-44).
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| 2.5-51
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| | |
| BRAIDWOOD-UFSAR Over a period of 3 months during 1811-1812, three large separate shocks occurred, the largest of which had an Intensity of XI-XII, as well as at least 250 minor events (References 73 and 74).
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| There has been no recurrence of such a major earthquake in this zone, but there is evidence of activity prior to the New Madrid events. There is a report of a very large shock on December 25, 1699, with its epicenter in western Tennessee, which shook approximately the same area as the 1811-1812 events. Written records also indicate that "notably vigorous" shocks occurred in 1776, 1791 or 1792, 1795, and 1804. Indian traditions also record a previous earthquake which devastated the same area (Reference 73).
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| In addition to these events, an Intensity VIII event occurred in 1895 in Charleston, Missouri, also within the Mississippi Embayment area, which was probably felt at the Braidwood site.
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| 2.5.2.1.2.3 Other Events Two other events may have been felt at the Braidwood Station site: the 1886 Intensity X Charleston, South Carolina, event, which occurred in the Atlantic Coastal Province, and the 1935 Intensity VI Timiskaming, Canada event, which occurred on the Canadian Shield. Details of these and other distant events are presented in Table 2.5-9.
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| 2.5.2.2 Geologic Structures and Tectonic Activity The Braidwood site and the entire 200-mile radius site region lie within the Central Stable Region of the North American Continent (Reference 4). This region is characterized by a relatively thin veneer of sedimentary rocks overlying a crystalline basement.
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| These areas were deformed principally by movements which occurred as a result of tectonic activity culminating in the late Paleozoic into a series of gentle basins, domes, and other structures. Since the end of the Paleozoic, the area has remained generally quiescent.
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| The site is located on the flank of the Illinois Basin near the Kankakee Arch. The most significant nearby structures are the Sandwich Fault Zone and the La Salle Anticlinal Belt. A description of these and other tectonic features in the area is presented in Subsection 2.5.1.1.4.
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| 2.5.2.3 Correlation of Earthquake Activity with Geologic Structures or Tectonic Provinces The Central Stable Region Tectonic Province is generally noted for its lack of significant seismic activity. To evaluate the earthquake potential of the Braidwood site, two different approaches were utilized to correlate earthquake activity with geologic structures and/or tectonic provinces. By the first approach, the 200-mile radius site region was subdivided into seismotectonic regions utilizing methods similar to those of 2.5-52
| |
| | |
| BRAIDWOOD-UFSAR Reference 75. In the second approach, the site and its relationship to the Central Stable Region Tectonic Province and the Gulf Coastal Plain Tectonic Province was assessed, along with the relationship of the seismogenic structures of these provinces with the site.
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| 2.5.2.3.1 Seismogenic Regions Within 200 miles of the Braidwood Station, eight seismogenic regions can be delineated, primarily on the basis of structure.
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| These subdivisions are also indicative of the differing geologic histories of the seismogenic regions and of their varying seismic histories.
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| The following is a description of the eight seismogenic regions within the 200-mile radius site area and other regions pertinent to the site. Each region is outlined on Figure 2.5-40.
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| 2.5.2.3.1.1 Illinois Basin Seismogenic Region The site is located on the north flank of the Illinois Basin Seismogenic Region. The northern and northeastern boundaries of this region correspond to and are defined by the limits of the Plum River and Sandwich Fault Zones.
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| The Braidwood Station lies just south of the Sandwich Fault Zone and just east of the Kankakee Arch, just within the Illinois Basin Seismogenic Region.
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| This region has experienced 60 recorded earthquakes, the largest of which were Intensity VI and Intensity VII. Some tentative correlation of events has been proposed by various authors, notably McGinnis and Ervin (Reference 76), who have postulated a correlation of earthquake events with areas of steep gradients in the earth's gravitational field which they interpret to indicate boundaries of crustal blocks. However, based on the present state of knowledge, these events are considered random.
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| Therefore, the possibility of an Intensity VII event anywhere in the basin must be considered.
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| 2.5.2.3.1.2 Ste. Genevieve Region The Ste. Genevieve Region lies approximately 230 miles southwest of the site and is related to and defined by the imbricated Ste.
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| Genevieve Fault Zone. This region exhibits a characteristic maximum intensity earthquake of MMI VI. While there is no evidence that this region and the included Ste. Genevieve Fault Zone are capable, fault plane solutions coincide with the trace of the fault (References 77 and 78). The boundary with the Illinois Basin is based on both a change in structure and by a contrast in seismicity.
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| 2.5-53
| |
| | |
| BRAIDWOOD-UFSAR 2.5.2.3.1.3 Chester-Dupo Region The Chester-Dupo Region, proposed by Nuttli (Reference 79), is defined by an area of faulting and folding in the vicinity of St.
| |
| Louis. This region, approximately 175 miles southwest of the site, is one of moderate seismicity, with maximum events characteristic of MMI VI-VII. The boundary between this region and the Illinois Basin is marked by the transition from the folds and faults of this region to the deeper, structurally less complex Illinois Basin. This region marks a hinge line between the Illinois Basin and the front elements of the Ozark Uplift.
| |
| 2.5.2.3.1.4 Wabash Valley Seismogenic Region This seismogenic region is defined by the limits of the Fairfield Basin, the deepest part of the Illinois Basin, and by the northwest-trending faults of the Wabash Valley. The closest approach of this region to the site is approximately 155 miles.
| |
| This area has moderate seismicity, with maximum events of MMI VII. Events occur more frequently in this region than events in the adjoining parts of the Illinois Basin (Reference 71). The boundaries of the Wabash Valley Seismogenic Region can be well defined by structure and geologic history as well as by its seismic pattern.
| |
| 2.5.2.3.1.5 Iowa-Minnesota Stable Region This region is one of extremely low seismicity, with a general maximum intensity of MMI V. The boundary between this region and the Illinois Basin is approximately 130 miles from the site and is marked by a gentle zone of flexure, the Mississippi River Arch.
| |
| 2.5.2.3.1.6 Missouri Random Region The Missouri Random Region is bounded by the Chester-Dupo Region to the east, and its contact with the Illinois Basin Region is marked by the Lincoln Fold. This region lies approximately 175 miles southwest of the site. This area is characterized by the occurrence of random seismic events of maximum MMI V which are not associated with any known structure.
| |
| 2.5.2.3.1.7 Michigan Basin Region The Michigan Basin Region is an area of extremely low seismicity, with a total of 10 recorded events, the largest an MMI VI. This area is separated from the Illinois Basin by the Kankakee Arch and lies approximately 80 miles northeast of the site.
| |
| 2.5.2.3.1.8 Eastern Interior Arch System Seismogenic Reqion This region is composed of a series of gentle Paleozoic arches and domes within the eastern part of the Central Stable Region.
| |
| Structurally, this area is composed of the Wisconsin, Kankakee, Findlay, and Cincinnati Arches and the Wisconsin and Jessamine 2.5-54
| |
| | |
| BRAIDWOOD-UFSAR Domes. While this system can be subdivided into the various structures, the geological history of the structures and lithologies as well as general patterns of seismicity are similar. Since the boundaries between any of the structures are rather nebulous, divisions would be rather arbitrary.
| |
| The Wisconsin Dome in the northern part of the Central Stable Region consists of Precambrian rocks and is therefore more reflective of the Laurentian Shield subdivision of the Central Stable Region than the Interior Lowlands, the subdivision within the United States (References 4 and 72). The Wisconsin Dome is an extremely stable part of the Central Stable Region and represents the most seismically stable part of this region, with maximum seismic activity of MMI V.
| |
| The Wisconsin Arch is defined structurally by the low, northsouth-trending, uplifted area extending south from the Wisconsin Dome and is herein defined as including the east-west-trending crosscutting folds and faults of southern Wisconsin.
| |
| The boundary between the Wisconsin Arch and the Kankakee Arch is extremely hard to define. The name changes from the Wisconsin Arch to the Kankakee Arch northeast of Kankakee, Illinois. The Wisconsin Dome and Arch have a Precambrian core and are believed to have acquired their relief primarily by uplift, whereas the relief on the Kankakee Arch is due primarily to more rapid subsidence of the bordering basins.
| |
| The arch system continues southeastward to join the Cincinnati Arch and the Jessamine Dome. The Findlay arch is a northeastward splay off the Cincinnati Arch and separates the Michigan Basin from the Appalachian Basin.
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| Seismicity within this region is generally of MMI V. However, isolated events of MMI VII have occurred which cannot be related to specific structures. Therefore, the entire region must be assigned a maximum potential random event of MMI VII.
| |
| 2.5.2.3.1.9 Anna Seismogenic Reqion The Anna Region is at the intersection of the Kankakee, Findlay, and Cincinnati Arches in western Ohio. This area has experienced continued and moderately severe seismic activity. The largest historic earthquakes commonly have been of Intensity VII, with a single event of a maximum Intensity VII-VIII. This region is defined as lying within a basement structural zone bounded on the south by a northwest-trending band of basement faulting, on the east by a zone of structural weakness marked by a north-south-trending band of magnetic highs and lows, on the north by a change from igneous extrusive to igneous intrusive rock, and on the west by the change from acidic extrusive to basic extrusive rocks (Reference 80). The combination of geological features within this area is unique. There is no 2.5-55
| |
| | |
| BRAIDWOOD-UFSAR other area within the central United States with the combination of factors similar to this region. The earthquake events which have occurred in this region are not random but rather the result of the unique combination of geological phenomena (Reference 80).
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| 2.5.2.3.1.10 New Madrid Seismogenic Region One of the most important seismogenic zones for determining maximum possible ground motion within the central United States is the New Madrid Seismogenic Region. This zone can be defined approximately on any tectonic map as corresponding to the northern portion of the Mississippi Embayment, which is the northern portion of the Gulf Coastal Plain Tectonic Province (Figures 2.5-40 and 2.5-45; References 4, 71 and 72).
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| The New Madrid events of 1811-1812 were the largest earthquakes ever experienced in the central and eastern United States.
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| Chimneys were knocked down as far north as St. Louis, Missouri, and the aftershocks from these events continued for 2 years (Reference 67). These events occurred more than 330 miles from the Braidwood site. Extensive studies have been conducted to determine the northernmost region in which these events could occur.
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| This has been documented in a Sargent & Lundy and Dames & Moore report dated May 23, 1975 (Reference 81). Further discussion on this matter took place at a meeting held on January 26, 1976, in the offices of the Illinois State Geological Survey, Urbana, Illinois at the request of Public Service of Indiana.
| |
| Representatives were present from the Nuclear Regulatory Commission, the Illinois State Geological Survey, the Indiana Geological Survey, the Kentucky Geological Survey, St. Louis University, Sargent & Lundy, Dames & Moore, and Seismograph Service Corporation (Birdwell Division). The scientific data presented clearly indicated that the New Madrid area, at the intersection of the Pascola Arch and the Ozark Dome, is tectonically unique and that the northernmost extent of the structurally complex New Madrid area is conservatively taken as 37.3 N and 89.2 W, or 275 miles from the site. It remains the applicant's interpretation, based on tectonic, geophysical and seismic data, that New Madrid-type events should not extend across tectonic province boundaries and up the Wabash Valley Fault System.
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| More recent geophysical and seismological data also support the applicant's position. Interpretations of gravity and magnetic data in Illinois (References 82 and 83) and others support the view that the Rough Creek Fault Zone separates distinct crustal provinces.
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| A regional microearthquake network has recently been installed in this area. Analysis of data obtained from this network indicates that the New Madrid region and the Wabash Valley Region are two distinct seismic regimes (Reference 84).
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| 2.5-56
| |
| | |
| BRAIDWOOD-UFSAR 2.5.2.3.2 Tectonic Provinces 2.5.2.3.2.1 Central Stable Region Tectonic Province The Central Stable Region is noted for its general lack of significant seismic activity, with the largest events generally of MMI VII.
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| Within this tectonic province there are several zones of relatively high activity. These are (1) near Attica, New York, (2) near Anna, Ohio, (3) the Wabash River Valley of southern Illinois and Indiana, (4) in eastern Kansas and Nebraska along the midcontinent gravity and magnetic high in the area of the Nemaha Anticline, and (5) near St. Louis, Missouri (Figure 2.5-45).
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| The Attica events are associated with the Clarindon-Lindon Structure, and the August 12, 1929, event has been assigned an Intensity of VIII by Coffman and von Hake. However, the amount of damage and estimated magnitude of this event indicate that it was probably Intensity VII-VIII, and that the assigned intensity of VIII is extremely conservative (Reference 85).
| |
| The area around Anna, Ohio, has experienced a relatively large amount of seismic activity compared to other areas of the Central Stable Region. As described previously, the area of earthquake activity corresponds to a highly complex Precambrian structural zone. In addition, the March 8, 1937, event, which has been assigned an Intensity VII-VIII by Coffman and von Hake (Reference 69), has been analyzed, and all indications are that this event had a maximum epicentral intensity of VII (Reference 80).
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| The Wabash Valley Fault Zone was described in Subsection 2.5.2.3.1.4 and has had maximum recorded seismic activity of Intensity VII.
| |
| The area along the midcontinent gravity and magnetic high (in the area of the Nemaha Anticline) has had several events of Intensity VII, and the relationship of earthquake activity to the midcontinent gravity and magnetic high has been documented in Subsection 2.5.2 of the Wolf Creek PSAR (Reference 86).
| |
| The activity near St. Louis, Missouri, has been assigned to the Chester-Dupo Region as defined by Nuttli (Reference 79) and documented in the PSAR for the Callaway Plant (Reference 87).
| |
| Historical activity in this area has had a maximum Intensity VI-VII.
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| In addition to these areas of the Central Stable Region which have had relatively high seismic activity, an Intensity VIII event was reported in the Keweenaw Peninsula of Michigan in 1906 (Reference 69). The area of the epicenter is highly faulted, and the areas of damage and preceptibility correspond to areas of 2.5-57
| |
| | |
| BRAIDWOOD-UFSAR mining activity. Smaller events which occurred earlier in the year as well as the larger event of 1906 all appear directly attributable to mining activity (Reference 88). The felt area of the 1906 event was approximately equal to that for an average Intensity III-IV event (Reference 69).
| |
| 2.5.2.3.2.2 Gulf Coastal Plain Tectonic Province The New Madrid events of 1811-1812 did not occur in the Central Stable Region Tectonic Province, but in the Gulf Coastal Plain Tectonic Province. These events are associated with a highly complex structural zone near the crest of the Pascola Arch (see Subsection 2.5.2.3.1.10).
| |
| If these events are translated to the closest approach of this tectonic province to the site, they could be expected to occur no closer than 275 miles from the site or 55 miles closer to the site than the 1811-1812 events occurred.
| |
| 2.5.2.3.3 Earthquake Events Siqnificant to the Site By both methods of analyzing the tectonic association of earthquake events with structure, as described previously, the most significant earthquakes in the region are the 1909 Intensity VII Beloit earthquake, the 1972 Intensity VI northern Illinois earthquake, the 1912 Intensity VI northeastern Illinois earthquake, the 1804 Fort
| |
| | |
| ==Dearborn earthquake,==
| |
| and the New Madrid earthquakes of 1811-1812. This evaluation is based on epicentral intensity, felt area, distance from the site, and tectonic association.
| |
| 2.5.2.4 Maximum Earthquake Potential Based on the discussion in Subsection 2.5.2.3, the maximum earthquake which could be expected would be an Intensity VII event equivalent to the occurrence of an event similar to the 1909 Beloit Intensity VII event near the site. This is equivalent also to the occurrence of the largest event which has ever been recorded within the Central Stable Region, and which cannot yet be associated with a specific structure or structural region; it is therefore described as random. The level of ground motion experienced from a near field Intensity VII event would envelope the motion expected from a recurrence of a New Madrid-type event at the closest approach of the Mississippi Embayment, a distance of 275 miles from the site.
| |
| 2.5.2.5 Seismic Wave Transmission Characteristics of the Site The engineering properties of the soils and bedrock units at the site were evaluated using field geophysical measurements and laboratory testing; the properties determined by laboratory testing are discussed in Subsection 2.5.4.2.2.
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| 2.5-58
| |
| | |
| BRAIDWOOD-UFSAR Geophysical investigations performed at the plant site are presented in Subsection 2.5.4.4. The velocity of compressional and surface wave propagation and other dynamic properties of the natural subsurface conditions were evaluated from these investigations, and the data were used in analyzing the response of the materials to earthquake loading.
| |
| Dynamic moduli for the subsurface soil and rock at the site were calculated based on measured properties. The in situ field measurements were compared with laboratory tests on the same materials. These analyses are presented in Subsection 2.5.4.7.
| |
| Seismic wave velocities and densities for the deeper rock strata in the region have been measured by others (Reference 85). These data confirmed field measurements and were used in studies of site dynamic behavior.
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| 2.5.2.6 Safe Shutdown Earthquake The recommended safe shutdown earthquake (SSE) was defined as the occurrence of an Intensity VII event near the site. This near field event may generate a maximum horizontal ground acceleration of 0.13g (Reference 89). However, at the time of the review of the construction permit application, the NRC considered the occurrence of an earthquake of Intensity MM VIII to be equally probable (a low order of probability) at any place in the eastern Central Stable Region. The NRC also took the position that, based on the postulated occurrence of an intensity MM VIII at the site, a safe shutdown earthquake of 0.20 at the bedrock-till interface was adequately conservative for the Braidwood Station.
| |
| For purposes of licensing, this value was applied at the foundation level. Utilizing the subsurface properties presented in Subsection 2.5.4.7, the corresponding ground surface acceleration was found to be 0.26g. This would be the controlling seismic event even if a New Madrid-type event were postulated to occur at Vincennes, Indiana, more than 155 miles from the site. This conclusion is based on information presented in Reference 80.
| |
| The ground response spectra prepared following the guidelines of Regulatory Guide 1.60 for a horizontal ground acceleration of 0.26g are presented on Figure 2.5-47.
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| 2.5.2.7 Operating-Basis Earthquake The operating-basis earthquake (OBE) is intended to indicate those levels of ground motion which could reasonably be expected to occur at the plant site during the plant operating life.
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| On the basis of the seismic history of the area, it appears very unlikely that the site will be subjected to any ground motion of significant levels during the life of the nuclear power station.
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| It is probable that the maximum level of ground motion experienced at the site during historic time was Intensity VI and 2.5-59 REVISION 5 - DECEMBER 1994
| |
| | |
| BRAIDWOOD-UFSAR was due to the 1909, Intensity VII, Beloit earthquake. For this intensity, the maximum horizontal ground acceleration at the site can be postulated to be on the order of 0.06g. Therefore, the OBE acceleration at the bedrock surface was conservatively recommended to be 0.06g for horizontal ground motion.
| |
| A probability analysis (Reference 90) of the occurrence of earthquakes at the station was also performed using the data on past earthquakes in the area.
| |
| In performing this analysis, epicenters were assumed to occur at random in a 195,000-mi2 area around the station. The results of this probability analysis show that a site Intensity of MMI VI has an average return period of 2150 years. Because of this long return period, the site intensity of VI was selected conservatively as the OBE. For purposes of licensing of the plant, however, the acceleration level for the OBE was selected at 0.09g. It should be pointed out that this acceleration level is higher than the level of acceleration expected for an Intensity VI event and corresponds approximately to acceleration levels expected for an Intensity VI-VII event (Figure 2.5-4; Reference 89). Additional conservatism was then used as the 0.09 g acceleration level was applied at foundation levels utilizing the subsurface properties presented in Subsection 2.5.4.7. The resulting maximum horizontal ground acceleration at the ground surface was 0.13g.
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| The response spectra for 0.13g horizontal ground acceleration prepared following the guidelines of Regulatory Guide 1.60 are presented as Figure 2.5-48.
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| 2.5.3 Surface Faulting No evidence for surface faulting was noted at the site or the area surrounding the site. The nearest known major surface fault in the region is the Sandwich Fault Zone; its nearest approach is approximately 10 miles north of the site.
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| Based on the data contained in Subsections 2.5.1 and 2.5.2, and the interpretation and conclusions from those data, there are no capable faults within 5 miles of the site, as defined in Appendix A to 10 CFR 100, January 1977.
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| There are no known capable faults in the regional area (200-mile radius around the plant site).
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| 2.5.3.1 Geologic Conditions of the Site A discussion of the lithologic, stratigraphic, and structural conditions of the site and the area surrounding the site, including its geologic history, is contained in Subsection 2.5.1.
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| 2.5-60 REVISION 5 - DECEMBER 1994
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| | |
| BRAIDWOOD-UFSAR 2.5.3.2 Evidence of Fault Offset There is no evidence of fault offset at or near the ground surface at the site. The structural geology at the site and surrounding region is discussed in Subsections 2.5.1.1.4 and 2.5.1.2.5.
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| 2.5.3.3 Earthquakes Associated with Capable Faults There have been no historically reported earthquakes within 5 miles of the site. No capable faulting is known to exist within 200 miles of the site.
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| 2.5.3.4 Investigation of Capable Faults No capable faulting is known to exist within 200 miles of the site.
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| 2.5.3.5 Correlation of Epicenters with Capable Faults No capable faulting is known to exist within 200 miles of the site, and no earthquake epicenter is known within 5 miles.
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| 2.5.3.6 Description of Capable Faults No capable faulting is known to exist within 200 miles of the site.
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| 2.5.3.7 Zone Requiring Detailed Faulting Investigation Since geologic investigations of the site have not indicated evidence of capable faulting, the detailed fault investigation required for a capable fault is not needed.
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| 2.5.3.8 Results of Faulting Investigation Geologic investigations of the site and the area surrounding the site have indicated that no capable faulting is present within 200 miles of the site and that no surface faulting is present within 5 miles of the site; a study of surface faulting is therefore not required.
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| 2.5.4 Stability of Subsurface Materials and Foundations This subsection presents an evaluation and summary of the geotechnical suitability and stability of the subsurface materials to support the plant foundations. A general site plot plan is shown on Figure 2.5-16.
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| 2.5.4.1 Geologic Features A detailed discussion of the geologic characteristics of the site is given in Subsection 2.5.1.2. A comprehensive field and laboratory investigation program including borings, water 2.5-61
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| | |
| BRAIDWOOD-UFSAR pressure testing, piezometers, test pits, geophysical surveys, field reconnaissance, detailed mapping of the excavation, and various static and dynamic laboratory tests was undertaken to determine the geologic features at the site and their significance with relation to site suitability and stability.
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| A discussion of jointing is presented in Subsection 2.5.1.2.5.1.
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| Discussions of faulting and solution activity are presented in Subsections 2.5.1.2.5.3 and 2.5.1.2.6, respectively. Discussions of man's activities and surface subsidence due to coal mining are presented in Subsections 2.5.1.2.7 and 2.5.1.2.7.5, respectively.
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| 2.5.4.2 Properties of Subsurface Materials This subsection presents an evaluation of the static and dynamic properties of the various soil and rock strata encountered at the site. These values are based upon:
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| : a. a review of all field and laboratory tests performed during this investigation,
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| : b. a review of the geophysical surveys performed during this investigation,
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| : c. a review of the latest available literature, and
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| : d. a review of similar studies made recently for nuclear generating plants at other locations.
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| 2.5.4.2.1 Field Tests Field test results are presented in Subsections 2.5.4.3 and 2.5.4.4.
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| 2.5.4.2.2 Laboratory Tests Tests were conducted on soil samples obtained using the Dames &
| |
| Moore Type U soil sampler, the Osterberg piston sampler, and a 4-inch-diameter double-tube core barrel. Test results on the undisturbed samples are in good agreement with the results obtained using the Dames & Moore Type U sampler.
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| Representative soil samples and rock cores extracted from the test borings were subjected to laboratory tests to evaluate the physical characteristics of the soil and rock encountered at the site. The laboratory program, performed under the direction of Dames & Moore, included the following tests:
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| : a. static tests:
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| : 1. direct shear,
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| : 2. unconfined compression (soil and rock),
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| 2.5-62
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 3. triaxial compression,
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| : 4. consolidation,
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| : 5. moisture and density determinations,
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| : 6. grain size analysis,
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| : 7. Atterberg limits,
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| : 8. compaction characteristics, and
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| : 9. permeability.
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| : b. dynamic tests:
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| : 1. cyclic triaxial compression, and
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| : 2. resonant column.
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| The testing program is considered adequate to define the range of strength and engineering characteristics to be expected in each stratum. The soil profile within the plant area is sufficiently well defined to justify interpolation between points where laboratory data were obtained. Since there will be very little natural soil under Seismic Category I structures, extensive testing of natural soils in these areas was not warranted.
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| 2.5.4.2.2.1 Static Tests 2.5.4.2.2.1.1 Direct Shear Test The results of the direct shear tests and the corresponding moisture contents and dry densities are presented in Table 2.5-10 and on the boring logs. The method for performing direct shear testing is described on Figure 2.5-56 (Sheet 2).
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| 2.5.4.2.2.1.2 Unconfined Compression Tests 2.5.4.2.2.1.2.1 Unconfined Compression Tests on Soil The results of the unconfined compression tests on soil and the corresponding moisture contents and dry densities are presented in Table 2.5-11 and on the boring logs (Figures 2.5-123 through 2.5-247). The method of testing is described on Figure 2.5-56 (Sheet 1).
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| 2.5.4.2.2.1.2.2 Unconfined and Unconsolidated Undrained Compression Tests on Rock The strengths of the underlying rock formations were evaluated by unconfined compression tests on representative rock core samples. The tests were performed by the Robert W. Hunt Company and Walter H. Flood and Company, Inc., both of Chicago, Illinois, 2.5-63
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| | |
| BRAIDWOOD-UFSAR in accordance with the standard testing procedures of ASTM D2938-1971. Samples approximately 4 inches in height and 2 inches in diameter were subjected to a constant rate of axial load. The results of the rock compression tests are presented in Table 2.5-3.
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| 2.5.4.2.2.1.3 Triaxial Compression Tests The results of the unconsolidated undrained (UU) and consolidated undrained (CU) triaxial compression tests on soil and the corresponding moisture contents and dry densities are presented in Tables 2.5-11 and 2.5-12 respectively and in Figure 2.5-57.
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| The method of testing is described on Figure 2.5-56 (Sheet 1).
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| 2.5.4.2.2.1.4 Consolidation Tests Consolidation tests were performed on representative soil samples to determine the compressibility characteristics of the soils.
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| The method of performing consolidation tests is described on Figure 2.5-58. The results of the consolidation tests are presented in Figure 2.5-59. The consolidation test results from 4-inch-diameter undisturbed cored samples and samples obtained with the Dames & Moore Type U sampler generally agree with the expected variation due to the variability of the soils.
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| The consolidation curves for cohesive soils generally indicate some degree of sample disturbance. It is believed that the disturbance can be attributed to the fact that most of the samples were obtained with a drive (Dames & Moore Type U) sampler. Since the cohesive soils are overconsolidated, the soils are very brittle and therefore quite sensitive to disturbance during sampling and sample preparation.
| |
| Detailed examination of the data indicates that the effects of sample disturbance are most evident during initial loading below the preconsolidation pressure and become relatively minor in the virgin range. The true in situ behavior below the preconsolidation pressure is therefore better represented by the rebound branch of the curve or an unload-reload cycle initiated at or near the preconsolidation pressure.
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| 2.5.4.2.2.1.5 Moisture and Density Determinations In addition to the moisture and density determinations made in conjunction with the strength tests and consolidation tests, independent moisture (ASTM D2216) and density tests were performed on other soil samples for correlation purposes. The results of all moisture and density determinations are presented to the left on the boring logs (Figures 2.5-123 through 2.5-247). The moisture and density results from samples obtained with the Osterberg sampler (cohesionless soils) and core sampler (cohesive soils) generally agree well with the results from samples obtained with the Dames & Moore Type U sampler.
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| 2.5-64
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| | |
| BRAIDWOOD-UFSAR 2.5.4.2.2.1.6 Grain Size Analysis Grain size distributions were determined for representative soil samples to aid in classification and correlation of the physical soil properties. The particle size analyses were conducted in accordance with the standard procedures of ASTM D422-1963. The results of these tests are presented on Figures 2.5-94 and 2.5-118.
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| 2.5.4.2.2.1.7 Atterberg Limits Atterberg limit tests were performed on selected samples of cohesive (fine-grained) soils encountered in the test borings.
| |
| The tests were performed in accordance with the standard testing procedures of ASTM D423-1966 and ASTM D424-1959. The Atterberg limits, consisting of the liquid limit, the plastic limit, and the resulting plasticity index, were determined to facilitate classification of the soils according to the Unified Soil Classification System and for correlation purposes. The results of the Atterberg limit tests and the plasticity indices are presented to the left on the boring logs (Figures 2.5-123 through 2.5-247).
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| 2.5.4.2.2.1.8 Compaction Characteristics Modified Proctor moisture density relationships were determined for representative samples of the onsite granular soils obtained from the borings in order to evaluate their suitability for use as compacted fill. The tests were conducted in accordance with the standard test method of ASTM D1557-1970. The method of testing is described on Figure 2.5-60. The results of the Modified Proctor compaction tests are presented on Table 2.5-13 and Figure 2.5-61.
| |
| Relative density tests were performed on representative samples of coarse-grained (sandy) soils obtained from test pits and borings in the plant site area. In situ moisture and density of the sands were obtained in the field and laboratory, and minimum and maximum densities were determined in the laboratory by the standard test method of ASTM D2049-1969. The results of these tests are presented in Table 2.5-13.
| |
| Test results indicate that the maximum density obtained by the method of ASTM D2049-1969 are 0.0 to 5.0 pounds per cubic foot higher than maximum densities obtained by the method of ASTM D1557-1970. The variation in the test results is normal and in agreement with published data comparing the two ASTM density determination methods.
| |
| 2.5.4.2.2.1.9 Permeability Permeability test results and a discussion of these results are presented in Subsection 2.5.6.2.5.1.
| |
| 2.5-65 REVISION 9 - DECEMBER 2002
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| | |
| BRAIDWOOD-UFSAR 2.5.4.2.2.2 Dynamic Tests Results of cyclic triaxial compression tests and resonant column tests are presented and discussed in Subsection 2.5.4.7.
| |
| 2.5.4.3 Exploration The surface and subsurface field exploration programs consisted of the following:
| |
| : a. geologic reconnaissance and excavation mapping,
| |
| : b. test borings,
| |
| : c. piezometers,
| |
| : d. test pits, and
| |
| : e. geophysical surveys.
| |
| 2.5.4.3.1 Geologic Reconnaissance and Excavation Mapping A program of geologic field reconnaissance was conducted by Dames & Moore at the Braidwood site and is discussed in Subsection 2.5.1.2.1.
| |
| 2.5.4.3.1.1 Excavation Mapping Program 2.5.4.3.1.1.1 Introduction Geologic mapping of the excavations for the power block structures at the Braidwood Station was performed by geologists from Sargent & Lundy to confirm the stratigraphic and structural relationships of the units underlying the site, and to verify that the site stratigraphy as exposed in the excavations was in agreement with that determined by the boring program and presented in the PSAR. The mapping program started on February 25, 1976, and ended on March 3, 1976. The descriptions of the stratigraphic units and the contacts between the units were verified by the Illinois State Geological Survey during a site visit on March 11, 1976 (see FSAR Attachment 2.5A). The main excavation was also inspected by the NRC on April 20, 1976, and the findings are presented in FSAR Attachment 2.5B.
| |
| Geologic sections of the exposed strata were prepared and correlated to the boring logs in order to incorporate additional detail in the descriptions of the various lithologies and stratigraphic relationships for the FSAR. The sections were prepared using controlled field mapping and photography.
| |
| 2.5.4.3.1.1.2 Field Procedures In the slopes cut into soil, shallow trenches were opened at approximately 400-foot intervals using hand tools in order to 2.5-66 REVISION 5 - DECEMBER 1994
| |
| | |
| BRAIDWOOD-UFSAR expose the undisturbed soil. The spacing between trenches reflects the general uniformity of the soil strata across the excavation. Geologic sections were made using a 5-foot Jacob's Staff and a Brunton Compass. Separate stratigraphic units and contacts between units were described in the sections. After setting up control points to provide coordinates and elevations within each section, the trenches were photographed.
| |
| In the excavation walls cut into rock, geologic sections were prepared at 50-foot or larger intervals, depending on variation in lithology vertically and horizontally. Separate stratigraphic units and contacts between the units were described in these sections, which were measured using a 100-foot engineer's tape.
| |
| After setting up control points to provide coordinates and elevations within each section, the walls were photographed.
| |
| A total of 38 control points was set at various stratigraphic horizons throughout the excavation. At 29 of the control point locations, correspondingly numbered geologic sections were measured (5 in soil, 24 in rock). The remaining nine control points were used to mark the top of rock. Between the time that the control points were set and the time that they were surveyed, six control points were destroyed by construction. Of these, three were top of rock points and three were geologic section points (two soil sections and one rock section).
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| Photographic coverage was used in the excavation mapping.
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| Approximately 190 photographs were taken at 145 locations. A 5 foot scale and a photo location number were provided in most of the photographs for reference. Many of the photographs were overlapped to provide continuous photo mosaics of selected walls and slopes.
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| The soil-bedrock interface was marked with control points on 100-foot or larger intervals on the slopes along the perimeter of the excavations for Seismic Category I structures.
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| 2.5.4.3.1.1.3 Stratigraphy Within the Excavation The sequence of stratigraphic units exposed within the main plant excavation at the Braidwood site is Pleistocene-age Parkland Sand, Equality Formation, and Wedron Formation underlain by the Pennsylvanian-age Carbondale Formation.
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| The stratigraphy encountered within the Braidwood Station excavation is the same as that encountered in the site borings.
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| During the excavation mapping, those joints which were observed were generally tight, with no apparent movement along the joint surface.
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| The stratigraphy within the Braidwood Station excavation is represented by photographs (Figures 2.5-49, 2.5-51, and 2.5-53),
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| geologic sections (Figures 2.5-50, 2.5-52, 2.5-54, 2.5-297 and 2.5-67
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| | |
| BRAIDWOOD-UFSAR 2.5-299), and location maps (Figures 2.5-55, 2.5-296, and 2.5-298).
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| 2.5.4.3.2 Test Borinqs Thirty widely spaced geologic borings were drilled at the site from August 1972 to January 1973 by Soil Testing Services, Inc.,
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| under the supervision of Dames & Moore. Sixty-nine additional borings were drilled at the plant area from January 1973 through March 1973 by Raymond International, Inc., under the supervision of Dames & Moore. Twenty-two borings were drilled at the ultimate heat sink area and are discussed in Subsection 2.5.6.
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| Detailed descriptions of the soil and rock encountered in the borings are presented on Figures 2.5-123 through 2.5-253. The soils were classified according to the Unified Soil Classification System described on Figure 2.5-27. A summary of the borings is given on Table 2.5-14. The site borings range in depth from 35.5 to 345.0 feet below the ground surface and were drilled at the locations shown on Figure 2.5-16. The purpose of the borings was to obtain samples for the determination of the details of lithology, structure, and physical properties of the subsurface strata at the site.
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| The drilling was done with truck-mounted rotary wash equipment.
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| Drilling mud and/or casing was used in the soil portion of the borings. Bedrock coring was performed with the aid of water.
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| All borings drilled were grouted with cement. Rock was cored utilizing both NX and HQ (wireline) double-tube core barrels, which provide rock cores of approximately 2 inches and 2-1/2 inches in diameter respectively.
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| Soil samples suitable for laboratory testing were obtained using a Dames & Moore Type U Sampler. The sampler is 3-1/4 inches in outside diameter and approximately 2-1/2 inches in inside diameter as shown on Figure 2.5-62. Soil samples were also extracted utilizing a standard split-spoon sampler approximately 2 inches in outside diameter and 1-3/8 inches in inside diameter.
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| These samples were taken using the Standard Penetration Test procedure. Additional sampling of the lacustrine sands was done with the Osterberg piston sampler to obtain undisturbed samples for determining in situ density and dynamic properties. The Osterberg samples were 3 inches in diameter.
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| Undisturbed samples of the glacial till soils, approximately 4 inches in diameter, were obtained by coring with a double-tube core barrel.
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| Selected borings were water-pressure-tested as they were being drilled in rock. A single inflatable packer was used to isolate the bottom 10-foot section of the drill hole each time that the core barrel was removed. The tests normally consisted of two pressure levels and one repeat of the lowest pressure level.
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| Maximum net water pressure used was 1.0 psi per foot of depth.
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| 2.5-68 REVISION 9 - DECEMBER 2002
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| | |
| BRAIDWOOD-UFSAR The results of the pressure tests are presented on the boring logs (Figures 2.5-123 to 2.5-253) as ranges for each interval tested and as lugeons which were computed according to the following formula:
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| 1820 x rate of loss (gpm)
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| Lugeons (2.5-1)
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| Interval tested (ft) x net pressure (psi)
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| The lugeon is defined as 1.0 liter of water loss per meter of hole per minute. Equation 2.5-1 determines Lugeons, so that units in this equation should not be expected to cancel to liters/meter/minute.
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| The net pressure is given as:
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| gauge pressure column pressure net pressure (2.5-2) friction loss The column pressure is equal to the depth to the upper packer or the depth in feet to groundwater, whichever is smaller, times a constant of 0.433 psi/ft of depth (hydrostatic pressure gradient).
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| 2.5.4.3.3 Piezometers Thirty-nine piezometers have been installed at the Braidwood site. Summaries of the depths and water levels are presented in Tables 2.5-15 and 2.5-16, respectively. The locations of these piezometers are shown in Figure 2.5-16. The piezometers installed at the essential service cooling pond are discussed in Subsection 2.5.6.
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| 2.5.4.3.4 Test Pits Thirteen test pits were excavated within the site area for the purpose of performing in-place density tests and obtaining bulk samples for laboratory relative density tests. Locations were chosen primarily to obtain representative samples of coarsegrained soils. The locations of these test pits are shown on Figure 2.5-16, and the logs of the test pits are shown on Figures 2.5-254 through 2.5-260. Test pits excavated at the essential service cooling pond are discussed in Subsection 2.5.6.
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| 2.5.4.3.5 Geophysical Surveys Geophysical surveys conducted at the site are discussed in Subsection 2.5.4.4.
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| 2.5-69
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| | |
| BRAIDWOOD-UFSAR 2.5.4.3.6 Geologic Cross Sections Geologic cross sections showing foundation elevations for Seismic Category I structures are presented in Figures 2.5-25, 2.5-26, 2.5-92, and 2.5-93.
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| 2.5.4.4 Geophysical Surveys The following site geophysical surveys were conducted:
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| : a. a seismic refraction survey to estimate the depth of soil overburden and to evaluate the compressional wave velocities of the bedrock and overburden,
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| : b. a surface and shear wave survey to determine surface wave types and characteristics and to study shear wave velocities of near-surface materials,
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| : c. an uphole velocity survey to define compressional wave velocities further,
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| : d. a downhole shear wave survey to evaluate shear wave velocities of the overburden soils and bedrock,
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| : e. ambient noise studies to determine the predominant frequencies of ground motion of the site due to background noise levels, and
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| : f. geophysical borehole logging to assist with stratigraphic correlation.
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| The geophysical surveys were performed in the plant site area at the locations shown on Figure 2.5-64. The seismic parameters derived from the geophysical surveys are generally applicable, as the geologic profiles are essentially identical beneath all structures. The lateral variations in compressional wave velocities shown for each layer are not significant when determining the engineering properties of the soils and bedrock below Seismic Category I structures.
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| A description of each phase of the geophysical explorations is provided in the following paragraphs along with a summary on Figure 2.5-63 which represents the velocity-depth model for the site.
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| 2.5.4.4.1 Seismic Refraction Survey A seismic refraction survey was conducted to evaluate the subsurface characteristics of the site, and to confirm the nature of the underlying strata as established by cross sections based on geologic borings. The survey was conducted at the site along two seismic lines for a total length of 4000 lineal feet. The seismic lines were oriented approximately north-south and 2.5-70
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| | |
| BRAIDWOOD-UFSAR eastwest and intersected at Boring A-6 near the approximate center of the site as shown on Figure 2.5-64.
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| Seismic energy was produced by the detonation of a small explosive charge on both machine-drilled and hand-dug holes. The energy released by the detonations was picked up by vertically oriented geophones fitted with a spike for coupling with the underlying soil. Hall-Sears geophones (4.5 hertz) were spaced at 50-foot intervals along the seismic refraction lines.
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| The seismic energy was recorded by a 24-channel Dresser S.I.E.
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| RA-44 seismic amplifier coupled with a Dresser S.I.E. R-24A recording oscillograph and a 12-channel Electro-Tech Labs ER-72-12A seismograph.
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| The geophysical field crew consisted of two geophysicists, an operator, a licensed powderman, a helper, and a driller and helper. The field work was performed from September 25 to October 2, 1972.
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| Compressional wave velocities and the depths to various subsurface layers under the site were evaluated by plotting the first arrival times of the seismic energy at each geophone station against the distance of each geophone from the shot point. The time-distance data from each profile are shown on Figures 2.5-65 and 2.5-66. To evaluate the effect of topography on the interpreted layers, one section (seismic line 1A, station 0+00 to station 10+00) of time-distance data was corrected to a 600-foot elevation datum. The segment of seismic line 1A corrected for topography is presented in Figure 2.5-67. In addition, profiles of the various subsurface layers are shown directly below each corresponding time-distance plot. The depths for these profiles are computed from the time-distance plots by using the time intercept method of calculation. A summary of these calculations is presented in Table 2.5-1. This table shows the depths below the surface at each shot point for each interpreted velocity layer and its corresponding compressional wave velocity. In using the time-distance plots, note that the information was compiled from shot points at several locations along the seismic line. For clarification of the figures, two plot symbols have been used to indicate the origin of the geophysical shots: from the left (.) and from the right (+). In addition, the apparent compressional wave velocities (slope of each line) are shown above each line segment. The subsurface section shown represents an evaluation of the most probable conditions based upon interpretation of presently available data.
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| Some variation from these conditions must be expected.
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| The geophysical refraction survey indicates that four zones of contrasting seismic velocity can be detected. The compressional wave velocities for these zones are summarized on Figures 2.5-65 through 2.5-67. There were occasional indications on the seismic refraction lines of high velocities within this layer. The Birdwell three-dimensional logs indicate an average velocity of 2.5-71
| |
| | |
| BRAIDWOOD-UFSAR about 12,000 fps from 122 to 142 feet in depth. This layer is underlain by a layer with a velocity of 16,000 to 17,000 fps.
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| The 12,000-fps layer does not appear on the seismic refraction lines as a first arrival. This layer is too thin and of insufficient velocity contrast to the layers above and below it.
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| The critical distance for the refraction arrival of this layer is longer than the critical distance for the refraction arrival from the 16,000 to 17,000-fps layer below it. This is the classic case of a hidden layer without velocity inversions. The lowest refractor, represented by the velocity range of 16,000 to 17,000 fps, apparently represents a velocity change within the Fort Atkinson Limestone.
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| The velocities shown on the seismic profiles below each time-distance plot represent the best estimate of the true velocities for the corresponding section of profile. These velocities were obtained by an averaging technique applied to the apparent velocities as shown on the time-distance plots. The lateral changes in the velocities are considered reasonable based on the lithologic changes observed in the boring logs. The most consistent layer to be interpreted is the Fort Atkinson Limestone.
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| In comparing the segment of seismic line 1A that was computed to a flat datum to the other profiles, it can be seen that the two interpretations are in close agreement for both layering and velocities. The slight variation (25 feet) in the top of the Fort Atkinson Limestone was not considered significant to justify applying this method of computation (i.e., datum corrections) to the remainder of the profiles. The difference in the top of the Fort Atkinson Limestone could be due to the presence of the high-velocity zone, and not the interpretive techniques. This high-velocity zone within the Carbondale Formation has been shown as a dashed line on the seismic profiles. The only indication of the presence of this zone was from the information on the Birdwell logs.
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| 2.5.4.4.2 Surface Wave and Shear Wave Velocity Survey In order to evaluate further the dynamic bedrock characteristics, a surface wave and shear wave velocity survey was conducted by Geoterrex, Ltd. in the vicinity of the plant site. The survey was conducted along a 2400-foot section trending northeast/
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| southwest as shown on Figure 2.5-64.
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| Surface and shear wave velocities were computed from measurements recorded by two 3-component Sprengnether Engineering Seismograph seismometers in conjunction with a Dresser S.I.E. R-24A recording oscillograph. The Sprengnether seismometers were placed 350 feet apart in the vicinity of Boring A-3, and explosives were detonated at varying distances ranging from 1000 feet to 2400 feet from the nearest seismometer.
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| The surface waves generated at this site by small explosions at a shallow depth are relatively small in amplitude. Three surface 2.5-72 REVISION 3 - DECEMBER 1991
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| | |
| BRAIDWOOD-UFSAR waves were observed in this study. The characteristics of these waves are given in Table 2.5-18.
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| The surface waves observed during this study all have predominant motion in the longitudinal and transverse directions, with very little or no motion in the vertical direction. The site has a characteristic frequency range of 9.5 to 13.5 hertz. Significant amplification of seismic energy will probably occur only within this frequency range.
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| 2.5.4.4.3 Uphole Velocity Survey An integrated uphole velocity survey in Boring A-2 was performed by Dames & Moore to provide a check on the compressional and shear wave velocities measured during the seismic refraction surveys. The boring was cased to 50 feet below the ground surface with 4-inch diameter casing.
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| The compressional wave velocity survey was completed by burying small explosive charges at depths of 3 to 3-1/2 feet and at a distance of 25 feet from the boring. The seismic response to the explosive charges was detected in the boring with a 12-trace geophone cable (velocity cable) and recorded on an Electro-Tech Labs ER-72-12A seismograph.
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| The compressional wave velocity data obtained from the Birdwell Log was integrated by summing the reciprocal velocities for each 1-foot interval. This integration was adjusted for total travel time by data obtained from the Dames & Moore uphole survey. The results of this and the uphole compressional wave velocity survey are presented on Figure 2.5-68. The dashed line on the figure represents a best-fit curve obtained from the uphole survey test data, while the solid line represents a best fit obtained from the Birdwell integration.
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| It can be seen that the compressional wave velocities measured from this survey differ from the compressional wave velocities measured in the seismic refraction surveys. The seismic refraction survey measures and averages the compressional wave velocities over a longer distance, whereas the uphole velocity survey measures the compressional wave velocities at an isolated point (Boring A-2).
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| A portion of the Fort Atkinson Limestone between the depths of 154 and 164 feet in Boring A-2 was not detected in the standard Dames & Moore uphole survey because of the geophone spacing, but this formation is quite apparent on the integrated survey. The additional velocity values for units below the Fort Atkinson Limestone are also shown on the integrated survey, although they were not resolved by the refraction survey.
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| 2.5-73 REVISION 3 - DECEMBER 1991
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| | |
| BRAIDWOOD-UFSAR 2.5.4.4.4 Downhole Shear Wave Survey The downhole shear wave survey was performed by Dames & Moore utilizing Boring A-2. A three-component low-frequency geophone (Mark Products LI-3D-S) was lowered into the boring.
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| Energy was introduced into the ground by striking the vertical face of a shallow excavation (reinforced with a wooden plank) at the top of the boring with a 10-pound hammer. The seismic response of the energy was detected in the boring by a three-component, low-frequency geophone (Mark Products LI-3D-S) and was recorded on the Dresser S.I.E. system. Multiple recordings were made of the seismic energy at 10-foot depth intervals. This data was reduced and plotted as a time-depth curve and is shown on Figure 2.5-69.
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| In addition to this method, explosive charges were fired at distances of 1,000 to 2,000 feet away from the boring. The resultant seismic energy was detected by the same geophone and recorded on the Dresser S.I.E. system. Recordings were made of the seismic energy at successive 25-foot intervals.
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| The results of both of these techniques are summarized on Figure 2.5-63. These data are referenced to the subsurface conditions at Boring A-2. This summary represents the seismic model for the site.
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| This seismic model was used to compute arrival times, which were compared directly to the records that were produced as a result of firing explosive charges into Boring A-2. The results of this technique provided only verification of the compressional wave velocities, in that the shear wave arrivals were difficult to classify.
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| 2.5.4.4.5 Ambient Vibration Measurement Measurements of the ambient background motion of the site and its response to natural motion generators are indicative of the dynamic properties of the site. These measurements were made by Dames & Moore at the three locations shown on Figure 2.5-64 during relatively quiet periods of no noise or ground activity.
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| A three-component, direct-writing, Sprengnether Engineering Seismograph, Model VS-122, was used for recording ambient ground motion. The seismograph has gain characteristics in the velocity mode of 20, the acceleration mode of 12, and the displacement mode of 200. A VS-1100D amplifier with a gain characteristic of 100 was coupled to the seismograph in all recordings. The resulting maximum gain level for velocity is 2,000, for acceleration, 1,200, and for displacement, 20,000. The three components of ground motion measured were radial, vertical, and transverse. The observed characteristic frequencies at the site in radial, vertical, and transverse directions ranged between 4.5 and 25.0 hertz.
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| 2.5-74 REVISION 3 - DECEMBER 1991
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| | |
| BRAIDWOOD-UFSAR Location 2, Boring A-3, appears to be the quietest location, while Location 1, Boring A-6, appears to be the least quiet location. Results of the ambient ground motion measurements are presented in Table 2.5-19.
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| 2.5.4.4.6 Geophysical Borehole Logging All borings were logged by Dames & Moore with the Widco Porta-logger upon completion of drilling. The purposes of the geophysical logging were to confirm the presence of the No. 2 coal seam throughout the site, to assist in the identification of lithology, and to assist with stratigraphic correlation.
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| The geophysical logs obtained included both gamma ray and single electrode resistance profiles. Coal seams are characterized by an extremely low reading on the gamma ray log, accompanied by a high reading on the electrical resistance log. A detailed description of the Widco Porta-logger including a discussion of its capabilities and limitations is included on Figure 2.5-70.
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| The results of the geophysical logging with the Widco Porta-logger are shown on the geophysical logs of borings A-1 through A-11, P-3, P-6, P-10, and L-1 through L-4.
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| The Birdwell Division of Seismograph Service Corporation was contracted to run 3-dimensional velocity log, density log, and caliper log surveys in boreholes A-1 and A-2. The results as presented on Figure 2.5-71 were used to supplement information obtained from the surface geophysical survey summarized in Figure 2.5-63.
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| 2.5.4.5 Excavations and Backfill 2.5.4.5.1 General Excavations in soil and rock were required to achieve foundation grade for the plant structures. The excavations extended through the Parkland Sand, Equality Formation, Wedron Formation, and into the Carbondale Formation sandstone and siltstone. Surficial sands (Parkland Sand and Equality Formation) were cut on slopes of approximately 2:1 horizontal-to-vertical. Excavations within the till (Wedron Formation) were cut on slopes of approximately 1:1 horizontal-to-vertical. Excavation slopes within rock were nearly vertical. A quality control program was followed for all excavation and backfill operations at the site.
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| The criteria for blasting used for rock excavation at the Braidwood Station is covered in Sargent & Lundy Specification L-2714, entitled "Preliminary Site Work." A minimal amount of blasting was required for excavation of the plant foundations.
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| Only eight blasts were used, all occurring between December 31, 1975 and January 22, 1976. No concrete was in place for any structures at the time of the blasts. The blasts were monitored at the site boundaries using seismographic tests to ensure that 2.5-75 REVISION 1 - DECEMBER 1989
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| | |
| BRAIDWOOD-UFSAR no damage was caused to residential structures. Blast data for the eight blasts are presented in Table 2.5-44. The majority of the plant foundations were excavated using conventional construction techniques such as ripping and ram-hoe methods.
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| Pittsburgh Testing Laboratory provided the inspection and performed in-place density tests on the compacted backfill to verify that the required compaction was obtained. The excavation, placement, compaction and testing operations were continuously monitored by a soil engineer.
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| 2.5.4.5.2 Main Plant 2.5.4.5.2.1 Excavation Excavation for the main plant was carried to final grades within the soil and upper rock by using heavy construction equipment.
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| Blasting was required for excavations in the competent rock. The depth of the excavation varied throughout the main plant site.
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| The excavation extended to a minimum depth required to remove all eolian and lacustrine sand deposits. This depth was approximately 20 feet below final grade. The maximum depth of excavation was 84 feet under portions of the auxiliary building.
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| The locations and limits of excavations for the main plant including Seismic Category I structures are shown in plan (Figure 2.5-72) and section (Figure 2.5-73). The excavated sand was stockpiled east of the main plant. The excavated topsoil, till, and rock were disposed of at designated locations on site.
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| The final subgrade surfaces of all major structures were protected against frost, ponding of water, and construction activity until the protective mud mat was poured.
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| Excavation dewatering was accomplished by constructing a slurry trench around the excavation limits. The location of the slurry trench is shown in Figure 2.5-74.
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| 2.5.4.5.2.2 Backfill The backfill material used consisted of sand previously excavated from the main plant site, the circulating water pipeline corridors, and from approved borrow areas east of the main plant as indicated in the project specifications. In addition, lean concrete was used in lieu of sand backfill adjacent to the containment building walls beneath the fuel handling building.
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| The locations and limits of backfill are shown in plan (Figure 2.5-75) and section (Figure 2.5-76).
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| The sand backfill within the zone of significant influence of loadings produced by the main plant structures was placed in horizontal lifts and compacted by use of vibrating rollers to a minimum of 85% relative density as determined by ASTM D2049-69.
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| The backfill was placed according to Sargent & Lundy specifications and was monitored by a soil engineer. The sand backfill 2.5-76
| |
| | |
| BRAIDWOOD-UFSAR within the remaining areas was placed in horizontal lifts and compacted by use of vibrating rollers to a minimum of 80%
| |
| relative density as determined by ASTM D2049-69.
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| The static and dynamic properties of the sand backfill are discussed in Subsections 2.5.4.2 and 2.5.4.7.
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| The envelope of the 58 grain size curves for the backfill material within the zone of significant influence of loadings produced by the main plant structures is shown on Figure 2.5-261.
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| Laboratory relative density tests were performed on representative samples of the sand backfill material that was placed within the zone of significant influence of the loadings in the main plant area. The minimum test densities range from 80.1 to 91.0 pcf; the maximum test densities ranged from 103.5 to 114.5 pcf.
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| A total of 273 in-place density tests (ASTM D-1556) were performed on the sand backfill compacted to 85% relative density.
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| The frequency of field density and laboratory testing exceeded the minimum specified. Material testing requirements are shown in Table 2.5-45. With the exception of two in-place density tests, the in-place field densities for the backfill ranged from 104.3 to 125.7 pcf, with the relative densities ranged from 85.2%
| |
| to over 100%. Of the two tests which failed to reach the minimum requirement of 85% relative density, one test is in the area beneath the earth ramp constructed for the reactor placement in Unit 1. When the reactor was in place and the ramp was removed, the area of the failing test was retested. The other test that failed to meet the minimum relative density was accepted on the basis of an in-place density greater than 95% of the modified Proctor compaction test, ASTM D1557. The in-place density was 99.7% of the modified Proctor compaction test.
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| Laboratory testing of lean concrete test specimen sets were made during the placement of the concrete material backfill in the main building structure area. During the backfill placement, an evaluation of backfill was performed. The results of the evaluation are shown in Table 2.5-46. It can be concluded that results of the compressive strength tests performed for the lean concrete used beneath and surrounding Category I building structures indicate that the actual strength is higher than the design strength.
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| The average actual ultimate bearing pressure of the lean concrete used for Category I building structures exceeds the ultimate bearing capacity of the founding strata.
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| 2.5-77 REVISION 9 - DECEMBER 2002
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| BRAIDWOOD-UFSAR 2.5.4.5.3 Pond Screen House 2.5.4.5.3.1 Excavation Excavation was carried to final grade using heavy construction equipment. The excavation for the Pond Screen House extended into the Wedron silty clay till to a depth of 36 feet below final grade. The location and limits of excavation for the Pond Screen House are shown in plan (Figure 2.5-16) and section (Figure 2.5-25). The excavated eolian and lacustrine sand was stockpiled for reuse as backfill. The excavated topsoil and till was disposed of at designated locations on the site.
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| The final subgrade surface was protected against ponding of water and construction activity until the protective mud mat was poured. Excavation dewatering was accomplished by constructing a slurry trench around the excavation limits and is discussed in Subsection 2.5.4.6. A plan showing the location of the slurry trench is given in Figure 2.5-74.
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| 2.5.4.5.3.2 Backfill The backfill material used consisted of sand excavated from approved borrow areas east of the main plant. It was placed and compacted under the same criteria and controls as the plant area backfill described in Subsection 2.5.4.5.2.2. Continuity of the perimeter dike slurry trench cutoff was accomplished by constructing the slurry trench up to and in contact with the Pond Screen House walls on both the east and west sides of the Screen House.
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| 2.5.4.5.4 Seismic Category I Pipelines 2.5.4.5.4.1 Excavation The essential service cooling water pipelines consist of the makeup pipeline and the discharge pipeline. The makeup pipeline extends from the pond screen house to the power block. The discharge pipeline extends from the power block to the essential service cooling water discharge structure near the south end of the essential service cooling pond, as shown in Figure 2.5-74.
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| The makeup and discharge pipelines occupy the same excavation from the power block to nearly the pond screen house. A geologic section for the pipelines in this shared excavation is presented in Figure 2.5-5.
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| Excavation for the essential service cooling water pipelines between the power block and pond screen house was carried to final grade within the till by using heavy construction equipment. Blasting was required for rock excavation. The excavated eolian and lacustrine sand was stockpiled west of the plant. The excavated topsoil, glacial till, and rock were disposed of at designated locations on site. The depth of the 2.5-78
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| | |
| BRAIDWOOD-UFSAR excavations for the Seismic Category I pipelines extended into the Wedron silty clay till and rock and varies along the route.
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| The plan and geologic sections for the pipelines are shown in Figures 2.5-16 and 2.5-25.
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| Excavation dewatering between the power block and pond screen house was accomplished by construction of a slurry trench around the excavation limits and is discussed in Subsection 2.5.4.6. A plan showing the location of the slurry trench is given in Figure 2.5-74.
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| The essential service cooling water discharge pipeline, between the point where it separates from the makeup pipeline and the bend in the pipeline at approximately 52+00S, 43+55E, was constructed in the same manner as the portion from the power block to the pond screen house. The excavation for the remainder of the essential service cooling water discharge pipeline was opened during the fall and winter of 1978 exposing the glacial till. As a result of the excavation being exposed to weathering during the winter, a revised method of supporting the pipelines was initiated. The revised method consisted of concrete support pads spaced to allow a maximum twenty-foot clear span for the pipe. Removal of the disturbed till was carried out locally to ensure each support pad was resting on undisturbed till.
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| 2.5.4.5.4.2 Backfill Within the excavation for the main plant, sand backfill was used to support the pipeline. This sand backfill was placed and compacted using the procedures similar to those described in Subsection 2.5.4.5.2.2 for the main plant backfill. Above the pipeline, sand backfill was placed in horizontal lifts and compacted by using vibrating rollers or hand tampers to a minimum of 80% relative density as determined by ASTM D-2049-69.
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| The envelope of the three grain size curves for the sand backfill around the pipeline within the main plant excavation is shown in Figure 2.5-262. A total of 13 in-place density tests (ASTM D-1556) were performed on this material with a minimum relative density of 86.3%. The minimum requirement was 85% relative density as determined by ASTM D2049-69.
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| Results of the in-place density tests for compacted granular fill placed outside the main plant area for buried pipeline indicate compliance with project specifications. The envelope of the 12 grain size curves for essential service water pipeline backfill within the essential service water cooling pond is shown in Figure 2.5-309.
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| From the limits of the main plant excavation to the bend at plant coordinate 52+00S, 43+55E, bash was used for support of the Seismic Category I pipelines. Bash is a mixture containing cement, fly ash, sand, and water. After opening the pipeline 2.5-79 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR excavation, the pipelines were supported on bash pads to facilitate welding. The entire excavation was then completely filled in with bash to an elevation one foot above the top of the piping, thereby completely encasing the pipeline in bash. Above this level, the sand backfill was placed and compacted as previously described for the pipeline within the main plant excavation.
| |
| South of the bend at 52+00S, 43+55E, the pipelines were encased in lean concrete. The excavation was backfilled with sand placed in lifts and compacted with vibratory rollers. In-place dry density tests for the backfill yielded relative density values greater than or equal to 85%.
| |
| Between the main plant and lake screen house the Seismic Category I essential service water supply pipe (ESWS) and non-safety-related circulating water supply pipe are buried in a common trench. As indicated above, the ESWS pipelines are founded on Wedon silty clay till and are backfilled with bash to the top of the pipes. Figure 2.5-25 shows a profile along the pipeline alignment. The top of the till is above the top of the pipes in most areas and in all cases is above the pipe centerline. The till and bash will not erode if the circulating water supply pipes should break as the result of an SSE event.
| |
| Laboratory testing of lean concrete and/or bash test specimen sets for buried piping were made during the placement of the concrete material backfill. During the backfill placement, an evaluation of backfill was performed. The results of the evaluation are shown in Table 2.5-46. The average actual ultimate bearing pressure of the lean concrete placed under the ESWP exceeds the ultimate bearing capacity of the founding glacial till. The average actual ultimate bearing pressure of the lean concrete used as a backfill material exceeds the ultimate bearing pressure of the compacted granular fill. The minimum 28-day compressive strength for the pipeline backfill was 180 psi, which exceeds the specified value of 150 psi.
| |
| Table 2.5-48 summarizes details of pipeline subgrade and backfill materials. Exact excavation limits and cross-sections are not provided.
| |
| 2.5.4.5.5 Ultimate Heat Sink Excavation for the ultimate heat sink is discussed in Subsection 2.5.6.
| |
| 2.5.4.6 Groundwater Conditions Groundwater conditions at Braidwood Station, including the permeability of the various hydrogeologic units underlying the plant site, a history of groundwater level fluctuations, and gradients in the site vicinity, are discussed in Subsection 2.4.13.2. Laboratory and field permeability test results are 2.5-80
| |
| | |
| BRAIDWOOD-UFSAR presented in Tables 2.5-20 through 2.5-24. Groundwater levels measured in piezometers installed during site investigations are presented in Table 2.5-25. Groundwater levels during construction, measured in eight observation wells around the main plant excavation (locations are shown on Figure 2.4-36) are presented graphically in Figure 2.4-44. Groundwater levels were also measured in seven observation wells around the cooling lake (locations are shown on Figure 2.4-37) and are shown in Figure 2.4-45.
| |
| For the design of safety-related plant structures, the groundwater level was assumed to be at plant grade, elevation 600 feet MSL. All subsurface and foundations are designed to withstand full hydrostatic loads.
| |
| The groundwater monitoring program is described in Subsection 2.4.13.4.
| |
| 2.5.4.6.1 Excavation Dewatering Excavation dewatering was accomplished using slurry trench cutoffs constructed around the excavation limits for the main plant, the pond screen house, and the Seismic Category I pipeline corridor, as shown in Figure 2.5-74. A cement-bentonite slurry trench cutoff was constructed around the main plant excavation, and a soil-bentonite slurry trench cutoff was constructed around the pond screen house and the Seismic Category I pipeline corridor. The slurry trench cutoffs were 2.5 feet wide and extended to an approximate depth of 2.0 feet into silty clay till. Seepage through the slurry trench cutoffs and the underlying glacial till was minor and, along with direct precipitation, was removed from the excavations with sump pumps.
| |
| 2.5.4.7 Response of Soil and Rock to Dynamic Loading 2.5.4.7.1 General This subsection presents analyses of the responses of the rock, in situ soil and recompacted soil to dynamic and seismic loading conditions; design values for dynamic response analyses; and seismic design criteria for major structures.
| |
| 2.5.4.7.2 Dynamic Tests Dynamic tests on soil and rock samples include dynamic triaxial compression tests and resonant column tests.
| |
| The following parameters were developed in the dynamic studies of soil and rock:
| |
| : a. Young's modulus of elasticity (E);
| |
| : b. modulus of rigidity (G) 2.5-81 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR E and G are related by E = 2G (1 +)
| |
| where is the Poisson's Ratio of the soil; and
| |
| : c. a damping factor.
| |
| A generalized summary of the dynamic moduli and the damping for the subsurface materials at the site is presented in Table 2.5-26. The dynamic moduli of elasticity and rigidity were evaluated from the results of geophysical measurements and laboratory tests.
| |
| In order to illustrate the variation of the dynamic soil properties, modulus of rigidity (shear modulus) and hysteretic damping, with the single amplitude shear strain, summary plots of all laboratory soil test data are presented in Figures 2.5-77 through 2.5-80. The design curves shown on these figures generally represent the mean values of the test results as determined by the method of least squares and represent the relationships utilized during design. In the case of the till (Figures 2.5-79 and 2.5-80), the higher modulus and damping values were not utilized to arrive at the mean values, since it is considered that they are not representative of the entire soil mass in situ.
| |
| 2.5.4.7.2.1 Dynamic Triaxial Compression Tests The behavior of representative soils under dynamic loading was evaluated by conducting dynamic triaxial compression tests. The tests were performed by Professor M. L. Silver in the Soil Mechanics Laboratory at the University of Illinois, Chicago Circle Campus. The cohesive soil samples were tested at field moisture content and density. One 4-inch diameter undisturbed sample obtained by coring was tested for comparison with samples obtained with the Dames & Moore Type U sampler. The results from samples obtained by the different sampling procedures were very similar. Although some variations in results occur, the variation is no greater than would be expected considering sampling disturbance, laboratory preparation, and natural variation in material properties. The test results are summarized in Tables 2.5-27 and 2.5-28 and are presented graphically on Figure 2.5-81.
| |
| 2.5.4.7.2.1.1 Sample Preparation 2.5.4.7.2.1.1.1 Granular Soils To prepare samples for testing, a preweighed amount of dry sand was vibrated into a membrane-lined 2.4-inch-diameter mold in five equal layers to a height required to achieve the desired relative density. The cap was placed on the sample and affixed to the membrane with 0-rings, and vacuum was applied to keep the sample from deforming while the mold was removed and while micrometer 2.5-82
| |
| | |
| BRAIDWOOD-UFSAR measurements of the sample diameter and height were obtained.
| |
| The triaxial cell was assembled around this sample, a small confining pressure was applied, and the vacuum was released, allowing water to saturate the sample by capillary action. The required value of confining pressure was then applied with backpressure to ensure saturation. Saturation of the samples was checked by measuring Skempton's B coefficient. In all tests, the B coefficient is approximately 1.0. The samples were allowed to consolidate isotropically under confining pressures representative of in situ conditions.
| |
| 2.5.4.7.2.1.1.2 Cohesive Soils Cohesive soil samples, obtained from both the Dames & Moore sampler (2.4-inch diameter) and by coring (approximately 4-inch diameter) were obtained to evaluate the dynamic characteristics of the cohesive soils. To prepare the Dames & Moore samples for dynamic material property tests, the soil was first extruded from the brass rings and placed in a mitre box, where the ends were trimmed square. The average diameter and initial height and weight of the sample were recorded and the sampled density was calculated. The triaxial cell was assembled around the sample.
| |
| The cored samples were prepared in the same way except that it was not necessary to extrude the samples, since they had been shipped in a waterproof package. The confining pressure was then applied with backpressure to ensure saturation. In all tests, the B coefficient was in excess of 0.9.
| |
| 2.5.4.7.2.1.2 Laboratory Procedure and Data Analysis Material property tests were performed under controlled strain conditions. To begin the test, a very small amplitude sine wave signal (0.5 hertz) was programmed into the loading frame. The piston was connected to the load cell, the recording equipment was zeroed, and the sample was cycled at the lowest possible strain amplitude. At the tenth load cycle, the pen of the x-y recorder was lowered to record the load-deformation hysteresis loop for modulus and damping calculation. The tenth load cycle was chosen for modulus and damping determination as representative of the duration of strong motion for the safe shutdown earthquake postulated for the site (Reference 91). At the end of cycle 25, the test was stopped and the drainage valve was opened to allow dissipation of pore pressure. The drainage valve was again closed, a new, slightly higher strain amplitude was programmed, and another test was performed. The procedure was repeated six or seven times for each sample giving a record of dynamic sample response covering the range between approximately 0.01% to 1.0% single-amplitude axial strain.
| |
| Values of dynamic Young's modulus (E) were determined by measuring the slope of the line connecting the extreme points of the hysteresis loops obtained at the tenth load cycle. The same loop was used to calculate the hysteretic damping, using the equation 2.5-83
| |
| | |
| BRAIDWOOD-UFSAR 1 W (2.5-3) 2 W where W is the total dissipated energy per cycle as represented by the area of the hysteresis loop, and W is the work capacity per cycle (References 92 and 93).
| |
| The value of Poisson's ratio required for these calculations was estimated, since accurate measurement of Poisson's ratio is difficult to accomplish experimentally.
| |
| For cohesionless soils, the modulus has been found to be related to the confining pressure by the following equation.
| |
| G 1000 K 2 ( m ) 1 / 2 (2.5-4) where K2 is a soil parameter and m is the mean effective principal stress which for triaxial tests is equal to the effective confining pressure. The influence of strain amplitude on the modulus can thus be expressed through its influence on the parameter K2.
| |
| For cohesive soil, the wide variations in dynamic soils properties are often taken into account by normalizing the shear modulus (G) with respect to undrained shear strength (SS) and expressing the relationship G/Su as a function of shear strain.
| |
| 2.5.4.7.2.2 Resonant Column Tests Dynamic torsional shear (resonant column) tests were performed on 15 representative soil and rock samples to evaluate the modulus of rigidity of these materials. The method of performing resonant column tests is described on Figure 2.5-82. The tests were conducted over a range of confining pressures. Tests on samples of cohesive soils and rock were conducted at field moisture content and density. The cohesionless soil was recompacted in the laboratory to a relative density of at least 80% and saturated prior to testing. The results of the resonant column tests are presented in Table 2.5-4.
| |
| 2.5.4.7.3 Field Seismic Surveys The geophysical explorations were performed at the plant site. A detailed description of the seismic material properties for each stratum under the site and the methods used to determine these properties are contained in Subsection 2.5.4.4.
| |
| 2.5.4.7.4 Soil-Structure Interaction A detailed description of the soil-structure interaction analyses for the plant structures is contained in Subsection 3.7.2.4.
| |
| 2.5-84
| |
| | |
| BRAIDWOOD-UFSAR The dynamic soil properties which are used in the analysis are shown in Figures 2.5-77 through 2.5-80.
| |
| 2.5.4.8 Liquefaction Potential - Main Plant A comprehensive liquefaction evaluation was performed for the sands in the ultimate heat sink area (see Subsection 2.5.6).
| |
| These studies indicated that the in situ granular soils, which are similar to the in situ granular soils at the power block, were stable against liquefaction under the safe shutdown earthquake. However, for additional conservatism, the granular soils below the power block were excavated, and the onsite soils were placed and compacted to a minimum relative density of 85%.
| |
| It is therefore concluded that the foundation material at the power block area has ample margin of safety against liquefaction.
| |
| 2.5.4.9 Earthquake Design Basis 2.5.4.9.1 General This subsection provides a summary of the derivation of the OBE and SSE and a summary of the earthquake selection for liquefaction and seismic response analysis of earthworks.
| |
| 2.5.4.9.2 Safe Shutdown Earthquake A detailed discussion of the SSE can be found in Subsection 2.5.2.6.
| |
| The recommended safe shutdown earthquake was defined as the occurrence of an Intensity VII event near the site. This near field event would produce horizontal bedrock accelerations of 0.12g (Reference 89).
| |
| In view of the NRC staff position, the effects of a random Intensity VII-VIII occurring near the site have been investigated. This event would result in a maximum horizontal ground acceleration of 0.20g (Reference 89). As an additional means of conservatism this value has been applied at foundation level. Utilizing the subsurface properties presented in Subsection 2.5.4.2, the corresponding ground surface acceleration was found to be 0.26g.
| |
| 2.5.4.9.3 Operating-Basis Earthquake (OBE)
| |
| A detailed discussion of the derivation of the OBE is given in Subsection 2.5.2.7.
| |
| The operating-basis earthquake is intended to indicate those levels of ground motion to which plant structures might realistically be subjected during their economic life.
| |
| 2.5-85 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR On the basis of the seismic history of the area, it appears unlikely that the site will be subjected to any ground motion of significant levels during the life of the nuclear power station.
| |
| It is probable that the maximum level of ground motion experienced at the site during historic time was due to the 1909 Intensity VII Beloit earthquake and was Intensity VI at the site.
| |
| For this condition, the maximum horizontal ground acceleration on rock at the site was probably on the order of 0.06g (Reference 91).
| |
| A probability analysis (Reference 90) of the occurrence of earthquakes at the station was performed using the data on past earthquakes in the area and the available information on the attenuation of intensity over the distance between the earthquake location and the site. The results of this probability analysis show that a site Intensity of VI on the Modified Mercalli scale has an average return period of 2150 years. Because of this long return period, the site Intensity of VI was selected conservatively as the operating-basis earthquake. However, to expedite licensing of the plant, the acceleration level for the OBE was selected as 0.09g. The 0.09g accleration level was conservatively applied at foundation level, resulting in a maximum horizontal ground acceleration of 0.13g.
| |
| 2.5.4.10 Static and Dynamic Stability 2.5.4.10.1 Main Plant 2.5.4.10.1.1 Settlement The plant structures at the Braidwood Station are founded on overconsolidated till, bedrock, or compacted granular fill. For the small pressure reduction caused by excavation, the rebound of the bearing strata is negligible.
| |
| The compressibility of the foundation subgrade materials was evaluated from the results of laboratory compression tests and static soil and rock properties summarized in Table 2.5-26. All static settlements were computed using the tangent modulus method after Janbu (Reference 94). The tangent modulus is expressed:
| |
| M mPa (P' / Pa)1 a (2.5-5) where M = tangent modulus (tons/ft2),
| |
| m = Modulus number, a = Stress exponent, P' = Effective vertical stress (tons/ft2), and 2.5-86 REVISION 3 - DECEMBER 1991
| |
| | |
| BRAIDWOOD-UFSAR Pa = reference pressure (1 ton/ft2).
| |
| Due to sample disturbance, in situ behavior was assumed best represented by the first unload-reload cycle of the consolidation curve near the preconsolidation pressure. The results of field and laboratory tests are presented in Subsection 2.5.4.2. The resulting parameters are listed in Table 2.5-3. Of the rock units, only the Carbondale, Spoon, and Brainard Formations are compressible enough to be of engineering importance. The geological profile used in the analyses is presented in Subsection 2.5.4.3.6. The foundation loads and the maximum total settlements under static loading for plant structures are summarized in Table 2.5-29. Most of the total settlement will occur as the structures are constructed. The estimated differential settlements on the order of 1/2 inch may occur within all structures founded on compacted granular fill or till after construction.
| |
| Because the plant is founded on overconsolidated till, bedrock, or granular fill, no significant settlement will be caused by dynamic loads.
| |
| The No. 2 Coal (Colchester Member) was encountered in all the borings drilled to sufficient depth to penetrate it (57 borings),
| |
| indicating the absence of any mining activity in the plant area.
| |
| There is therefore no possibility of collapse or subsidence due to mines.
| |
| A system of construction settlement monuments was established for the foundations of Category I structures during 1977 and 1979 as shown in Figure 2.5-263. These monuments were installed and monitored by the contractor for the purpose of construction control and settlement monitoring. Seven of these monuments (U, V, N, R4, Z, KK, and XX) have been monitored continuously from the beginning of construction in 1977 to August 1980. Many of the other original monuments were discontinued because of construction interferences, and some were replaced in February 1979 by new monuments at similar locations within the same building. Other new monuments were also added at this time. In August 1980, monitoring was halted because settlement was complete under approximately 95% of the plant static load with measurements within the accuracy of the surveying equipment and methods used. Time settlement plots for all the construction settlement monuments which are shown in Figure 2.5-263 are presented in Figures 2.5-264 through 2.5-281.
| |
| In September 1981, a new set of operational settlement monuments was established throughout the plant. The intent of monitoring these monuments was to provide additional data to show that plant settlement under full static load is complete. The new monuments were installed on two floor levels which will reduce errors introduced into survey circuits by eliminating excessive traveling between different building levels. The locations of the operational settlement monuments are shown in Figure 2.5-282.
| |
| Time 2.5-87
| |
| | |
| BRAIDWOOD-UFSAR settlement plots for all the operational settlement monuments are presented in Figures 2.5-283 through 2.5-295.
| |
| Table 2.5-41 is a summary of the maximum measured differential settlements for all construction and operational monuments.
| |
| Table 2.5-42 is a summary of projected maximum total and differential settlements for each Category I structure. These total and differential settlements have been calculated after reviewing the stabilized elevations. The stabilized elevations have been identified on the settlement plots. Some allowance has been made in the total settlement due to the small amount of building load that had not yet been placed. The operational phase monuments, installed in September 1981, show that their maximum settlement measured through April 1988 is generally less than or equal to -0.01 feet (-0.012 feet maximum) except for Unit 2 containment monuments. The Unit 2 containment monuments numbers 41, 18, 17, R4, Z1 and Z show an average settlement of approximately -0.017 feet. This settlement is believed to be a result of small increases in dead load over the monitoring period and construction activities.
| |
| The differential settlements given in Table 2.5-42 are all less than or equal to -0.03 feet. This is significantly less than 1/2-inch or more which was assumed in the design of the auxiliary building and fuel handling building. The only safety-related pipe or conduit that is not suspended is the essential service water pipeline. This pipeline travels beneath the heater bay pipe or conduit and enters the turbine room mat. Beneath the heater bay, it is encased in reinforced concrete and supported on till or rock. The point of maximum differential settlement occurs as the encased pipeline enters the turbine room mat. The pipeline is designed to take with adequate margin the 1/2-inch estimated differential settlement in this area.
| |
| It is concluded that all Category I structures have been designed to account for the maximum total and differential settlement.
| |
| The lake screen house is founded within a very stiff to hard glacial till of the Wedron Formation. The till is overconsolidated and has an ultimate bearing capacity of approximately 45,000 psf (Subsection 2.5.4.10.1.2). The approximate static bearing pressure for the screen house is 3,000 psf resulting in a factor of safety of 15. The estimated settlement of the screen house is less than 1/4 inch total and 1/8 to 1/4 inch differential (Subsection 2.5.4.10.2.2).
| |
| Construction phase settlement monitoring was not performed for the lake screen house but has been included in the operational phase settlement monitoring.
| |
| Six operational phase settlement monuments have been installed in the lake screen house to provide data to show that settlement is complete. The location of the monuments (60 through 65) are 2.5-88 REVISION 1 - DECEMBER 1989
| |
| | |
| BRAIDWOOD-UFSAR shown on Figure 2.5-282. Time settlement plots for these monuments are shown on Figures 2.5-294 and 2.5-295. The results given in Table 2.5-41 show maximum settlement values less than or 2.5-88a REVISION 1 - DECEMBER 1989
| |
| | |
| BRAIDWOOD-UFSAR equal to -0.01 feet (+0.007 feet maximum). This movement is considered negligible and indicates that settlement has stabilized.
| |
| The operational phase settlement monitoring program has continued with measurements at least four times per year from September 1981 to April 1988. The commitment to continue the program until 6 months after operation of Unit 1 has been met.
| |
| 2.5.4.10.1.2 Bearing Capacity The ultimate bearing capacity of the foundation bedrock was evaluated on a conservative basis, in accordance with methods described in Stagg and Zienkiewicz (Reference 95). The strength of the foundation rock was evaluated by means of rock compression tests. Using the appropriate values in Table 2.5-3 and considering these values to be representative for rocks with an RQD (Rock Quality Designation) of 100%, a reduction factor was selected on the basis of the measured RQD values. This reduction factor was used to arrive at a modified value approximating the in situ strength of the rock mass. Considering the uniformity of the rock formations and the number of borings, a minimum representative bearing capacity of the rock mass in the plant area is considered to be on the order of 150,000 psf. Using the maximum static bearing pressure on rock of 10,000 psf, the factor of safety against foundation failure is 15.
| |
| The ultimate bearing capacity of the in situ till was evaluated by means of unconsolidated-undrained triaxial compression tests and unconfined compression tests performed on samples obtained with the Dames & Moore Type U sampler. Any disturbance caused during sampling and handling operations tends to cause the results of the strength tests to be conservative. On this basis, using the results outlined in Table 2.5-11, the ultimate bearing capacity of the till is on the order of 45,000 psf for structures founded on the till. Using the maximum static loading on till of 5000 psf, the factor of safety against foundation failure is 9.
| |
| The ultimate bearing capacity for compacted granular fill was evaluated in accordance with methods described in Terzaghi and Peck (Reference 96) using the following expression:
| |
| q u (Df Nq 0.4 BN ) (2.5-6) where:
| |
| qu = ultimate bearing capacity (psf);
| |
| Df = minimum imbedment depth (ft);
| |
| B = minimum foundation plan dimention (ft);
| |
| 2.5-89 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR
| |
| = moist unit weight above water level, bouyant weight below water level (pcf); and Nq, N = Terzaghi's bearing capacity factors.
| |
| Conservative values for the above parameters based on the laboratory test data presented in Table 2.5-10 were used for analyses and result in the expression:
| |
| q u 2000 Df 1000 B (pcf) (2.5-7)
| |
| The previous analyses give a relatively high ultimate bearing capacity for the mat foundations. Therefore, settlement considerations govern the design. Based on the settlement criteria of Subsection 2.5.4.10.1.1, ultimate bearing capacity was limited to 20,000 psf.
| |
| 2.5.4.10.1.3 Lateral Pressures All plant substructures were designed to resist lateral earth and water pressure at all levels below elevation 600 feet. All mat foundations established below 600 feet were designed to resist hydrostatic uplift pressures.
| |
| Subsurface walls were designed to resist both the static and dynamic pressures resulting from the surrounding earth and water.
| |
| 2.5.4.10.1.3.1 Static Lateral Pressure The total static lateral pressure was obtained by combining soil and hydrostatic pressures. Static lateral earth pressure on the wall at a depth, h, below grade is given as:
| |
| Ps K o h (2.5-8) where:
| |
| Ps = static lateral soil pressure, psf/linear ft; Ko = lateral earth pressure coefficient for granular soil compacted against unyielding rigid walls; As discussed below, the coefficient of lateral earth pressure at rest is conservatively taken to be 0.88 for the compacted granular backfill around Category I structures.
| |
| h = depth below grade, ft; and
| |
| = soil unit weight, 122 pcf above the water table and 67.6 pcf, submerged unit weight, below the water table.
| |
| 2.5-90
| |
| | |
| BRAIDWOOD-UFSAR Hydrostatic pressures are calculated using the equation:
| |
| Pw 62.4y (2.5-9) where:
| |
| Pw = hydrostatic pressure, in psk/linear ft, and y = depth below the design water elevation, (ft).
| |
| Figures 2.5-300 and 2.5-301 detail the lateral earth pressure plots versus depth for the auxiliary building and the lake screen house. Hydrostatic pressure on Category I structures are computed as detailed in Braidwood UFSAR Subsection 2.5.4.10.1.3.1. The total static lateral pressure was obtained by combining soil and hydrostatic pressures.
| |
| Sources of conservatism in our earth pressure calculations are listed below:
| |
| : a. All Category I subsurface walls and foundations are designed for a uniform construction surcharge load of 1,000 psf applied at grade for the normal loading conditions. Under normal plant operation conditions this surcharge load is not present.
| |
| : b. The coefficient of lateral earth pressure at rest, K, for compacted granular backfill behind rigid walls is a function of the angle of internal friction, ø For the recompacted sands at Braidwood Station, the ø angle is 34. This is a conservative number for compacted sand. Therefore, the coefficient of lateral earth pressure at rest, K, for compacted granular backfill behind rigid walls is conservative.
| |
| : c. The coefficient of lateral earth pressure at rest for a sand with an angle of internal friction (ø) of 34 is 0.44. To increase the coefficient of lateral earth pressure at rest for the effect of compacting the soil in lifts the 0.44 coefficient was increased by a factor of two to give a coefficient of 0.88.
| |
| 2.5.4.10.1.3.2 Incremental Dynamic Lateral Pressure The total incremental dynamic lateral pressure was obtained by combining incremental soil and incremental water pressures. The total incremental dynamic lateral pressure was added to the static lateral pressure to obtain the design lateral pressure.
| |
| The dynamic lateral earth pressure increment on the subsurface walls was obtained by methods similar to those developed by Mononobe (Reference 97) and Okabe (Reference 98) and modified by Seed and Whitman (Reference 99).
| |
| 2.5-91
| |
| | |
| BRAIDWOOD-UFSAR The equation used to obtain the increment of dynamic lateral earth force was:
| |
| P AE 1/ 2 H 2 K AE (2.5-10) where:
| |
| PAE = increment of dynamic lateral earth force in pounds/unit width of wall,
| |
| = unit weight of soil in pcf (the submerged unit weight was used below the water table);
| |
| H = height of the wall in feet, and KAE = dynamic increment in earth pressure coefficient Values of KAE are a function of horizontal acceleration. For granular backfill, KAE is approximately equal to 3/4 Kh (Reference 99).
| |
| K AE 3/4 K h (2.5-11) where:
| |
| Kh = horizontal earthquake ground acceleration divided by the acceleration of gravity, g.
| |
| The dynamic earth pressure was assumed to have an inverted triangular distribution, with the resultant acting at two-thirds the height of the wall above the base.
| |
| The dynamic water pressure increment below the water table was calculated using the Westergaard theory (Reference 100) as modified by Matuo and Ohara (Reference 101). The increase in the pressure on the walls at any depth, y, below the water table is given as:
| |
| PW 0 . 70 CK h ( H 1 y )1/2 (2.5-12) where:
| |
| PW = water pressure, in pounds per feet per unit width of wall, horizontal earthquake ground acceleration Kh =
| |
| g 51 C =
| |
| [1.0 0.72 (H 1 /1000t) 2 ]1/2 t = earthquake period (sec),
| |
| H1 = height of the water table from the base of the wall (ft), and 2.5-92 REVISION 10 - DECEMBER 2004
| |
| | |
| BRAIDWOOD-UFSAR y = depth below the water table (ft).
| |
| 2.5.4.10.2 Pond Screen House The retaining walls adjoining the pond screen house are reinforced concrete wing walls founded on Wedron silty clay till between elevations 561 feet 9 inches and 569 feet 0 inch. The walls are designed as Category I and extend as much as 100 feet east and west of the screen house. Plans and sections of the walls are given in Figures 2.5-317, 2.5-318, and 2.5-319.
| |
| 2.5.4.10.2.1 Settlement The pond screen house is supported on mat foundations established on the Wedron till. The base of the foundation is at elevation 565 feet 2 inches.
| |
| The compressibility characteristics of the foundation subgrade materials (till) were evaluated from the soil and rock properties summarized in Table 2.5-26 and the method of analysis described in Subsection 2.5.4.10.1.1. Since the soil and rock conditions at the pond screen house are essentially the same as at the plant site, the compressibility characteristics are similar and applicable. The total settlement of the structure due to static loads is less than 1/4 inch. Differential settlements will be on the order of 1/8 to 1/4 inch. Results of the settlement monitoring program for the pond screen house are presented in Subsection 2.5.4.10.1.1.
| |
| Dynamic settlement and possible differential settlement during the safe shutdown earthquake will be negligible for the glacial till and bedrock supporting the pond screen house.
| |
| 2.5.4.10.2.2 Bearing Capacity The ultimate bearing capacity of the foundation was evaluated as described in Subsection 2.5.4.10.1.2. Using the maximum static loading of 3000 psf for structures founded on the till the factor of safety against foundation failure is 15.
| |
| 2.5.4.10.2.3 Lateral Pressures The subsurface walls were designed as described in Subsection 2.5.4.10.1.3.
| |
| 2.5.4.10.3 Essential Service Water Line and Discharge Structure The essential service water discharge structure is founded on approximately 23 feet of Wedron glacial till deposit overlying the Carbondale bedrock formation. (See Boring H-4, Figure 2.5-159, Sheet 16.) The glacial till is stiff to hard and not susceptible to liquefaction.
| |
| 2.5-93 REVISION 3 - DECEMBER 1991
| |
| | |
| BRAIDWOOD-UFSAR The essential service water discharge structure is backfilled with previously excavated sand compacted to minimum 85% relative density in accordance with ASTM D-2049. Results of eight field density tests indicate relative densities ranging from 90% to 121% and averaging 104%. The average field dry density is 113.4 lb/ft3. This backfill is not susceptible to liquefaction. The liquefaction potential of the adjacent natural sand deposit forming the essential service cooling pond (ESCP) foundation soils is discussed in Subsection 2.5.6.5.2.
| |
| A plan showing the location of the essential service water discharge structure with reference to the ESCP is given in Figure 2.4-28. Sections through the structure are given in Figure 2.5-302. The ESCP slope south of the structure is 10 horizontal to 1 vertical. The stability of the slope has been analyzed and results presented in Subsection 2.5.6.5.1.2.
| |
| In the event that a flow-type failure occurred as a result of the SSE, the discharge pipes would not be blocked with material from the slope. The invert of the discharge pipes is at elevation 591.0 feet. The top of the 10 to 1 slope is greater than 110 feet south of the discharge pipes and has been graded to elevation 590.0 feet. The toe of the interior dike is approximately 215 feet south of the discharge pipes at its closest point. The interior dike is of sufficient distance away from the discharge pipes to have no potential effect on their operation. It is concluded that the discharge pipes will not become blocked from any flow-type slope failure.
| |
| The factors considered in the static stability check of the essential service water discharge structure included the pipe discharge force, wave forces, weight of the structure, water pressure, buoyant forces, and seismic forces. The loading combinations incorporated SSE, OBE, and static loads and used two lake level elevations (598 feet 2 inches and 587 feet 0 inch).
| |
| Elevation 598 feet 2 inches is the flood condition, and elevation 587 feet 0 inch is the low water condition that will occur if the lake dikes are damaged. Refer to Figure 2.5-302 for structural details.
| |
| The discharge structure has been checked for sliding, overturning, and bearing on the soil. Sliding is counteracted by the passive soil pressure developed along the sides of the structure and friction along the bottom of the structure. The overturning moments from seismic, wave, and discharge forces are offset by a resisting moment due to the deadweight of the structure. The bearing forces on the soil have been compared to the bearing capacity of the glacial till beneath the structure.
| |
| The factors of safety are in accordance with those required by SRP Section 3.8.5.
| |
| The maximum bearing pressures and factors of safety against sliding and overturning modes of failure for both static and dynamic loading conditions are given in Table 2.5-47.
| |
| 2.5-94
| |
| | |
| BRAIDWOOD-UFSAR The essential service water lines are founded on till or bedrock as shown in Figure 2.5-25. Since the pipes exert no added load on the foundation materials, no settlement or bearing capacity computations were needed.
| |
| Since 10 borings taken along the pipeline route revealed the Colchester coal had not been mined there, no differential settlement due to subsidence from abandoned mines is anticipated.
| |
| 2.5.4.11 Design Criteria The criteria and methods used in the design of Seismic Category I structures are discussed in the following subsections:
| |
| : a. bearing capacity, Subsection 2.5.4.10.1.2,
| |
| : b. settlement analyses, Subsection 2.5.4.10.1.1,
| |
| : c. slope stability, Subsection 2.5.6.5, and
| |
| : d. lateral pressures, Subsection 2.5.4.10.1.3.
| |
| 2.5.4.12 Techniques to Improve Subsurface Conditions All Seismic Category I structures except a portion of the fuel handling building are founded on till or bedrock. Under the portion of the fuel handling building and adjacent non-Seismic Category I structures founded above the till, the inplace lacustrine sands were excavated and recompacted under controlled conditions to a minimum density of 85%, as discussed in Subsection 2.5.4.2.2. The effectiveness of the recompaction was verified by measuring inplace density of the fill and comparing with laboratory tests. This testing was supplemented with continuous observation of the placement and compaction operations by a soil engineer.
| |
| The testing was done by an independent testing laboratory (Pittsburgh Testing Laboratory).
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| The static stability of the recompacted sands is discussed in Subsection 2.5.4.10, and their liquefaction potential in Subsection 2.5.4.8.
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| 2.5.4.13 Subsurface Instrumentation A system of settlement benchmarks was established on the foundations of the plant structures as shown in Figure 2.5-89.
| |
| The system was incorporated into the construction phase settlement monitoring program with settlement monuments located as shown in Figure 2.5-263. Discussion of this program and presentation of results is included in Subsection 2.5.4.10.1.1.
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| 2.5-95 REVISION 3 - DECEMBER 1991
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| | |
| BRAIDWOOD-UFSAR 2.5.4.14 Construction Notes No unanticipated conditions were encountered during the construction of the plant that required any change in the design or special construction techniques.
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| 2.5.5 Stability of Slopes The only Seismic Category I slopes are in the ultimate heat sink. The stability of these slopes is discussed in Subsection 2.5.6.
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| 2.5.6 Embankments and Dams 2.5.6.1 General This subsection presents the geotechnical design and the static and dynamic stability of the essential service cooling pond (ESCP).
| |
| The ESCP is located as shown in Figure 2.5-90 and serves as the ultimate heat sink for the plant. The ESCP is 6 feet deep, with the bottom at elevation 584 feet MSL. The side slopes of the pond are 10:1 horizontal-to-vertical. The pond is rectangular in shape and covers an area of 99 acres. The cooling water intake 1 structure is located in the northwestern corner of the ESCP.
| |
| Discharge facilities for the essential service water are located at the southern end of the ESCP.
| |
| The ESCP is a Seismic Category I structure. In the unlikely event of a failure of the main perimeter dike and loss of all lake water above elevation 590.0 feet, the ESCP would be required to: 1) maintain its structural integrity to provide for circulation of the water supply, and 2) return an adequate supply of water for the safe shutdown of the plant. Detailed studies were made to evaluate the design with respect to two specific geotechnical safety considerations: (1) seepage, and (2) ground stability in terms of slope stability and liquefaction during the postulated SSE. The studies included: geotechnical investigation of the ESCP area; evaluation of the results of these investigations to determine site and subsurface conditions; and evaluation of the two specific geotechnical safety consideration using appropriate analytical methods and results of geotechnical investigations. Subsections 2.5.6.2, 2.5.6.5, and 2.5.6.6 present the results and conclusions of these studies.
| |
| 2.5.6.2 Exploration 2.5.6.2.1 Purpose and General Scope Geotechnical investigations were made to obtain information about the classification and distribution, the pertinent static properties, and the pertinent dynamic properties of soil and bedrock within and near the ESCF.
| |
| 2.5-96
| |
| | |
| BRAIDWOOD-UFSAR In general, the geotechnical investigation consisted of field and laboratory investigations. The scope of each is given in the following paragraphs.
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| 2.5.6.2.2 Field Investigations Field investigations consisted of drilling 22 borings (H-1 through H-4 and HS-1 through HS-18), excavating 7 test pits (HTP-1 through HTP-7), installing of piezometers in selected borings, performing water pressure tests (pump-in permeability tests) at various depths in bedrock in borings H-1 through H-4, and making 71 inferred determinations of the in-place relative density from standard penetration test data and 45 measured determinations of the in-place relative density of soil deposits below elevation 590.0. Figure 2.5-91 shows the locations of borings and test pits.
| |
| Logs of the borings are given in Figures 2.5-159 and 2.5-236 through 2.5-253. These logs show the depth of each boring, the classification of soil and bedrock penetrated, the location and type of samples obtained, the locations of piezometers, and other pertinent field test information such as standard penetration resistance. Logs of test pits are given in Figures 2.5-254 through 2.5-260 and show the depth of the test pit, sample locations, classification of soils encountered, and results of pertinent field and laboratory tests.
| |
| Results of water pressure tests in borings are summarized in Tables 2.5-20 through 2.5-23. Results of water level readings in piezometers are given in Table 2.5-25. Results of density determinations are summarized in Tables 2.5-30 and 2.5-31.
| |
| 2.5.6.2.3 Laboratory Investigations Laboratory investigations consisted of static and dynamic testing of selected samples obtained from borings and test pits. Static tests included index, strength, and permeability determinations made in accordance with applicable ASTM standards. Results of permeability tests are summarized in Table 2.5-24. Results of other static tests are summarized in Tables 2.5-32, 2.5-33, and 2.5-34. Dynamic tests included shear modulus, damping ratio, and cyclic strength determinations made in accordance with generally accepted procedures. Results of modulus and damping tests are given in Figures 2.5-77 through 2.5-80. Results of cyclic strength tests are summarized in Tables 2.5-35 through 2.5-38.
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| 2.5.6.2.4 Evaluation of Exploration Results Results of geotechnical investigations were evaluated to determine surface and subsurface conditions in the ESCP area.
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| 2.5-97 REVISION 3 - DECEMBER 1991
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| | |
| BRAIDWOOD-UFSAR 2.5.6.2.4.1 Surface Conditions The ESCP is located south of the main plant as shown in Figure 2.5-16, Sheet 1. The original ground surface is gently rolling from elevation 590 to elevation 600. During construction, ground surface was excavated to elevation 590 within the pond area, and to elevation 584 within the ESCP area.
| |
| The eastern boundary of the ESCP is located approximately 500 feet west and parallels an exposed existing strip mine excavation face (see Figure 2.5-90). The top of the strip mine excavation face was about elevation 600, and the slopes in some cases were near vertical. During construction, these excavations were backfilled to elevation 585 (see Figure 2.5-92). The fill consists primarily of soils from the pond excavations.
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| 2.5.6.2.4.2 Subsurface Conditions 2.5.6.2.4.2.1 General Evaluation of subsurface conditions in the ESCP area includes:
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| : 1) classification and distribution of soil and rock; 2) a determination of the static properties of major soil and rock deposits; and 3) a determination of the dynamic properties of the major soil deposits within the completed ESCP.
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| 2.5.6.2.4.2.2 Classification and Distribution of Major Soil Deposits and Bedrock Figure 2.5-92 shows generalized geologic sections that illustrate soil and bedrock conditions in the ESCP. The ESCP is underlain by three major soil deposits, which in turn are underlain by bedrock. The major soil deposits (in order of occurrence from the ground surface) are an organic topsoil and cohesive loess deposit; a lacustrine sand deposit; and a glacial till deposit.
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| The bedrock is a relatively flat-lying shale with occasional seams within the investigated zone. Site geology is discussed in Subsection 2.5.1.2.
| |
| 2.5.6.2.4.2.3 Topsoil and Cohesive Loess Deposit This deposit consists of a surface organic topsoil underlain by a variable thickness of a moderately cohesive loess deposit. The total thickness of the deposit is 3 to 4 feet. The topsoil portion was generally found to be 1 to 2 feet thick, and the cohesive loess portion generally approximately the same thickness. Since excavation within the pond to elevation 590.0 will result in removal of this deposit, no further evaluation of its distribution or properties is given.
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| 2.5-98
| |
| | |
| BRAIDWOOD-UFSAR 2.5.6.2.4.2.4 Equality Formation Sand Deposit The sand deposit is of lacustrine origin and consists of a dense to very dense fine sand, with varying amounts of silt and occasional silt nodules. The sand deposit contains two distinct strata clearly differentiated by color. Above approximately elevation 585, the sand deposit is typically brown to buff.
| |
| Below elevation 585, the sand deposit is typically gray. The color difference is a result of weathering. Generally, the brown to buff sand contains the largest percentage of silt and silt nodules. Thin-section analyses were made of intact specimens taken from block samples. The analyses show the brown portion to be lightly to moderately cemented with calcium carbonate and iron oxide. Quantitatively, the analyses show the brown portion to contain 4% to 8% (by area) cement. The cement was formed during and in some respects by the weathering process. Generally, the thin-section analysis shows that the gray sand contains only traces of silt and silt nodules and is essentially uncemented.
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| The sand deposit below elevation 590 is typically 15 feet thick with the maximum thickness of 17 feet.
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| 2.5.6.2.4.2.5 Wedron Glacial Till Deposit The glacial till deposit consists of a very stiff to hard clayey silt, with occasional and intermittent lenses of very dense granular sands and fine gravels.
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| The glacial till has a typical thickness of 20 to 25 feet.
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| 2.5.6.2.4.2.6 Bedrock Upper bedrock units consist of interbedded shales and siltstones, with thin layers of sandstone, coal, and underclay of Pennsylvanian age. These units are variable in areal extent and thickness. Below these upper units are shale and dolomite strata of the Ordovician (Maquoketa) age. None of the borings or probes showed the bedrock to contain voids or other indications of significant solution or mining activity.
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| The top of bedrock was encountered from elevation 556.3 to elevation 552.0 with the average being elevation 552.9.
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| 2.5.6.2.5 Static Properties of Major Soil Deposits and Bedrock The following subsections present discussion of static properties of the two strata of sand deposits and the glacial till deposit considered most pertinent for evaluation of the geotechnical safety of the ESCP.
| |
| 2.5.6.2.5.1 Equality Formation Sand Deposit The two strata of sand consist of an upper brown silty fine sand and a lower gray medium to fine sand with trace of silt. Typical 2.5-99 REVISION 3 - DECEMBER 1991
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| | |
| BRAIDWOOD-UFSAR gradations for both strata are shown in Figure 2.5-94. Figure 2.5-95 shows the variation of fines content (percent minus No.
| |
| 200 US standard sieve with opening of 0.074 mm) versus elevation for the sand deposit. The brown silty fine sand has an average fines content of 18.6% with an average D50 (50% of the sample is smaller than this diameter) of 0.16mm, and the gray fine sand has an average fines content of 5%, with an average D50 of 0.24mm.
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| Laboratory constant head permeability test results show the permeability of the sand deposit to range from 3.66 x 10-4 cm/sec. to 7.32 x 10-2 cm/sec. For the seepage evaluation, a value of 6 x 10-3 cm/sec was used.
| |
| Relative densities (Dr) were inferred from standard penetration test results (N data) and are plotted versus elevation in Figures 2.5-121 and 2.5-122. Dr was determined using N data, effective stress, and relationships developed by Gibbs and Holtz (Reference 102). Average values were calculated by assigning a maximum Dr of 95% for values plotting to the right of the curve relating N, and Dr =95% In the brown silty fine sand, the inferred Dr ranges between 62% and 95%, with an average of 85%. In the gray fine sand, the inferred Dr ranges between 60% and 95%, with an average of 87%.
| |
| Relative densities were also calculated based on results of field density tests and on laboratory vibratory compaction tests on 6-inch-diameter stratified samples obtained immediately adjacent to each field density test location. In the brown silty fine sand between elevations 590.0 and 585.0, the calculated Dr ranges between 51% and 100%, with an average of 80%. In the gray fine sand elevation 585.0, the calculated Dr ranges between 74% and 100%, with an average of 87%.
| |
| In two test pits (HTP-4 and HTP-5), the gray fine sand was encountered at about elevation 585.0. Relative density measurements ranged from 60% to 66%, with the average of three determinations being 62%. Borings HS-15 and HS-14 made adjacent to these test pits show consistently high N values and inferred Dr and do not confirm these generally lower measured Dr values.
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| On this basis, it is concluded that the somewhat lower measured Dr data obtained in gray fine sand found above elevation 585.0 are indicative of small, isolated and discontinuous medium dense to dense lenses on the surface of the deposit which should not be considered in overall evaluation of liquefaction potential of either the brown or gray portions of the sand deposit. The liquefaction potential of these isolated lenses is evaluated separately in Subsection 2.5.6.5.2.3.1.3.
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| Figure 2.5-96 shows results of maximum and minimum dry density tests on stratified samples of the sand deposit obtained adjacent to density test locations plotted versus fines content. It is seen that as fines content increases towards approximately 15%,
| |
| the maximum and minimum density test results also tend to 2.5-100
| |
| | |
| BRAIDWOOD-UFSAR increase. For fines content greater than 15%, the density test results show no tendency to increase and in some cases show a tendency to decrease. For samples with greater than 12% fines content, the maximum density was also determined on remolded soils by the modified Proctor compaction procedure (ASTM D-1557). Results show that the vibratory compaction procedure (ASTM D-2049) gave consistently larger maximum dry unit weights than the modified compaction procedure. However, the maximum dry unit weight selected to calculate Dr was the larger of the two values. The minimum dry unit weight was determined using the soil from the stratified sample in general accordance with ASTM D-2049. Gradation of the sample was determined after each density determination to assure no degradation of the sample by the compactive effort.
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| It is concluded that the inferred and measured Dr values are in reasonable agreement with each other and indicate that overall the sand deposit is consistently dense to very dense.
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| 2.5.6.2.5.2 Wedron Glacial Till Deposit The average permeability of the glacial till was found to be 2.6 x 10-6 cm/sec. For well-graded fine gravel and silts at depths of 3.6 to 40.5 feet, the permeability was as high as 8.9 x 10-4 cm/sec.
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| 2.5.6.2.5.3 Bedrock The results of the pressure tests conducted in bedrock are presented in Tables 2.5-20 through 2.5-23 and on boring logs presented in Figures 2.5-159 and 2.5-236 through 2.5-253. The results indicate that the rock strata in the upper portions of the boreholes are more permeable than in deeper units.
| |
| Permeabilities of up to 1.0 x 10-4 cm/sec are recorded in zones in the upper parts of these holes. These values are relatively low but are generally higher than those in deeper portions of the holes. These more permeable zones range in thickness from 10 feet in Boring H-4 to about 70 feet in Boring H-3. Below a maximum depth of 122 feet (Boring H-3), the permeability decreases and becomes very low to low, the highest being 1.1 x 10-5 cm/sec.
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| 2.5.6.2.6 Dynamic Properties of Major Soil Deposits Results of dynamic triaxial tests made to determine the modulus and damping properties of the sand deposit and glacial till deposit are given in Figures 2.5-77 through 2.5-80. Curves drawn through the data points were used for the geotechnical safety evaluation of the ESCP, which is discussed separately in Subsection 2.5.6.5.
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| Figure 2.5-99 shows the laboratory cyclic shear strength of the sand deposit, based on results of initial cyclic shear strength tests on reconstituted test specimens. Neither the relative 2.5-101
| |
| | |
| BRAIDWOOD-UFSAR density nor the fines content of test specimens was determined.
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| Consequently, the initial test results were not considered in determination of the cyclic strength of either portion of the intact sand deposit. A comprehensive field and laboratory testing program, as discussed in Subsections 2.5.6.2.2 and 2.5.6.2.3, was designed and implemented to determine the cyclic shear strength curves for the intact sand deposit to be used in the geotechnical safety evaluation. The resulting laboratory cyclic shear strength curves are shown in Figure 2.5-100 and 2.5-101. A discussion of the test program implemented and analyses of the data obtained in determination of these curves is given in Subsection 2.5.6.5.2.2.1. Use of these laboratory curves in the liquefaction potential evaluation is discussed in Subsection 2.5.6.5.2.2.2.
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| 2.5.6.3 Foundation and Abutment Treatment 2.5.6.4 Embankments Refer to Subsection 2.5.6.2. This is not applicable to this site because the heat sink is excavated.
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| 2.5.6.5 Slope Stability The overall stability under static and dynamic conditions of the 10:1 horizontal-to-vertical side slopes of the ESCP was evaluated. In addition, the liquefaction potential of the sand deposit was also evaluated.
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| 2.5.6.5.1 Slope Stability: Methods of Analysis The static stability of the ESCP slopes was analyzed using the computer program SLOPE. See Appendix D for the program description. The factor of safety against sliding failure is computed using the theory of limiting equilibrium. The Bishop method of analysis was used for the ESCP slopes. The factors of safety were computed for various trial circular slope surfaces to find the most critical slip surface.
| |
| In the Bishop method of analysis, the factor of safety is defined as a ratio of the available shear strength of the soil to that required to maintain equilibrium under a postulated incipient failure. The failure is postulated along a circular arc surface, with plane strain conditions assumed to exist. The soil mass bounded by the face of the slope and the trial failure arch is divided into a finite number of slices. The equilibrium of each slice is considered separately. The resultant of all the forces on sides of the slice is assumed to act horizontally. The sum of these forces is neglected. The equilibrium of the slice in the vertical direction is satisfied to determine the unknown forces.
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| The factor of safety is calculated in terms of moments of all the forces acting on slices around the center of the failure arc.
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| The sensitivity of the factor of safety to the assumptions made in this simplified method is quite insignificant.
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| 2.5-102
| |
| | |
| BRAIDWOOD-UFSAR The overall stability of the slopes of the ESCP was calculated using the pseudostatic method of analysis. The earthquake loading on the slope was represented by a constant horizontal seismic coefficient applied to each slice. A seismic coefficient of 0.2g was used for the SSE and 0.1g for the OBE.
| |
| An analysis of the dynamic stability of the ESCP slope by finite element methods was not performed because the pseudostatic analysis used yields conservative results and a greater minimum factor of safety would be obtained if a finite element method were used. This is the case because the method of analysis employed assumes application of the seismic force at the base of each slice rather than at the centroid. It should be noted that factor of safety is determined by a comparison of overturning moments and resisting moments and that no consideration is given to the effects of side forces on slices in making computations.
| |
| The seismic force is assumed to increase only the overturning moment and to have no influence on the resisting moment. The soil strength properties have also been based on triaxial compression tests rather than plane strain tests. This is also conservative. Discussion of the conservative nature of these assumptions can be found in the paper by H. B. Seed, K. L. Lee, and I. M. Idriss on the Analysis of Sheffield Dam Failure, Journal of the Soil Mechanics and Foundations Division, November 1969.
| |
| The minimum factor of safety for slope stability using pseudostatic analysis with a seismic coefficient of 0.2g was 1.3.
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| With a seismic coefficient of 0.26g the minimum factor of safety is 1.1, which is considered acceptable.
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| 2.5.6.5.1.1 Geometry, Loading Conditions, and Soil Properties Figure 2.5-97 shows the geometry and soil properties used in the analysis. The geometry and soil properties were selected on the basis of geotechnical investigations to conservatively represent field conditions.
| |
| The following criteria for minimum factor of safety under various loading conditions were required for static analyses:
| |
| Minimum Factor of Safety Required
| |
| : a. End of construction case: no water 1.3
| |
| : b. Submerged case: pool elevation at elevation 595.0 1.3
| |
| : c. Rapid drawdown: pool elevation reduced from elevation 595.0 to elevation 590.0 1.4 2.5-103
| |
| | |
| BRAIDWOOD-UFSAR The following criteria were required for pseudostatic analysis:
| |
| Minimum Factor of Safety Required
| |
| : a. Normal operating condition: pool elevation 595.0, SSE loading based on 0.2g seismic coefficient 1.1
| |
| : b. Rapid drawdown; ESCP reduced from elevation 595.0 to elevation 590.0, SSE loading based on 0.2g seismic coefficient 1.1 Minimum Factor of Safety Required
| |
| : c. ESCP elevation 590.0, OBE loading based on 0.10g seismic coefficient 1.1 2.5.6.5.1.2 Results of Slope Stability Analyses The critical section of the ESCP slope analyzed for static stability is given in Figure 2.5-313. The analysis is for end of construction condition.
| |
| The following summarizes the minimum factors of safety provided for the various loading conditions:
| |
| Minimum Factor of Loading Conditions Safety Provided
| |
| : a. Static Loading Conditions
| |
| : 1. End of construction: no water 5.9
| |
| : 2. Normal operating conditions:
| |
| ESCP water elevation 595.0 7.0
| |
| : 3. Rapid drawdown: ESCP water reduced from elevation 595.0 to elevation 590.0 7.0
| |
| : b. Pseudostatic Loading Conditions
| |
| : 1. Normal operating conditions:
| |
| pool elevation 595.0, SSE load-ing based on 0.2g seismic coefficient 1.3 2.5-104 REVISION 3 - DECEMBER 1991
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 2. Rapid drawdown: ESCP water drop from elevation 595 to elevation 590.0, SSE loading based on 0.2 seismic coefficient 1.3
| |
| : 3. ESCP elevation 590.0, OBE loading based on 0.10g seismic coefficient 2.3 The ESCP slope has also been analyzed with a seismic coefficient of 0.26g and the minimum factor of safety is 1.1.
| |
| 2.5.6.5.2 Liquefaction Potential The liquefaction potential of the sand deposit forming the ESCP slopes and foundation soils was evaluated using the results of the geotechnical investigation and a detailed dynamic response analysis.
| |
| 2.5.6.5.2.1 Method of Analysis The cyclic shear stresses likely to be induced by the postulated safe shutdown earthquake (SSE) are calculated by computing the shear stress time history for discrete layers of the subsurface profile. The first part of the procedure involves the development of a design accelerogram such that its free field response spectrum closely matches the Regulatory Guide 1.60 response spectrum. Such an accelerogram was obtained as described in Subsection 3.7.1.
| |
| Next, the nonlinear strain-dependent, dynamic strength, and compressibility properties of the subsurface deposits are established from laboratory cyclic test results and field investigations. Then the computer program SHAKE (described in Appendix D) is used to compute the soil response to SSE loading.
| |
| The induced irregular shear stress time-histories are computed at various depths within the soil profile.
| |
| By appropriate weighting of the stress levels involved in various stress cycles throughout the postulated earthquake and by introducing the soil cyclic shear strength curve data, the irregular shear stress time-history is converted into an equivalent time-history of uniform stress levels. In this manner, all the significant factors influencing liquefaction stability, including: 1) intensity of ground shaking, 2) duration of ground shaking, and 3) strain-dependent nonlinear soil parameters, are taken into account in the analysis.
| |
| Finally, these induced shear stresses corresponding to the significant number of cycles for the postulated SSE and the shear stress required to cause liquefaction are compared for various depths to evaluate the liquefaction potential of the sand deposit.
| |
| 2.5-105 REVISION 9 - DECEMBER 2002
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| | |
| BRAIDWOOD-UFSAR 2.5.6.5.2.2 Geometry, Soil Properties, and Earthquake Time-History Figure 2.5-98 shows the geometry and the static soil properties used for the analyses. Figures 2.5-77 through 2.5-80 show the modulus and damping properties used for the sand and glacial till deposit for the analyses. Figures 2.5-100 and 2.5-101 show the laboratory cyclic shear strength curves for the two portions of the sand deposit.
| |
| The synthetic earthquake time-history used in the analysis is given in Figure 2.5-102.
| |
| 2.5.6.5.2.2.1 Cyclic Shear Strength of Equality Formation Sand Deposit A comprehensive field and laboratory testing program was developed and implemented to determine the design cyclic shear strength of the intact sand deposit. The following method was used in the determination:
| |
| : a. Determine by means of borings, test pits and laboratory tests the classification and distribution of the sand deposit throughout the ESCP.
| |
| : b. Establish by indirect and direct tests the representative relative density of the intact sand deposit.
| |
| : c. Determine the design cyclic strength representative of the intact sand deposit by making laboratory tests on either intact or reconstituted samples at relative densities equal to those determined in a. and b.
| |
| above.
| |
| 2.5.6.5.2.2.2 Laboratory Tests to Determine Cyclic Strength The classification and distribution of the sand deposit are presented in Subsection 2.5.6.2.4.2.4. Of significance to the establishment of the cyclic strength of the intact sand deposit are the fines content and the relative density of the two portions of the deposit.
| |
| Two fines content values were selected for each portion of the sand deposit based on statistical evaluation of results of the fines content test data. The first represents the average; the second represents a "low average" value established as the fines content at which 67% of test results were greater. Figure 2.5-103 shows a plot of the cumulative percent of occurrences of the fines content test results. Using the criteria established the following fines contents were selected:
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| 2.5-106 REVISION 9 - DECEMBER 2002
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| | |
| BRAIDWOOD-UFSAR Average Low Average Fines Fines Content Content Values Portion (%) (%)
| |
| Brown silty fine sand between elevation 590.0 and elevation 585.0 19 13 Gray medium to fine sand below elevation 585.0 5 2 Both indirect and direct tests show the sand deposit to be consistently dense to very dense. Direct tests are considered more applicable and showed that the average Dr of the deposit above elevation 585.0 was slightly less than the average Dr of the deposit below elevation 585.0.
| |
| Figure 2.5-104 shows a plot of the cumulative percentage of occurrences of the measured Dr results for the brown and gray portions of the sand deposit. Using the statistical criteria established to select fines content, the following Dr values were selected.
| |
| Average Low Average Dr Value Dr Value Portions (%) (%)
| |
| Brown silty fine sand between elevation 590.0 and elevation 585.0 80 77 Gray medium to fine sand below elevation 585.0 87 80 A two-phase laboratory testing program was designed and implemented to determine the cyclic shear strength of the two portions of the intact sand deposit. Phase 1 consisted of performing stress-controlled, cyclic triaxial tests on reconstituted test specimens to evaluate cyclic strength as a function of fines content and relative density. Phase 2 consisted of performing stress-controlled, cyclic triaxial tests on a series of "companion" intact and reconstituted test specimens of approximately the same relative density to obtain data to evaluate the effect of the change in the soil structure, caused by reconstituting the soil specimens, on the cyclic strength. The scope and results of the test programs follow.
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| Phase 1 Three series of tests were made using reconstituted test specimens. Test Series 1 consisted of 11 tests made using specimens formed of soil with a fines content of approximately 1%. Results were considered representative of the low 2.5-107
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| BRAIDWOOD-UFSAR fines-content portion of the gray fine sand deposit below elevation 585.0. Test Series 2 consisted of eight tests made using specimens formed of soil with a fines content of about 11%.
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| Results were considered representative of lower fines content portions of the brown silty fine sand deposit above elevation 585.0. Test Series 3 consisted of five tests made using specimens formed of soil with a fines content about 20%. Results were considered representative of the average fines-content portion of brown silty fine sand deposit above elevation 585.0.
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| Dr values of the test specimens in each series were varied to provide a representative range of Dr as indicated by direct test results. Results of Phase 1 test are given in Tables 2.5-35 and 2.5-36.
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| As can be seen from Figures 2.5-100 and 2.5-101 and the data tabulated in Tables 2.5-35 through 2.5-38, the number of cycles to cause failure of samples 10% strain is much greater than that to cause 5% strain. This trend is consistent with the dense nature of the sand deposit.
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| Figure 2.5-105 shows the effect of fines content and D on cyclic strength measured using reconstituted specimens. The strength is shown as the stress ratio to cause 5% strain in 10 cycles.
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| Analyses of these data indicate that the cyclic strength increases as the fines content and relative density increase.
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| Similar variations were observed for other definitions of cyclic strength.
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| A comparison was made between laboratory cyclic strength curves determined for the sand deposit and comparable laboratory cyclic strength curves for two other clean fine sands for which extensive data are available, the Monterey sand and the Sacramento River sand.
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| The comparison was made for 10% axial strain considering tests on reconstituted test specimens formed using a "wet tamping" compaction procedure to a Dr of 80%. Results are shown in Figure 2.5-106. The curve for Monterey sand was extrapolated from tests made at Dr = 60%. The extrapolation was made assuming a linear relationship between Dr and d /2 c for the Dr range of 60% to 80%. The curve for Sacramento River sand was determined by adjusting a curve for Dr = 80% determined using reconstituted test specimens formed using a "wet raining" compaction procedure.
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| Recent data (Reference 103) indicate the 1aboratory cyclic strength of sand is increased by approximately 30% if test specimens are formed using the "wet tamping" compacting procedure rather than the "wet raining" procedure. On this basis, laboratory curves for Sacramento River sand at Dr = 80& were adjusted by multiplying published ratios by 1.30.
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| Analysis of Figure 2.5-106 indicated that the curve for the relatively clean gray sand compares very well. The curve for the relatively high fines-content brown silty fine sand is about 25%
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| greater than the curve for low fines-content clean 2.5-108 REVISION 9 - DECEMBER 2002
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| BRAIDWOOD-UFSAR sand. Several similar comparisons made at different relative densities and axial strain levels indicated similar comparisons.
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| Phase 2 The correspondence of results of cyclic tests on reconstituted test specimens to the cyclic strength of the intact sand deposit was established by a series of tests. In this series, tests were made on specimens trimmed from intact block samples obtained from test pits. "Companion" reconstituted test specimens were formed on the trimmed block sample material and reconstituted to provide a Dr for the reconstituted test specimens approximately equal to Dr of the intact specimens. Results of Phase 2 tests are given in Tables 2.5-37 and 2.5-38.
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| Figure 2.5-107 shows typical results of tests on an intact specimen and a "companion" reconstituted specimen adjusted to approximately equal Dr. It is seen that for strain levels below some strain level, c, (referred to a crossover strain) results of reconstituted specimens are "stronger" (exhibit lower strain response to the same number of stress cycles) than results on intact specimens. Consequently, for strains less than c, use of test results on reconstituted specimens would yield unconservative estimates of cyclic strength. The degree of unconservatism is a function of the strain difference (strain difference is equal to the difference between c and the strain level selected to define liquefaction) and the relative density of the deposit. Generally, the amount of unconservatism decreases as the strain difference decreases and the relative density increases. Conversely, for strains greater than c, use of test results on reconstituted specimens would yield somewhat conservative estimates of cyclic strength. The data obtained show that for Dr greater than 70%, the use of cyclic strength determined using reconstituted samples is only slightly unconservative at strain levels less than 5% double amplitude and is very conservative at other levels.
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| Figure 2.5-108 shows c plotted as a function of Dr. The trend of these data indicate that c decreases with increasing Dr and that for Dr values greater than about 75%, c is less than 2%
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| axial strain. The minimum "low average" Dr for the sand deposit is greater than 75%. This would indicate that c for reconstituted specimens would be less than 2% and that the strength interpreted from the tests on reconstituted test specimens would be less than the intact strength of the sand deposit. It is concluded that use of strength interpreted from tests on reconstituted samples would give a conservative estimate of the cyclic strength of the intact sand deposit.
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| 2.5.6.5.2.2.3 Use of Laboratory Test Data to Determine Cyclic Strenqth of Intact Equality Formation Sand Deposit The field cyclic strength of the sand deposit is determined by the adjustment of laboratory cyclic strength curves developed 2.5-109 REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR from results of cyclic triaxial tests on reconstituted soil specimens (Figures 2.5-100 and 2.5-101) to allow for (1) effect of specimen reconstitution on the fabric of the intact sand; and (2) differences in stress conditions between laboratory and field. The adjustments to accommodate the above effects are made using the following equation:
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| ( f / v )f D cCr ( d / 23C)L (2.5-13) where:
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| (f/v)f = stress ratio representative of field cyclic strength of intact sand deposit, Dc = correction factor to adjust for effect of specimen reconstitution, Cr = correction factor to adjust for effect of differences in stress conditions between field and laboratory, and (d/23C)L = stress ratio representative of laboratory cyclic strength of reconstituted test specimens.
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| A quantitative estimate of the relationship between the cyclic strength of intact test specimens to the cyclic strength of "companion" reconstituted test specimens (Dc) (cyclic strength of Sacramento River sand was determined using "wet raining" compaction procedure) was made using both Phase 1 and Phase 2 test data and the procedure outlined in Figure 2.5-109. The results (Dc) are plotted versus Dr of "companion" Phase 2 test specimens in Figure 2.5-110 for initial liquefaction, 5% axial strain, 10% axial strain. The curves drawn in Figure 2.5-110 represent linear regression curves through the data points considered representative of the sand deposit. As indicated on the figure, data points were not considered representative when significant differences were measured between gradation characteristics of the companion specimens.
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| Analysis in the curves shown reveals two distinct trends in the variation of Dc. The first is that Dc increases as the magnitude of the axial strain to define liquefaction increases. The second is that Dc increases as Dr of the "companion" test specimens increases. The shaded area represents the range of Dr assigned to the sand deposit for the liquefaction potential evaluation. It is seen that Dc ranges from 0.98 to 1.43 for the range of Dr assigned to the sand deposit.
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| Two techniques were utilized to determine the factor Cr, which is a factor to adjust for differences in stress conditions. The first procedure has been widely used by geotechnical engineers in recent years and makes use of a relationship between Cr and Dr proposed by Seed and Peacock (Reference 105). The second procedure makes use of shaking table test (conducted at the 2.5-110 REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR University of California at Berkeley) results made available by Dr. H. B. Seed in April 1975. These results indicate that Cr is essentially independent of relative density. Based on data developed by Seed and Peacock (Reference 105), however, Cr is related to Ko (Reference 105).
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| The selection of Cr for use at this site was therefore made first based on Dr and second by taking into account only the variation of Ko. The field strength curves for intact sand deposit developed by both procedures were used in the liquefaction potential evaluation and the results compared.
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| 2.5.6.5.2.2.4 Selection of Cr Based on Relative Density The curve of Cr versus Dr given in Seed and Peacock (Reference 105) is presented in Figure 2.5-111. The relationships were developed by tests on typical, clean fine sands such as the Sacramento River sand and the Monterey Sand. To determine Dr to be used to select Cr, an equivalent evaluation of the laboratory cyclic strength was made. The equivalent evaluation consisted of comparison of laboratory cyclic strength of the sand deposit with laboratory cyclic strength of the Sacramento River sand. The evaluation is shown in Figure 2.5-112. It is seen that for 14 cycles or less, the sand deposit within the FSCP exhibits a laboratory cyclic strength greater than that for the Sacramento River sand reconstituted to a Dr of 90%. On this basis, an equivalent Dr of 90% was used to select a value for Cr of 0.75.
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| 2.5.6.5.2.2.5 Selection of Cr Based on Ko The data from shaking table liquefaction test results, including the effect of two directions shaking together with data presented by Seed and Peacock (Reference 104), indicate that for Ko = 0.4, Cr=0.57, and for Ko=1.0, Cr=0.9. A linear interpretation between these points has been suggested by Dr. H. B. Seed of the University of California at Berkeley, as presented in Figure 2.5-113. The increase in Ko as developed due to the construction of the ESCP is shown in Figure 2.5-114. The curve shown in Figure 2.5-115 (Reference 106) relates Ko to overconsolidation ratio (OCR) for sands typical of sand deposits within the ESCP.
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| The Ko values within the completed ESCP, presented with respect to elevation, are shown on Figure 2.5-114. From these Ko values and the proposed relationship between Cr and Ko, Cr values can be determined as a function of elevation in the soil profile.
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| Values of Cr vary from 0.65 at elevation 570.0 to 0.83 at elevation 585.0. Soils above elevation 585.0 were assumed to have a Cr of 0.83.
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| The cyclic strength of the intact sand deposit is determined by adjusting the curves in Figures 2.5-100 and 2.5-101 using the equation given previously. In fact, the curves are adjusted by multiplying by a factor Cr x Dc where the value of Cr varies with the method of selection.
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| 2.5-111 REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR 2.5.6.5.2.3 Evaluation of Liquefaction Potential 2.5.6.5.2.3.1 Stresses to Cause Liquefaction An earth structure such as the ESCP can undergo deformation on the order of a few feet without being considered to have failed.
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| For this reason and based on the results of detailed evaluation of the San Fernando Dams (Reference 107), a failure criterion of 10% axial strain was selected to evaluate the liquefaction potential of the ESCP. In addition, the potential behavior using lower strain criterion (initial liquefaction and 5% strain) was investigated.
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| The data presented in Figures 2.5-100 and 2.5-101 together with the applicable effective overburden pressure and the correction factor, Cr x Dc were used to calculate the stress required to cause liquefaction in 10 cycles at selection depth within the soil profile. Thus, at a depth, y (below elevation 590.0), the following equation was used to calculate the stress to cause liquefaction, f:
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| f 10 Cr DC v(y) ( d / 2 3C )L10 (2.5-14) where:
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| f 10 = shear stress to cause liquefaction of intact sand 10 deposit in 10 cycles, DC = correction factor to adjust for effect of specimen reconstitution, Cr = correction factor dependent on D or K as appropriate, v(y) = effective overburden pressure at depth y, and
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| ( d / 2 3C )L10 = stress ratio representative of laboratory cyclic strength of reconstituted test specimens at 10 cycles.
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| Using the above equation, the resulting distribution of shear stress to cause 10% axial strain with depth is presented in Figures 2.5-116 and 2.5-117 for Cr based on Dr and Cr based on Ko, respectively.
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| 2.5.6.5.2.3.1.1 Induced Stresses As discussed in Subsection 2.5.6.5.2.1, the stresses induced by the SSE throughout the depth of the soil profile were computed using the program SHAKE. The time-history of stress at each depth was converted to a uniform shear stress and 10 cycles. The resulting distribution of stresses, d, induced in 10 cycles by the SSE is shown in Figures 2.5-116 and 2.5-117.
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| 2.5-112 REVISION 9 - DECEMBER 2002
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| BRAIDWOOD-UFSAR 2.5.6.5.2.3.1.2 Determination of f/d The induced stresses, d, and the stresses required to cause 0%
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| strain (f) are compared in Figures 2.5-116 and 2.5-117. The ratio f/d (which represents a factor of safety) is shown plotted with depth in the soil profile in Figures 2.5-116 and 2.5-117. The maximum and minimum f/d ratios for the brown silty fine sand deposit and the gray fine sand deposit are tabulated in Tables 2.5-39 and 2.5-40 for Cr based on Dr and Cr based on Ko, respectively. Values of f/d are presented for "average" and "low average" conditions corresponding to the development of initial liquefaction, 5% axial strain, and 10%
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| axial strain.
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| In summary, for "average" soil conditions and Cr based on Dr, the minimum factor of safety for the development of 10% strain and initial liquefaction is 2.3 and 1.2, respectively.
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| For comparison, if Cr is based on Ko, the minimum factor of safety for development of 10% strain and initial liquefaction is 2.6 and 1.3, respectively.
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| 2.5.6.5.2.3.1.3 Effect of Lenses of Medium Dense Gray Fine Sand in the Wedron Till Above Elevation 585.0 The field investigation has indicated that small, discontinuous lenses of medium dense to dense (Dr as low as 60%) gray fine sand occur at the site. The cyclic strength of these lenses would be less than that used in the liquefaction evaluation. Using Cr as a function of Dr, the factor of safety for these lenses against failure ( 10% strain) would be approximately 1.0 and would be less than 1.0 for initial liquefaction. Using Cr as a function of Ko, the factor of safety for these lenses for the development of 10% average strain or initial liquefaction would be greater than 1.25. Using the most conservative of the results, it is concluded that the SSE would cause, at most, small settlements of these localized lenses of material. Thus the presence of these lenses within or near the slope would not impair the integrity of the slope.
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| 2.5.6.5.2.3.1.4 Effect of Evaluation at Elevation 584.0 Feet The liquefaction potential of the ESCP bottom at the Braidwood Station was also evaluated at elevation 584.0 feet. Factors of safety against liquefaction are calculated and presented for level ground at elevations 590 feet and 584 feet, and "average" and "low average" relative density conditions corresponding to the development of initial liquefaction (IL), 5% axial strain, and 10% axial strain.
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| Calculations indicating the various correction factors and the resulting factors of safety are presented in Tables 2.5-49 through 2.5-52.
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| 2.5-113 REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR The induced stresses, (d), and the stresses required to cause 10% strain (f) for level ground at elevation 590 feet are compared in Figures 2.5-116 and 2.5-117, and for level ground at elevation 584 feet in Figures 2.5-315 and 2.5-316. Figures 2.5-315 and 2.5-316 are plots of data from Table 2.5-51 which correspond to average relative density conditions.
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| Selection of Parameters The following parameters were used to calculate f/d:
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| Parameter Description and Source d Shear stress induced by SSE. d values are plotted with depth of the soil profile in Figures 2.5-116 and 2.5-117. These were computed based on a SHAKE analysis for level ground at elevation 590 feet. d values used in the calculations for level ground at elevation 584 feet, were calculated by using a simplified procedure for evaluating stresses described in Reference 118 (Seed & Idriss, 1982).
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| The SHAKE program has been run for level ground at elevation 584 feet and verifies that the d values shown in Tables 2.5-51 and 2.5-52 are conservative.
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| (d/23C) Stress ratio representative of laboratory cyclic strength of reconstituted test specimens at N=10 stress cycles. (d/23C)values vs. N are plotted in Figures 2.5-100 and 2.5-101 for soil type and relative density/fines content properties.
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| Dc Correction factor to adjust for effect of specimen reconstitution. Dc values are plotted in Figure 2.5-110 and are dependent on relative density and strain condition.
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| Cr Correction factor dependent on relative density or Ko, as appropriate. The selection of Cr based on Dr was made on the basis of an equivalent Sacramento River Sand Dr = 90% and the curve presented in Figure 2.5-111. The Cr value for Dr = 90% is 0.75. The selection of Cr based on Ko was obtained from Figure 2.5-113. The value of Ko was obtained based on OCR from Figure 2.5-115. The OCR was calculated as shown in Figure 2.5-314 for level ground at elevation 584.
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| For OCR greater than 4.5 a Ko value of 0.88 is selected. For Ko = 0.88, a value of Cr = 0.83 is selected from Figure 2.5-113.
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| Calculation Method The calculated factors of safety (FS) are presented in Tables 2.5-49 through 2.5-52. Three FS values are calculated (columns 2.5-114 REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR (8), (11), and (14) for each elevation and strain condition considered. The method used to calculate FS is as follows:
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| (1) FS in column (8)
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| (FS) Cr v d / 2 3C) d where Cr = 0.75 (2) FS (Cr based on Dr) in column (11)
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| FS (Cr based on Dr) = FS Dc (3) FS (Cr based on Ko) in column (14)
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| FS (Cr based on Ko) on column (14)
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| Cr FS (Cr based on Ko) = Fs (Cr based on Dr) 0.75 where Cr obtained from Figure 2.5-113.
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| 2.5.6.5.2.3.2 Conclusion Based on results of the liquefaction potential evaluation, it is concluded there is an ample margin of safety against liquefaction of the sand deposits within the ESCP for level ground surfaces at both elevations 590 feet and 584 feet. It is further concluded that the ESCP will maintain its structural integrity and provide for continuous circulation of the essential water for safe shutdown of the plant if necessary during the unlikely event of the postulated SSE.
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| 2.5.6.5.3 Analysis of the Interior Dike Located West of the ESCP Cross-section details of the interior dike located west of the ESCP are given as Section 18 in Figure 2.4-35. Plan view of the interior dike west of the ESCP is given in Figure 2.4-28. The toe of the interior dike at elevation 590 feet is located approximately 80 feet west of the top of the ESCP slope.
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| The static and dynamic stability analyses for the interior dike are summarized in Table 2.5-53.
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| The interior dike is not a Category I structure and was not designed for SSE loading. It has been designed to be stable under OBE loading.
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| The effect of failure of the interior dike on the ESCP was investigated by conservatively assuming that the entire failure slip circle of soil is deposited downstream beginning at the interior dike toe. This surcharge of failed soil will remain 50 feet or more away from the top of the ESCP slope and thereby not act as a critical surcharge at the head of the ESCP slope.
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| 2.5-115 REVISION 1 - DECEMBER 1989
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| BRAIDWOOD-UFSAR In the unlikely event that material from a failed portion of the interior dike did enter the ESCP, the volume of soil is so small that it would have an insignificant effect on the operation of the ESCP.
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| 2.5.6.6 Seepage Control 2.5.6.6.1 Methods of Analyses Seepage studies for the ESCP were carried out using finite element techniques such as described by R. L. Taylor (Reference 108). These studies were made using the computer program SEEPAGE (see Appendix D).
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| 2.5.6.6.2 Analysis Conditions Input for the computer program included the pond and site geometry, boundary conditions, soil till interface, directional permeabilities for the soil in flow domain, maximum available differential head, and initial trial phreatic surface. The trial phreatic surface line is corrected through an iterative procedure to satisfy the flow conditions.
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| The analysis was made with the assumption that under an unlikely SSE event, the cooling pond is completely drained and a 10-foot differential head is caused between the ESCP water surface and the groundwater table. (This is supported by data from LW-2 for the period from July 1973 to May 1977 which indicate a median groundwater level of 580.1 feet.) An average value of coefficient of permeability equal to 2 x 10-4 ft/sec (6.0 x 10-3 cm/sec) was assigned to sand deposits in both the horizontal and vertical directions. The permeability for till was found very small compared to sand, and till was therefore input as impervious boundary. The flow was assumed to occur primarily in an easterly and southerly direction. Flow to the north and west is negligible because of the slurry cutoff trench beneath the perimeter dike of the cooling lake. A plan view showing the boundary of the cooling lake which coincides with the perimeter dike slurry trench is given in Figure 2.4-37.
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| (The slurry trenches shown in Figure 2.5-74 are trenches that were installed prior to main plant and lake screenhouse construction to assist in construction dewatering of these facilities. These trenches are not considered permanent installations and should not be confused with the cooling lake perimeter dike slurry trench.)
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| The cooling lake perimeter dike slurry trench is continuous around the perimeter of the cooling lake and, therefore, continuous along the north and west sides of the essential service cooling pond (ESCP). Plan views of the ESCP and perimeter dike along the north and west sides of the ESCP are given in Figures 2.4-26 through 2.4-29. Sections of the perimeter dike and slurry trench are given in Figure 2.4-35. The slurry trench along the 2.5-116
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| BRAIDWOOD-UFSAR ESCP is a soil-bentonite backfilled slurry trench extending from elevation 597 feet to top of till and, in most cases, are keyed into till. As-built profiles are provided in Figures 2.5-310, 2.5-311, and 2.5-312.
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| The design of the ESCP does not rely on the slurry trench as a seepage barrier. The ESCP seepage has been conservatively determined assuming the slurry trench does not exist. Existance of the slurry trench only makes the seepage analysis more conservative.
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| 2.5.6.6.2.1 Aquifer Description The Equality Formation is composed primarily of fine to medium grained sands with some silt layers. This is based on a review of all the soil samples at the project site. Review of the essential service cooling pond borings, HS-1 through HS-18, and H-1 through H-4, and available grain size analyses indicates that the Equality Formation beneath the ESCP consists of dense to very dense, silty fine sands (SM) to fine sand (SP and/or SP-SM).
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| Figures 2.5-84, 2.5-94, and 2.5-118 present grain size curves for these soils.
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| In some borings and mapped sections, a 1 to 4 foot thick layer of coarse gravel, cobbles, and boulders in a fine to medium grained sand matrix occurs directly above the clay till of the Wedron Formation. The thickness of the gravel and cobbles is not 1 to 4 feet, but is contained within a 1 to 4 foot thick layer of fine sand, silty sand, and/or clayey sand. For instance, in geologic Section 23, there are two 4 to 6 inch layers of fine to coarse gravel near the bottom with 1 to 2 inches of lag gravel at the bottom.
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| Based on the review of logs of borings drilled in or near the ESCP, no borings reveal a 1 to 4 foot thick layer of coarse gravel, cobbles, or boulders within the Equality Formation. Only boring HS-14 indicated the presence of a thin gravel layer approximately 0.4 foot thick directly above the clay till layer.
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| Boring H-1 located 800 feet east of the ESCP indicated a lag gravel layer within the Wedron till formation beneath a 3.5 foot thick layer or silty clay till.
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| Six additional borings DSS-1 and DSS-66 through DSS-70 were drilled near the ESCP. Their locations are shown in Figure 2.5-90. Logs of these borings are shown in Figures 2.5-303 through 2.5-308. All of these borings show the lag gravel within the Wedron Formation and in most cases within a silty clay matrix.
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| In summary, a review of the ESCP borings conclusively shows that a layer of coarse gravels, cobbles, and/or boulders does not exist in the Equality Formation beneath the ESCP and in most cases, the gravel that is encountered is found within the Wedron Formation in a silty clay matrix or beneath a layer of silty clay till.
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| 2.5-117
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| BRAIDWOOD-UFSAR 2.5.6.6.2.2 Aquifer Thickness The seepage analyses for the ESCP are based on an aquifer thickness of 13 feet below elevation 584 feet. Based on the review of HS-series, DSS-1 and DSS-66 through DSS-70 borings, the thickness of the aquifer below elevation 584 feet in the ESCP area, in general, varies from 0.3 feet to 11.5 feet with few exceptions. Borings DSS-69 indicates a thickness of 13.1 feet and boring HS-5 indicates a thickness of 16.5 feet. The average thickness of the sand layer is approximately 9 feet. See Figure 2.5-93 for profiles within the ESCP.
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| Therefore, the seepage analysis based on a 13-foot thick layer of aquifer is very conservative with respect to the actual average of in situ conditions.
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| 2.5.6.6.2.3 Coefficient of Permeability (k) Values It was reported in an earlier response that "the k values of SP and SM material ranged from 7.37 x 10-2 cm/sec to 3.658 x 10-4 cm/sec with an average permeability of approximately 6.7 x 10-3 cm/sec/." These values are based on all the available laboratory data on permeability. However, if the soil samples obtained from the borings drilled in the ESCP area only are considered, which is more representative, the k values for SP and/or SM materials range from 10.0 x 10-3 cm/sec to 8.0 x 10-4 cm/sec and averages 4.3 x 10-3 cm/sec. These permeability values for the ESCP area are given in Table 2.5-43.
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| The laboratory permeability values for the HS series borings are constant head permeability tests on relatively undisturbed samples. The samples were obtained using an Osterberg sampler and the tube was fitted to a permeameter.
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| The laboratory k values were compared with k values estimated from the grain size distribution of selected soil samples.
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| Permeability values were estimated based on: (a) D10 size using the Allen Hazens formula; (b) D10 size and uniformity coefficient Cu; and, (c) D20 size using the United States Bureau of Soil Conservations (USBSC) formula. The first two emprical relations are based on the laboratory test results. The Braidwood laboratory test results are within the range of these estimated values. The third empirical relation, USBSC's formula, yields the best correlation with coefficients of permeability based on pumping tests. The estimated k values based on this empirical relationship are lower (i.e., impervious) than that of the Braidwood laboratory test results. Comparison k values discussed here are reported in Table 2.5-43.
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| The seepage analysis reported in Subsection 2.5.6.6.2 used an average value of coefficient of permeability equal to 6 x 10-3 cm/sec which is conservative with respect to the average value obtained for the ESCP from laboratory samples.
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| 2.5-118
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| BRAIDWOOD-UFSAR 2.5.6.6.2.4 Boundary Conditions In our seepage analysis the downstream exit point is approximately 380 feet from the bottom edge of the ESCP, which approximately corresponds to the nearest mine spoil. The hydraulic head with respect to the water level at the exit point is 6 feet based on boring logs drilled before construction of the cooling lake. However, a 10-foot head was used in the analysis.
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| This head and the shortest exit point have yielded a higher gradient than actually existed resulting in higher quantity of seepage.
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| The lowest water level recorded in piezometer LW-2, close to the ESCP, is at elevation 577.5 feet. The hydraulic head in the ESCP with respect to this lowest water level is 12.5 feet. However, the shortest distance between the bottom edge of the ESCP and the piezometer LW-2 is approximately 4,700 feet. This corresponds to a much lower hydraulic gradient than that of the one used in our analysis. Therefore, the seepage analysis reported in the FSAR is on the conservative side.
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| The north and west sides of the ESCP are located close to the perimeter dike of the cooling lake. See Figures 2.4-26 through 2.4-29. The perimeter dike has a slurry trench installed from elevation 597 feet to the top of the Wedron till and in most cases keyed into till. The trench is a soil-bentonite backfilled trench and will significantly reduce the amount of seepage from the ESCP even if the cooling lake dike fails. The seepage analysis assumes this slurry trench does not exist and is therefore conservative.
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| 2.5.6.6.3 Results of Seepage Analyses Pressure test results indicate that minor seepage occurs down through jointing in the shale bedrock. The possibility of large water loss from the ESCP as a result of solution cavities or mined-out areas is considered improbable for the following reasons:
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| : a. No solution cavities or mined-out areas have been encountered in any boreholes made within the pond area or neighboring plant area. The rock underlying the cooling pond consists of interbedded siltstones, shales, coals, and a local channel of sandstone. In general, the permeability of these rocks is relatively low. They are not subject to solution activity.
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| Below these rocks is the Fort Atkinson Limestone at a depth of about 125 feet. This thick limestone is porous, as shown by vugs and occasional porous zones noted on the logs. The water pressure tests show, however, very low permeabilities for this formation, 2.5-119
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| BRAIDWOOD-UFSAR indicating that the rock is relatively impermeable and that solution phenomena, if present, are minor.
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| : b. Figure 2.5-36 indicates that the area occupied by the ESCP which is just south of the plant site does not contain any mined-out areas. This drawing represents the results of an exhaustive records search as described in Subsection 2.5.1.2.7.2. Additional borings, labelled DSS in Figure 2.5-90, were made for the pond perimeter dike. These borings penetrated the bedrock below the coal seams. These borings show no evidence of mined-out areas around the outer perimeter of the pond in the heat sink area.
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| Subsection 2.5.1.2.1.2 also indicates that borings made by the Peabody Coal Company on 330-foot centers have not revealed any mined-out areas in the N 1/4 of Section 19, T32N, R9E. This area contains the plant and ESCP.
| |
| During a 30-day period, 1 foot of water would evaporate. Results of seepage study indicate that over a 30-day period the level of the pond would drop 0.5 foot. The combined water loss during a 30-day period due to seepage and evaporation would lower the surface of the ESCP by 1.5 feet. The design depth of the ESCP is 6.0 feet.
| |
| The seepage analysis is conservative for the following reasons:
| |
| : a. Aquifer thickness used in analysis is 4 feet greater than the average thickness determined from the ESCP borings.
| |
| : b. The gradient used in the analysis is higher than the actual gradient that existed before lake filling. In the event of a cooling lake failure, the ground at elevation 590 will remain saturated for some time.
| |
| Any hydraulic gradient which may be established away from the ESCP will develop very slowly due to gravity drainage of the fine sands. Since seepage through these sands has been cut off by a slurry trench installed around the entire perimeter of the cooling lake, there should be no hydraulic gradient established. Photographs of the ESCP have documented that after the slurry trench was installed the ESCP remained under groundwater before the cooling lake was filled. The seepage analysis performed assumed no presence of a slurry trench cutoff and instantaneous development of a hydraulic gradient greater than anticipated or measured at any location prior to construction of the cooling lake. These factors are extremely conservative.
| |
| 2.5-120 REVISION 3 - DECEMBER 1991
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : c. The coefficient of permeability used in the analysis is representative of the sands of the Equality Formation. It has been shown that it compares well with correlations using grain size and correlations developed using pumping tests.
| |
| An additional seepage analysis has also been performed using more conservative coefficients of permeability. The coefficients of permeability in the vertical direction and horizontal direction are 6.7 x 10-3 cm/sec and 2.0 x 10-2 cm/sec, respectively. The differential head used is again 10 feet which has been shown to be very conservative. Again the seepage was determined assuming the slurry trench does not exist. Results indicate that the drop in elevation of the ESCP due to seepage over a 30-day period is approximately 1.5 feet. This seepage drop combined with loss due to evaporation of approximately 1 foot gives a total drop of 2.5 feet or to elevation 587.5 feet. The pond surface area at elevation 687.5 is 95.4 acres based on an October 1981 hyrographic survey of the ESCP. The 95.4 acres is equal to or greater than the design area at elevation 590 feet as shown in Figure 9.2-8.
| |
| The analysis and discussions above clearly show that the seepage analysis is conservative and that the ESCP has ample supply of cooling water for the 30-day period.
| |
| 2.5.6.7 Diversion and Closure This subject is not applicable to the Braidwood site.
| |
| 2.5.6.8 Instrumentation An extensive cooling lake monitoring program has been followed since the beginning of lake filling on December 1, 1980. The ESCP is a submerged pond within the cooling lake and has been monitored as part of the overall cooling lake program and the Braidwood Stations' Surveillance Requirements. A complete summary of the cooling lake monitoring, including field observations and results of instrumentation are presented in the following report:
| |
| Report GD-9 Braidwood Lake Monitoring Program, Six Year Monitoring Summary Report, December 1980 to December 1986, dated January 1987 The report contains monitoring data consisting of the dike settlement measurements, dike and mine spoil slope indicator movements, observation well water level and quality measurements, lake peripheral drainage, river stage readings, and aerial and hydrographic surveys. The hydrographic surveys were bottom and slope contours of the ESCP. The survey consists of making a recording 2.5-121
| |
| | |
| BRAIDWOOD-UFSAR of depth measurements at specific time intervals along track lines, spaced equally over the pond. Also, included in this report are the results of the surveys in terms of the surface area and volume capacity.
| |
| Monitoring of the ESCP is covered by Surveillance Requirement 4.7.5.
| |
| 2.5.6.9 Construction Notes The ESCP is an excavated pond within the cooling lake. Design and in situ soil conditions were presented in subsections above.
| |
| The ESCP is constructed to remain intact during a design basis seismic event.
| |
| 2.5.6.10 Operational Notes Field observations and results of instrumentation for the ESCP are discussed in Subsection 2.5.6.8.
| |
| 2.5.7 References
| |
| : 1. N. M. Fenneman, Physioqraphy of Eastern United States, pp.
| |
| 499-518, McGraw-Hill Book Co., New York, 1938.
| |
| : 2. H. Faul, Ages of Rocks, Planets, and Stars, McGraw-Hill Book Company, Inc., New York, 1966.
| |
| : 3. J. C. Bradbury and E. Atherton, The Precambrian Basement of Illinois, p. 4, Circular 382, Illinois State Geological Survey, 1965.
| |
| : 4. A. J. Eardley, Structural Geology of North America, Harper and Row, New York, 1962.
| |
| : 5. H. B. Willman, et al., Handbook of Illinois Stratigraphy, Bulletin 95, Illinois State Geological Survey 1975.
| |
| : 6. H. B. Willman and J. C. Frye, Pleistocene Stratigraphy of Illinois, pp. 67 and 74, Bulletin 94, Illinois State Geological Survey 1970.
| |
| : 7. H. M. Bristol and T. C. Buschbach, Stratigraphic Setting of the Eastern Internal Region of the United States, in Backqround Materials - Reference 5, 1971.
| |
| : 8. D. H. Swann and A. H. Bell, Habitat of Oil in the Illinois Basin, Reprint 1958-W, Illinois State Geological Survey 1958.
| |
| : 9. K. E. Clegg, The LaSalle Anticlinal Belt in Illinois, pp.
| |
| 106-110, Illinois Geological Society Guidebook Series 8 (Prepared for the Geological Society of America Field Trip on November 10, 1970), 1970.
| |
| 2.5-122 REVISION 16 - DECEMBER 2016
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 10. T. C. Buschbach, Illinois State Geological Survey, unpublished report, 1973.
| |
| : 11. L. D. McGinnis, Tectonics and the Gravity Field in the Continental Interior, Jour. Geophys. Res., 75: 317-331, 1970.
| |
| : 12. D. A. Green, Trenton Structure in Ohio, Indiana, and Northern Illinois, Bulletin Am. Assoc. Petrol. Geol., 41: 634, 1957.
| |
| : 13. T. C. Buschbach, Cambrian and Ordovician Strata of Northeastern Illinois, pp. 20, 21, 64, 84, and 86, Report of Investigation 218, Illinois State Geological Survey, 1964.
| |
| : 14. K. E. Clegg, Subsurface Geology and Coal Resources of the Pennsylvanian System in Clark and Edgar Counties, Illinois, Circular 380, Illinois State Geological Survey, 1965.
| |
| : 15. D. R. Kolata and T. C. Buschbach, Plum River Fault Zone of Northwestern Illinois, Ill. State Geol. Surv. Circ. 491, p. 20, 1976.
| |
| : 16. E. P. DuBois and R. Siever, Structure of the Shoal Creek Limestone and Herrin (No. 6) Coal in Wayne County, Illinois, Report of Investigation 182, Illinois State Geological Survey, 1955.
| |
| : 17. F. L. Brownfield, Structural History of the Centralia Area, Report of Investigation 172, Illinois State Geological Survey, 1954.
| |
| : 18. W. N. Melhorn and N. M. Smith, The Mt. Carmel Fault and Related Structural Features in South-Central Indiana, Report of Progress No. 16, Indiana Geological Survey, 1959.
| |
| : 19. G. V. Cohee, "Geological History of the Michigan Basin,"
| |
| Journal of the Washington Academy of Science, Vol. 55, pp.
| |
| 211-233, 1965.
| |
| : 20. J. S. Templeton and H. B. Willman, Central Northern Illinois Guidebook for the 16th Annual Field Conference of the Tri-State Geological Society, p. 8, Guidebook Series 2, Illinois State Geological Survey, 1952.
| |
| : 21. T. C. Buschbach, written communication, Illinois State Geological Survey, Urbana, Illinois, 1973.
| |
| : 22. L. D. McGinnis, Crustal Tectonics and Precambrian Basement in Northeastern Illinois, pp. 14, 20, and 25, Report of Investigation 219, Illinois State Geological Survey, 1966.
| |
| 2.5-123 REVISION 3 - DECEMBER 1991
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 23. T. C. Buschbach and G. E. Heim, Preliminary Geological Investigations of Rock Tunnel Sites for Flood and Pollution Control in the Greater Chicago Area, Environ. Geol.Notes, Illinois State Geological Survey, (52): 21, 24 1972.
| |
| : 24. T. C. Buschbach, written communication, Illinois State Geological Survey, Urbana, Illinois, 1977.
| |
| : 25. A. H. Bell, Structure of Centralia and Sandoval Oil Fields, Illinois Petroleum No. 10, Illinois State Geological Survey, 1927.
| |
| : 26. W. W. Rubey, Geology and Mineral Resources of the Hardin and Brussels Quadrangles, Prof. Paper 218, U. S. Geological Survey, 1952.
| |
| : 27. C. E. Dutton and R. E. Bradley, Lithologic, Geophysical, and Mineral Commodity Maps of Precambrian Rocks in Wisconsin, Map 10631, Miscellaneous Geological Investigations, U. S. Geological Survey, Plate 5, 1970.
| |
| : 28. A. V. Heyl, et al., The Geology of the Upper Mississippi Valley Zinc-Lead District, Professional Paper No. 309, U.S.
| |
| Geological Survey, 1959.
| |
| : 29. F. T. Thwaites, Map of Buried Precambrian of Wisconsin, Wisconsin State Geological Survey 1957.
| |
| : 30. M. E. Ostrom, written communciation, Wisconsin Geological and Natural History Survey, Madison, Wisconsin, 1975.
| |
| : 31. L. E. Becker, written communciation, Indiana Department of Natural Resources, Geological Survey, Bloomington, Indiana, 1975.
| |
| : 32. T. C. Buschbach and R. Ryan, Ordovician Explosion Structure at Glasford, Illinois, American Association of Petroleum Geologists Bulletin, Vol. 47: 2015-2022, 1963.
| |
| : 33. G. H. Emrich and R. E. Bergstrom, Des Plaines Disturbance, Northeastern Illinois, Bulletin Geol. Soc. America, 73: 939-963, 1962.
| |
| : 34. D. G. Sutton, Exploration Potential of the Rough Creek Fault System (in Proceedinq - Reference 16) 1971.
| |
| : 35. C. H. Summerson, Precambrian in Ohio and Adjoining Areas, Report of Investigation 44, Ohio Geological Survey, 1962.
| |
| : 36. A. V. Heyl, The 38th Parallel Lineament and its Relationship to Ore Deposits, Economic Geology, 57: 879-894, 1972.
| |
| 2.5-124 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 37. J. M. Weller, et al., Geology of the Fluorspar Deposits of Illinois, Bulletin 76, Illinois State Geological Survey, 1952.
| |
| : 38. H. B. Stonehouse and G. M. Wilson, Faults and Other Structures in Southern Illinois, Circular 195, Illinois State Geological Survey, 1955.
| |
| : 39. Background Material and Proceedings For Symposium on Future Petroleum Potential of NPC Region 9 (Illinois Basin, Cincinnati Arch, and Northern Part of Mississippi Embayment), Illinois Petroleum 95, Illinois State Geological Survey, 1971.
| |
| : 40. Background Material and Proceedings for Symposium on Future Petroleum Potential of NPC Region 9 (Illinois Basin, Cincinnati Arch, and Northern Part of Mississippi Embayment), Illinois Petroleum 96, Illinois State Geological Survey, 1971.
| |
| : 41. H. R. Schwalb, et al., Oil and Gas Map of Kentucky (Sheets 1 and 2), Series X, Kentucky Geological Survey 1971.
| |
| : 42. H. B. Willman, et al., Geological Map of Illinois, Illinois State Geological Survey 1967.
| |
| : 43. C. A. Ross, Structural Framework of Southernmost Illinois,
| |
| : p. 23, Circular 851, Illinois State Geological Survey 1963.
| |
| : 44. J. G. Grohskopf, Subsurface Geology of the Mississippi Embayment of Southeast Missouri, Second Series, Vol. 37, Missouri Geological Survey and Water Resources, 1955.
| |
| : 45. P. C. Heigold, A Gravity Survey of Extreme Southern Illinois, Circular 450, Illinois State Geological Survey, 1970.
| |
| : 46. L. D. McGinnis, Crustal Movements in Northeastern Illinois, University Microfilms, Ann Arbor, Michigan 1965.
| |
| : 47. M. M. Leighton, G. E. Ekblaw, and C. L. Horberg, Physiographic Divisions of Illinois, Journal of Geology, 56:
| |
| 16-33, 1948.
| |
| : 48. C. W. Shabica, Depositional Environment in the Francis Creek Shale, in Depositional Environments in Parts of the Carbondale Formation - western and northern Illinois, Illinois State Geological Survey Guidebook Series No. 8, Illinois State Geological Survey 1970.
| |
| : 49. J. Potsch, Sample Study - Braidwood City Well, Will County, Illinois, Section 8 - 32N-9E, Illinois State Geological Survey, Geologic Records Section (1937).
| |
| 2.5-125
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 50. R. A. Peppers, personal communication, Illinois State Geological Survey, Urbana, Illinois 1976.
| |
| : 51. R. M. Grogan, Present State of Knowledge Regarding the Precambrian Crystallines of Illinois, p. 98, Circular 175, Illinois State Geological Survey, 1949.
| |
| : 52. M. J. Conna Modesto, 1969 to 1957, The Braidwood Story.
| |
| : 53. C. H. Cady, Coal Resources of District I, Bulletin 10, Illinois Coal Mining Investigation, 1915.
| |
| : 54. R. A. Peppers, Correlation and Polynology of Coals in the Carbondale and Spoon Formations of the Northeastern Part of the Illinois Basin, pp. 14-173, Bulletin 93, Illinois State Geological Survey 1970.
| |
| : 55. W. H. Smith, et al., Depositional Environment of Parts of the Carbondale Formation and the Francis Creek Shale and Associated Strata in Western and Southern Illinois, pp. 34-41.
| |
| Illinois Geological Society Guidebook Series S (Prepared for the Geological Society of American Field Trip on November 9-10, 1970). 1970.
| |
| : 56. Unassigned
| |
| : 57. S. O. Andres, Mining Practice in District I (Longwall),
| |
| Bulletin 5, Illinois Coal Mining Investigation Cooperative Agreement of the State Geological Survey, Department of Mining Engineering of the University of Illinois, and the U.S. Bureau of Mines, 1(2): 21, University of Illinois, Urbana, Illinois (July, 1914).
| |
| : 58. Peabody Coal Company: (at Saint Louis, Missouri) John Arnold, Vice President - Engineering and Henry David, Regional Engineer; (at Northern Mine - Braidwood, Illinois) Fred Nahas and James Hendricks - Mine Superintendent.
| |
| : 59. United States Geological Survey: A. V. Heyl.
| |
| : 60. C. A. Herbert and J. J. Rutledge, Subsidence Due to Coal Mining in Illinois, A cooperative Study between the Bureau of Mines, Department of Commerce, Illinois State Geological Survey, and the Engineering Experiment Station of the University of Illinois, pp. 17 and 28, Bulletin 238, U.S. Bureau of Mines, 1927.
| |
| 2.5-126 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 61. L. E. Young, Surface Subsidence in Illinois Resulting from Coal Mining, p. 77, Bulleting 17, Illinois Coal Mining Investigation Cooperative Agreement of the State Geological Survey, the University of Illinois, and the U.S. Bureau of Mines, Illinois State Geological Survey, University of Illinois, Urbana, Illinois 1916.
| |
| : 62. W. Fellenius, "Erdstatische Berechnungen mit Reibung and Kohaesion (Adhaesion) und Unter Annahme Kreiszylindrischer.
| |
| Gleitflaecher" ("Statical Analysis of Earth Slopes and Retaining Walls Considering both Friction and Cohesion and Assuming Cylindrical Sliding Surfaces"), Ernst, Berlin, 1927.
| |
| : 63. Voight and Pariseau, State of Predictive Art in Subsidence Engineering, Journals of Soil Mechanics and Foundation Division, ASCE, (SM2) 1970.
| |
| : 64. J. A. Udden, Observations on the Earthquake of May 25, 1909, Pop. Sci. Monthly, pp. 154-162 (August, 1910).
| |
| : 65. J. A. Udden, Observations on the Earthquake in the Upper Mississippi Valley, May 26, 1909, Transactions, Illinois Acad.
| |
| Sci., pp. 132-143 1910.
| |
| : 66. A. D. Udden, On the Earthquake of January 2, 1912, in the Upper Mississippi Valley, Transactions, Illinois Acad. Sci., 5:
| |
| 111-115 1912.
| |
| : 67. N. S. Shaler, Earthquakes of Western United States, Atlantic Monthly, 24(445): 549-559 1869.
| |
| : 68. P. C. Heigold, Notes on the Earthquake of September 15, 1972, in Northern Illinois, Illinois State Geol. Survey, Environ.
| |
| Geol. Notes, No. 59, 15p., 1972.
| |
| : 69. J. L. Coffman and C. A. von Hake, Earthquake History of the United States, National Oceanic and Atmos. Adm., Boulder Colo.,
| |
| Pub. 41-1 (revised edition through 1970), 1973.
| |
| : 70. P. C. Heigold, Notes on the Earthquake of November 9, 1968, in Southern Illinois, Environ. Geol. Notes, No. 24, Ill. State Geo. Surv., 1968.
| |
| : 71. J. B. Hadley and J. F. Devine, Seismotectonic Map of the Eastern United States, U.S. Geol. Survey, Misc. Field Studies, Map MF-620, 3 sheets, 1974.
| |
| : 72. P. B. King, The Tectonics of Middle North America, Hafner Publishing Company, New York, 1951.
| |
| 2.5-127
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 73. M. L. Fuller, The New Madrid Earthquake, Bulletin 494, U.S.
| |
| Geol. Surv., 1912.
| |
| : 74. O. W. Nuttli, The Mississippi Valley Earthquakes of 1811 and 1812, Intensities, Ground Motion, and Magnitudes, Seismol. Soc.
| |
| Amer. Bull. 63, 1:227-243, 1973.
| |
| : 75. R. G. Stearns and C. W. Wilson, Relationship of Earthquakes and Geology in West Tennessee and Adjacent Areas, Tennessee Valley Authority 1972.
| |
| : 76. L. D. McGinnis and C. P. Ervin, Earthquakes and Block Tectonics in the Illinois Basin, Geology, 2:517-519, 1974.
| |
| : 77. R. L. Street and R. B. Herrmann, Map Showing Fault Plane Solutions for Seismic Events in the Region of Interest for the Period 1962 to 1972, Figure 25-21 Refuge Site PSAR Manuscript.
| |
| : 78. R. L. Street, R. B. Herrmann and O. W. Nuttli, Earthquake Mechanics in the Central United States, Science 184: 1285-1287 1974.
| |
| : 79. O. W. Nuttli, State of the Art for Assessing Earthquakes Hazards in the United States, Report 1, Design Earthquakes for the Central United States, U.S. Army Engineer Waterway Experiment Station, Vicksburg, Mississippi.
| |
| : 80. Public Service Indiana, Marble Hill Preliminary Safety Analysis Report, Docket Nos. 50-546 and 50-547 1975.
| |
| : 81. Sargent & Lundy Supplemental Discussion Concerning the Limit of the Northern Extent of Large Intensity Earthquakes Similar to the New Madrid Events, May 23, 1975.
| |
| : 82. P. C. Heigold, An Aeromagnetic Survey of Southwestern Illinois, Ill. State Geol. Surv. Circ. 494, 28p., 1976.
| |
| : 83. L. D. McGinnis, P. C. Heigold, C. P. Ervin, and M. Heidar, The Gravity Field and Tectonics of Illinois, Ill. State Geol.
| |
| Survey Circ. 494, 1976.
| |
| : 84. W. Stauder and others, Seismic Characteristics of Southeast Missouri as Indicated by a Regional Telemetered Microearthquake Array, Seismol. Soc. Amer. Bull. 66, 6:1953-1964 (December 1976).
| |
| : 85. Rochester Gas and Electric Corporation, Sterling Unit No. 1 Preliminary Safety Analysis Report, Docket No. 50-485 1974.
| |
| 2.5-128 REVISION 3 - DECEMBER 1991
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 86. Kansas Gas and Electric Company/Kansas City Power & Light Company, Wolf Creek Preliminary Safety Analysis Report, Docket No. 50-482, 1974.
| |
| : 87. Union Electric Company, Callaway Preliminary Safety Analysis Report, Dockets Nos. 50-488 and 50-486 1976.
| |
| : 88. J. Docekal, Earthquakes of the Stable Interior, with Emphasis on the Midcontinent, Ph.D. dissertation, Univ. of Neb.
| |
| Lincoln, Vols. 1 and 2, 1971.
| |
| : 89. M. D. Trifunac and A. G. Brady, On the Correlation of Seismic Intensity Scales with the Peaks of Recorded Strong Ground Motion, Seismol. Soc. Amer. Bull. 65, 1:136-162 (February 1975).
| |
| : 90. M. K. Ravindra, Evaluation of Seismic Risk for Braidwood Station, Project No. 4633-00, Unit 1, Commonwealth Edison Company, Sargent & Lundy Report No. SAD-179, Revision 1, 1976.
| |
| 91 H. B. Seed and J. M. Idriss, Simplified Procedure for Evaluating Soil Liquefaction Potential, Journal of Soil Mechanics and Foundations Division, ASCE, 97 (SM9): 1249-1273 (1971).
| |
| : 92. L. S. Jakobsen, Steady Force Vibration as Influenced by Damping, Transactions, ASME, 52 (1); 169-181, 1930.
| |
| : 93. L. S. Jakobsen, Damping in Composite Structures, Proc., 2nd World Conference on Earthquake Engineering, Vol. 8: 1027-1044, Tokyo, 1960.
| |
| : 94. N. Janbu, Settlement Calculations Based on the Tangent Modulus Concept, Bulletin 2, Soil Mechanics and Foundation Engineering, the Technical University of Norway, Trondheim, 1967.
| |
| : 95. K. D. Stagg and 0. C. Zienkiewicz, Rock Mechanics in Engineering Practice, John Wiley and Sons, Inc., New York (1968).
| |
| : 96. K. Terzaghi and R. B. Peck, Soil Mechanics in Engineering Practice, John Wiley and Sons, Inc., New York (1967).
| |
| : 97. N. Mononabe, "Earthquake-Proven Construction of Masonry Dams," Proceedings, Work Engineering Conference, Vol. 9, p. 275, 1929.
| |
| : 98. S. Okabe, "General Theory of Earth Pressure", Journal of Japanese Society of Civil Engineers, Vol. 12, No. 1, 1926.
| |
| 2.5-129 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 99. H. B. Seed and R. V. Whitman, "Design of Earth-Retaining Structures for Dynamic Loads," Proceedings of the ASCE Specialty Conference on Lateral Stresses in the Ground and Design of Earth Retaining Structures, 1970.
| |
| 100. H. M. Westergaard, "Water Pressures on Dams During Earthquakes," Transactions ASCE, Vol. 98, p. 418, 1933.
| |
| 101. H. Matuo and S. Ohara, "Lateral Earth Pressure and Stability of Quay Walls During Earthquakes," Proceedinqs of the Second World Conference on Earthquake Engineering, Vol. 1, Japan, 1950.
| |
| 102. H. J. Gibbs and W. G. Holtz, "Research on Determining the Density of Sand by Spoon Penetration Test," Proc. Fourth Int.
| |
| Conf. Soil Mech. and Found. Eng., Vol. I, pp. 35-39, 1957.
| |
| 103. Unassigned 104. H. B. Seed and W. H. Peacock, Applicability of Laboratory Test Procedures for Measuring Soil Liquefaction Characteristics Under Cyclic Loading, Report No. IERC 70-8, Earthquake Engineering Research Center University of California, Berkeley, California (November, 1970).
| |
| 105. H. B. Seed and W. H. Peacock, Test Procedures for Measuring Soil Liquefaction Characteristics, Journal of Soil Mechanics, Foundations Division, ASCE, 97(SM8): 1099-1119, August 1971.
| |
| 106. A. J. Hendron, Jr., "The Behavior of Sand in One-Dimensional Compression." Ph.D Thesis, University of Illinois, 1963.
| |
| 107. H. B. Seed, K. L. Lee, I. M. Idriss, and F. Makdis:
| |
| "Analysis of the Slides in the San Fernando Dams during the Earthquake of Feb. 9, 1971" Earthquake Engineering Research Center, Report No. EERC 73-2, June 1973.
| |
| 108. R. L. Taylor, Computer Program FPM500, "Axisymmetric and Plane Flow in Porous Media," University of California, July, 1968.
| |
| 109. H. M. Bristol and R. H. Howard, Paleogeologic Map of the Sub-Pennsylvanian Chesterian (Upper Mississippian) Surface in the Illinois Basin, Illinois State Geological Survey, Circular 458, 1971.
| |
| 110. I. W. D. Dalziel and R. H. Dott, Jr., Geology of the Baraboo District, Wisconsin, Information Circular Number 14, Wisconsin Geological and Natural History Survey, 1970.
| |
| 2.5-130 REVISION 9 - DECEMBER 2002
| |
| | |
| BRAIDWOOD-UFSAR 111. H. H. Gray, Oral Communication, Indiana Geological Survey, 1973.
| |
| 112. F. T. Thwaites, Buried Pre-Cambrian of Wisconsin, Geogical Society America Bulletin, Vol. 42, pp. 719-750, 1931.
| |
| 113. H. P. Woolard and H. R. Joesting, Bouguer Gravity Anomaly Map of the United States, U. S. Geological Survey, 1964.
| |
| 114. G. V. Cohee and C. W. Carter, Structural Trends in the Illinois Basin, Illinois State Geological Survey, Circular 59, 1970.
| |
| 115. M. H. McCracken, Structural Features of Missouri, Missouri Report of Investigation 49, Missouri Geological Survey and Water Resources, 1971.
| |
| 116. H. B. Willman and J. N. Payne, Geology and Mineral Resources of Marseilles, Ottawa, and Streator Quadrangles, Illinois State Geological Survey, Bulletin 66, 1942.
| |
| 117. L. D. McGinnis, Crustal Movements in Northeastern Illinois, University Microfilms, Ann Arbor, 1965.
| |
| 118. H. B. Seed and I. M. Idriss, "Ground Motions and Soil Liquefaction During Earthquakes," Earthquake Engineering Research Institute, 1982.
| |
| 2.5.8 Individual and Agencies Contacted
| |
| : 1. Chicago Title and Trust Insurance Company (Records), Joliet, Illinois.
| |
| : 2. Grundy County, Office of the Recorder, Morris, Illinois.
| |
| : 3. Illinois Archives, Springfield, Illinois.
| |
| : 4. Illinois Department of Mines and Minerals, Springfield, Illinois; Edna Roach, Administration Secretary; Joseph C. Tabor,
| |
| : 5. Illinois Division of Highways, Elgin, Illinois: David Sturn.
| |
| : 6. Illinois State Geological Survey: E. Atherton, J. Bogner, H. M. Bristol, T. C. Buschbach, K. K. Clegg, C. Collinson, W.
| |
| Dixon, D. L. Gross, P. C. Heigold, D. R. Kolata, R. A. Peppers, J. Simon, W. C. Smith, W. H. Smith, H. B. Willman.
| |
| : 7. Indiana Geological Survey: T. C. Dawson and H. H. Gray.
| |
| : 8. Kankakee County, Office of the Recorder, Kankakee, Illinois.
| |
| 2.5-131
| |
| | |
| BRAIDWOOD-UFSAR
| |
| : 9. Kentucky Geological Survey: E. M. Wilson.
| |
| : 10. Missouri Geological Survey and Water Resources: L. D.
| |
| Fellows.
| |
| : 11. Northern Illinois University: L. D. McGinnis.
| |
| : 12. Will County, Office of the Recorder, Joliet, Illinois.
| |
| : 13. Wisconsin Geological and Natural History Survey: M. E.
| |
| Ostrom.
| |
| 2.5-132
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-1
| |
| | |
| ==SUMMARY==
| |
| OF MAJOR FOLDS WITHIN 200 MILES OF THE SITE NAME IDENTIFICATION* MAJOR MOVEMENT**
| |
| Ashton Arch B Late Paleozoic (Ref. 20)
| |
| Baraboo Syncline S Precambrian* (Ref. 110)
| |
| Brookville Dome B Late Paleozoic (Ref. 15)
| |
| Clay City Anticline B Late Paleozoic (Ref. 114)
| |
| Downs Anticline B Late Paleozoic (Ref. 114)
| |
| DuQuoin Monocline U Post-Mississippian, Middle Pennsylvanian (Ref. 17)
| |
| Fond du Lac Syncline B Late Paleozoic Forreston Dome S, B Late Paleozoic (Ref. 15)
| |
| Herscher Dome B Late Paleozoic (Ref. 20)
| |
| Illinois Basin S, B, G Early to late Paleozoic (Ref. 4)
| |
| Kankakee Arch S, B, G Ordovician or Devonian to late Mississippian (Ref. 4)
| |
| LaSalle Anticlinal Belt S, B, G Late Mississippian and Pennsylvanian (Ref. 4)
| |
| Leesville Anticline S, Str Late Mississippian, Early Pennsylvanian (Ref. 18)
| |
| Leaf River Anticline S, B Late Paleozoic (Ref. 15)
| |
| Lincoln Anticline S Late Paleozoic (Ref. 115)
| |
| Louden Anticline B Late Paleozoic (Ref. 114)
| |
| Marshall Syncline Sc Post-Mississippian, Pre-Mesozoic (Ref. 10)
| |
| Mattoon Anticline B Late Paleozoic (Ref. 114) 2.5-133
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-1 (Cont'd)
| |
| NAME IDENTIFICATION* MAJOR MOVEMENT**
| |
| Meekers Grove Anticline B Late Paleozoic (Ref. 28)
| |
| Michigan Basin S, B, G Middle Ordovician to Middle Pennsylvanian, Jurassic (Ref. 19)
| |
| Mineral Point Anticline B Late Paleozoic (Ref. 28)
| |
| Mississippi River Arch S, B, G Lake Mississippian (Ref.
| |
| 40)
| |
| Murdock Syncline U Post-Mississippian Pre-Mesozoic (Ref. 14)
| |
| Oregon Anticline B Late Paleozoic (Ref. 20)
| |
| Pittsfield Anticline B Late Paleozoic (Ref. 114)
| |
| Polo Basin B Late Paleozoic (Ref. 20)
| |
| Salem Anticline U Post-Mississippian, Pre-Mesozoic (Ref. 109)
| |
| Tuscola Anticline U Post-Mississippian, Pre-Mesozoic (Ref. 14)
| |
| Uptons Cave Syncline S, B Late Paleozoic (Ref. 15)
| |
| Waterloo Syncline B Late Paleozoic Wisconsin Arch S, B, G Early to late Paleozoic (Ref. 4)
| |
| Notes:
| |
| Structures listed in this table are shown on Figures 2.5-9, 2.5-10 and 2.5-9a.
| |
| * S = Surface mapping B = Borehole G = Geophysical Str = Structure U = Undifferentiated
| |
| ** Final movement considered to be pre-Cretaceous except as noted.
| |
| 2.5-134
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-2
| |
| | |
| ==SUMMARY==
| |
| OF FAULTS WITHIN 200 MILES OF THE SITE NAME IDENTIFICATION*** FAULT TYPE AND DISPLACEMENT LAST MOVEMENT (Appleton)*, ** S, B (Ref. 29) South side down Post-Silurian, (inferred) pre-Pleistocene (Ref. 30)
| |
| Cap Au Gres 1000 ft of structural relief Faulted Flexure S, B (Ref. 26) Post-Mississippian (Ref. 26)
| |
| Centralia S, B Down 200 ft on west side Post-Pennsylvanian (Ref. 17)
| |
| (Ref. 17)
| |
| Chicago Area Basement Fault Zone G (Ref. 23) South side down Precambrian (Ref. 23)
| |
| Chicago Area Minor Both north and south down- Post-Silurian, Faults G (Ref. 22) thrown blocks, displacement pre-Pleistocene (Ref. 22)
| |
| (inferred) up to 55 ft (Ref. 22)
| |
| Des Plaines Sc (Ref. 42) Radial and concentric Post Pennsylvanian (Ref. 33)
| |
| Disturbance approx. 5 mi. diameter Fortville B (Ref. 111) Southeast side down 60 ft Post-Devonian, (Ref. 111) pre-Pleistocene (Ref. 111)
| |
| (Green Bay) S (Ref. 29) South side down (Ref. 29) Post-Silurian, (inferred) pre-Pleistocene (Ref. 30)
| |
| Note: Structures listed in this table are shown in Figure 2.5-9.
| |
| * Name assigned by Dames & Moore.
| |
| ** Most recent authorities doubt the existence of these faults (Ref. 24, 30)
| |
| *** S = surface, B = borehole, G = geophysical, Sc = structure.
| |
| 2.5-135
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-2 (Cont'd)
| |
| NAME IDENTIFICATION*** FAULT TYPE AND DISPLACEMENT LAST MOVEMENT (Lanesville) (Ref. B (Ref. 29) North side down (Ref. 29) Post-Silurian, (inferred) pre-Pleistocene (Ref. 30)
| |
| Mt. Carmel S, B (Ref. 18) West side down 80 to Early Pennsylvanian 175 ft (Ref. 18) (Ref. 18)
| |
| (Madison)** B (Ref. 29) North side down (Ref. 29) Post-Silurian, (inferred) pre-Pleistocene (Ref. 30)
| |
| Mifflin S (Ref. 27, 28) South side down 65 ft, Pre-Pleistocene (Ref. 30) 1000 ft strike-slip dis-placement (Ref. 27, 28)
| |
| Northeast-trending S Both east and west blocks Post-Pennsylvanian, faults north of downthrown (Ref. 39, 40) Pre-Pleistocene (Ref.10)
| |
| Rough Creek Fault Zone (Wabash Valley Fault Zone)
| |
| Northeast-trending S, B Both east and west blocks Post-Pennsylvanian, faults south of downthrown (Ref. 39, 40) Pre-Pleistocene (Ref. 10)
| |
| Rough Creek Fault Zone Oglesby* B (Ref. 12) Down on west side Pre-Cretaceous (inferred) 1200 ft (Ref. 12)
| |
| Plum River Fault Zone S, B, G North side down 100 to Post-Silurian, (Ref. 15) 400 ft (Ref. 15) pre-Pleistocene (Ref. 15)
| |
| Rough Creek Fault S (Ref. 34) North side down (Ref. 39, Post-Pennsylvanian, Zone B (Ref. 34) 40) some members show pre-Pleistocene (Ref. 10)
| |
| G (Ref. 113) opposite displacement 2.5-136
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-2 (Cont'd)
| |
| NAME IDENTIFICATION*** FAULT TYPE AND DISPLACEMENT LAST MOVEMENT Royal Center B (Ref. 31) Southeast side down Post-Devonian, 100 ft (Ref. 31) pre-Pleistocene (Ref. 111)
| |
| Ste. Genevieve Fault S (Ref. 34) North side down 1000 to Post-Pennsylvanian, Zone B (Ref. 34) 2000 ft (Ref. 10) pre-Pleistocene (Ref. 5)
| |
| G (Ref. 113)
| |
| Sandwich Fault Zone S, B, G Main fault: northeast side Post-Pennsylvanian, down 900 ft (Ref. 116) pre-Mesozoic (Ref. 22)
| |
| Subsidiary fault: southeast side down 125 ft (Ref. 46)
| |
| Tuscola** B (Ref. 12) Down on west side Pre-Cretaceous (inferred) 2000 ft (Ref. 12)
| |
| Waukesha** S (Ref. 112) Downthrown on southeast side Post-Silurian, (inferred) B 45 ft (Ref. 112) extent of pre-Pleistocene fault is inferred (Ref. 30) (Ref. 30)
| |
| NOTES
| |
| : 1. Structures listed in this table are shown in Figure 2.5-9.
| |
| : 2. S = Surface, B = Borehole, G = Geophysical, Sc = Structure.
| |
| 2.5-137
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-3 UNCONFINED ROCK COMPRESSION TEST DATA, PLANT SITE BORINGS ULTIMATE COMPREESIVE BORING DEPTH GEOLOGIC STRENGTH ELEVATION NO. (ft) UNIT (psi) (ft)
| |
| A-2 60 Francis Creek 7,286 533.0 A-2 95 Spoon 5,510 498.0 A-2 122 Brainard 7,142 471.0 A-2 125 Fort Atkinson 7,122 468.0 A-2 158 Fort Atkinson 1,878* 435.0 A-2 165 Scales 8,469 428.0 A-2 252 Galena 9,591 341.0 A-3 215 Scales 5,918 383.3 A-5 63 Francis Creek 6,735 535.5 A-5 101 Francis Creek 5,414 497.5 A-5 126 Fort Atkinson 3,121 472.5 A-5 146 Fort Atkinson 8,551 452.5 A-11 115 Spoon 8,600 487.0 A-11 142 Fort Atkinson 14,333 460.0 A-11 161 Fort Atkinson 12,611 441.0 A-11 163 Fort Atkinson 6,688 439.0 A-17 73 Francis Creek 980* 526.0 A-18 63 Francis Creek 3,469 538.4 Shear break 2.5-138
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-3 (Cont'd)
| |
| ULTIMATE COMPRESSIVE BORING DEPTH GEOLOGIC STRENGTH ELEVATION NO. (ft) UNIT (psi) (ft)
| |
| MP-3 108 Spoon 5,270 492.2 MP-11 67 Francis Creek 7,090 532.8 MP-18 160 Fort Atkinson 10,900 438.9 MP-18 189 Scales 6,660 409.9 MP-25 73 Francis Creek 4,850 524.2 MP-30 175 Fort Atkinson 10,600 426.1 MP-32 79 Francis Creek 2,420 523.9 MP-38 121 Spoon 4,020 481.6 MP-45 124 Spoon 7,070 477.8 MP-50 41 Channel Sandstone 2,720 560.5 2.5-139
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-4 RESONANT COLUMN TEST DATA FIELD FIELD SHEAR SHEAR MODULUS ELEVA- MOISTURE DRY CONFINING STRAIN WAVE OF BORING TION SOIL OR CONTENT DENSITY PRESSURE AMPLITUDE VELOCITY RIGIDITY DAMPING NO. (ft) ROCK TYPE (%) (lb/ft3) (lb/ft2) (%) (ft/sec) (lb/ft2) (%)
| |
| A-1 563.9 ML 9.7 134 1,000 0.0080 568 1.47x106 3.7 (Wedron 2,000 0.0058 697 2.21x106 4.3 Formation) 3,000 0.0041 852 3.30x106 3.8 TP-1* 589.8 SM 11.9* 114* 1,300 0.0084 568 1.28x106 1.0 (Equality 2,050 0.0058 719 2.05x106 1.2 Formation) 2,800 0.0045 840 2.78x106 0.8 A-4 558.1 ML 10.7 130 1,000 0.0054 727 2.35x106 3.4 (Residual 2,000 0.0051 752 2.52x106 3.7 Soil) 3,000 0.0046 793 2.80x106 3.5 A-5* 578.5 SP 21.0 101 750 0.0096 522 1.04x106 0.8 (Equality 1,500 0.0074 625 1.49x106 0.6 Formation) 2,250 0.0062 700 1.87x106 0.5 A-6* 575.2 SP 17.8 109 750 0.0090 542 1.17x106 0.8 (Equality 1,500 0.0069 650 1.68x106 0.6 Formation) 2,250 0.0058 725 2.09x106 0.6 A-3 526.3 Siltstone 2.0 148 3,975 0.0015 2911 39.77x106 3.3 (Francis 6,000 0.0015 2978 41.63x106 (avg)
| |
| Creek) 8,000 0.0014 3018 42.74x106
| |
| *Test specimen was recompacted from bulk sample from test pit. Moisture content and dry density of test specimen differ from in situ values (see Table 2.5-13).
| |
| 2.5-140 REVISION 1 - DECEMBER 1989
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-4 (Cont'd)
| |
| FIELD FIELD SHEAR SHEAR MODULUS ELEVA- MOISTURE DRY CONFINING STRAIN WAVE OF BORING TION SOIL OR CONTENT DENSITY PRESSURE AMPLITUDE VELOCITY RIGIDITY DAMPING NO. (ft) ROCK TYPE (%) (lb/ft3) (lb/ft2) (%) (ft/sec) (lb/ft2) (%)
| |
| A-3 438.3 Limestone 2.0 165 10,000 0.0013 3353 58.67x106 (Fort 12,000 0.0014 3337 58.09x106 Atkinson) 14,000 0.0014 3343 58.32x106 A-3 411.3 Limestone 2.0 167 10,000 0.0014 2938 45.67x106 (Fort 12,000 0.0014 2955 46.22x106 3.3 Atkinson) 14,000 0.0014 2973 46.78x106 (avg)
| |
| MP-12 536.4 Siltstone 2.0 147 4,000 0.0014 2648 32.56x106 4.1 (Francis 6,000 0.0012 2720 34.33x106 (avg)
| |
| Creek) 8,000 0.0011 2738 34.79x106 MP-18 455.8 Limestone 2.0 168 10,000 0.0008 1695 15.29x106 --
| |
| (Fort 12,000 0.0013 2178 25.24x106 --
| |
| Atkinson) 14,000 0.0009 4154 91.82x106 5.5 MP-29 570.5 ML 11.7 127 1,000 0.0169 575 1.46x106 5.9 (Wedron 2,000 0.0197 569 1.43x106 6.6 Formation) 3,000 0.0132 778 2.60x106 3.5 MP-32 505.0 Shale 2.0 148 5,000 0.0016 2389 26.69x106 2.7 (Francis 7,000 0.0014 2337 25.52x106 (avg)
| |
| Creek) 9,000 0.0015 2274 24.17x106 MP-30 570.6 ML 11.7 128 1,000 0.0193 670 1.99x106 4.1 (Wedron 2,000 0.0140 698 2.16x106 4.1 Formation) 3,000 0.0156 766 2.56x106 3.7 2.5-141
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-4 (Cont'd)
| |
| FIELD FIELD SHEAR SHEAR MODULUS ELEVA- MOISTURE DRY CONFINING STRAIN WAVE OF BORING TION SOIL OR CONTENT DENSITY PRESSURE AMPLITUDE VELOCITY RIGIDITY DAMPING NO. (ft) ROCK TYPE (%) (lb/ft3) (lb/ft2) (%) (ft/sec) (lb/ft2) (%)
| |
| MP-3 532.0 Siltstone 2.0 147 6,000 0.0028 3100 44.64x106 4.6 (Francis 8,000 0.0271 3471 56.00x106 2.4 Creek) 10,000 0.0388 3554 58.69x106 2.4 MP-17 456.1 Limestone 2.0 170 10,000 0.0012 3277 57.98x106 4.0 (Fort 12,000 0.0011 3529 67.40x106 4.0 Atkinson) 14,000 0.0011 3361 60.99x106 4.2 2.5-142
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-5 CHARACTERISTICS AND PRODUCTION OF MINES IN THE AREA OF INTEREST LOCATION TYPE COAL MAP SECTION - OF SEAM AREA TONS OF COAL NO. COMPANY OR MINE T.N. - R.E. MINE NO. THICKNESS DEPTH (acres) ACTIVE YEARS PRODUCED 1 Eureka Coal Co., Mines N1/2 18-32-9 U 2 3 ft 125 ft 37(1) 1872-1884 180,000(5)
| |
| No. 1 and No. 2 2 Braidwood Coal Co. SW1/4 17-32-9 U 2 u u u Circa 1879 u 3 Cotton Mine NW1/4 25-32-8 U u u u u Circa 1883 u 4 Augustine Mine NW1/4 25-32-8 U u u u u Circa 1883 u 5a Wilmington &
| |
| Springfield Coal Co. SE1/4 24-32-8 U 2 3 ft 107 ft u 1872-1885(22) 5b Chicago, Wilmington &
| |
| Vermillion Coal Co.,
| |
| "K" Mine SE1/4 24-32-8 U 2 3 ft 107 ft 80 1885-1888 294,000(6) (23) 6 Chicago, Wilmington &
| |
| Vermillion Coal Co.,
| |
| "M" Shaft SW1/4 19-32-9 U 2 3 ft 95 ft 74(1) 1889-1891 277,845(5) 7 Braceville Coal Co.,
| |
| Mine No. 2 NW1/4 24-32-8(8) U 2 3 ft, 6 in. 115 ft 10(2) Abandoned 43,300(6) 1894 8 Chicago, Wilmington &
| |
| Vermillion Coal Co.,
| |
| "R" Mine NE1/4 13-32-8 U 2 3 ft 99 ft 56(1) 1896-1899 202,062(5) 2.5-143
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-5 (Cont'd)
| |
| LOCATION TYPE COAL MAP SECTION - OF SEAM AREA TONS OF COAL NO. COMPANY OR MINE T.N. - R.E. MINE NO. THICKNESS DEPTH (acres) ACTIVE YEARS PRODUCED 9 Braceville Coal, Co.,
| |
| Mine No. 4 SW1/4 13-32-8 and NW1/4 24-32-8 U 2 3 ft, 2 in. 103 ft 128(2) 1893-1900 520,000(6) (10) 10 Rixson Coal Co., Rixson No. 1 Mine N1/4 30-32-9 U 2 3 ft, 2 in. 100 ft + 13 1903-1906 57,071(5) 11 Braceville Coal Co.,
| |
| Mine No. 5 NW1/4 18-32-8(8) U 2 3 ft 103 ft 160(2) 1900-1908 620,000(6)(11) 12 Joliet-Wilmington Coal Co., Mine No. 2(21) NW1/4 20-32-9 U 2 3 ft 115 ft 31 1905-1909 150,363(5) 13 Consolidated Coal &
| |
| Iron Co.(8) (12) SW1/4 19-31-9 U 3 3 ft 80 ft 32(2) 1905-1911 125,785(5) 14 Wilmington Coal Mining
| |
| & Mfg. Co., No. 6 Mine (Torino) NW1/4 31-32-9 U 2 3 ft 90 ft 197(9) 1905-1921 1,061,482(5) (13) 15 Truckers Coal Co. N1/2 36-32-8 U 2 3 ft 115 ft 2(14) 1938-1940 1,221(5) 16 No. 3 Coal Corporation W1/2 24-32-8(8) U 3 u u 148(2) 1927-1954 572,000(6) (15) 17 Gardner Wilmington Coal Co. NW1/4 19-31-9 U 2+2A, 3 4 ft, 11 in. 106 ft 160(2) 1890-1904 1,344,391(5) and 3 ft and 80 ft 18 Unidentified Mine A NE1/4 18-31-8 U 2 3 ft(16) 70 ft(16) 13(16) u 43,000(6) 2.5-144
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-5 (Cont'd)
| |
| LOCATION TYPE COAL MAP SECTION - OF SEAM AREA TONS OF COAL NO. COMPANY OR MINE T.N. - R.E. MINE NO. THICKNESS DEPTH (acres) ACTIVE YEARS PRODUCED 19 Unidentified Mine B NW1/4 18-31-8 U 2 3 ft 90 ft(16) 32(2) u 124,000(6) 20 Unidentified Mine C NE1/4 25-32-8 U 2 3 ft u 153(2) u 586,000(2) 21 Wilmington Coal Mining Co. NE1/4 16-32-9 S 2 u u 40(2) Circa 1934 <154,000(6) 22 Wilmington Coal Mining Co. Sections 21, 28, 29, S 2 3 ft, 4 in. 60 to 860 1940-1958 3,166,159(5) (17) 33-32-9 80 ft 23 Wilmington Coal Mining Co. NW1/4 17-32-9 S 2 u u 32(3) Circa 1940 138,000(6) 24 Northern Illinois Coal Co., Pit No. 11 Sections 5, 6, 7, 8 31-9 S 2 3 ft 40 to 1300 1947-1956 5,000,000(6) 90 ft 25 Peabody Coal Co.
| |
| (Northern Mine), Sections Pit No. 11 20, 21, 29, 30, 31, 32 32-9 S 2 3 ft 60 to 1870 1958-1972 6,008,303(5) 100 ft 26 Peabody Coal Co.
| |
| (Northern Mine), 12-31-8 Pit No. 12 and 7-31-9 S 4 3 ft, 8 in. 50 ft +/- 591 Post-1955 2,732,000(6) (18)
| |
| (24) 2.5-145
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-5 (Cont'd)
| |
| LOCATION TYPE COAL MAP SECTION - OF SEAM AREA TONS OF COAL NO. COMPANY OR MINE T.N. - R.E. MINE NO. THICKNESS DEPTH (acres) ACTIVE YEARS PRODUCED 27 Peabody Coal Co.
| |
| (Northern Mine), Sections Pit No. 13 17 and 18 31-9 S 2 3 ft 50 to 142 1955-1957 548,000(6) 60 ft 28 Peabody Coal Co.
| |
| (Northern Mine), 13-31-8 Pit No. 14 and 18-31-9 S 4 3 ft, 8 in. 40 to 176 1969-1972 910,000(6) (19) 70 ft 29 Peabody Coal Co.
| |
| (Northern Mine),
| |
| Pit No. 15 19-31-9 S 2 3 ft 50 to 288 Post-1969 1,110,000(6) 60 ft 30 Peabody Coal Co.
| |
| (Northern Mine),
| |
| Pit No. 16 1-31-8 S 4 3 ft, 8 in. 50 ft +/- 173 Post-1969 823,000(6) (20)
| |
| (24)
| |
| UNDERGROUND PRODUCTION SUBTOTAL 6,202,520 STRIP PRODUCTION SUBTOTAL 20,539,462 TOTAL 26,741,982 2.5-146
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-5 (Cont'd)
| |
| NOTES U Underground mine S Strip mine u Unknown (1) Area estimated from production tonnage at 74% recovery.
| |
| (2) Area estimated from mined-out area map (Figure 2.5-82).
| |
| (3) Area estimated from aerial photograph (1971).
| |
| (4) Area estimated from unpublished data in files of Dames & Moore.
| |
| (5) Production tonnage reported in Illinois Coal Reports.
| |
| (6) Production tonnage estimated from mined area at 74% recovery.
| |
| (7) Production within area of interest only.
| |
| (8) Access shaft or principal workings in adjoining section beyond area of interest.
| |
| (9) Does not include shaft pillar.
| |
| (10) Total production reported for entire mine in Sections 13, 14, 23, and 24 was 1,797,653 tons.
| |
| (11) Total production reported for entire mine in Sections 13 and 14 was 1,051,399 tons.
| |
| (12) Operated 1908-1911 by Clarke City Wilmington Coal Co.
| |
| (13) Tonnage computed from mine map area is 1,060,000 tons.
| |
| (14) Development workings only.
| |
| (15) Area of underground workings indicates production history prior to 1927. Operated by Skinner Coal Co., 1927-1937; by the South Wilmington Coal Co., 1938-1943; no production, 1944-1947; and by No. 3 Coal Corporation, 1948-1954.
| |
| (16) Thickness of coal, depth, and area determined from surrounding drill-hole data.
| |
| (17) Production erroneously attributed to Section 17, T.32N., R.9E. in Illinois Coal Reports.
| |
| (18) Total production from Pit 12 including Section 11 is estimated at 3,700,000 tons.
| |
| (19) In Kankakee County, 190,000 tons; in Grundy County, 720,000 tons.
| |
| (20) Production from entire Pit 16 is estimated at 3,700,000 tons of product.
| |
| (21) In 1909, the company name was changed to Joliet & Aurora Coal Co.
| |
| (22) Mine later extended as Chicago, Wilmington & Vermillion Coal Co. "K" Mine.
| |
| (23) Tonnage includes that of previous mine workings.
| |
| (24) From Illinois Coal Reports.
| |
| 2.5-147
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-6 TYPICAL COAL ANALYSES SAMPLES PROXIMATE HEAT VALUES COUNTY, NUMBER OF VOLATILE FIXED MINES, COAL CONDITIONS* MOISTURE MATTER CARBON ASH SULFUR CALORIES Btu Grundy 1 17.1 37.4 39.7 5.8 2.8 6139 11,050 Four mines** 2 45.1 47.9 7.0 3.3 7402 13,320 Colchester (No. 2) coal 3 48.5 51.5 3.5 7959 14,330 4 18.6 38.8 42.6 6574 11,830 5 47.7 52.3 8009 14,520 Grundy 1 13.8 38.7 38.3 9.3 3.54 6052 10,894 One mine 2 44.8 44.4 10.3 4.11 7020 12,636 No. 4 coal 3 50.2 49.7 4.60 7868 14,162 4 15.6 41.5 42.9 6765 12,171 5 49.2 50.8 8019 14,401 Will 1 15.4 34.2 45.3 5.1 1.6 6299 11,340 One mine** 2 40.5 53.5 6.0 1.9 7449 13,410 Colchester (No. 2) coal 3 43.1 56.9 2.1 7928 14,270 4 16.5 35.4 48.1 6682 12,030 5 42.4 57.6 7998 14,400 Kankakee 1 15.0 36.4 42.8 5.8 2.77 6394 11,510 One mine 2 42.8 50.4 6.8 3.25 7520 13,536 Colchester (No. 2) coal 3 45.9 54.1 3.49 8066 14,520 4 16.3 37.8 45.9 6851 12,331 5 45.1 54.9 8176 14,717 2.5-148
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-6 (Cont'd)
| |
| SAMPLES PROXIMATE HEAT VALUES COUNTY, NUMBER OF VOLATILE FIXED MINES, COAL CONDITIONS* MOISTURE MATTER CARBON ASH SULFUR CALORIES Btu Kankakee 1 14.4 38.0 38.8 8.9 3.42 6072 10,930 One mine 2 44.4 45.3 10.4 3.99 7093 12,767 No. 4 coal 3 49.5 50.5 4.45 7911 14,239 4 16.2 40.6 43.2 6752 12,154 5 48.4 51.6 8004 14,403 Type of analysis is denoted as follows:
| |
| 1 - sample as received at laboratory 2 - moisture free 3 - moisture and ash free 4 - moist mineral matter free 5 - dry mineral matter free Data from Cady (Ref. 53).
| |
| | |
| ==Reference:==
| |
| Illinois Bureau of Labor Statistics, now published as the Annual Coal, Oil and Gas Report of the Illinois Department of Mines and Minerals, Illinois Coal Reports, 1882, 1970.
| |
| 2.5-149
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-7 MODIFIED MERCALLI INTENSITY (DAMAGE)
| |
| SCALE OF 1931 (ABRIDGED)
| |
| I. Not felt except by a very few under especially favorable circumstances. (I, Rossi-Forel Scale)
| |
| II. Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing.
| |
| (I to II, Rossi-Forel Scale)
| |
| III. Felt quite noticeably indoors, especially on upper floors of buildings, but not recognized by many people as an earthquake. Standing motorcars may rock slightly. Vibration like passing of truck. Duration estimated. (III, Rossi-Forel Scale)
| |
| IV. During the day felt indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed; walls creaked. Sensation like heavy truck striking building.
| |
| Standing motor cars rocked noticeably. (IV to V, Rossi-Forel Scale)
| |
| V. Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few instances of cracked plaster; unstable objects overturned. Disturbances of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop. (V to VI, Rossi-Forel Scale)
| |
| VI. Felt by all, many frightened and may run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Damage slight. (VI to VII, Rossi-Forel Scale)
| |
| VII. Everybody may run outdoors. Damage negligible in buildings of good design and 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)
| |
| VIII. Damage slight in specially designed structures; considerable in ordinary substantial 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) 2.5-150
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-7 (Cont'd)
| |
| IX. Damage considerable in specially designed structures; well-designed frame structures thrown out of plumb; great in substantial buildings, with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously.
| |
| Underground pipes broken. (IX+, Rossi-Forel Scale)
| |
| X. Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly cracked. Rails bent. Landslides considerable from river banks and steep slopes. Shifted sand and mud. Water splashed (slopped) over banks. (X, Rossi-Forel Scale)
| |
| XI. Few, if any, (masonry) structures may remain standing.
| |
| Bridges destroyed. Broad fissures in ground. Underground pipelines completely out of service. Earth slumps and landslips in soft ground. Rails bent greatly.
| |
| XII. Damage Total. Waves seen on ground surface. Lines of sight and level distorted. Objects thrown upward into the air.
| |
| 2.5-151
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 EARTHQUAKE EPICENTERS, 38° TO 46° NORTH LATITUDE 84° TO 94° WEST LONGITUDE NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1804 Aug. 24 Fort
| |
| | |
| ==Dearborn,==
| |
| Ill. 42.0 87.8 VI-VII 30,000 1, 2, 3, 5 1818 Apr. 11 St. Louis, Mo. 38.6 90.2 III-IV 7,500 1 1819 Sept. 16 Randolph County, Ill. 38.1 89.8 IV 9,600 1 1819 Sept. 17 Randolph County, Ill. 38.1 89.8 III-IV 1 1827 July 5 St. Louis, Mo. 38.6 90.2 IV-V 1 1827 July 5 Grant County, Ky. 38.7 84.6 IV 15,000 1, 2 1827 July 5 New Albany, Ind. 38.3 85.8 165,000 1, 2 1827 July 6 Cincinnati, Ohio 39.1 84.5 IV 1 1827 Aug. 6 New Albany, Ind. 38.3 85.8 VI 1, 2, 3, 5 1827 Aug. 7 New Albany, Ind. 38.3 85.8 VI 1, 2, 3, 5 1827 Aug. 14 St. Louis, Mo. 38.6 90.2 III 1 1838 June 9 St. Louis, Mo. 38.5 90.3 VI 300 1 Key to references follows tabulated pages.
| |
| 2.5-152
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1843 Feb. 16 St. Louis, Mo. 38.6 90.2 IV-V 100,000 1 1883 Nov. 14 St. Louis, Mo. 38.6 90.2 IV 1,200 1 1883 Dec. 28 Bloomington, Ill. 40.5 87.0 III 16 1884 March 31 Preble County, Ohio 39.6 84.8 II 1 1884 Sept. 19 Allen County, Ohio 40.7 84.1 VI 125,000 1, 2, 8, 14 1884 Dec. 23 Anna, Ohio 40.4 84.2 III 1, 5, 14 1885 Dec. 26 Bloomington, Ill. 40.5 89.0 III 1 1886 March 1 Butlerville, Ind. 39.0 85.5 IV 1, 2 1886 Aug. 13 Indianapolis, Ind. 39.8 86.2 IV-V 1 1887 Feb. 6 Vincennes, Ind. 38.7 87.4 VI 75,000 1, 2, 3, 6, 7 1889 Sept. Anna, Ohio 40.4 84.2 III 1, 8, 14 1891 July 26 Evansville, Ind. 38.0 87.6 VI 1, 2, 3, 6 1892 Anna, Ohio 40.4 84.2 1, 8, 14 1896 March 15 Sidney, Ohio 40.3 84.2 IV 1, 8, 14 1897 Oct. 31 Niles, Mich. 41.8 86.3 1 2.5-153
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1903 Nov. 20 Morgantown, Ind. 39.4 86.3 1 1903 Dec. 11 Effingham, Ill. 39.1 88.5 II 1 1903 Dec. 31 Fairmont, Ill. 41.6 88.1 1 1905 March 13 Menominee, Mich. 45.0 87.7 V 1, 3 1905 April 13 Keokuk, Iowa 40.4 91.6 IV-V 5,000 1, 2, 3 1905 Aug. 22 Quincy, Ill. 39.9 91.4 II-III 1 1906 Feb. 23 Anabel, Mo. 39.7 92.4 III 1 1906 March 6 Hannibal, Mo. 39.7 91.4 IV 1 1906 April 22 Milwaukee, Wis. 43.0 87.9 1 1906 April 24 Milwaukee, Wis. 43.0 87.9 1 1906 May 8 Shelby County, Ind. 39.5 85.8 III-IV 600 1 1906 May 9 Columbus, Ind. 39.2 85.9 IV 1, 2, 3 1906 May 11 Petersburg, Ind. 38.5 87.3 V 1,200 1, 2, 3 1845 Putnam County, Ohio 41.1 84.2 II 1 1850 April 4 Louisville, Ky. 38.3 85.8 V 1, 2, 4 1854 Feb. 28 Lexington, Ky. 38.1 84.5 VI 15 2.5-154
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1857 Oct. 8 St. Louis, Mo. 38.6 90.3 VI-VII 7,500 1, 3 1865 Le Sueur, Minn. 44.5 93.9 VI-VII 1, 2 1869 Feb. 20 Lexington, Ky. 38.1 84.5 III-IV 1 1871 July 25 St. Clair County, Ill. 38.5 90.0 III 1,000 1 1872 July 8 Chillicothe, Mo. 39.8 93.6 III 1 1873 April 22 Dayton, Ohio 39.8 84.2 III-IV 1 1875 June 18 Champaign County, Ohio 40.2 84.0 VII 40,000 1, 2, 6, 8, 14 1876 Jan. 27 Adrian, Mich. 41.9 84.0 1 1876 June Anna, Ohio 40.4 84.2 1, 8, 14 1876 Sept. 24 Wabash County, Ill. 38.5 87.9 VI 1 1876 Sept. 25 Knox County, Ind. 38.5 87.7 VI 60,000 1, 2, 3, 6, 7 1876 Sept. 26 Wabash County, Ill. 38.5 87.9 III 1 1877 May 26 New Harmony, Ind. 38.1 87.9 III-IV 1 1881 April 20 Goshen, Ind. 41.6 85.8 IV 1 1881 May 27 La Salle, Ill. 41.3 89.1 VI 1, 2 2.5-155
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1881 Aug. 29 Hillsboro, Ohio 39.2 83.6 III 1 1882 Feb. 9 Anna, Ohio 40.4 84.2 V 100 1, 2, 3, 8, 14 1882 July 20 Randolph County, Ill. 38.0 90.0 V 30,000 1, 2 1882 Sept. 27 Macoupin County, Ill. 39.0 90.0 VI 25,000 1, 2, 3 1882 Oct. 14 Macoupin County, Ill. 39.0 90.0 V 8,000 1, 2 1882 Oct. 15 Macoupin County, Ill. 39.0 90.0 V 8,000 1, 2, 3 1882 Oct. 22 Greenville, Ill. 38.9 89.4 III 1 1882 Nov. 15 St. Louis, Mo. 38.6 90.2 III 1 1883 Feb. 4 Kalamazoo County, Mich. 42.3 85.6 VI 150,000 1, 2, 3 1899 Feb. 8 Chicago, Ill. 41.9 87.6 1 1899 Feb. 9 Chicago, Ill. 41.9 87.6 1 1899 April 29 Dubois County, Ind. 38.5 87.0 VII 40,000 1, 2, 6, 7, 9 1899 Oct. 10 St. Joseph, Mich. 42.1 86.5 IV 1 1899 Oct. 12 Kenosha, Wis. 42.6 87.8 1 1902 Jan. 24 Maplewood, Mo. 38.6 90.3 VI 40,000 1, 3 1902 March 10 Hagerstown, Ind. 39.9 85.2 III-IV 1 2.5-156
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1903 Jan. 1 Hagerstown, Ind. 39.9 85.2 II-III 1 1903 Feb. 8 St. Louis, Mo. 38.6 90.3 VI 40,000 1, 3 1903 March 17 Hillsboro, Ill. 39.2 89.5 III-IV 1 1903 Sept. 20 Morgantown, Ind. 39.4 86.3 IV 1 1903 Sept. 21 Olney, Ill. 38.7 88.1 IV 1 1903 Nov. 4 St. Louis, Mo. 38.6 90.3 VI-VII 70,000 1, 3 1909 May 26 South Beloit, Ill. 42.5 89.0 VII 170,000 1, 2, 3, 5 1909 July 18 Mason County, Ill. 40.2 90.0 VII 35,000 1, 2, 3 1909 Aug. 16 Monroe County, Ill. 38.3 90.2 IV-V 18,000 1 1909 Sept. 22 Lawrence County, Ind. 38.7 86.5 V 4,000 1, 2, 3 1909 Sept. 27 Robinson, Ill. 39.0 87.7 VII 30,000 1, 2, 3, 6, 10 1909 Sept. 27 Vincennes, Ind. 38.7 87.5 V 4,000 1, 2, 3, 6, 10 1909 Oct. 22 Sterling, Ill. 41.8 89.7 IV-V 1, 2 1909 Oct. 22 Near Scott, Ky. 38.9 84.5 1 1909 Oct. 23 Robinson, Ill. 39.0 87.7 V 14,000 1, 2, 5 2.5-157
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1911 Feb. 28 St. Louis County, Mo. 38.7 90.3 IV 1 1911 July 29 Chicago, Ill. 41.9 87.6 ?? 1, 2 1912 Jan. 2 Kendall County, Ill. 41.5 88.5 VI 40,000 1, 3 1912 Sept. 25 Rockford, Ill. 42.3 89.1 ?? 1, 2 1906 May 19 Grand Rapids, Mich. 43.0 85.7 ?? 1 1906 May 21 Flora, Ill. 38.7 88.5 V 580 1, 2, 3, 6 1906 Aug. 13 Greencastle, Ind. 39.6 86.9 IV 1 1906 Sept. 7 Owensville, Ind. 38.3 87.7 IV 500 1 1906 Nov. 23 Anabel, Mo. 39.7 92.4 III 1 1907 Jan. 10 Menominee, Mich. 45.1 87.6 1 1907 Jan. 29 Morgan County, Ind. 39.5 86.6 V 1, 2 1907 Jan. 30 Greenville, Ill. 38.9 89.4 V 1 1907 Nov. 20 Stephenson County, Ill. 42.3 89.8 IV 100 1, 2 1907 Nov. 28 Stephenson County, Ill. 42.3 89.8 IV 100 1, 2 1907 Dec. 10 St. Louis, Mo. 38.6 90.2 IV 1 1908 Nov. 12 Sedalia, Mo. 38.7 93.2 IV 700 1 2.5-158
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1913 Oct. 16 Sterling, Ill. 41.8 89.7 III-IV 4,000 1, 2 1913 Nov. 11 Louisville, Ky. 38.3 85.8 IV 1 1914 Oct.7 Madison, Wis. 43.1 89.4 IV 1 1914 Anna, Ohio 40.4 84.2 II 1, 8, 14 1915 April 15 Olney, Ill. 38.7 88.1 II-III 3,000 1 1916 Jan. 7 Worthingon, Ind. 39.1 87.0 III 3,000 1 1916 May 31 Madison, Wis. 43.1 89.4 II 1 1916 Clarke County, Iowa 41.1 93.8 II-III 1 1917 April 9 Jefferson County, Mo. 38.1 90.6 VI 200,000 1, 3 1918 Feb. 22 Shiawassee County, Mich. 42.9 84.2 IV 1 1918 July 1 Hannibal, Mo. 39.7 91.4 IV 1 1919 May 25 Knox County, Ind. 38.5 87.5 V 18,000 1, 2, 3, 6 1920 April 30 Centralia, Ill. 38.5 89.1 IV 4,000 1 1920 May 1 St. Louis County, Mo. 38.5 90.5 V 10,000 1, 3 1921 March 14 Crawfordsville, Ind. 40.0 86.9 IV 25,000 1 2.5-159
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1921 Sept. 8 Waterloo, Ill. 38.3 90.2 IV 4,000 1 1921 Oct. 9 Waterloo, Ill. 38.3 90.2 III 3,000 1 1922 April 10 Monmouth, Ill. 40.9 90.7 II 1 1922 July 7 Fond du Lac, Wis. 43.8 88.5 V 1, 2 1923 March 8 Greenville, Ill. 38.9 89.4 III-IV 4,000 1 1923 Nov. 9 Tallula, Ill. 40.0 89.9 V 600 1, 2, 3 1925 Jan. 26 Waterloo, Iowa 42.5 92.3 II 200 1 1925 March 3 Evanston, Ill. 42.0 87.7 II-III 1 1925 April 4 Cincinnati, Ohio 39.1 84.5 1, 8, 14 1925 April 26 Vanderburgh County, Ind. 38.0 87.5 VI 100,000 1, 2, 3 1925 July 13 Edwardsville, Ill. 38.8 90.0 V 1 1925 Oct. Anna, Ohio 40.4 84.2 II 1, 8, 14 1926 Oct. 3 Princeton, Ind. 38.4 87.6 III 1 1928 Jan. 23 Near Mount Carroll, Ill. 42.0 90.0 IV 400 1, 2 1928 March 17 St. Louis, Mo. 38.6 90.2 I 1 1928 Oct. 27 Shelby County, Ohio 40.4 84.1 III 100 1, 8, 14 2.5-160
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1929 Feb. 14 Near Princeton, Ind. 38.3 87.6 III-IV 1,000 1 1929 March 8 Shelby County, Ohio 40.4 84.2 V 5,000 1, 2, 3, 6, 8, 14 1930 May 28 Near Hannibal, Mo. 39.7 91.3 III 1 1930 June 26 Near Lima, Ohio 40.5 84.0 IV 1, 8, 14 1930 June 27 Near Lima, Ohio 40.5 84.0 IV 1, 8, 14 1930 Aug. 8 Near Hannibal, Mo. 39.6 91.4 III-IV 1 1930 Sept. 20 Anna, Ohio 40.4 84.2 VI 1, 2, 3, 8, 11, 14 1930 Sept. 29 Sidney, Ohio 40.3 84.2 III 1, 8, 14 1930 Sept. 30 Anna, Ohio 40.3 84.3 VII 1, 2, 3, 8, 9, 14 1930 Oct. Anna, Ohio 40.4 84.2 III-IV 1, 8, 14 1930 Dec. 23 Near St. Louis, Mo. 38.6 90.5 III-IV 1,000 1 1931 Jan. 5 Elliston, Ind. 39.0 86.9 V 500 1, 2, 3, 12 1931 March 21 Sidney, Ohio 40.3 84.2 III 1, 8, 14 1931 March 31 Shelby County, Ohio 40.4 84.1 III 1 1931 June 10 Malinta, Ohio 41.3 84.0 V 1,500 1, 8, 14 2.5-161
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1931 Sept. 20 Anna, Ohio 40.4 84.2 VII 45,400 1, 2, 3, 8, 11, 12 1931 Oct. 8 Anna, Ohio 40.4 84.2 III 1, 8, 14 1931 Oct. 18 Madison, Wis. 43.1 89.4 III 1 1931 Dec. 17 St. Louis, Mo. 38.6 90.2 II 1 1931 Dec. 31 Petersburg, Ind. 38.5 87.3 1 1933 Feb. 22 Sidney, Ohio 40.3 84.2 III-IV 2,000 1 1933 Nov. 16 Grover, Mo. 38.6 90.6 III-IV 1,500 1 1933 Dec. 6 Stoughton, Wis. 42.9 89.2 IV 5,000 1, 2, 3 1934 Nov. 12 Rock Island, Ill. 41.5 90.5 VI 5,000 1, 3 1935 Jan. 5 Moline, Ill. 41.5 90.6 IV 200 1, 2 1935 Jan. 30 Harrison County, Mo. 40.5 94.0 III 1 1935 Feb. 26 Burlington, Iowa 40.8 91.2 III 1 1935 Oct. 29 Pike County, Ill. 39.6 90.8 1 1936 Oct. 8 Butler County, Ohio 39.3 84.4 III 700 1, 8, 14 1936 Dec. 25 Cincinnati, Ohio 39.1 84.5 III 1 2.5-162
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1937 March 2 Anna, Ohio 40.4 84.2 VII 70,000 1, 2, 6, 8, 9, 12, 14 1937 March 3 Anna, Ohio 40.4 84.2 V 1, 2, 8, 11, 14 1937 March 3 Anna, Ohio 40.4 84.2 III 200 1, 8, 14 1937 March 8 Anna, Ohio 40.4 84.2 VII-VIII 150,000 1, 2, 3, 6, 8, 12, 14 1937 April 23 Anna, Ohio 40.4 84.2 III 200 1, 8, 14 1937 April 27 Anna, Ohio 40.4 84.2 III 200 1, 8, 14 1937 May 2 Anna, Ohio 40.4 84.2 IV 1 1937 June 29 Peoria, Ill. 40.7 89.6 II 1 1937 Aug. 5 Near St. Louis, Mo. 38.5 90.2 II-III 1 1937 Aug. 5 Granite City, Ill. 38.7 90.2 II 1 1937 Oct. 16 Cincinnati, Ohio 39.1 84.5 II-III 1 1937 Nov. 17 Near Centralia, Ill. 38.6 89.1 V 8,000 1, 2, 3, 6, 12 1938 Feb. 12 Porter County, Ind. 41.6 87.0 V 6,500 1, 2 1938 Nov. 7 Dubuque, Iowa 42.5 90.7 1, 2 1939 March 18 Near Jackson Center, Ohio 40.4 84.0 II 500 1, 8, 14 2.5-163
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1939 June 17 Anna, Ohio 40.4 84.2 IV 400 1, 8, 14 1939 July 9 Anna, Ohio 40.4 84.2 II 1, 8, 14 1939 July 18 Escanaba, Mich. 45.7 87.1 1 1939 Aug. 1 Escanaba, Mich. 45.7 87.1 1 1939 Nov. 7 Escanaba, Mich. 45.7 87.1 II-III 1 1939 Nov. 23 Monroe County, Ill. 38.2 90.1 V 150,000 1, 3 1939 Nov. 24 Davenport, Iowa 41.6 90.6 II-III 1, 2 1940 Jan. 8 Louisville, Ky. 38.3 85.8 II-III 1 1940 May 27 Louisville, Ky. 38.3 85.8 III 1, 2 1940 Nov. 23 Monroe County, Ill. 38.2 90.1 VI 150,000 1 1941 Oct. 4 St. Louis, Mo. 38.6 90.2 I 1 1941 Nov. 15 Waterloo, Ill. 38.3 90.2 III 1 1942 Jan. Winfield, Mo. 39.0 90.7 III 1 1942 Jan. 14 St. Louis, Mo. 38.6 90.2 600 1 1942 Jan. 29 St. Louis, Mo. 38.6 90.2 1 2.5-164
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1942 Jan. 30 St. Louis, Mo. 38.6 90.2 1 1942 March 1 Kewanee, Ill. 41.2 89.9 IV-V 3,700 1, 2 1942 Nov. 17 East St. Louis, Ill. 38.6 90.2 III-IV 200 1 1942 Dec. 27 Maplewood, Mo. 38.6 90.3 II 1 1943 Feb. 9 Marinette County, Wis. 45.5 88.2 II-III 1 1943 Feb. 15 Escanaba, Mich. 45.7 87.1 1 1943 April 13 Louisville, Ky. 38.3 85.8 IV 1 1943 April 18 Waterloo, Ill. 38.3 90.2 I 1 1943 May 20 West Alton, Mo. 38.9 90.2 I 1 1943 May 24 West Alton, Mo. 38.9 90.2 I 1 1943 June 8 Webster Groves, Mo. 38.6 90.4 III-IV 1 1943 June 15 House Springs, Mo. 38.4 90.6 I 1 1943 June 18 House Springs, Mo. 38.4 90.6 I 1 1943 Sept. 14 Near St. Louis, Mo. 38.7 90.3 I 1 1944 March 16 Elgin, Ill. 42.0 88.3 II 1 1944 Sept. 25 St. Louis, Mo. 38.6 90.2 IV 25,000 1 2.5-165
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1944 Nov. 13 Anna, Ohio 40.4 84.2 III 18,000 1, 4, 18 1944 Nov. 16 Escanaba, Mich. 45.7 87.1 II 1 1944 Dec. 10 Escanaba, Mich. 45.7 87.1 IV 1 1945 March 27 St. Louis, Mo. 38.6 90.2 II-III 1 1945 May 18 Escanaba, Mich. 45.7 87.1 II 1 1945 May 21 Near St. Louis, Mo. 38.7 90.2 III-IV 1 1946 Feb. 24 Centralia, Ill. 38.5 89.1 V 1,500 1, 2, 10 1946 Nov. 7 Washington County, Mo. 38.0 90.7 II-III 1 1947 March 16 Kane County, Ill. 42.1 88.3 IV 1 1947 May 6 Milwaukee, Wis. 43.0 87.9 IV-V 3,000 1, 2 1947 June 29 Near St. Louis, Mo. 38.4 90.2 VI 15,000 1, 3 1947 Aug. 9 Branch County, Mich. 42.0 85.0 VI 70,000 1, 2, 3 1948 Jan. 5 Centralia, Ill. 38.5 89.1 V 300 1, 13 1948 Jan. 15 Madison County, Wis. 43.2 89.7 IV-V 1 1948 April 20 Iowa City, Iowa 41.7 91.5 III-IV 1 2.5-166
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1949 June 8 Ste. Genevieve, Mo. 38.0 90.1 III 300 1 1949 Aug. 11 Clayton, Mo. 38.7 90.3 II 1 1949 Aug. 26 Defiance, Mo. 38.6 90.8 II-III 1 1950 April 20 Dayton, Ohio 39.8 84.2 III 1, 8, 14 1951 Sept. 19 Near Florissant, Mo. 38.9 90.2 III-IV 1,200 1 1952 Jan. 7 Champaign County, Ill. 40.3 88.3 II-III 1 1953 Sept. 11 Near Roxana, Ill. 38.6 90.1 VI 6,000 1, 3 1953 Dec. 30 Centralia, Ill. 38.5 89.1 IV 1,200 1 1954 Aug. 9 Petersburg, Ind. 39.5 87.3 V 1, 2 1955 April 9 Near Sparta, Ill. 38.1 89.8 VI 20,000 1, 3 1955 May 29 Ewing, Ill. 38.1 88.9 III-IV 1 1956 Jan. 27 Anna, Ohio 40.4 84.2 V 2,000 1, 2, 8, 14 1956 March 13 Fulton County, Ill. 40.5 90.2 IV 2,000 1 1956 July 18 Oostburg, Wis. 43.6 87.8 IV 1 1956 Oct. 13 Near Milwaukee, Wis. 42.8 87.9 IV 1 1957 Jan. 8 Waupun, Wis. 43.6 88.7 III-IV 1 2.5-167
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1958 Nov. 7 Wabash County, Ill. 38.4 87.9 VI 33,300 1, 2, 3, 9 1959 Jan. 6 St. Louis County, Mo. 38.8 90.4 II-III 1 1967 Feb. 2 Lansing, Mich. 42.7 84.5 IV 1 1967 Aug. 5 Jefferson County, Mo. 38.3 90.6 II 1 1968 Nov. 9 Hamilton County, Ill. 38.0 88.5 VII 585,000 1, 2, 3, 9 1968 Dec. 11 Louisville, Ky. 38.3 85.8 V 1 1971 Feb. 12 Wabash County, Ill. 38.5 87.9 IV 1,300 1 1972 Sept. 15 Lee County, Ill. 41.6 89.4 V-VI 40,000 1, 5 1973 April 18 St. Clair County, Ill. 38.5 90.2 II-III 1 1974 March 27 St. Louis, Mo. 38.5 90.1 17 1974 April 3 Southern Illinois 38.6 88.1 VI 17 1974 April 5 Eastern Missouri 38.6 90.9 17 1974 June 5 Kentucky 38.6 84.8 17 1974 June 5 Southern Illinois 38.6 89.9 V 17 2.5-168
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| NORTH WEST MAXIMUM FELT LATITUDE LONGITUDE INTENSITY AREA DATE LOCATION (°) (°) (MM) (mi2) REFERENCES*
| |
| 1974 Aug. 22 Southern Illinois 38.2 89.7 V 17 1976 April 8 Stinesville, Idaho 39.3 86.8 V 18 2.5-169
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| REFERENCES
| |
| : 1. State of Indiana, Computer List of Earthquake Epicenters of the Midwestern United States, Department of Natural Resources, Geological Survey, 1975.
| |
| : 2. J. Docekal, Earthquakes of the Stable Interior with Emphasis on the Midcontinent, Ph.D. dissertation, University of Nebraska, Lincoln, two volumes, 1971.
| |
| : 3. J.L. Coffman and C.A. von Hake, eds., Earthquake History of the United States, U.S. Dept. of Commerce, NOAA, Environmental Data Service, Boulder, Colo., Publication 41-1 (revised edition through 1970, 1973).
| |
| : 4. B.C. Moneymaker, Some Earthquakes in Tennessee and Adjacent States (1699 to 1850), Tennessee Academy of Sciences Journal, 29, 3:224-233, 1954.
| |
| : 5. P.C. Heigold, Notes on the Earthquake of September 15, 1972, in Northern Illinois, State Geological Survey Environmental Geology Notes, No. 59, 1972.
| |
| : 6. R.R. Heinrich, A Contribution to the Earthquake History of Missouri, Seismological Society of America Bulletin 31, 3:187-244, 1941.
| |
| : 7. B.C. Moneymaker, Tennessee Valley Authority, unpublished report, 1964.
| |
| : 8. E.A. Bradley and T.J. Bennett, Earthquake History of Ohio, Seismological Society of America Bulletin 55,4: 745-752, 1965.
| |
| : 9. O.W. Nuttli, State-of-the-Art for Assessing Earthquake Hazards in the United States, U.S. Army Waterways Experiment Station, Report 1, Design Earthquakes for the Central United States, 1973.
| |
| : 10. B.C. Moneymaker, Earthquakes in Tennessee and Nearby Sections of Neighboring States (1901-1925), Tennessee Academy of Sciences Journal Vol. 32, No. 2, pp. 91-105, 1957.
| |
| : 11. R.R. Heinrich, The Mississippi Valley Earthquake of June 20, 1947, Seismological Society of America Bulletin, Vol. 40:
| |
| 7-19, 1950.
| |
| 2.5-170
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-8 (Cont'd)
| |
| : 12. U.S. Coast and Geodetic Survey, United States Earthquakes, 1920-1935 and United States Earthquakes, 1936-1940, U.S.
| |
| Department of Commerce, Environmental Science Services Administration, National Earthquake Information Center (1968 reissue and 1969 reissue, respectively).
| |
| : 13. B.C. Moneymaker, Earthquakes in Tennessee and Nearby Sections of Neighboring States (1926-1950), Tennessee Academy of Science Journal, Vol. 33, No. 3, pp. 224-239, 1958.
| |
| : 14. E.F. Pawlowicz, Earthquake Statistics for Ohio, Ohio Journal of Science 2:103, March 1975.
| |
| : 15. B.C. Moneymaker, Earthquakes of Kentucky, unpublished, Tennessee Valley Authority (undated).
| |
| : 16. C.G. Rockwood, Notes on American Earthquakes, American Journal of Science Vol. 21, No. 13, 3rd series, 1884.
| |
| : 17. U.S. Geological Survey, Preliminary Determination of Epicenters, USGS monthly publication, March, April, June, August 1974.
| |
| : 18. U.S. Geological Survey, Earthquake Information, USGS Bulletin, bimonthly publication, Vol. 8, No. 4, July-August 1976, Vol. 8, No. 5, September-October 1976.
| |
| 2.5-171
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-9 EARTHQUAKES OCCURRING OVER 200 MILES FROM THE SITE FELT AT THE BRAIDWOOD SITE DISTANCE MODIFIED FROM MERCALLI EPICENTER LOCATION FELT AREA SITE DATE INTENSITY LOCALITY (°N. LAT.) (°W. LONG.) (mi2) (mi) 1811 XI Northeastern Arkansas 35.5 90.5 2,000,000 420 December 16 Gulf Coast Tectonic Province 1812 X-XI New Madrid, Missouri 36.6 89.5 2,000,000 330 January 23 Gulf Coast Tectonic Province 1812 XI-XII New Madrid, Missouri 36.6 89.5 2,000,000 330 February 7 Gulf Coast Tectonic Province 1886 X Charleston, South Carolina 32.9 80.0 2,000,000 730 August 31 Atlantic Coast Tectonic Province 1895 VIII Charleston, Missouri 37.0 89.4 1,000,000 300 October 31 Gulf Coast Tectonic Province 1935 VI Timiskaming, Canada 46.8 79.1 1,000,000 580 November 1 Laurentian Shield Sub-Province of Central Stable Interior 1968 VII Southern Illinois 38.0 88.5 580,000 225 November 9 Central Stable Interior 2.5-172
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-10 DIRECT SHEAR TEST DATA PLANT SITE BORINGS FIELD FIELD MOISTURE DRY NORMAL YIELD PEAK BORING ELEVATION SOIL CONTENT DENSITY PRESSURE STRENGTH STRENGTH NO. (ft) TYPE (%) (lb/ft3) (lb/ft2) (lb/ft2) (lb/ft2)
| |
| A-2 582.0 SP 19.8 106 1000 615 920 A-3 587.3 SP 19.6 106 1000 625 940 A-3 557.3 SP 13.4 118 3500 2140 3200 A-5 568.5 SP 13.3 121 3000 2100 3150 A-6 590.2 SW.SP 18.1 110 1000 550 820 2.5-173
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-11 STRENGTH TESTS*
| |
| COHESIVE SOILS TRIAXIAL COMPRESSION UNCONFINED (UU) COMPRESSION FIELD FIELD MOISTURE DRY CONFINING SHEAR SHEAR BORING ELEVATION SOIL CONTENT DENSITY PRESSURE STRENGTH STRENGTH NO. (ft) TYPE (%) (lb/ft3) (lb/ft2) (lb/ft2) (lb/ft2)
| |
| MP-4 569.1 ML 18.5 111.9 2145 MP-7 572.4 ML 13.6 124.6 2400 6000 MP-8 572.2 ML 8.5 136 2150 13680 MP-8 567.2 ML 7.7 138 2600 9040 MP-8 562.2 ML 14.1 118.8 3000 6800 MP-10 571.8 ML 17.3 113.8 2360 1780 MP-10 566.8 ML 17.7 112.7 2800 960 MP-10 561.8 ML 7.7 137.8 3230 7000 MP-12 574.3 ML 20.1 110.9 1900 3310 MP-12 569.3 ML 7.1 139.9 2325 6980 MP-12 564.3 ML 8.6 134.9 2750 11640 2.5-174
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-11 (Cont'd)
| |
| TRIAXIAL COMPRESSION UNCONFINED (UU) COMPRESSION FIELD FIELD MOISTURE DRY CONFINING SHEAR SHEAR BORING ELEVATION SOIL CONTENT DENSITY PRESSURE STRENGTH STRENGTH NO. (ft) TYPE (%) (lb/ft3) (lb/ft2) (lb/ft2) (lb/ft2)
| |
| MP-13 564.5 ML 8.6 136.2 2750 6560 MP-15 573.2 ML 11.0 130.2 8640 13340 MP-15 563.2 ML 8.5 136.0 8640 16760 MP-15 559.5 ML 5.7 139.1 8640 12200 MP-19 572.5 ML 19.5 113.9 8640 8920 MP-19 567.5 ML 9.6 135.2 8640 8780 MP-20 562.1 ML 11.3 131.2 2800 5740 MP-24 577.3 ML 11.2 130.9 1500 9260 MP-24 571.8 ML 9.3 132.3 1900 4560 MP-24 566.8 ML 12.4 125.6 2400 1965 MP-25 576.9 ML 9.0 135.2 1500 5000 MP-25 571.9 ML 8.9 136.2 1970 10920 MP-28 571.7 ML 13.9 118.0 8640 1250 MP-28 566.7 ML 8.4 134.9 2800 9000 2.5-175
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-11 (Cont'd)
| |
| TRIAXIAL COMPRESSION UNCONFINED (UU) COMPRESSION FIELD FIELD MOISTURE DRY CONFINING SHEAR SHEAR BORING ELEVATION SOIL CONTENT DENSITY PRESSURE STRENGTH STRENGTH NO. (ft) TYPE (%) (lb/ft3) (lb/ft2) (lb/ft2) (lb/ft2)
| |
| MP-29 575.5 ML 9.8 132.7 9400 MP-29 564.5 ML 12.2 124.0 2600 MP-30 570.7 ML 10.9 127 9360*
| |
| MP-30 573.7 ML 11.0 140.3 7680*
| |
| MP-30 575.2 ML 12.0 131.3 60 6240*
| |
| MP-30 563.2 ML 10.3 131 5520*
| |
| MP-30 566.2 ML 10.1 131 6960*
| |
| MP-35 582.6 ML 17.8 106.9 520 MP-35 562.6 ML 9.2 134.4 7060 MP-35 572.6 ML 8.4 135.6 11860 MP-40 581.8 ML 11.4 125.8 1500 6320 MP-40 576.8 ML 10.2 131.8 1940 1360 MP-40 571.8 ML 9.3 134.2 2380 10400 2.5-176
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-11 (Cont'd)
| |
| TRIAXIAL COMPRESSION UNCONFINED (UU) COMPRESSION FIELD FIELD MOISTURE DRY CONFINING SHEAR SHEAR BORING ELEVATION SOIL CONTENT DENSITY PRESSURE STRENGTH STRENGTH NO. (ft) TYPE (%) (lb/ft3) (lb/ft2) (lb/ft2) (lb/ft2)
| |
| MP-40 566.8 ML 9.3 134.2 2800 7960 MP-42 575.1 ML 12.3 127.1 2760 MP-42 573.1 ML 10.3 132.5 800 MP-42 565.1 ML 9.9 131.3 1560 MP-56 577.5 ML 11.9 130.5 8640 8900 MP-56 572.5 ML 10.4 132.0 8640 15840 MP-56 567.5 ML 12.3 127.1 8640 3580 MP-56 562.5 ML 9.1 134.1 2800 6400 MP-65 571.6 ML 16.7 115.3 8640 3600 MP-65 561.6 ML 12.9 122.6 8640 8860 LSH-1 579.2 ML 9.7 134.1 13600 LSH-1 574.2 ML 9.2 133.7 8640 12660 Strength tests were performed on samples of 4-inch diameter.
| |
| 2.5-177
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-12 TRIAXIAL COMPRESSION (CU) TESTS COHESIONLESS SOILS FIELD ELEVA- MOISTURE FIELD CONFINING SHEAR BORING TION SOIL CONTENT DRY DENSITY PRESSURE STRENGTH*
| |
| NO. (ft) TYPE (%) (lb/ft3) (lb/ft2) (lb/ft2)
| |
| A-17 583.5 SP 19.4 106.7 1495 ' tan 44 A-18 595.9 SP 20.2 99.8 1080 ' tan 36
| |
| ' = Effective Normal Stress.
| |
| 2.5-178
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-13 DENSITY TEST DATA PLANT SITE ASTM D2049 ASTM D1557 IN SITU MINIMUM MAXIMUM RELATIVE MAXIMUM DEPTH DRY DENSITY DRY DENSITY DRY DENSITY DENSITY DRY DENSITY LOCATION (ft) (lb/ft3) (lb/ft3) (lb/ft3) (%) (lb/ft3)
| |
| TP 1 3 103 90 112 64 ---
| |
| 8 117 107 130 48 ---
| |
| TP 2 3 104 87 110 78 ---
| |
| 8 98 96 119 10.5 ---
| |
| MP-14, MP-31 0-10 99 84 109 67 108 10-17 103 91 110 67 105 0-17 100 91 112 48 107 Plant Borings (Blended) 0-22 --- 97 121 -- ---
| |
| Ditch Bank (Bulk Samples) 0-5 --- 89 111 -- 110 0-5 --- 86 111 -- 108 5-10 --- 91 113 -- 110 5-10 --- 86 110 -- 110 10-15 --- 93 112 -- 107 10-15 --- 92 116 -- ---
| |
| 2.5-179
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-14
| |
| | |
| ==SUMMARY==
| |
| OF BORINGS BEDROCK SURFACE DEPTH TO SURFACE TOTAL DEPTH ELEVATION ROCK ELEVATION OF HOLE BORING (ft) (ft) (ft) (ft)
| |
| A-1 593.9 41.0 552.9 276.0 A-2 593.0 36.0 557.0 276.0 A-3 598.3 41.0 557.3 308.0 A-4 592.6 32.0 560.6 164.0 A-5 598.5 49.0 549.5 149.0 A-6 601.2 44.5 556.7 184.0 A-7 600.6 47.5 553.1 184.0 A-8 601.7 46.0 555.7 168.0 A-9 598.5 36.0 562.5 157.5 A-10 597.8 41.0 556.8 158.0 A-11 602.0 41.0 561.0 163.5 P-3 599.2 50.0 549.2 305.0 P-6 595.6 50.0 545.6 232.0 P-10 596.8 61.0 535.8 178.0 H-1 600.9 48.0 552.9 158.0 H-2 598.9 45.0 553.9 162.5 H-3 599.2 42.5 556.7 157.5 H-4 595.1 47.0 548.1 157.5 H-5 599.2 37.5 561.7 37.5 L-1 564.1 45.0 519.1 255.0 L-2 587.7 72.5 515.2 312.0 L-3 589.0 57.0 532.0 286.0 L-4 581.6 35.0 546.6 345.0 A-12 592.5 48.5 544.0 176.5 A-13 589.3 41.0 548.3 168.0 A-14 598.8 43.0 555.8 194.0 A-15 597.1 45.0 552.1 205.0 A-16 591.7 46.0 545.7 188.0 A-17 599.0 38.5 560.5 186.5 A-18 601.4 39.0 562.4 194.0 MP-1 598.0 45.0 553.0 164.0 MP-2 600.2 44.7 555.5 102.0 MP-3 600.5 40.7 559.8 112.0 MP-4 599.6 40.0 559.6 102.5 MP-5 601.6 42.0 559.6 103.0 MP-6 601.7 34.7 567.0 110.0 MP-7 602.9 41.2 561.7 110.0 MP-8 600.2 40.0 560.2 102.5 Note: All elevations refer to USGS datum.
| |
| 2.5-180
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-14 (Cont'd)
| |
| BEDROCK SURFACE DEPTH TO SURFACE TOTAL DEPTH ELEVATION ROCK ELEVATION OF HOLE BORING (ft) (ft) (ft) (ft)
| |
| MP-9 601.7 44.0 557.7 119.5 MP-10 602.3 44.0 558.3 102.0 MP-11 600.1 44.0 556.1 106.0 MP-12 599.3 42.0 557.3 104.0 MP-13 599.5 41.5 558.0 104.0 MP-14 599.4 44.0 555.4 164.0 MP-15 598.2 43.0 555.2 163.0 MP-16 598.8 40.0 558.8 105.0 MP-17 599.6 40.0 559.6 172.0 MP-18 598.9 36.5 562.4 190.0 MP-19 598.0 39.0 559.0 182.0 MP-20 597.6 41.0 556.6 107.0 MP-21 597.9 40.0 557.9 106.0 MP-22 599.3 39.0 560.3 110.0 MP-23 598.5 40.0 558.5 167.0 MP-24 597.8 38.0 559.8 157.0 MP-25 597.4 32.0 565.4 165.0 MP-26 599.3 40.0 559.3 169.0 MP-27 603.0 40.0 563.0 185.0 MP-28 602.2 41.0 561.2 190.5 MP-29 601.0 39.5 560.5 190.0 MP-30 601.2 39.5 561.7 190.0 MP-31 597.8 38.5 559.3 115.0 MP-32 603.3 40.0 563.3 118.0 MP-33 601.1 39.5 561.6 165.0 MP-34 600.0 39.5 560.5 174.0 MP-35 603.1 42.0 561.1 185.0 MP-36 602.6 41.5 561.1 169.0 MP-37 600.2 40.0 560.2 109.0 MP-38 602.7 40.0 562.7 185.0 MP-39 600.8 36.0 564.8 187.0 MP-40 602.3 40.5 561.8 195.0 MP-41 602.3 36.4 565.9 110.0 MP-42 603.1 40.0 563.1 189.5 MP-43 599.5 39.0 560.5 120.0 MP-44 599.5 40.0 559.5 110.0 MP-45 601.7 42.5 559.2 185.0 MP-46 598.9 36.5 562.4 110.0 MP-47 601.2 39.0 562.0 115.0 MP-48 599.5 39.5 560.0 186.0 MP-49 598.3 39.0 559.3 110.0 MP-50 601.7 40.0 561.7 120.0 MP-51 602.2 40.0 562.2 120.0 MP-52 601.8 40.0 561.8 181.0 2.5-181
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-14 (Cont'd)
| |
| BEDROCK SURFACE DEPTH TO SURFACE TOTAL DEPTH ELEVATION ROCK ELEVATION OF HOLE BORING (ft) (ft) (ft) (ft)
| |
| MP-53 600.7 41.5 559.2 52.0 MP-54 598.6 38.5 560.1 49.0 MP-55 603.1 40.0 563.1 52.0 MP-56 603.0 45.0 558.0 46.5 MP-57 598.9 47.0 551.9 48.0 MP-58 599.3 39.0 560.3 41.0 MP-59 597.4 43.0 554.0 43.0 MP-60 594.6 ----- ----- 40.0 MP-61 599.7 ----- ----- 36.5 MP-62 600.0 34.9 656.1 35.5 MP-63 603.6 40.0 563.6 110.5 MP-64 599.8 40.0 559.8 98.5 MP-65 597.1 38.0 559.1 98.3 MP-66 597.7 39.7 558.0 87.5 MP-67 599.3 39.5 559.8 39.8 MP-68 602.2 42.2 560.0 42.5 LSH-1 599.7 33.5 566.2 95.0 HS-1 597.2 46.0 551.2 56.0 HS-2 598.1 44.0 554.1 54.0 HS-3 599.5 52.0 547.5 57.2 HS-4 598.3 50.0 548.3 60.0 HS-5 596.5 46.0 550.5 56.0 HS-6 597.7 42.0 555.7 52.0 HS-7 599.7 44.0 555.7 54.0 HS-8 599.3 43.5 555.8 53.5 HS-9 596.2 46.0 550.2 56.0 HS-10 598.8 49.0 549.8 59.0 HS-11 599.5 44.0 555.5 54.0 HS-12 598.2 43.5 554.7 53.5 HS-13 599.8 ----- ----- 31.5 HS-14 597.9 ----- ----- 27.0 HS-15 593.7 ----- ----- 18.5 HS-16 598.3 ----- ----- 24.5 HS-17 598.4 ----- ----- 26.5 HS-18 590.1 ----- ----- 14.0 2.5-182
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-15
| |
| | |
| ==SUMMARY==
| |
| OF SHALLOW PIEZOMETER INSTALLATIONS GROUND SURFACE DEPTH TO BOTTOM OF WATER ELEVATION WELL-POINT SCREEN ELEVATION BORING (ft) (ft) GEOLOGIC HORIZON (ft) DATE A-4 592.6 15.5 Dolton Member 590.9 11/1/72 590.5 4/14/73 A-5 598.5 20.5 Dolton Member 587.0 11/1/72 588.7 4/14/73 A-7 600.6 25.5 Dolton Member 590.7 11/1/72 593.2 4/14/73 A-8 601.7 19.0 Dolton Member 594.7 11/1/72 598.3 4/14/73 A-9 598.5 22.0 Dolton Member 590.1 11/1/72 A-10 597.8 27.0 Dolton Member 589.6 11/1/72 A-11 602.0 26.5 Dolton Member 592.2 11/1/72 H-1 600.9 24.0 Dolton Member 582.0 11/1/72 H-2 598.9 22.0 Dolton Member 580.3 11/1/72 579.8 4/14/73 H-3 599.2 24.0 Dolton Member 583.1 11/1/72 H-4 595.1 17.5 Dolton Member 584.6 11/1/72 585.8 4/14/73 P-10 596.8 52.0 Residual Soil 560.6 10/19/72 2.5-183
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-15 (Cont'd)
| |
| GROUND SURFACE DEPTH TO BOTTOM OF WATER ELEVATION WELL-POINT SCREEN ELEVATION BORING (ft) (ft) GEOLOGIC HORIZON (ft) DATE MP-8 600.2 16.0 Dolton Member 596.1 4/24/73 MP-30 601.2 16.0 Dolton Member 598.3 4/24/73 MP-43 599.5 16.0 Dolton Member 599.0 4/24/73 MP-46 598.9 16.0 Dolton Member 597.1 4/24/73 2.5-184
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-16
| |
| | |
| ==SUMMARY==
| |
| OF DEEP PIEZOMETER INSTALLATIONS GROUND SURFACE DEPTH OF WATER ELEVATION SCREENED ZONE GEOLOGIC ELEVATION BORING (ft) (ft) HORIZON (ft) DATE A-1 593.9 Below 45 Carbondale* 579.9 10/19/72 Formation A-2 593.0 Below 50 Carbondale* 579.4 10/19/72 Formation A-3 598.3 Below 41 Carbondale* 593.1 10/19/72 Formation 595.9 4/14/73 A-6 601.2 Below 50 Carbondale* 588.2 10/19/72 Formation H-2 598.9 148-158 Ft. Atkinson 536.1 4/14/73 Limestone H-4 595.1 147-157 Ft. Atkinson 530.7 4/14/73 Limestone P-3 601.4 Below 50 Carbondale* 526.7 10/19/72 Formation P-6 599.0 Below 50 Carbondale* 543.6 10/19/72 Formation Mine ***Vent 599.08** 578.3 10/19/72 Shaft Uppermost formation.
| |
| Elevation of reference point.
| |
| Located in the SW 1/4 of the NE 1/4 of the NW 1/4 of Section 20, T.32N., R.9E.
| |
| 2.5-185
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-17 SEISMIC REFRACTION SURVEY:
| |
| | |
| ==SUMMARY==
| |
| OF COMPUTED DEPTHS AND CORRESPONDING COMPRESSIONAL WAVE VELOCITIES SHOT POINT d0 V1 d1 V2 d2 V3 d3 V4 d4 V5 0+00 0 1000 8.5 6000 51 8500 151 16,000 2+50 0 1000 8.5 6000 51 8500 151 16,000 5+00 0 1000 10 6000 39.5 8500 154.5 16,000 7+50 0 1000 10 6000 44 8500 159 16,000 10+00 0 1000 12 6000 46 8500 86* 10,000 201 16,000 10+00 0 1000 12 6000 46 8500 159 16,000 12+00 0 1000 11 6000 53 8400 152 16,000 15+00 0 1000 11 6000 49 8400 167.5 16,000 17+50 0 1000 11 6000 50 8400 163.5 16,000 20+00 0 1000 10 6000 39.5 8500 168 16,000 SEISMIC LINE 2 0+50 0 1000 10.5 6000 50.5 9000 130 17,000 3+50 0 1000 11 6000 42 9000 153 17,000 5+50 0 1000 10.5 6000 54.5 9000 144.5 17,000 8+50 0 1000 9 6000 42.5 9000 153.5 17,000 10+00 0 1000 12.5 6000 52.5 9000 160.5 17,000 11+50 0 1000 16 6000 52 8500 190 17,000 12+50 0 1000 10 6000 50 9000 155 17,000 16+00 0 1000 9 6000 49 9000 171 17,000 18+00 0 1000 10.5 6000 42.5 9000 161 17,000 20+00 0 1000 11.5 6000 61.5 9000 167.5 17,000 2.5-186
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-17 (Cont'd)
| |
| SHOT POINT d0 V1 d1 V2 d2 V3 d3 V4 d4 V5 SEIMIC LINE 1A**
| |
| 0+00 0 1000 15 7000 51 8000 154 20,000 2+50 0 1000 13.6 6300 56 7400 130 20,400 5+00 0 1000 10.6 6400 53 8000 122 14,000 7+50 0 1000 12.2 6200 56 8500 127 14,000 10+00 0 1000 10.1 6000 51 8700 141 15,500 Notes:
| |
| : 1. For seismic line plan location, see Figure 2.5-55.
| |
| : 2. d = Depth, feet.
| |
| V = Compressional wave velocity, feet per second.
| |
| (The subscript on depth indicates the top of a given layer, and on velocity, the compressional wave velocity for that layer.)
| |
| *Hidden layer case.
| |
| **Data were corrected to a 600-foot elevation datum.
| |
| 2.5-187
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-18 SURFACE WAVE DATA OBSERVED PREDOMINANT PREDOMINANT APPARENT APPARENT LENGTH OF OBSERVED WAVE PARTICLE FREQUENCY WAVELENGTH VELOCITY WAVE TRAIN WAVE TYPE MOTION (Hz) (ft) (ft/sec) (cycles) 1 Rayleigh Longitudinal 9.5 120 1150 4 Transverse 2 Unknown Longitudinal 13.5 47 635 6 Transverse 3 Love Longitudinal 10.0 52 520 5 2.5-188
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-19 AMBIENT GROUND MOTION MEASUREMENTS September 28, 1972)
| |
| AMBIENT FREQUENCY* GROUND MOTION**, X 10-3 STATION (Hz) TRANS. VERT. LONG.
| |
| 1 5.5, 8.5, 9.0, Displacement (in.) .0055 .00125 .00375 11.0, 12.5, 14.5 (Near Boring A-6) 10.0, 12.5, 16.5 Acceleration (in./s/s) .192 .0417 .0917 6.5, 7.0, 8.5, 9.0, Velocity (in./s) .305 .0805 .255 10.0, 11.0, 12.5, 14.5, 16.5 2 10.0, 12.5 Displacement (in.) .00125 - .00175 9.0, 16.5 Acceleration (in./s/s) .0417 .025 (Near Borings A-3) 6.5, 10.0, 12.5, Velocity (in./s) .140 .025 .110 (See Figure 2.5-55) 20.0, 25.0 3 4.5 Displacement (in.) .00075 - .00075 8.5, 12.5, 25.0 Acceleration (in./s/s) .025 .0333 .0166 (Near Boring A-1) 4.5, 5.0, 5.5, Velocity (in./s) .175 .095 .125 10.0, 11.0, 12.5, 14.5, 16.5
| |
| *Predominant frequencies are underlined.
| |
| **Trans. = transverse.
| |
| Vert. = vertical.
| |
| Long. = longitudinal.
| |
| 2.5-189
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-20 WATER-PRESSURE TEST RESULTS: BOREHOLE H-1 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec) 48.0 to 58.0 48.0 4.30 30.0 69.3 89.76 3.57 86.19 244.47 2.36-04 48.0 to 58.0 48.0 7.20 50.0 115.4 135.94 10.01 125.92 280.19 2.71-04 48.0 to 58.0 48.0 4.70 30.0 69.3 89.76 4.27 85.49 269.39 2.60-04 55.0 to 68.0 55.0 5.30 40.0 92.3 112.85 6.36 106.49 198.84 1.92-04 58.0 to 68.0 58.0 5.00 40.0 92.3 112.85 5.66 107.19 228.58 2.21-04 58.0 to 68.0 58.0 10.40 60.0 138.5 159.02 24.49 134.53 378.82 3.66-04 58.0 to 68.0 58.0 4.50 40.0 92.3 112.85 4.59 108.26 203.68 1.97-04 68.0 to 78.0 68.0 3.60 50.0 115.4 135.94 3.37 132.57 133.07 1.29-04 68.0 to 78.0 68.0 5.10 50.0 115.4 135.94 6.76 129.18 193.46 1.87-04 68.0 to 78.0 68.0 12.00 70.0 161.6 182.11 37.40 144.71 406.36 3.93-04 68.0 to 78.0 68.0 7.10 50.0 115.4 135.94 13.09 122.84 283.23 2.68-04 78.0 to 88.0 78.0 0.09 60.0 138.5 159.02 0.00 159.02 2.77 2.68-06 78.0 to 88.0 78.0 9.60 80.0 184.7 205.20 27.01 178.19 264.00 2.55-04 78.0 to 88.0 78.0 7.10 60.0 138.5 159.02 14.77 144.25 241.19 2.33-04 88.0 to 98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 88.0 to 98.0 88.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 88.0 to 98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 98.0 to 108.0 98.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 98.0 to 108.0 98.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 98.0 to 108.0 98.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 118.0 to 128.0 118.0 0.30 60.0 138.5 159.02 0.04 158.98 9.25 8.94-06 118.0 to 128.0 118.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 118.0 to 128.0 118.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 2.5-190
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-20 (Cont'd)
| |
| INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec) 128.0 to 148.0 128.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 128.0 to 148.0 128.0 0.50 90.0 207.8 228.28 0.12 228.16 6.22 6.01-06 128.0 to 148.0 128.0 0.30 60.0 138.5 159.02 0.04 158.98 5.35 5.18-06 148.0 to 161.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 148.0 to 161.0 148.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 148.0 to 161.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 Notes:
| |
| : 1. Gauge height above ground = 2.0 ft 4. Depth of water table = 18.5 ft
| |
| : 2. Angle of hole = 0.0° 5. Number of tests = 35
| |
| : 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft
| |
| : 7. Diameter of pipe = 0.7 in.
| |
| 2.5-191
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-21 WATER-PRESSURE TEST RESULTS: BOREHOLE H-2 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec) 48.0 to 58.0 48.0 0.00 30.0 69.3 89.76 0.00 89.76 0.00 0.00 48.0 to 58.0 48.0 0.00 50.0 115.4 135.94 0.00 135.94 0.00 0.00 48.0 to 58.0 48.0 0.00 30.0 69.3 89.76 0.00 89.76 0.00 0.00 58.0 to 68.0 58.0 0.06 40.0 92.3 112.85 0.00 112.85 2.61 2.52-06 58.0 to 68.0 58.0 0.20 60.0 138.5 159.02 0.01 159.01 6.16 5.96-06 58.0 to 68.0 58.0 0.09 40.0 92.3 112.85 0.00 112.85 3.91 3.78-06 68.0 to 78.0 68.0 0.16 50.0 115.4 135.94 0.01 135.93 5.77 5.58-06 68.0 to 78.0 68.0 7.40 70.0 161.6 182.11 14.22 167.89 215.99 2.09-04 68.0 to 78.0 68.0 2.90 50.0 115.4 135.94 2.18 133.75 106.25 1.03-04 68.0 to 78.0 68.0 4.60 60.0 138.5 159.02 5.50 153.53 146.82 1.42-04 68.0 to 78.0 68.0 7.30 70.0 161.5 182.11 13.84 168.27 212.59 2.06-04 78.0 to 88.0 78.0 7.50 60.0 138.5 159.02 16.48 142.54 257.84 2.49-04 78.0 to 88.0 78.0 8.70 70.0 161.6 182.11 22.18 159.93 266.57 2.58-04 78.0 to 88.0 78.0 10.00 80.0 184.7 205.20 29.30 175.89 278.60 2.69-04 78.0 to 88.0 78.0 8.80 70.0 161.6 182.11 22.69 159.42 270.50 2.62-04 78.0 to 88.0 78.0 7.80 60.0 138.5 159.02 17.83 141.19 270.71 2.62-04 88.0 to 98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 88.0 to 98.0 88.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 88.0 to 98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 98.0 to 108.0 98.0 0.30 60.0 138.5 159.02 0.03 158.99 9.25 8.94-06 98.0 to 108.0 98.0 0.40 90.0 207.8 228.28 0.06 228.23 8.59 8.31-06 98.0 to 108.0 98.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 90.0 207.5 228.28 0.00 228.28 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 118.0 to 128.0 118.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 118.0 to 128.0 118.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 118.0 to 128.0 118.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 128.0 to 138.0 128.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 2.5-192 REVISION 7 - DECEMBER 1998
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-21 (Cont'd)
| |
| INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec) 128.0 to 138.0 128.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 128.0 to 138.0 128.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 148.0 to 158.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 148.0 to 158.0 148.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 148.0 to 158.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 Notes:
| |
| : 1. Gauge height above ground = 2.0 ft 4. Depth of water table = 18.5 ft
| |
| : 2. Angle of hole = 0.0° 5. Number of tests = 37
| |
| : 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft
| |
| : 7. Diameter of pipe = 0.7000 in.
| |
| 2.5-193
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-22 WATER-PRESSURE TEST RESULTS: BOREHOLE H-3 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec) 45.5 to 52.5 45.5 0.00 25.0 57.7 76.72 0.00 76.72 0.00 0.00 45.5 to 52.5 45.5 0.00 40.0 92.3 111.35 0.00 111.35 0.00 0.00 52.5 to 62.5 52.5 1.50 30.0 69.3 88.26 0.47 87.79 83.72 8.10-05 52.5 to 62.5 52.5 7.40 50.0 115.4 134.43 11.40 123.04 294.72 2.85-04 52.5 to 62.5 52.5 2.10 30.0 69.3 88.26 0.92 87.34 117.82 1.14-04 62.5 to 72.5 62.5 1.20 45.0 103.9 122.89 0.35 122.54 47.99 4.64-05 62.5 to 72.5 62.5 6.80 60.0 138.5 157.52 11.16 146.36 227.67 2.20-04 62.5 to 72.5 62.5 2.20 45.0 103.9 122.89 1.17 121.72 88.57 8.56-05 72.5 to 82.5 72.5 1.60 50.0 115.4 134.43 0.70 133.73 58.63 5.67-05 72.5 to 82.5 72.5 5.80 70.0 161.6 180.61 9.24 171.37 165.85 1.60-04 72.5 to 82.5 72.5 3.30 50.0 115.4 134.43 2.99 131.44 123.03 1.19-04 82.5 to 92.5 82.5 1.40 50.0 115.4 134.43 0.60 133.83 51.26 4.96-05 82.5 to 92.5 82.5 2.10 70.0 161.6 180.61 1.36 179.25 57.41 5.55-05 82.5 to 92.5 82.5 1.50 50.0 115.4 134.43 0.69 133.74 54.96 5.31-05 92.5 to 102.5 92.5 8.10 55.0 127.0 145.98 22.39 123.58 321.18 3.11-04 92.5 to 102.5 92.5 13.50 75.0 173.2 192.15 62.21 129.94 509.09 4.92-04 92.5 to 102.5 92.5 10.60 55.0 127.0 145.98 38.35 107.63 482.62 4.67-04 102.5 to 112.5 102.5 11.50 55.0 127.0 145.98 49.55 96.43 584.37 5.65-04 102.5 to 112.5 102.5 14.40 75.0 173.2 192.15 77.68 114.47 616.45 5.96-04 102.5 to 112.5 102.5 11.60 55.0 127.0 145.98 50.41 95.57 594.79 5.75-04 112.5 to 122.5 112.5 12.40 60.0 138.5 157.52 62.72 94.80 640.98 6.20-04 112.5 to 122.5 112.5 14.10 75.0 173.2 192.15 81.10 111.05 622.18 6.02-04 112.5 to 122.5 112.5 11.40 60.0 138.5 157.52 53.02 104.51 534.54 5.17-04 122.5 to 132.5 122.5 0.60 60.0 138.5 157.52 0.16 157.36 18.68 1.81-05 122.5 to 132.5 122.5 1.10 80.0 184.7 203.70 0.53 203.16 26.53 2.57-05 122.5 to 132.5 122.5 0.90 60.0 138.5 157.52 0.36 157.16 28.06 2.71-05 132.5 to 142.5 132.5 0.20 65.0 150.1 169.07 0.02 169.05 5.80 5.61-06 132.5 to 142.5 132.5 0.50 85.0 196.2 215.24 0.12 215.12 11.39 1.10-05 132.5 to 142.5 132.5 0.30 65.0 150.1 169.07 0.04 169.02 8.70 8.41-06 2.5-194
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-22 (Cont'd)
| |
| INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec) 142.5 to 152.5 142.5 0.30 65.0 150.1 169.07 0.05 169.02 8.70 8.41-06 142.5 to 152.5 142.5 0.40 85.0 196.2 215.24 0.08 215.16 9.11 8.81-06 142.5 to 152.5 142.5 0.20 65.0 150.1 169.07 0.02 169.05 5.80 5.61-06 152.5 to 162.5 152.5 0.30 70.0 161.6 180.61 0.05 180.56 8.14 7.87-06 152.5 to 162.5 152.5 1.00 90.0 207.8 226.78 0.54 226.24 21.66 2.09-05 152.5 to 162.5 152.5 0.70 70.0 161.6 180.61 0.27 180.34 19.02 1.84-05 Notes:
| |
| : 1. Gauge height above ground = 2.0 ft 4. Depth of water table = 17.0 ft
| |
| : 2. Angle of hole = 0.0° 5. Number of tests = 35
| |
| : 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft
| |
| : 7. Diameter of pipe = 0.7 in.
| |
| 2.5-195
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-23 WATER-PRESSURE TEST RESULTS: BOREHOLE H-4 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec) 50.0 to 57.0 50.0 0.00 20.0 46.2 65.17 0.00 65.17 0.00 0.00 50.0 to 57.0 50.0 0.00 40.0 92.3 111.35 0.00 111.35 0.00 0.00 50.0 to 57.0 50.0 0.00 20.0 46.2 65.17 0.00 65.17 0.00 0.00 57.0 to 67.0 57.0 0.00 30.0 69.3 88.26 0.00 88.26 0.00 0.00 57.0 to 67.0 57.0 0.00 50.0 115.4 134.43 0.00 134.43 0.00 0.00 57.0 to 67.0 57.0 0.00 30.0 69.3 88.26 0.00 88.26 0.00 0.00 67.0 to 77.0 67.0 0.30 40.0 92.3 111.35 0.02 111.32 13.21 1.28-05 67.0 to 77.0 67.0 0.60 60.0 138.5 157.52 0.09 157.43 18.68 1.81-05 67.0 to 77.0 67.0 0.30 40.0 93.3 111.35 0.02 111.32 13.21 1.28-05 77.0 to 87.0 77.0 0.00 45.0 103.9 122.89 0.00 122.89 0.00 0.00 77.0 to 87.0 77.0 0.20 65.0 150.1 169.07 0.01 169.05 5.80 5.61-06 77.0 to 87.0 77.0 0.05 45.0 103.9 122.89 0.00 122.89 1.99 1.93-06 87.0 to 97.0 87.0 3.10 50.0 115.4 134.43 3.10 131.33 115.67 1.12-04 87.0 to 97.0 87.0 7.50 70.0 161.6 180.61 18.17 162.44 226.25 2.19-04 87.0 to 97.0 87.0 4.70 50.0 115.4 134.43 7.14 127.30 180.92 1.75-04 97.0 to 107.0 97.0 0.00 50.0 115.4 134.43 0.00 134.43 0.00 0.00 97.0 to 107.0 97.0 0.70 70.0 161.6 180.61 0.17 180.43 19.01 1.84-05 97.0 to 107.0 97.0 0.05 50.0 115.4 134.43 0.00 134.43 1.82 1.76-06 107.0 to 117.0 107.0 1.60 60.0 138.5 157.52 1.00 156.52 50.09 4.84-05 107.0 to 117.0 107.0 1.80 80.0 184.7 203.70 1.26 202.43 43.57 4.21-05 107.0 to 117.0 107.0 0.80 60.0 138.5 157.52 0.25 157.27 24.93 2.41-05 116.0 to 127.0 116.0 0.90 60.0 138.5 157.52 0.34 157.18 26.06 2.52-05 116.0 to 127.0 116.0 2.10 80.0 184.7 203.70 1.87 201.83 47.36 4.58-05 116.0 to 127.0 116.0 0.40 60.0 138.5 157.52 0.07 157.45 11.56 1.12-05 127.0 to 137.0 127.0 0.10 65.0 150.1 169.07 0.00 169.06 2.90 2.80-06 127.0 to 137.0 127.0 0.20 85.0 196.2 215.24 0.02 215.22 4.55 4.40-06 127.0 to 137.0 127.0 0.15 65.0 150.1 169.07 0.01 169.06 4.35 4.20-06 137.0 to 147.0 137.0 0.10 70.0 161.6 180.61 0.00 180.60 2.71 2.62-06 2.5-196
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-23 (Cont'd)
| |
| INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec) 137.0 to 147.0 137.0 0.30 90.0 207.8 226.78 0.04 226.74 6.48 6.27-06 137.0 to 147.0 137.0 0.15 70.0 161.6 180.61 0.01 180.60 4.07 3.94-06 147.0 to 157.0 147.0 0.10 80.0 184.7 203.70 0.01 203.69 2.41 2.33-06 147.0 to 157.0 147.0 0.20 100.0 230.9 249.87 0.02 249.85 3.92 3.79-06 147.0 to 157.0 147.0 0.10 80.0 184.7 203.70 0.01 203.69 2.41 2.33-06 Notes:
| |
| : 1. Gauge height above ground = 2.0 ft 4. Depth of water table = 17.0 ft
| |
| : 2. Angle of hole = 0.0° 5. Number of tests = 33
| |
| : 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft
| |
| : 7. Diameter of pipe = 0.7 in.
| |
| 2.5-197
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-24
| |
| | |
| ==SUMMARY==
| |
| OF PERMEABILITY TESTS PERMEABILITY SAMPLE DEPTH UNIFIED SOILS K BORING NO. (ft) CLASSIFICATION (cm/sec)
| |
| H-5 1 0.5 SP 2.212 x 10-3 2 3.0 SP 1.784 x 10-3 3 5.5 SP 5.973 x 10-3 4 8.0 SP 5.647 x 10-4 5 13.0 SP 7.015 x 10-4 6 15.5 SP 6.2433 x 10-4 7 18.0 SP 7.826 x 10-4 8 20.5 SP 4.483 x 10-4 9 23.0 SP 3.658 x 10-4 H-1 8 20.5 SP 8.3 x 10-3 12 35.5 GM 8.91 x 10-4 13 38.0 GM 8.24 x 10-4 14 40.5 GM 8.37 x 10-4 H-2 6 13.0 SP 5.61 x 10-3 8 20.5 SP 4.74 x 10-3 A-1 5 20.0 SP 7.37 x 10-2 A-3 2 5.5 SP 5.41 x 10-2 A-5 1 2.5 SP-ML 8.28 x 10-4 3 9.5 SP 8.84 x 10-4 A-6 4 16.0 SP 9.68 x 10-4 Note: Permeability tests were performed according to ASTM-D2434.
| |
| 2.5-198
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-24 (Cont'd)
| |
| PERMEABILITY SAMPLE DEPTH UNIFIED SOILS K BORING NO. (ft) CLASSIFICATION (cm/sec)
| |
| P-3 3 10.5 SP 7.72 x 10-4 4 16.0 SP 7.42 x 10-4 P-6 2 5.5 SP 7.50 x 10-4 3 10.0 SP 7.27 x 10-4 H-4 13 25.5 ML-SL 2.60 x 10-6 H-3 14 37.0 GM 8.17 x 10-4 HS-2 1 4.1 SM 1.7 x 10-3 2 8.0 SP 1.0 x 10-3 3 14.0 SP 4.1 x 10-3 4 19.0 SP 10.0 x 10-3 HS-3 1 4.0 SP 2.6 x 10-3 2 9.0 SP 4.0 x 10-3 3 14.0 SP 7.0 x 10-3 4 19.0 SP 8.0 x 10-3 5 24.0 SP 7.0 x 10-3 6 27.8 SP 2.4 x 10-3 HS-6 2 10.0 SP 2.4 x 10-3 2.5-199
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-25
| |
| | |
| ==SUMMARY==
| |
| OF PIEZOMETER READINGS ELEVATION OF GROUND SURFACE PIEZOMETER WATER BORING OR ELEVATION TIP DATE ELEVATION TEST PIT (ft) (ft) MEASURED (ft)
| |
| H-1 600.9 576.9 10-29-72 581.9 600.9 576.9 11-01-72 582.0 600.9 576.9 11-22-72 581.0 600.9 442.9 10-29-72 549.7 600.9 442.9 11-22-72 537.2 H-2 598.9 576.9 10-29-72 582.7 598.9 576.9 11-01-72 580.3 598.9 576.9 11-22-72 579.6 598.9 440.9 10-29-72 555.6 598.9 440.9 11-22-72 533.4 H-3 599.2 575.2 10-29-72 583.0 599.2 575.2 11-01-72 583.1 599.2 575.2 11-22-72 582.5 599.2 437.2 10-29-72 557.0 599.2 437.2 11-22-72 556.5 H-4 595.1 577.6 10-29-72 584.6 595.1 577.6 11-01-72 584.6 595.1 577.6 11-22-72 584.5 595.1 438.1 10-29-72 530.5 595.1 438.1 11-22-72 529.2 HS-2 598.1 585.9 HS-3 599.5 587.9 HS-4 598.3 587.2 HS-5 596.5 587.0 HS-6 597.7 589.6 HS-7 599.7 587.5 HS-8 599.3 588.6 HS-11 599.5 591.0 HS-12 599.2 583.9 HS-13 599.8 02-18-75 585.8 HS-14 597.9 02-17-75 590.4 HS-15 593.7 02-18-75 584.0 HS-16 598.3 02-17-75 588.2 HS-17 598.4 02-17-75 589.7 HS-18 590.1 02-17-75 583.3 2.5-200
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-25 (Cont'd)
| |
| ELEVATION OF GROUND SURFACE PIEZOMETER WATER BORING OR ELEVATION TIP DATE ELEVATION TEST PIT (ft) (ft) MEASURED (ft)
| |
| TP-1 590.1 02-27-75 583.9 TP-2 596.7 03-03-75 582.7 TP-4 594.1 02-28-75 585.0 TP-5 596.6 03-04-75 583.6 TP-6 595.4 03-13-75 582.5 2.5-201
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-26
| |
| | |
| ==SUMMARY==
| |
| OF STATIC AND DYNAMIC PROPERTIES OF SUBSURFACE MATERIALS FORMATION CARBONDALE RECOMPACTED WEDRON SPOON WISE LAKE PROPERTY SANDS TILL BRAINARD FORT ATKINSON SCALES DUNLEITH Approximate elevation (ft) 601 to 579 579 to 561 561 to 461 461 to 421 421 to 327 Below 327 Poisson's ratio (static or dynamic) 0.41 0.38 0.38 0.32 (0.32)* 0.32 Static modulus of 0.2 x 106 0.9 x 106 0.1 x 108 3.5 x 108 1.5 x 108 8.0 x 108 elasticity, E (lb/ft2) to 1.0 x 106 to 5.0 x 106 to 0.5 x 108 to 7.5 x 108 to 3.5 x 108 to 10.0 x 108 Dynamic modulus of elasticity (lb/ft2) single-amplitude shear strain - 1.0% 5,600 ( m )0.5 ** 0.3 x 106 0.1% 36,000 ( m)0.5 1.5 x 106 0.01% 127,000 ( m)0.5 5.5 x 106 0.8 x 108*** 6.0 x 108*** 2.0 x 108*** 9.5 x 108 to 3.5 x 108 to 11.0 x 108 to 4.5 x 108 to 12.0 x 108***
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| Static modulus of rigidity, G (lb/ft2) 0.07 x 106 0.4 x 106 0.1 x 108 1.5 x 108 0.6 x 108 3.0 x 108 to 0.4 x 106 to 2.0 x 106 to 0.2 x 108 to 3.0 x 108 to 1.5 x 108 to 4.0 x 108 Modulus number 500 5,000 50,000 exponent 0.5 1.0 1.0 - - -
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| 2.5-202
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| BRAIDWOOD-UFSAR TABLE 2.5-26 (Cont'd)
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| FORMATION CARBONDALE RECOMPACTED WEDRON SPOON WISE LAKE PROPERTY SANDS TILL BRAINARD FORT ATKINSON SCALES DUNLEITH Dynamic modulus of rigidity (lb/ft2) single-amplitude shear strain - 1.0% 2,000 ( m )0.5 ** 0.1 x 106 0.1% 13,000 ( m )0.5 ** 0.5 x 106 0.01% 45,000 ( m )0.5 2.0 x 106 0.3 x 108 2.0 x 108 0.7 x 108 3.5 x 108 to 1.0 x 108 to 4.0 x 108 to 2.0 x 108 to 4.5 x 108 Damping factor (percent of critical dumping) single-amplitude shear-strain - 1% 26% 20%
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| 0.1% 17% 15%
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| 0.01% 6% 10% 3% 2% 2% 2%
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| Values in parenthesis are estimated values.
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| m is mean effective principal stress.
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| These values represent the upper range of the deformation moduli and are valid for strain levels on the order of 10-4 to 10-5%.
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| Nomenclature defined in Reference 69.
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| 2.5-203 REVISION 1 - DECEMBER 1989
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| BRAIDWOOD-UFSAR TABLE 2.5-27 DYNAMIC TRIAXIAL COMPRESSION TEST DATA PLANT SITE BORINGS COHESIONLESS SOILS SINGLE MODULUS ELEVA- MOISTURE DRY AMPLITUDE OF BORING TION SOIL CONTENT* DENSITY* SHEAR STRAIN RIGIDITY DAMPING NO. (ft) TYPE (%) (lb/ft3) (%) (lb/ft2) (%)
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| A-1 578.9 SP 22.3 105 0.0084 2.04x106 6 (Equality 0.0237 1.17x106 5 Formation) 0.0363 0.94x106 7 0.0489 0.88x106 12 (Confining pressure = 1000 lb/ft2) 0.0725 0.75x106 13 0.1114 0.61x106 13 0.1324 0.56x106 13 0.293 0.31x106 24 0.447 0.23x106 23 0.571 0.19x106 25 0.809 0.14x106 -
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| A-2 578.0 SP 22.3 105 0.0046 1.93x106 7 (Equality 0.0209 0.60x106 8 Formation) 0.0318 0.52x106 9 0.0515 0.38x106 16 (Confining pressure = 1000 lb/ft2) 0.0654 0.36x106 17 0.2991 0.09x106 24 0.591 0.08x106 24 0.876 0.09x106 26 2.5-204 REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR TABLE 2.5-27 (Cont'd)
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| SINGLE MODULUS ELEVA- MOISTURE DRY AMPLITUDE OF BORING TION SOIL CONTENT* DENSITY* SHEAR STRAIN RIGIDITY DAMPING NO. (ft) TYPE (%) (lb/ft3) (%) (lb/ft2) (%)
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| A-3 583.3 SP 22.1 105 0.0117 1.36x106 7 (Equality 0.0293 0.76x106 9 Formation) 0.0400 0.68x106 17 0.0714 0.51x106 18 (Confining pressure = 1000 lb/ft2) 0.1026 0.42x106 21 0.1275 0.38x106 20 0.278 0.22x106 22 0.581 0.13x106 24 0.903 0.10x106 27 A-4 579.6 SP 20.8 107 0.0114 1.91x106 6 (Equality 0.0226 1.37x106 7 Formation) 0.0403 0.97x106 13 0.0670 0.82x106 14 (Confining pressure = 1000 lb/ft2) 0.0902 0.71x106 13 0.1066 0.71x106 17 0.259 0.37x106 21 0.561 0.20x106 23 0.847 0.14x106 27 MP-14 598.4 SM.SP 20.0 107 0.0072 2.00x106 15 and to (Equality 0.0281 1.14x106 16 MP-31 581.4 Formation) 0.0461 0.88x106 18 0.1032 0.41x106 23 (Confining pressure = 2000 lb/ft2) 0.1474 0.26x106 25 0.2625 0.11x106 27 0.5124 0.03x106 27 2.5-205 REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR TABLE 2.5-27 (Cont'd)
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| SINGLE MODULUS ELEVA- MOISTURE DRY AMPLITUDE OF BORING TION SOIL CONTENT* DENSITY* SHEAR STRAIN RIGIDITY DAMPING NO. (ft) TYPE (%) (lb/ft3) (%) (lb/ft2) (%)
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| MP-14 598.4 SM.SP 21.3 107 0.0118 2.57x106 7 and to (Equality 0.0276 2.07x106 8 MP-31 581.4 Formation) 0.0439 1.49x106 12 0.0898 1.28x106 17 (Confining pressure = 6000 lb/ft2) 0.1445 0.93x106 18 0.3129 0.31x106 22 0.6594 0.09x106 19 Samples were recompacted in the laboratory to a relative density of at least 80%. The moisture content and dry density of the recompacted samples differ from in situ samples.
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| 2.5-206
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| BRAIDWOOD-UFSAR TABLE 2.5-28 DYNAMIC TRIAXIAL COMPRESSION TEST DATA PLANT SITE BORINGS COHESIVE SOILS FIELD FIELD SINGLE MODULUS ELEVA- MOISTURE DRY AMPLITUDE OF BORING TION SOIL CONTENT DENSITY SHEAR STRAIN RIGIDITY DAMPING NO. (ft) TYPE (%) (lb/ft3) (%) (lb/ft2) (%)
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| A-1 558.9 ML 11.4 129 0.0064 2.46x106 17 (Wedron 0.0014 1.63x106 14 Formation) 0.0312 0.92x106 11 0.0598 0.60x106 22 (Confining pressure = 3,000 lb/ft2, 0.0734 0.55x106 22 undrained shear strength = 8,280 lb/ft2) 0.1029 0.44x106 25 0.1717 0.32x106 24 0.3041 0.20x106 26 0.6426 0.11x106 23 1.279 0.06x106 23 A-5 573.5 ML 12.5 125 0.0128 0.98x106 15 (Wedron 0.0342 0.86x106 14 Formation) 0.0517 0.67x106 11 0.0876 0.47x106 16 (Confining pressure = 2,000 lb/ft2, 0.1408 0.35x106 24 undrained shear strength = 7,620 lb/ft2) 0.2083 0.27x106 -
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| 0.2978 0.20x106 26 0.3841 0.16x106 -
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| 0.4669 0.13x106 21 0.5033 0.11x106 21 0.8207 0.08x106 25 0.7945 0.06x106 -
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| 2.5-207
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| BRAIDWOOD-UFSAR TABLE 2.5-28 (Cont'd)
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| FIELD FIELD SINGLE MODULUS ELEVA- MOISTURE DRY AMPLITUDE OF BORING TION SOIL CONTENT DENSITY SHEAR STRAIN RIGIDITY DAMPING NO. (ft) TYPE (%) (lb/ft3) (%) (lb/ft2) (%)
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| A-6 571.2 ML 7.7 137 0.0043 16.27x106 -
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| (Wedron 0.0057 13.86x106 -
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| Formation) 0.0074 14.94x106 14 0.0194 6.68x106 11 (Confining pressure = 2,500 lb/ft2, 0.0479 4.50x106 15 undrained shear strength = 12,770 lb/ft2) 0.0758 3.55x106 23 0.1019 3.11x106 29 0.2293 1.77x106 32 0.3805 1.53x106 32 0.6773 0.97x106 -
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| 0.8135 0.89x106 -
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| MP-30 565.7 ML 7.3 139 0.0148 5.90x106 7 (Wedron 0.0342 3.86x106 9 Formation) 0.0767 2.55x106 8 (Confining pressure = 3,200 lb/ft2, 0.2060 2.29x106 12 undrained shear strength = 25,490 lb/ft2) 0.4193 1.75x106 10 MP-30* 563.2 ML 9.7 134 0.0051 2.75x106 6 (Wedron 0.0120 2.00x106 6 Formation) 0.0233 1.57x106 14 0.0526 1.02x106 16 (Confining pressure = 4,100 lb/ft2, 0.0772 0.83x106 17 undrained shear strength = 14,110 lb/ft2) 0.1382 0.59x106 15 0.2885 0.39x106 15 0.5827 0.29x106 13
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| *Test conducted on 4-inch-diameter cored sample.
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| 2.5-208
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| BRAIDWOOD-UFSAR TABLE 2.5-29 FOUNDATION DATA APPROXIMATE MAXIMUM APPROXIMATE APPROXIMATE STATIC ESTIMATED PLAN FOUNDATION BEARING TOTAL SEISMIC DIMENSIONS ELEVATION PRESSURE BEARING SETTLEMENT*
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| STRUCTURE CATEGORY I (ft) (ft) (ksf) STRATA (in)
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| Reactor containment Yes 160 (diam.) 562 6-10 ksf Siltstone 0.5 inch (Core) (539) (sandstone) (0.25 inch)
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| Auxiliary building Yes 80 X 450 and 523 to 570 5-10 ksf Siltstone 0.25 inch 90 X 90 Fuel handling Yes 90 X 120 579 and 4-5 ksf Glacial till 0.75 inch building 595 and recom-pacted sand Lake screen house Yes 118 X 196 565 3 ksf Glacial till 0.25 inch Turbine building No 130 X 740 551 to 596 4 ksf Sandstone 0.5 inch Turbine generator No 60 X 210 562 6 ksf Sandstone 0.5 inch pedestal Radwaste building No 90 X 140 594 and 598 2 ksf Recompacted 0.5 inch sand Service building No 130 X 150 597 2 ksf Recompacted 0.5 inch sand Heater bay No 50 X 500 591 and 597 4 ksf Recompacted 1.0 inch sand The maximum estimated settlements for the main power block structures were based on approximate static bearing pressure and approximate plan dimensions and elevations. The actual settlement values, based on field monitoring, are presented in Tables 2.5-41 and 2.5-42.
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| 2.5-209
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| BRAIDWOOD-UFSAR TABLE 2.5-30 IN-PLACE DENSITY AND WATER CONTENT TEST RESULTS FOR SAND DEPOSIT FROM UNDISTURBED TUBE AND BLOCK SAMPLES SAMPLE DESIGNATION UNIFIED IN-PLACE DRY WATER BORING OR SAMPLE DEPTH SOIL DENSITY CONTENT TEST PIT NUMBER (ft) CLASSIFCATION (lb/ft) (%)
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| HS-2 1 3 SP 99.4 HS-2 1 4 SP 99.0 21.6 HS-2 1 4.5 SP 105.0 17.0 HS-2 2 8 SP 105.8 22.1 HS-2 2 9.5 SP 95.1 17.4 HS-2 3 14.0 SP 99.9 23.7 HS-2 3 14.5 SP 101.7 24.0 HS-2 4 18 SP 101.7 HS-2 4 19 SP 101.6 22.2 HS-2 4 19.5 SP 105.4 21.8 HS-3 1 3 SP 99.8 HS-3 1 4 SP 99.7 8.1 HS-3 1 4.5 SP 99.7 8.8 HS-3 2 8 SP 100.7 HS-3 2 9 SP 93.2 21.2 HS-3 2 9.5 ML-SM 104.7 20.3 HS-3 3 14 SP 104.7 20.1 HS-3 3 14.5 SP 93.9 21.2 HS-3 4 19 SP 104.1 21.2 HS-3 4 19.5 SP 100.2 20.7 HS-3 5 23 SP 103.1 HS-3 5 24 SP 105.8 20.5 HS-3 5 25 SP 97.6 20.3 HS-3 6 27.8 SM 113.1 13.1 HS-6 2 9 SP 107.5 HS-6 2 10 SP 106.5 19.9 HS-6 2 10.5 SP 103.1 20.7 HS-16 U3 11.5 SM 103.9 22.6 HS-16 U3 12.3 SM 105.2 21.7 HS-18 U1 3.4 SM 104.1 21.9 HS-18 U1 3.9 SM 102.3 22.2 HS-18 U2 6.6 SP 97.8 25.2 TP-1* 1b 4.2 SM 108.3 11.4 TP-1* 2b 3.8 SM 106.0 11.7 TP-2* 11b 9.0 SM 98.7 6.9 2.5-210 REVISION 1 - DECEMBER 1989
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| BRAIDWOOD-UFSAR TABLE 2.5-30 (Cont'd)
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| SAMPLE DESIGNATION UNIFIED IN-PLACE DRY WATER BORING OR SAMPLE DEPTH SOIL DENSITY CONTENT TEST PIT NUMBER (ft) CLASSIFCATION (lb/ft) (%)
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| TP-3* 32b 5.6 SM 99.7 10.8 TP-3* 39b 11.2 SP 102.9 16.9 TP-4* 3b 8.1 SP 96.5 5.4 TP-5* 20b 11.2 SP-SM 101.8 15.9 TP-5* 21b 9.9 SM 103.4 14.2 TP-5* 49b 8.6 SM 100.6 8.4 TP-7* 52b 8.4 SP 103.2 4.7 TP-7* 59b 15.0 SP 98.8 4.3 TP-7* 60b 15.0 SP 95.3 5.5 Indicates results obtained from block samples.
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| 2.5-211 REVISION 1 - DECEMBER 1989
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| BRAIDWOOD-UFSAR TABLE 2.5-31 RESULTS OF FIELD DENSITY TESTS IN SAND DEPOSIT BELOW ELEVATION 590 TEST FINES WATER PIT SAMPLE ELEV. DEPTH CONTENT D50 CONTENT Ymax Ymin Yd Dr NO. NO. (ft) (ft) USC (%) (mm) (%) (lb/ft ) (lb/ft ) (lb/ft3) 3 3
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| (%)
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| HTP-1 29 586.9 3.2 SM* 25 0.12 12.8 108.3 84.4 102.9 81 2 586.3 3.8 SM* 15 0.16 11.7 114.8 94.5 109.5 77 1 585.9 4.2 SM* 13 0.19 11.4 113.9 96.3 111.2 87 30 584.5 5.6 SP 2 0.15 22.7 104.7 86.9 101.9 87 HTP-2 10 588.7 5.0 SM* 21 0.11 5.0 107.8 88.5 108.3 100 11 587.7 9.0 SM* 21 0.10 6.9 105.0 86.1 103.6 94 15 586.2 10.5 SP* 3 0.26 2.8 111.2 95.2 108.2 84 14 585.3 11.4 SP 4 0.24 6.2 110.6 92.9 107.3 84 13 584.7 12.0 SP 4 0.23 14.7 113.1 94.2 107.0 77 HTP-3 35 586.5 4.7 SM* 21 0.14 14.0 111.3 92.8 106.6 84 32 585.6 5.6 SM* 13 0.16 10.8 104.1 89.4 104.0 99 38 584.4 6.8 SP 1 0.27 3.7 106.1 91.7 105.9 99 34 584.2 7.0 SP 1 0.25 3.6 106.5 91.8 103.2 80 33 583.0 8.2 SP 1 0.26 3.8 106.5 91.8 103.7 83 36 582.2 9.0 SP 2 0.22 6.2 106.5 91.7 106.2 98 40 581.7 9.5 SP 1 0.28 5.0 107.2 93.6 106.8 97 37 580.8 10.4 SP 1 0.24 5.6 105.6 91.5 105.4 99 42 579.6 11.6 SP 1 0.26 16.9 110.2 93.8 107.1 83 41 578.6 12.6 SP 3 0.18 21.3 108.7 89.2 104.8 83 HTP-4 1 589.7 4.3 SP-SM* 8 0.17 10.1 109.1 90.0 105.7 85 4 589.0 5.0 SP* 2 0.25 3.7 109.3 91.4 103.0 69 2 588.2 5.8 SP* 4 0.17 4.5 108.3 90.0 99.4 56 5 586.8 7.2 SP 1 0.23 7.1 107.8 90.7 100.2 60 3 585.9 8.1 SP 0 0.23 5.4 106.8 90.9 99.9 61 Denotes the test was made in brown silty fine sand.
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| 2.5-212
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| BRAIDWOOD-UFSAR TABLE 2.5-31 (Cont'd)
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| TEST FINES WATER PIT SAMPLE ELEV. DEPTH CONTENT D50 CONTENT Ymax Ymin Yd Dr NO. NO. (ft) (ft) USC (%) (mm) (%) (lb/ft ) (lb/ft ) (lb/ft3) 3 3
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| (%)
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| HTP-5 48 589.0 7.6 SP-SM* 12 0.17 6.3 110.5 91.7 100.5 51 49 588.0 8.6 SM* 17 0.15 8.4 112.0 92.7 101.9 52 23 587.3 9.3 SP-SM* 8 0.19 5.5 110.7 92.4 102.5 60 21 586.7 9.9 SM* 21 0.14 14.2 111.5 92.3 106.6 78 20 585.4 11.2 SP-SM 6 0.20 15.9 111.5 93.4 104.7 66 22 584.4 12.2 SP-SM 11 0.16 19.2 113.0 92.9 108.8 79 HTP-6 46 587.5 7.9 SM* 44 0.09 8.3 110.7 93.8 109.5 94 44 586.5 8.9 SP-SM* 10 0.22 3.2 112.1 95.1 106.2 69 45 585.2 10.2 SP-SM* 11 0.19 9.0 111.6 94.5 113.4 100 43 583.2 12.2 SP 2 0.24 16.2 106.1 91.4 106.5 100 HTP-7 52 588.4 8.4 SP* 2 0.22 4.7 105.6 89.0 104.7 95 63 586.9 9.9 SM* 14 0.17 7.3 109.1 91.2 104.9 80 55 585.6 11.2 SM* 35 0.09 19.4 108.1 85.4 102.0 78 62 584.3 12.5 SP 4 0.25 3.8 107.4 94.0 103.5 74 50 583.8 13.0 SP 1 0.23 7.2 105.3 91.8 104.4 94 61 583.0 13.8 SP 2 0.21 4.2 104.9 91.3 101.3 76 59 581.8 15.0 SP 3 0.22 4.3 108.0 91.8 104.1 79 60 581.8 15.0 SP 2 0.25 5.5 108.1 91.6 100.6 76 58 580.8 16.0 SP 1 0.21 5.5 104.4 91.0 104.7 100 57 579.9 16.9 SP 2 0.19 12.6 105.5 91.6 101.2 85 56 579.0 17.8 SP 1 0.22 21.3 105.1 85.4 103.6 94 Denotes the test was made in brown silty fine sand.
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| 2.5-213
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| BRAIDWOOD-UFSAR TABLE 2.5-32 RESULTS OF STATIC TESTS ON BROWN SILTY FINE SAND BELOW ELEVATION 590 FEET NO. OF DETER-PARAMETER MINATIONS AVERAGE Water Content (%) 42 13.00 Grain Size:
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| Finer than #40 sieve (%) 31 98.00 Finer than #60 sieve (%) 31 81.00 Finer than #100 sieve (%) 31 49.00 Finer than #200 sieve (%) 32 19.00 D50, mm 31 0.16 Inferred relative density (%) 27 85.00 Maximum dry density (lb/ft3) 21 109.80 Minimum dry density (lb/ft3) 21 91.30 Field dry density (lb/ft3) 21 105.00 Measured relative density (%) 21 80.00 2.5-214
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| BRAIDWOOD-UFSAR TABLE 2.5-33 RESULTS OF FINE STATIC TESTS ON GRAY FINE SAND BELOW ELEVATION 585 FEET NO. OF DETER-PARAMETER MINATIONS AVERAGE Water Content (%) 53 15.50 Grain Size:
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| Finer than #40 sieve (%) 38 95.00 Finer than #60 sieve (%) 38 57.00 Finer than #100 sieve (%) 38 16.00 Finer than #200 sieve (%) 40 5.00 D50, mm 38 0.24 Inferred relative density (%) 43 87.00 Maximum dry density (lb/ft3) 20 107.20 Minimum dry density (lb/ft3) 20 91.50 Field dry density (lb/ft3) 20 104.80 Measured relative density (%) 20 87.00 2.5-215
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| BRAIDWOOD-UFSAR TABLE 2.5-34 RESULTS OF STATIC TESTS ON GLACIAL TILL DEPOSITS NO. OF PARAMETER DETERMINATIONS AVERAGE Water Content (%) 64 13.4 Grain size finer than #200 sieve (%) 6 64.0 Liquid limit 8 23.7 Plastic limit 8 14.9 UNCONFINED SAMPLE DESIGNATION IN-PLACE WATER COMPRESSIVE BORING SAMPLE DEPTH DRY DENSITY CONTENT STRENGTH NO. NO. (ft) USC (lb/ft3) (%) (lb/ft2)
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| HS-3 6 28.5 CL-ML 131.0 11.5 7,200 HS-3 7 30.0 CL-ML 135.2 8.2 17,000 HS-6 4 20.6 CL 126.3 10.6 6,800 2.5-216
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| BRAIDWOOD-UFSAR TABLE 2.5-35 RESULTS OF CYCLIC SHEAR STRENGTH TESTS ON SAND DEPOSITS - PHASE 1 TYPE TEST OF TEST D50 FC min min d Dr 3c d N (cycle) +/- c NO. SPECIMEN (mm) (%) (lb/ft3) (lb/ft3) (lb/ft3) (%) (lb/ft2) 2a3c IL 2.5% 5% 7.5% 10%
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| TEST BR-101a R .25 1 104.8 91.6 101 74 1500 .426 13 16 19 24 44 SERIES 1* BR-101b R .25 1 104.8 91.6 101 74 1500 .397 18 17 25 30 40 BR-101c R .25 1 104.8 91.6 101 74 1500 .497 6 8 10 12 18 BR-101d R .25 1 104.8 91.6 101 74 1500 .443 11 15 19 24 37 BR-102a R .25 1 104.8 91.6 103 88 1500 .457 15 20 28 62 68 BR-102b R .25 1 104.8 91.6 103 88 1500 .491 11 16 23 39 47 BR-102c R .25 1 104.8 91.6 103 88 1500 .404 30 37 44 64 81 BR-103a R .25 1 104.8 91.6 98 52 1500 .398 4 5 7 8 10 BR-103b R .25 1 104.8 91.6 98 52 1500 .378 12 14 16 17 19 BR-103c R .25 1 104.8 91.6 98 52 1500 .361 12 13 15 16 18 BR-103d R .25 1 104.8 91.6 98 52 1500 .388 7 8 10 11 14 2.5-217
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| BRAIDWOOD-UFSAR TABLE 2.5-35 (Cont'd)
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| TYPE TEST OF TEST D50 FC min 3 min 3 d 3 Dr 3c 2 d N (cycle) +/- c NO. SPECIMEN (mm) (%) (lb/ft ) (lb/ft ) (lb/ft ) (%) (lb/ft ) 2a3c IL 2.5% 5% 7.5% 10%
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| TEST BR-104a R .15 11 110.9 92.1 110 93 1500 .494 30 36 51 102 108 SERIES 2** BR-104b R .15 11 110.9 92.1 110 93 1500 .470 30 39 58 105 110 BR-104c R .15 11 110.9 92.1 110 93 1500 .425 58 74 115 174 195 BR-105a R .15 11 110.9 92.1 107 80 1500 .494 17 21 26 38 66 BR-105b R .15 11 110.9 92.1 107 80 1500 .451 21 26 33 48 80 BR-105c R .15 11 110.9 92.1 107 80 1500 .426 31 36 43 70 88 BR-106a R .15 11 110.9 92.1 103.5 63 1500 .488 10 12 14 16 25 BR-106b R .15 11 110.9 92.1 103.5 63 1500 .447 11 13 15 19 33 TEST BR-107a R .17 20 112.8 92.9 109.2 85 1500 .494 26 31 46 95 106 SERIES 3*** BR-107b R .17 20 112.8 92.9 109.2 85 1500 .447 35 41 50 108 128 BR-107c R .17 20 112.8 92.9 109.2 85 1500 .425 35 35 54 125 172 BR-108a R .17 20 112.8 92.9 106 70 1500 .489 14 17 22 29 68 BR-108b R .17 20 112.8 92.9 106 70 1500 .426 25 29 35 47 77 2.5-218
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| BRAIDWOOD-UFSAR TABLE 2.5-35 (Cont'd)
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| Key:
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| R: test on reconstituted test specimens.
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| D50: 50% of sample is smaller than this grain size.
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| FC: fines content - percent passing the 1200 mesh sieve (0.074 mm).
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| * The test specimen for Test Series 1 was composed of material from Test Pit No. 3, block samples Nos. 37 and 38. Table 2.5-31 lists the elevations of the block samples.
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| ** The test specimen for Test Series 2 was composed of material from Test Pit No. 3, block samples Nos. 32 and 37, and 38. Table 2.5-31 lists the elevations of the block samples.
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| *** The test specimen for Test Series 3 was composed of material from Test Pit No. 3, block samples Nos. 37 and 38 and Test Pit No. 5, block sample No. 21. Table 2.5-31 lists the elevations of the block samples.
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| 2.5-219
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| BRAIDWOOD-UFSAR TABLE 2.5-36
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| ==SUMMARY==
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| OF SKEMPTON "B" VALUES FOR PHASE 1 TESTS TEST "B" NUMBER VALUE BR-101a 0.95 BR-101b 0.96 BR-101c 0.95 BR-102a 0.98 BR-102b 1.0 BR-102c 0.98 BR-103a 0.95 BR-103b 0.98 BR-103c 0.95 BR-103d 0.95 BR-104a 0.98 BR-104b 0.98 BR-104c 1.0 BR-105a 0.95 BR-105b 0.98 BR-105c 0.98 BR-106a 0.95 BR-106b 0.98 BR-107a 0.95 BR-107b 0.96 BR-107c 0.95 BR-108a 0.95 BR-108b 1.0 NOTE: The source of the test specimens referenced above is detailed in Table 2.5-35.
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| 2.5-220
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| BRAIDWOOD-UFSAR TABLE 2.5-37 RESULTS OF CYCLIC SHEAR STRENGTH TESTS ON SAND DEPOSITS - PHASE II TYPE TEST OF TEST EL. D50 FC ymax ymin yd Dr 3c d N (cycle) +/- c NO. SPECIMEN (ft) (mm) (%) (lb/ft3) (lb/ft3) (lb/ft3) (%) (lb/ft2) 2 3c IL 2.5% 5% 7.5% 10%
| |
| BR-109a I 585.9 0.16 16 113.9 96.3 108.3 72 1500 0.43 13 13 25 106 143 BR-109b R 585.9 0.16 14 116.5 96.3 108.7 66 1500 0.42 10 12 14 17 39 BR-110a I 586.3 0.18 17 114.8 94.5 105.2 58 1500 0.40 3 3 9 38 62 BR-110b R 586.3 0.22 13 114.0 94.5 104.5 59 1500 0.41 16 16 18 21 31 BR-111a I 586.3 0.17 17 114.8 94.5 106.8 65 1500 0.35 9 9 20 86 143 BR-111b R 586.3 0.17 11 114.0 94.5 106.8 67 1500 0.36 20 22 26 30 51 BR-112a I 586.3 0.17 17 114.8 94.5 106.7 65 750 0.40 4 6 13 48 81 BR-112b R 586.3 0.17 14 114.0 94.5 106.8 67 750 0.42 30 30 34 38 60 BR-113a I 585.9 0.20 1 106.8 90.9 96.5 39 1500 0.41 7 3 5 11 19 BR-113b R 585.9 0.21 1 106.8 90.9 96.5 39 1500 0.41 7 7 9 12 16 BR-114a I 585.4 0.15 13 111.5 93.4 101.8 51 1500 0.42 4 6 13 50 130 BR-114b R 585.4 0.15 7 112.2 93.4 101.8 49 1500 0.40 4 5 6 7 9 BR-115a I 587.7 0.09 20 105.0 86.1 98.7 71 1500 0.38 15 28 66 232 246 BR-115b R 587.7 0.09 19 104.5 86.4 98.7 72 1500 0.38 25 28 31 34 39 BR-116a I 586.7 0.12 33 111.5 92.3 103.4 62 1500 0.44 14 13 24 74 134 BR-116b R 586.7 0.10 33 111.4 92.3 103.4 62 1500 0.43 6 7 8 10 11 BR-117a I 580.2 0.22 3 108.2 93.1 102.9 68 1500 0.40 6 5 30 130 136 BR-117b R 580.2 0.22 3 107.4 92.4 102 67 1500 0.40 9 11 14 15 36 BR-118a I 588.0 0.16 14 112.0 92.7 100.6 46 1500 0.39 2 2 4 5 12 BR-118b R 588.0 0.16 14 112.4 94.4 102 47 1500 0.39 6 6 7 8 9 2.5-221
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-37 (Cont'd)
| |
| TYPE TEST OF TEST EL. D50 FC ymax ymin yd Dr 3c d N (cycle) +/- c NO. SPECIMEN (ft) (mm) (%) (lb/ft3) (lb/ft3) (lb/ft3) (%) (lb/ft2) 2 3c IL 2.5% 5% 7.5% 10%
| |
| BR-119a I 585.6 0.15 6 104.1 89.4 99.7 73 1500 0.41 12 22 114 165 169 BR-119b R 585.6 0.17 7 105.4 89.4 99.7 68 1500 0.41 8 9 11 14 17 BR-120a I 581.8 0.25 2 105.1 90.5 95.3 36 1500 0.35 3 3 5 10 39 BR-120b R 581.8 0.25 3 105.1 90.5 95.3 36 1500 0.36 10 12 13 14 16 BR-121a I 581.8 0.19 3 108.0 91.8 98.8 47 1500 0.45 4 4 8 27 68 BR-121b R 581.8 0.18 4 109.0 91.8 98.8 45 1500 0.44 8 8 10 11 13 BR-122a I 581.8 0.19 2 108.0 91.8 100 55 1500 0.49 3 3 7 44 65 BR-122b R 581.8 0.16 3 109.0 91.8 100 52 1500 0.50 7 8 10 12 13 Key:
| |
| I: test on intact specimen.
| |
| R: test on reconstituted specimen.
| |
| D50: 50% of the sample is smaller than this grain size.
| |
| FC: fines content = percent passing the #200 mesh sieve (0.074 mm).
| |
| 2.5-222
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-38
| |
| | |
| ==SUMMARY==
| |
| OF SKEMPTON "B" VALUES FOR PHASE II TESTS TEST "B" NUMBER VALUE BR-109a 0.95 BR-109b 0.98 BR-109c 0.96 BR-110a 0.95 BR-110b 0.95 BR-111a 0.95 BR-111b 0.95 BR-112a 0.96 BR-112b 0.95 BR-113a 1.0 BR-113b 0.95 BR-114a 0.95 BR-114b 0.98 BR-115a 0.98 BR-115b 0.95 BR-116a 0.95 BR-116b 0.95 BR-116c 0.98 BR-117a 0.98 BR-117b 0.95 BR-117c 0.95 BR-118a 1.0 BR-118b 0.98 BR-118c 0.96 BR-119a 0.95 BR-119b 0.95 BR-119c 1.0 BR-120a 0.96 BR-120b 0.95 BR-121a 0.93 BR-121b 0.95 BR-122a 1.0 BR-122b 0.954 2.5-223
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-39
| |
| | |
| ==SUMMARY==
| |
| OF RESULTS OF LIQUEFACTION POTENTIAL ANALYSIS - Cr BASED ON Dr FACTOR OF SAFETY, f/d BROWN SILTY FINE GRAY MEDIUM TO FINE CONDITION ELEV. SAND SAND (Dr and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM Average I.L. 1.17
| |
| +/- 5% 588 1.74
| |
| +/- 10% 2.36 I.L. 1.20 1.25
| |
| +/- 5% 585 1.77 1.72
| |
| +/- 10% 2.43 2.32 I.L. 1.58
| |
| +/- 5% 570 2.18
| |
| +/- 10% 2.92 Low average I.L. 1.10
| |
| +/- 5% 588 1.51
| |
| +/- 10% 2.27 I.L. 1.13 1.05
| |
| +/- 5% 585 1.55 1.43
| |
| +/- 10% 2.31 1.85 2.5-224
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-39 (Cont'd)
| |
| FACTOR OF SAFETY, f/d BROWN SILTY FINE GRAY MEDIUM TO FINE CONDITION ELEV. SAND SAND (Dr and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM I.L. 1.34
| |
| +/- 5% 570 1.81
| |
| +/- 10% 2.32 Dr and FC for the brown silty fine and gray medium to fine sand are given with the corresponding strength curves on Figures 2.5-116 and 2.5-117.
| |
| Strain criterion, I.L. = initial liquefaction.
| |
| 2.5-225
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-40
| |
| | |
| ==SUMMARY==
| |
| OF RESULTS OF LIQUEFACTION POTENTIAL ANALYSIS - Cr BASED ON Ko FACTOR OF SAFETY, f/d BROWN SILTY FINE GRAY MEDIUM TO FINE CONDITION ELEV. SAND SAND (Dr and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM Average I.L. 1.30
| |
| +/- 5% 588 1.94
| |
| +/- 10% 2.63 I.L. 1.34 1.39
| |
| +/- 5% 585 1.97 1.91
| |
| +/- 10% 2.70 2.58 I.L. 1.40
| |
| +/- 5% 570 1.92
| |
| +/- 10% 2.57 Low average I.L. 1.23
| |
| +/- 5% 588 1.68
| |
| +/- 10% 2.53 I.L. 1.26 1.17
| |
| +/- 5% 585 1.73 1.59
| |
| +/- 10% 2.57 2.06 2.5-226
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-40 (Cont'd)
| |
| FACTOR OF SAFETY, f/d BROWN SILTY FINE GRAY MEDIUM TO FINE CONDITION ELEV. SAND SAND (Dr and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM I.L. 1.18
| |
| +/- 5% 570 1.60
| |
| +/- 10% 2.05 Dr and FC for the brown silty fine and gray medium to fine sand are given with the corresponding strength curves on Figures 2.5-116 and 2.5-117.
| |
| Strain criterion, I.L. = initial liquefaction.
| |
| 2.5-227
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-41 TABULATED DIFFERENTIAL SETTLEMENTS FOR SURVEY MONUMENTS DIFFERENTIAL MOVEMENT MAXIMUM MEASURED BASED ON MONUMENT PERIOD OF DIFFERENTIAL STABILIZED BUILDING NUMBER MEASUREMENT MOVEMENT (feet)* ELEVATION (ft)
| |
| Fuel 9 2/79 to 12/81 +0.002 -0.015 10 2/79 to 8/80 -0.012 New 10 9/81 to 4/88 -0.006 New 9 9/81 to 12/85 -0.008 51 9/81 to 4/88 -0.004 52 9/81 to 6/83 +0.001 52 A 6/83 to 6/86 -0.011 Refueling Water 40 2/79 to 8/80 -0.025 -0.010 Storage Tanks New 40 9/81 to 4/88 -0.011 55 9/81 to 4/88 -0.006 Auxiliary KK 2/77 to 8/80 -0.059 -0.039 Building LL 2/77 to 8/77 -0.013 JJ 2/77 to 5/77 -0.010 21 2/79 to 8/80 -0.020 -0.010 22 2/79 to 8/80 -0.013 -0.010 23 2/79 to 8/80 -0.015 -0.005 24 2/79 to 8/80 -0.020 -0.015 26 2/79 to 8/80 -0.021 -0.020 27 2/79 to 8/80 -0.027 -0.020 28 2/79 to 8/80 -0.025 New 21 9/81 to 1/87 -0.004 New 26 9/81 to 6/87 -0.004 New 27 9/81 to 3/87 -0.011 New 29 9/81 to 6/87 +0.002 53 9/81 to 3/87 +0.008 54 9/81 to 10/87 -0.002 2.5-228 REVISION 1 - DECEMBER 1989
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-41 (Cont'd)
| |
| DIFFERENTIAL MOVEMENT MAXIMUM MEASURED BASED ON MONUMENT PERIOD OF DIFFERENTIAL STABILIZED BUILDING NUMBER MEASUREMENT MOVEMENT (feet)* ELEVATION (ft)
| |
| Unit 1 Containment U 2/77 to 8/80 -0.061 -0.070 V 2/77 to 8/80 -0.052 -0.063 N 2/77 to 8/80 -0.080 -0.067 N2 3/77 to 6/77 -0.014 N4 3/77 to 6/77 -0.014 P 2/77 to 8/77 -0.004 13 2/79 to 2/80 -0.012 -0.008 14 2/79 to 8/80 -0.005 -0.007 15 2/79 to 8/80 -0.010 -0.012 36 2/79 to 8/80 -0.003 -0.012 39 2/79 to 8/80 -0.018 -0.012 New U 9/81 to 3/86 -0.006 New V 9/18 to 10/82 +0.018 (Damaged)
| |
| New N 9/81 to 4/88 -0.010 New 3 9/81 to 3/87 -0.008 New 37 9/81 to 4/88 -0.008 New 39 9/81 to 4/88 -0.012 Unit 1 Safety 1 (Northeast 2/79 to 8/80 Valve Room Room) -0.011 -0.015 3 (Northwest Room) 2/79 to 8/80 -0.027 -0.025 Unit 2 Safety 42 2/79 to 8/80 -0.024 -0.015 Valve Room 2.5-229 REVISION 1 - DECEMBER 1989
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-41 (Cont'd)
| |
| DIFFERENTIAL MOVEMENT MAXIMUM MEASURED BASED ON MONUMENT PERIOD OF DIFFERENTIAL STABILIZED BUILDING NUMBER MEASUREMENT MOVEMENT (feet)* ELEVATION (ft)
| |
| Unit 2 Containment AA 2/77 to 6/77 +0.005 BB 2/77 to 6/77 +0.006 R 2/77 to 8/77 -0.001 R1 2/77 to 8/77 -0.014 R2 2/77 to 5/77 -0.020 R3 2/77 to 8/77 -0.013 R4 2/77 to 8/80 -0.078 -0.074 Z 2/77 to 8/80 +0.064 -0.065 18 2/79 to 8/80 -0.020 -0.015 19 2/79 to 8/80 -0.024 -0.018 20 2/79 to 8/80 -0.020 -0.012 43 2/79 to 8/80 -0.017 -0.008 44 2/79 to 5/80 -0.007 -0.010 Z1 9/81 to 10/86 -0.020 (Damaged)
| |
| New R4 9/81 to 6/87 -0.021 New 17 9/81 to 5/84 -0.001 New 18 9/81 to 4/88 -0.022 New 41 9/81 to 4/88 -0.023 New Z 9/81 to 6/87 -0.014 Units 1 & 2 Turbine Room CC 2/77 to 5/77 -0.001 HH 2/77 to 8/77 -0.033 T 2/77 to 8/77 -0.002 W 3/77 to 8/77 -0.013 X 2/77 to 8/77 +0.001 4 2/79 to 8/80 -0.010 -0.015 2.5-230 REVISION 1 - DECEMBER 1989
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-41 (Cont'd)
| |
| DIFFERENTIAL MOVEMENT MAXIMUM MEASURED BASED ON MONUMENT PERIOD OF DIFFERENTIAL STABILIZED BUILDING NUMBER MEASUREMENT MOVEMENT (feet)* ELEVATION (ft) 5 2/79 to 8/80 -0.001 -0.005 6 2/79 to 8/82 +0.003 0 33 2/79 to 8/82 -0.005 0 New 4 9/81 to 1/88 +0.001 New 33 9/81 to 4/88 -0.012 New 34 9/81 to 4/88 +0.002 56 9/81 to 9/85 -0.012 58 9/81 to 4/88 +0.006 59 9/81 to 4/88 -0.011 Heater Bay 57 9/81 to 6/87 -0.018 Radwaste/Service DD 2/77 to 8/77 -0.003 Building XX 2/77 to 8/80 -0.013 -0.023 34 2/79 to 8/80 -0.008 0 Lake Screen House 60 1/84 to 1/88 +0.005 61 1/84 to 1/88 +0.007 62 1/84 to 4/88 +0 63 1/84 to 1/88 +0.006 64 1/84 to 4/88 +0.001 65 1/84 to 4/88 +0.003 Key: - indicates downward movement for period of measurement given.
| |
| + indicates upward movement for period of measurement given.
| |
| 2.5-231 REVISION 1 - DECEMBER 1989
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-42 PROJECTED MAXIMUM TOTAL AND DIFFERENTIAL SETTLEMENTS MAXIMUM CATEGORY I PROJECTED MAXIMUM* DIFFERENTIAL STRUCTURE TOTAL SETTLEMENT (feet) SETTLEMENT (feet)
| |
| Unit 1 Containment -0.074 -0.01 Unit 2 Containment -0.078 -0.01 Auxiliary Building -0.041 -0.03 Fuel Building -0.04** -0.02**
| |
| Refueling Water Tanks -0.04** -0.02**
| |
| Projected maximum total settlement determined by increasing by 5% the difference between stabilized monument elevations and the monument initial elevations. Monuments, U, V, Z, N, R4, and KK were monitored from the beginning of construction to August 1980. These monuments were used to compute total settlement for the containments and auxiliary building areas.
| |
| Settlement values given here are estimated conservatively because a significant amount of construction occurred before monuments were installed. Actual measurements indicate less than or equal to -0.025 feet total settlement.
| |
| 2.5-232
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-43
| |
| | |
| ==SUMMARY==
| |
| OF PERMEABILITY VALUES SAMPLE BORING SAMPLE DEPTH d D10 D20 -#200 K (cm/sec)
| |
| NUMBER NUMBER (ft) USCS (pcf) (mm) (mm) (%) Cu SEE NOTE 1 SEE NOTE 2 SEE NOTE 3 SEE NOTE 4 REMARKS HS-2 1 4.1 ML 99.0 0.019 0.035 83 2.84 1.4x10-3 - - -
| |
| -3 2 8.0 SM 105.8 - - 27 - 1.9x10 - - -
| |
| 3 14.0 SM 99.9 - 0.074 19 - 4.1x10-3 - - 0.9x10-3 4 19.0 SP 101.6 0.092 0.120 3 1.74 10.0x10-3 8.5x10-3 9.1x10-3 2.7x10-3 HS-3 1 4.0 SM 9.87 - 0.075 19 - 2.6x10-3 - - 0.9x10-3 2 9.0 SM 102.4 - 0.084 16 - 4.1x10-3 - - 1.2x10-3 3 14.0 SP-SM 104.7 0.088 0.120 9 1.93 7.0x10-3 7.7x10-3 8.1x10-3 2.7x10-3 4 19.0 SP 104.1 0.149 0.170 3 1.68 8.0x10-3 2.2x10-2 2.4x10-2 6.1x10-3 5 24.0 SP 105.8 0.140 0.170 3 1.71 7.0x10-3 2.0x10-2 2.1x10-2 6.1x10-3 6 27.8 ML 113.1 0.004 0.011 72 - 2.4x10-3 - -
| |
| -3 HS-6 2 10.0 SM 106.5 - ~0.070 22 - 2.0x10 ~0.8x10-3 H-1 8 20.5 SP 8.3x10-3 12 35.5 GM 0.9x10-3 See Note 5 13 38.0 GM 0.8x10-3 See Note 5 14 40.5 GM 0.8x10-3 See Note 5 2.5-233
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-43 (Cont'd)
| |
| SAMPLE BORING SAMPLE DEPTH d D10 D20 -#200 K (cm/sec)
| |
| NUMBER NUMBER (ft) USCS (pcf) (mm) (mm) (%) Cu SEE NOTE 1 SEE NOTE 2 SEE NOTE 3 SEE NOTE 4 REMARKS H-2 6 13.0 SP 5.6x10-3 8 20.5 SP 4.7x10-3 H-3 14 37.0 GM 0.8x10-3 See Note 6 H-4 13 25.5 ML 2.6x10-6 NOTES (N:):
| |
| : 1. Laboratory k values are from the tests performed on relatively undisturbed samples.
| |
| : 2. k values based on Hazen's Formula, k=100 D10, cm/sec, where D10 in cm.
| |
| : 3. k values based on D10 (meters) and Cu=D60/D10.
| |
| | |
| ==Reference:==
| |
| Beyer, W./Schweiger, "For the Determination of the Effective Porosity of Aquifers," Wasser Wirtsch, Wasser techn. 19, No. 2., 1969, pp. 57-60.
| |
| : 4. k values based on D20 (mm), k=0.36 D20, cm/sec.
| |
| | |
| ==Reference:==
| |
| Bialas, Z./Kleczkowski, A.S., "Practical Use of Certain Empirical Formulae to Determine Coefficient of Permeability k," Arch. Hydrotechn, Vol. 17, No. 3, 1970, pp. 405-417.
| |
| : 5. The sample was obtained from the Wedron Formation till. The GM layer is overlain by 5 ft. of sand and 3.5 ft of silty clay layer.
| |
| : 6. The sample was obtained from the Wedron Formation till. The GM layer is overlain by 11 feet of silt layer.
| |
| 2.5-234
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-44 BLAST DATA MAXIMUM BLAST MONITORING DATA DATE AND BLAST TYPE OF BLAST LOADING MONITORING PEAK VELOCITY, PEAK AIR PRESSURE, BLAST TIME LOCATION BLAST (lb/delay) DISTANCE (ft) (in/sec) (lb/in2)
| |
| A 12/31/75 Unit 1 Presplit 40 to 128 ~1800 0.11 0.0006 4:45 p.m.
| |
| B 12/31/75 Unit 1 Presplit 106 to 110 ~1800 0.12 0.0011 4:50 p.m.
| |
| C 01/06/76 Unit 2 Presplit 40 to 96 ~1800 0.12 0.0028 4:41 p.m.
| |
| D 01/06/76 Unit 2 Presplit 40 ~1800 0.18 0.0019 4:48 p.m.
| |
| E 01/07/76 Unit 2 Production 40 to 280 ~1800 0.50 0.0003 4:26 p.m. and Presplit F 01/12/76 Unit 1 Production 120 to 260 ~2300 0.11 0.0026 4:48 p.m. and Presplit G 01/12/76 West of Production 153 ~2800 0.04 Less than wind and 4:36 p.m. Unit 1 and 2 and Presplit background noise H 01/22/76 West of Production 189 ~1900 0.15 -
| |
| 4:30 p.m. Unit 1 and 2 and Presplit NOTES 1. Presplit blasts utilized presplit explosives in the holes; individual holes were detonated with primacord surface line to down hole primacord lines; blasts detonated electrically.
| |
| : 2. Production blasts were loaded with conventional explosives, detonated by electric millisecond (ms) delay firing techniques. All explosive products used were manufactured by Atlas, except for Ensign-Bickford "Primacord."
| |
| 2.5-235
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-45 MATERIAL TESTING AND FREQUENCY Field and laboratory test measurements shall be performed to the following minimum test frequencies.
| |
| TEST FREQUENCY FIELD DENSITY Controlled Compacted Fill A, B, C, E, F, K, L, M Regular Compacted Fill A, B, (L*)
| |
| COMPACTION Controlled Compacted Fill D, F, G, (L*), M Regular Compacted Fill F, J, D MOISTURE CONTENT Borrow C, D, H Controlled Compacted Fill C, H, K, (L*), M Regular Compacted Fill C, D, H GRAIN SIZE Controlled Compacted Fill F, J Regular Compacted Fill L LIFT THICKNESS Controlled Compacted Fill C, D, I Regular Compacted Fill C, D, I RELATIVE DENSITY Controlled Compacted Fill L Key:
| |
| A = In areas where degree of compaction is doubtful.
| |
| B = In areas where earth fill operations are concentrated.
| |
| C = At least one for each earth fill shift.
| |
| D = One for every 8,000 yd3 of fill for control and record.
| |
| E = For record tests at location of any embedded items.
| |
| 2.5-236
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-45 (Cont'd)
| |
| F = Where material identity is questionable.
| |
| G = One for each field density test as needed.
| |
| H = Where soil appears too wet or too dry.
| |
| I = Periodic surveillance and measurement checks.
| |
| J = One for every 4,000 yd3 for record.
| |
| K = One for every 500 yd3 for record and control (in confined areas only).
| |
| L = One for every 4,000 yd3 for record and control.
| |
| M = One for every 500 linear feet of dike for slurry trench cap.
| |
| * Indicates a requirement for the Lake Work in addition to the listed requirements.
| |
| 2.5-237
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-46 ULTIMATE BEARING PRESSURES OF BACKFILL FOR CATEGORY I STRUCTURES AND BURIED PIPE AVERAGE ACTUAL ULTIMATE BEARING ULTIMATE BEARING CATEGORY I PRESSURE OF PRESSURE OF THE STRUCTURE BACKFILL MATERIAL FOUNDING STRATA OR PIPELINE (ksf) (ksf)
| |
| Containment 165 150 Building Unit 1 Containment 170 150 Building Unit 2 Auxiliary 211 150 Building Fuel Handling 175.6 150 Building Essential Service 75 45 Water Pipeline Foundation Essential Service 75.5 20 Water Pipeline Encasement 2.5-238
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-47 MAXIMUM BEARING PRESSURE AND FACTORS OF SAFETY FOR ESSENTIAL SERVICE WATER DISCHARGE STRUCTURE DYNAMIC LOADING STATIC LOADING OBE SSE CASE I CASE II CASE I CASE II CASE I CASE II Maximum Bearing Pressure, ksf 1.22 1.26 1.42 1.46 1.66 1.70 Factors of Safety Against Sliding in Direction of Pipes (Section G, Figure 2.5-302) 5.3 5.0 6.4 6.4 5.9 5.9 Against Sliding in Direction Perpendicular to Pipe (Section F, Figure 2.5-302) 36.2 28.3 2.8 2.8 1.1 1.1 Against Overturning (Section G, Figure 2.5-302) 2.4 2.5 2.0 2.1 1.6 1.6 Against Overturning (Section F, Figure 2.5-302) 2.6 2.8 1.8 1.9 1.2 1.3 Note: Case I - Water Surface at Elevation 598.2 feet (Flood Conditions)
| |
| Case II - Water Surface at Elevation 587.0 feet 2.5-239
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-48 ESSENTIAL SERVICE WATER PIPES - SUBGRADE AND BACKFILL CONDITIONS PIPE LOCATION SUBGRADE BACKFILL E line turbine wall to Pipeline subgrade consisted Reinforced concrete to 5' west of C line turbine of fill concrete placed over 1 foot over pipe. Medium-wall at 31+35 S, 43+85 E Wedron silty clay till to fine sand above concrete (4 pipes). bring grade level FSAR compacted to 85% RD.
| |
| 2.5.4.1 and Figs. 2.5-16 &
| |
| 2.5-25.
| |
| 31+35 S, 43+85 E to Pipeline subgrade consisted Pipes encased in lean concrete 33+06.5 S (90 degree of Wedron silty clay till or Bash. Concrete encasement elbow) (4 pipes). FSAR 2.5.4.5.1 backfilled to grade to 80% RD Figs 2.5-16 & 2.5-25 min.
| |
| Except in circ. water intake pipe excavation where fill concrete was placed between the circ.
| |
| water and ESW pipes.
| |
| 33+06.5 S to 33+92.5 S Pipeline subgrade consisted Encased in concrete backfilled (4 pipes) of medium-fine sand backfill with medium-fine sand and compacted to 85% RD within compacted to 85% RD min. to circ. water discharge pipe top of concrete and 80% RD excavation. min. above concrete.
| |
| 33+92.5 S to 49+20 S Wedron Silty Clay Till Pipes encased in lean concrete (4 pipes). FSAR 2.5.4.5-1 or Bash. Concrete encasement Figs. 2.5-16 & 2.5-25 backfilled to grade to 80%
| |
| RD min.
| |
| 2.5-240
| |
| | |
| BRAIDWOOD-UFSAR TABLE 2.5-48 (Cont'd)
| |
| PIPE LOCATION SUBGRADE BACKFILL 49+20 S to 50+90 S Wedron Silty Clay Till Pipes encased in lean concrete (Screenhouse) FSAR 2.5.4.5.1 or Bash and backfilled to (2 pipes). Figs 2.5-16 & 2.5-25 grade to 80% RD min.
| |
| 49+20 S to 51.06 S Wedron Silty Clay Till Pipes encased in lean concrete (2 pipes). FSAR 2.5.4.5.1 or Bash and backfilled to Figs 2.5-16 & 2.5-25 grade to 80% RD min.
| |
| 51.06 S to 51.14 S Wedron Silty Clay Till Lean concrete or Bash encasement (2 pipes). FSAR 2.5.4.5.1 (S-93BR) and backfilled with Figs 2.5-16 & 2.5-25 sand compacted to 80% RD min.
| |
| 51.14 S to 52+00 S Wedron Silty Clay Till Lean concrete or Bash encasement (2 pipes). FSAR 2.5.4.5.4.1 and backfilled with sand Figs 2.5-16 & 2.5-25 to 80% RD min.
| |
| 52+00 S to 81+17.25 S Pipeline encasement sup- Encased in lean concrete.
| |
| ported on pads founded Backfilled with sand to 85%
| |
| on Wedron Silty Clay min. RD on the sides of the Till - 2.5.4.5.4.1. pipes.
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| 2.5-241
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| | |
| BRAIDWOOD-UFSAR TABLE 2.5-49 FS AGAINST LIQUEFACTION FOR AVERAGE RELATIVE DENSITY CONDITIONS (Level Ground at Elevation 590.0 ft)
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| (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) d
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| () Dc FS (Cr Cr FS (Cr d Strain v 23c f (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on Dr) (psf) on Dr) on Ko) (psf) on Ko) 588 Brown 48.2 IL 134 0.56 56.3 1.17 1.00 56.3 1.17 0.83 62.3 1.30 Fine 48.2 +/-5% 134 0.70 70.5 1.46 1.19 83.7 1.74 0.83 92.7 1.94 Silty 48.2 +/-10% 134 0.83 83.5 1.72 1.38 114.0 2.36 0.83 127.0 2.63 Sand 585 Brown 115.0 IL 335 0.56 141.0 1.22 1.00 140.3 1.22 0.83 154.1 1.34 Fine 115.0 +/-5% 335 0.70 176.0 1.53 1.19 203.6 1.77 0.83 226.6 1.97 Silty 115.0 +/-10% 335 0.83 208.0 1.80 1.38 280.0 2.43 0.83 310.0 2.70 Sand 585 Gray 115.0 IL 335 0.54 135.8 1.18 1.03 143.8 1.25 0.83 159.9 1.39 Fine 115.0 +/-5% 335 0.63 158.0 1.37 1.25 196.7 1.72 0.83 219.6 1.91 Sand 115.0 +/-10% 335 0.75 188.5 1.64 1.42 266.0 2.32 0.83 296.0 2.58 570 Gray 375.9 IL 1340 0.54 543.0 1.48 1.03 581.4 1.58 0.65 515.2 1.40 Fine 375.9 +/-5% 1340 0.63 633.0 1.72 1.25 802.2 2.18 0.65 706.6 1.92 Sand 375.9 +/-10% 1340 0.75 755.0 2.05 1.42 1070.0 2.92 0.65 945.0 2.57 2.5-242
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| | |
| BRAIDWOOD-UFSAR TABLE 2.5-50 FACTOR OF SAFETY (FS) AGAINST LIQUEFACTION FOR LOW AVERAGE RELATIVE DENSITY CONDITIONS (Level Ground at Elevation 590.0 ft)
| |
| (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) d
| |
| () Dc FS (Cr Cr FS (Cr d Strain v 23c f (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on Dr) (psf) on Dr) on Ko) (psf) on Ko) 588 Brown 48.2 IL 134 0.53 53.3 1.11 0.99 53.0 1.10 0.83 59.3 1.23 Fine 48.2 +/-5% 134 0.62 62.3 1.29 1.17 72.8 1.51 0.83 81.0 1.68 Silty 48.2 +/-10% 134 0.79 79.5 1.65 1.36 109.4 2.27 0.83 121.9 2.53 Sand 585 Brown 115.0 IL 335 0.53 133.0 1.13 0.99 130.0 1.13 0.83 144.9 1.26 Fine 115.0 +/-5% 335 0.62 156.0 1.36 1.17 178.2 1.55 0.83 199.0 1.73 Silty 115.0 +/-10% 335 0.79 198.5 1.72 1.36 265.6 2.31 0.83 295.6 2.57 Sand 585 Gray 115.0 IL 335 0.48 120.5 1.05 1.00 120.8 1.05 0.83 134.6 1.17 Fine 115.0 +/-5% 335 0.55 138.0 1.20 1.19 164.4 1.43 0.83 182.8 1.59 Silty 115.0 +/-10% 335 0.61 153.0 1.33 1.38 212.8 1.85 0.83 236.9 2.06 Sand 570 Gray 375.9 IL 1340 0.48 482.0 1.34 1.00 493.1 1.34 0.65 434.2 1.18 Fine 375.9 +/-5% 1340 0.55 552.0 1.50 1.19 666.1 1.81 0.65 588.8 1.60 Sand 375.9 +/-10% 1340 0.61 613.0 1.67 1.38 853.8 2.32 0.65 754.4 2.05 2-5-243 REVISION 3 - DECEMBER 1991
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| BRAIDWOOD-UFSAR TABLE 2.5-51 FACTOR OF SAFETY (FS) AGAINST LIQUEFACTION FOR AVERAGE RELATIVE DENSITY CONDITIONS Level Ground at Elevation 584.0 ft (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) d
| |
| () Dc FS (Cr Cr FS (Cr d Strain v 23c f (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on Dr) (psf) on Dr) on Ko) (psf) on Ko) 582 Gray 48.2 IL 134 0.54 54.3 1.12 1.03 55.9 1.16 0.83 61.9 1.28 Fine 48.2 +/-5% 134 0.63 63.3 1.31 1.25 79.1 1.64 0.83 87.6 1.82 Sand 48.2 +/-10% 134 0.75 75.4 1.56 1.42 112.4 2.33 0.83 124.4 2.58 579 Gray 115.0 IL 335 0.54 135.7 1.18 1.03 139.7 1.21 0.83 154.6 1.34 Fine 115.0 +/-5% 335 0.63 158.3 1.38 1.25 197.9 1.72 0.83 219.0 1.90 Sand 115.0 +/-10% 335 0.75 188.4 1.64 1.42 267.6 2.33 0.83 296.1 2.58 577.5 Gray 148.8 IL 435.5 0.54 176.4 1.18 1.03 181.7 1.22 0.83 201.5 1.35 Fine 148.8 +/-5% 435.5 0.63 205.8 1.38 1.25 257.2 1.73 0.83 285.3 1.92 Sand 148.8 +/-10% 435.5 0.75 245.0 1.65 1.42 347.8 2.34 0.83 385.9 2.59 570 Gray 309.0 IL 938 0.54 379.9 1.23 1.03 391.3 1.27 0.73 380.8 1.23 Fine 309.0 +/-5% 938 0.63 443.2 1.43 1.25 554.0 1.79 0.73 539.2 1.74 Sand 309.0 +/-10% 938 0.75 527.6 1.71 1.42 749.2 2.42 0.73 729.2 2.36 2-5-244
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| | |
| BRAIDWOOD-UFSAR TABLE 2.5-52 FACTOR OF SAFETY (FS) AGAINST LIQUEFACTION FOR LOW AVERAGE RELATIVE DENSITY CONDITIONS (Level Ground at Elevation 584.0 ft)
| |
| (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) d
| |
| () Dc FS (Cr Cr FS (Cr d Strain v 23c f (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on Dr) (psf) on Dr) on Ko) (psf) on Ko) 582 Gray 48.2 IL 134 0.48 48.2 1.00 1.00 48.2 1.00 0.83 53.5 1.11 Fine 48.2 +/-5% 134 0.55 55.3 1.15 1.19 65.8 1.36 0.83 73.0 1.51 Sand 48.2 +/-10% 134 0.61 61.3 1.27 1.38 84.6 1.76 0.83 93.8 1.95 579 Gray 115.0 IL 335 0.48 120.6 1.05 1.00 120.6 1.05 0.83 133.8 1.16 Fine 115.0 +/-5% 335 0.55 138.2 1.20 1.19 164.4 1.43 0.83 182.4 1.59 Sand 115.0 +/-10% 335 0.61 153.3 1.33 1.38 211.5 1.84 0.83 234.6 2.04 577.5 Gray 148.8 IL 435.5 0.48 156.8 1.05 1.00 156.8 1.05 0.83 173.9 1.17 Fine 148.8 +/-5% 435.5 0.55 179.6 1.21 1.19 213.8 1.44 0.83 237.1 1.59 Sand 148.8 +/-10% 435.5 0.61 199.2 1.34 1.38 274.9 1.85 0.83 305.0 2.05 570 Gray 309.0 IL 938 0.48 337.7 1.09 1.00 337.7 1.09 0.73 328.7 1.06 Fine 309.0 +/-5% 938 0.55 386.9 1.25 1.19 460.4 1.49 0.73 448.2 1.45 Sand 309.0 +/-10% 938 0.61 429.1 1.39 1.38 592.2 1.92 0.73 576.4 1.86 2-5-245
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| BRAIDWOOD-UFSAR TABLE 2.5-53
| |
| | |
| ==SUMMARY==
| |
| OF STATIC AND DYNAMIC STABILITY ANALYSES FOR INTERIOR DIKE MINIMUM FACTOR OF LOADING CONDITIONS SAFETY PROVIDED
| |
| : a. Static Loading conditions
| |
| : 1. End of Construction - no water 2.2
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| : 2. Full Reservoir - Water Elevation 595 feet 2.0
| |
| : 3. Rapid Drawdown - Water Reduced from Elevation 595 feet to 592 feet 1.8
| |
| : b. Pseudostatic Loading Conditions with 0.12 Seismic Coefficient
| |
| : 1. End of Construction - no water 1.5
| |
| : 2. Full Reservoir - Water Elevation 595 feet 1.3
| |
| : 3. Rapid Drawdown - Water Reduced from Elevation 595 feet to 592 feet 1.2 2.5-246
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| | |
| BRAIDWOOD-UFSAR Attachments 2.5A through 2.5D have been deleted intentionally.
| |
| REVISION 5 - DECEMBER 1994}}
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