ML16167A450

LaSalle County Station, Units 1 and 2 - MF7633 & MF7634, UFSAR, Rev 22, Chap 02 Site Characteristics Redacted

ML16167A450
Person / Time
Site:	LaSalle
Issue date:	09/06/2016
From:	Bhalchandra Vaidya Plant Licensing Branch III
To:	Fewell J B Exelon Generation Co
Vaidya B K
References
TAC MF7633, TAC MF7634
Download: ML16167A450 (533)

Text

LaSalle UNITS 1 AND 2 UFSAR, REVISION 22 AND FIRE PROTECTION REPORT (FPR), REVISION 7 THE SECURITY SENSITIVE INFORMATION HAS BEEN REDACTED FROM THE ORIGINAL DOCUMENT. THIS DOCUMENT PROVIDES THE REDACTED VERSION. THE REDACTED INFORMATION WITHIN THIS DOCUMENT IS INDICATED BY SOLID BLACKEDOUT REGIONS.

LSCS-UFSAR2.0-iREV. 13CHAPTER 2.0 - SITE CHARACTERISTICSTABLE OF CONTENTSPAGE2.1GEOGRAPHY AND DEMOGRAPHY2.1-12.1.1 Site Location and Description2.1-12.1.1.1 Specification of Location2.1-1 2.1.1.2 Site Area Map2.1-12.1.1.3 Boundaries for Establishing Effluent Release Limits2.1-12.1.2 Exclusion Area Authority and Control2.1-2 2.1.2.1 Authority2.1-2 2.1.2.2 Control of Activities Unrelated to Plant Operation2.1-2 2.1.2.3 Arrangements for Traffic Control2.1-22.1.2.4 Abandonment or Relocation of Roads2.1-32.1.3 Population Distribution2.1-3 2.1.3.1 Population Within 10 Miles2.1-4 2.1.3.2 Population Between 10 and 50 Miles2.1-52.1.3.3 Transient Population2.1-52.1.3.4 Low Population Zone2.1-6 2.1.3.5 Population Centers2.1-7 2.1.3.6 Population Density2.1-7 2.1.4 References2.1-72.2 NEARBY INDUSTRIAL, TRANSPORTATION AND MILITARY FACILITIES2.2-12.2.1 Locations and Routes2.2-12.2.2 Descriptions2.2-12.2.2.1 Description of Facilities2.2-1 2.2.2.2 Descriptions of Products and Materials 2.2-1 2.2.2.3 Pipelines2.2-22.2.2.4 Waterways2.2-22.2.2.5 Airports2.2-3 2.2.2.6 Projections of Industrial Growth2.2-3 2.2.3 Evaluation of Potential Accidents2.2-4 2.2.3.1 Determination of Design-Basis Events2.2-42.2.3.2 Effects of Design-Basis Events2.2-52.2.4 References2.2-7 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-iiREV. 19, APRIL 20122.3 METEOROLOGY2.3-12.3.1 Regional Climatology2.3-12.3.1.1 General Climate2.3-1 2.3.1.2 Regional Meteorological Conditions for Design and Operating Bases2.3-22.3.1.2.1 Thunderstorms, Hail, and Lightning2.3-3 2.3.1.2.2 Tornadoes2.3-4 2.3.1.2.3 Sleet, Freezing Rain, and Glaze2.3-5 2.3.1.2.4 Snow and Ice Loading2.3-62.3.1.2.5 Ultimate Heat Sink Design Data2.3-62.3.1.2.5.1Original Ultimate Heat Sink Data2.3-6 2.3.1.2.5.2Power Uprate Ultimate Heat Sink Data2.3-7 2.3.2 Local Meteorology2.3-72.3.2.1 Data Sources2.3-72.3.2.2 Normal and Extreme Values of Meteorological Parameters2.3-7 2.3.2.2.1 Wind Summaries2.3-7 2.3.2.2.2 Temperatures2.3-10 2.3.2.2.3 Atmospheric Moisture2.3-112.3.2.2.3.1 Relative Humidity2.3-112.3.2.2.3.2 Wet Bulb Temperature2.3-11 2.3.2.2.3.3 Dew-Point Temperature2.3-12 2.3.2.2.4 Precipitation2.3-12 2.3.2.2.4.1 Precipitation Measured as Water Equivalent2.3-122.3.2.2.4.2 Precipitation Measured as Snow or Ice Pellets2.3-122.3.2.2.5 Fog2.3-13 2.3.2.2.6 Atmospheric Stability2.3-14 2.3.2.3 Potential Influence of the Plant and Its Facilities on Local Meteorology2.3-152.3.3 Meteorological Measurement Program and Radiological Environmental Monitoring Program2.3-152.3.3.1 Meteorological Measurement Program 2.3-15 2.3.3.1.1 Instrumentation2.3-162.3.3.1.2 Equipment Maintenance and Calibration Procedures2.3-162.3.3.1.3 Meteorological Measurement Program During a Disaster2.3-16 2.3.3.1.4 Data Analysis Procedure2.3-16 2.3.3.2 Radiological Environmental Monitoring Program 2.3-16 2.3.4 Short-Term (Accident) Diffusion Estimates2.3-172.3.4.1 Objective2.3-172.3.4.2 Calculations2.3-17 2.3.4.3 Atmospheric Diffusion Model2.3-18 2.3.4.4Regulatory Guide 1.145 Methodology2.3-21 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-iiaREV. 19, APRIL 20122.3.4aShort-term (Accident) Diffusion Estimates (Alternate Source Term /Q Analysis)2.3-242.3.4a.1 Objective2.3-242.3.4a.2 Calculation of /Q at the EAB and LPZ2.3-242.3.4a.2.1 PAVAN Meteorological Database2.3-272.3.4a.2.2 PAVAN Input Parameters2.3-282.3.4a.2.3PAVAN EAB and LPZ /Q 2.3-292.3.4a.3 Calculation of /Q at the Control Room Intakes2.3-302.3.4a.3.1 ARCON96 Model Analysis2.3-302.3.4a.3.1.1 ARCON96 Meteorological Database2.3-332.3.4a.3.1.2 ARCON96 Input Parameters2.3-342.3.4a.3.1.3. ARCON96 Control Room Intake /Q2.3-352.3.4a.3.2PAVAN Model Analysis2.3-362.3.4a.3.2.1 PAVAN Meteorological Database2.3-362.3.4a.3.2.2 PAVAN Input Parameters2.3-362.3.4a.3.2.3 PAVAN Control Room Intake /Q 2.3-372.3.4a.3.3 Control Room Intake /Q (In accordance with RG 1.194)2.3-382.3.5 Long-Term (Routine) Diffusion Estimates2.3-392.3.5.1 Objective2.3-392.3.5.2 Calculations2.3-392.3.6 References2.3-40 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-iiiREV. 15, APRIL 20042.4 HYDROLOGIC ENGINEERING2.4-12.4.1 Hydrologic Description2.4-12.4.1.1 Site and Facilities2.4-12.4.1.2 Hydrosphere2.4-2 2.4.2 Floods2.4-4 2.4.2.1 Flood History2.4-4 2.4.2.2 Flood Design Considerations2.4-42.4.2.3 Effects of Local Intense Precipitation2.4-52.4.2.4 Site Drainage System2.4-82.4.2.4.1 Storm Sewer System2.4-8 2.4.2.4.2 Culverts2.4-8 2.4.2.4.3 Ditches2.4-92.4.3 Probable Maximum Flood (PMF) on Streams and Rivers2.4-92.4.4 Potential Dam Failures, Seismically Induced2.4-10 2.4.5 Probable Maximum Surge and Seiche Flooding2.4-10 2.4.6 Probable Maximum Tsunami Flooding2.4-102.4.7 Ice Flooding2.4-102.4.8 Cooling Water Canals and Reservoirs2.4-11 2.4.8.1 Capacity and Operating Plan for Cooling Lake2.4-11 2.4.8.2 Probable Maximum Flood Design2.4-11 2.4.8.2.1 Design Precipitation2.4-112.4.8.2.2 Infiltration Losses and Rainfall Excess2.4-122.4.8.2.3 Unit Hydrograph2.4-12 2.4.8.2.4 Development of SPF and PMF Hydrographs2.4-13 2.4.8.2.5 Reservoir Routing2.4-14 2.4.8.2.6 Stillwater Levels in Lake2.4-142.4.8.2.7 Auxiliary Spillway Design2.4-142.4.8.2.8 Coincident Wind Wave Activity 2.4-17 2.4.8.3 Water Level at Plant Site2.4-18 2.4.8.4 Blowdown Waterline2.4-182.4.8.5 Service Spillway2.4-19 2.4.8.6 Makeup Water Discharge Structure2.4-19 2.4.9 Channel Diversions2.4-19 2.4.10 Flooding Protection Requirements2.4-20 2.4.11 Low Water Considerations2.4-202.4.11.1 Low Flows in Streams2.4-202.4.11.2 Low Water Resulting from Surges, Seiches, or Tsunami2.4-21 2.4.11.3 Historical Low Water2.4-21 2.4.11.4 Future Controls2.4-21 2.4.11.5 Plant Requirements2.4-212.4.11.6 Heat Sink Dependability Requirements2.4-21 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-ivREV. 15, APRIL 20042.4.12 Dispersion, Dilution, and Travel Times of Accidental Releases of Liquid Effluents in Surface Water2.4-232.4.13 Groundwater2.4-232.4.13.1 Description and Onsite Use2.4-232.4.13.1.1 Regional Hydrogeologic Systems2.4-23 2.4.13.1.1.1 Alluvial Aquifer2.4-24 2.4.13.1.1.2 Glacial Drift Aquitard2.4-25 2.4.13.1.1.3 Buried Bedrock Valley Aquifers2.4-262.4.13.1.1.4 Pennsylvanian Aquitard2.4-272.4.13.1.1.5 Cambrian-Ordovician Aquifer2.4-28 2.4.13.1.1.6 Eau Claire Aquitard2.4-31 2.4.13.1.1.7 Mt. Simon Aquifer2.4-31 2.4.13.1.2 Site Hydrogeologic Systems2.4-312.4.13.1.2.1 Alluvial Aquifer2.4-322.4.13.1.2.2 Glacial Drift Aquitard2.4-33 2.4.13.1.2.3 Buried Bedrock Valley Aquifers2.4-34 2.4.13.1.2.4 Pennsylvanian Aquitard2.4-352.4.13.1.2.5 Cambrian-Ordovician Aquifer2.4-362.4.13.1.3 Onsite Use of Groundwater 2.4-372.4.13.2 Sources2.4-37 2.4.13.2.1 Regional Groundwater2.4-37 2.4.13.2.1.1 Present Use2.4-372.4.13.2.1.2 Projected Future Use2.4-382.4.13.2.1.3 Regional Flow and Gradients2.4-38 2.4.13.2.1.3.1 Alluvial Aquifer2.4-38 2.4.13.2.1.3.2 Buried Bedrock Valley Aquifers2.4-39 2.4.13.2.1.3.3 Cambrian-Ordovician Aquifer 2.4-392.4.13.2.1.3.4 Mt. Simon Aquifer2.4-412.4.13.2.2 Site Groundwater2.4-42 2.4.13.2.2.1 Present Use2.4-42 2.4.13.2.2.2 Projected Future Use2.4-422.4.13.2.2.3 Site Flow and Gradients2.4-432.4.13.2.2.3.1 Alluvial Aquifer2.4-43 2.4.13.2.2.3.2 Glacial Drift Aquitard2.4-43 2.4.13.2.2.3.3 Buried Bedrock Valley Aquifers 2.4-45 2.4.13.2.2.3.4 Pennsylvanian Aquitard 2.4-452.4.13.2.2.3.5 Cambrian-Ordovician Aquifer 2.4-462.4.13.3 Accident Effects2.4-48 2.4.13.4 Monitoring or Safeguard Requirements2.4-48 2.4.13.5 Design Bases for Hydrostatic Loading2.4-48 2.4.14 Technical Specification and Emergency Operation Requirements2.4-492.4.15 References2.4-49 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-vREV. 132.5 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL ENGINEERING2.5-12.5.1 Basic Geologic and Seismic Information2.5-12.5.1.1 Regional Geology2.5-2 2.5.1.1.1 Regional Physiography2.5-2 2.5.1.1.1.1 Interior Plains Physiographic Division2.5-3 2.5.1.1.1.1.1 Central Lowland Province2.5-32.5.1.1.1.1.1.1 Till Plains Section2.5-32.5.1.1.1.1.1.2 Great Lakes Section2.5-5 2.5.1.1.1.1.1.3 Wisconsin Driftless Section2.5-7 2.5.1.1.1.1.1.4 Dissected Till Plains Section2.5-7 2.5.1.1.1.1.1.5 Western Young Drift Section2.5-72.5.1.1.1.1.2 Interior Low Plateaus Province 2.5-82.5.1.1.1.2 Interior Highlands Physiographic Division2.5-8 2.5.1.1.1.2.1 Ozark Plateaus Province2.5-8 2.5.1.1.1.2.1.1 Lincoln Hills Section2.5-82.5.1.1.1.2.1.2 Salem Plateau Section2.5-92.5.1.1.2 Regional Geologic Setting2.5-9 2.5.1.1.3 Regional Stratigraphy2.5-9 2.5.1.1.3.1 Cenozoic Erathem2.5-10 2.5.1.1.3.1.1 Quaternary System2.5-102.5.1.1.3.1.2 Tertiary System2.5-102.5.1.1.3.2 Mesozoic Erathem2.5-10 2.5.1.1.3.2.1 Cretaceous System2.5-10 2.5.1.1.3.2.2 Jurassic System2.5-11 2.5.1.1.3.2.3 Triassic System2.5-112.5.1.1.3.3 Paleozoic Erathem2.5-112.5.1.1.3.3.1 Permian System2.5-11 2.5.1.1.3.3.2 Pennsylvanian System2.5-11 2.5.1.1.3.3.3 Mississippian System2.5-112.5.1.1.3.3.4 Devonian System2.5-112.5.1.1.3.3.5 Silurian System2.5-12 2.5.1.1.3.3.6 Ordovician System2.5-12 2.5.1.1.3.3.7 Cambrian System2.5-12 2.5.1.1.3.4 Precambrian Basement Complex2.5-132.5.1.1.4 Historical Geology2.5-132.5.1.1.4.1 Precambrian Era2.5-13 2.5.1.1.4.2 Paleozoic Era2.5-14 2.5.1.1.4.2.1 Cambrian Period2.5-14 2.5.1.1.4.2.2 Ordovician Period2.5-142.5.1.1.4.2.3 Silurian Period2.5-152.5.1.1.4.2.4 Devonian Period2.5-15 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-viREV. 132.5.1.1.4.2.5 Mississippian Period2.5-162.5.1.1.4.2.6 Pennsylvanian Period2.5-16 2.5.1.1.4.2.7 Permian Period2.5-16 2.5.1.1.4.3 Mesozoic Era2.5-172.5.1.1.4.3.1 Triassic Period2.5-172.5.1.1.4.3.2 Jurassic Period2.5-17 2.5.1.1.4.3.3 Cretaceous Period2.5-17 2.5.1.1.4.4 Cenozoic Era2.5-17 2.5.1.1.4.4.1 Tertiary Period2.5-172.5.1.1.4.4.2 Quaternary Period2.5-172.5.1.1.5 Regional Structural Geology2.5-18 2.5.1.1.5.1 Regional Tectonic Features2.5-19 2.5.1.1.5.1.1 Basins, Arches, and Domes2.5-20 2.5.1.1.5.1.1.1 Wisconsin Dome2.5-202.5.1.1.5.1.1.2 Wisconsin Arch2.5-202.5.1.1.5.1.1.3 Ashton Arch2.5-21 2.5.1.1.5.1.1.4 Illinois Basin2.5-21 2.5.1.1.5.1.1.5 LaSalle Anticlinal Belt2.5-222.5.1.1.5.1.1.6 Sangamon Arch2.5-222.5.1.1.5.1.1.7 DuQuoin Monocline2.5-22 2.5.1.1.5.1.1.8 Mississippi River Arch2.5-22 2.5.1.1.5.1.1.9 Lincoln Fold2.5-23 2.5.1.1.5.1.1.10 Cap au Gres Faulted Flexure2.5-232.5.1.1.5.1.1.11 Kankakee Arch2.5-232.5.1.1.5.1.1.12 Michigan Basin2.5-24 2.5.1.1.5.1.2 Faults2.5-24 2.5.1.1.5.1.2.1 Faults in the Mississippi Valley of Wisconsin2.5-24 2.5.1.1.5.1.2.2 Other Postulated Faults in Wisconsin2.5-252.5.1.1.5.1.2.3 Sandwich Fault Zone2.5-252.5.1.1.5.1.2.4 Plum River Fault Zone2.5-26 2.5.1.1.5.1.2.5 Faults in the Chicago Metropolitan Area2.5-26 2.5.1.1.5.1.2.6 Centralia Fault2.5-262.5.1.1.5.1.2.7 St. Louis Fault2.5-272.5.1.1.5.1.2.8 Cap au Gres Faulted Flexure2.5-27 2.5.1.1.5.1.2.9 Fortville Fault2.5-27 2.5.1.1.5.1.2.10 Royal Center Fault2.5-28 2.5.1.1.5.1.2.11 Mt. Carmel Fault2.5-282.5.1.1.5.1.2.12 Minor Faulting in the Site Area2.5-282.5.1.1.5.1.2.13 Cryptovolcanic or Astroblem Structures2.5-29 2.5.1.1.5.1.2.14 Other Postulated Faults2.5-30 2.5.1.1.5.1.3 Folds2.5-30 2.5.1.1.5.1.3.1 Northwest-Southeast Folds2.5-302.5.1.1.5.1.3.1.1 LaSalle Anticlinal Belt2.5-312.5.1.1.5.1.3.1.2 Leesville Anticline2.5-31 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-viiiREV. 132.5.1.1.5.1.3.1.3 Dupo Anticline2.5-312.5.1.1.5.1.3.1.4 Pittsfield-Hadley Anticline2.5-32 2.5.1.1.5.1.3.1.5 Folds in Southeastern Iowa2.5-32 2.5.1.1.5.1.3.2 North-South Folds2.5-322.5.1.1.5.1.3.2.1 DuQuoin Monocline2.5-322.5.1.1.5.1.3.2.2 Salem and Louden Anticlines2.5-33 2.5.1.1.5.1.3.2.3 Clay City Anticline2.5-33 2.5.1.1.5.1.3.3 Northeast-Southwest Folds2.5-33 2.5.1.1.5.1.3.3.1 Baraboo Syncline2.5-342.5.1.1.5.1.3.4 East-West Folds2.5-342.5.1.1.5.1.3.4.1 Upper Mississippi Valley Folds2.5-34 2.5.1.1.6 Regional Structure2.5-35 2.5.1.1.6.1 Regional Tectonic Structures2.5-35 2.5.1.1.6.2 Regional Karst2.5-352.5.1.1.6.3 Landslides2.5-352.5.1.1.6.4 Man's Activities2.5-36 2.5.1.1.6.5 Regional Warping2.5-37 2.5.1.1.6.6 Regional Groundwater Conditions2.5-372.5.1.2 Site Geology2.5-372.5.1.2.1 Site Physiography2.5-39 2.5.1.2.1.1 Uplands2.5-39 2.5.1.2.1.2 Valley Bottom2.5-40 2.5.1.2.1.3 Site Karst2.5-412.5.1.2.2 Site Stratigraphy2.5-412.5.1.2.2.1 Soil2.5-412.5.1.2.2.1.1 Uplands2.5-412.5.1.2.2.1.1.1 Cenozoic Erathem2.5-422.5.1.2.2.1.1.1.1 Quaternary System2.5-422.5.1.2.2.1.1.1.1.1 Pleistocene Series2.5-422.5.1.2.2.1.1.1.1.1.1 Cahokia Alluvium2.5-422.5.1.2.2.1.1.1.1.1.2 Peyton Colluvium2.5-422.5.1.2.2.1.1.1.1.1.3 Richland Loess2.5-422.5.1.2.2.1.1.1.1.1.4 Wedron Formation2.5-422.5.1.2.2.1.1.1.1.1.4.1 Yorkville Till Member2.5-432.5.1.2.2.1.1.1.1.1.4.2 Malden Till Member2.5-432.5.1.2.2.1.1.1.1.1.4.3 Tiskilwa Till Member2.5-442.5.1.2.2.1.1.1.1.1.5 Buried Bedrock Valley Fill2.5-44 2.5.1.2.2.1.2 Valley Bottoms2.5-442.5.1.2.2.1.2.1 Cenozoic Erathem2.5-452.5.1.2.2.1.2.1.1 Quaternary System2.5-452.5.1.2.2.1.2.1.1.1 Pleistocene Series2.5-452.5.1.2.2.1.2.1.1.1.1 Grayslake Peat2.5-452.5.1.2.2.1.2.1.1.1.2 Peyton Colluvium2.5-45 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-viiiREV. 132.5.1.2.2.1.2.1.1.1.3 Cahokia Alluvium2.5-452.5.1.2.2.1.2.1.1.1.4 Henry Formation2.5-462.5.1.2.2.1.3 Soil Conservation Service Soil Series2.5-462.5.1.2.2.2 Rock2.5-462.5.1.2.2.2.1 Paleozoic Erathem2.5-472.5.1.2.2.2.1.1 Pennsylvanian System2.5-472.5.1.2.2.2.1.1.1 Des Moinesian Series2.5-472.5.1.2.2.2.1.1.1.1 Kewanee Group2.5-472.5.1.2.2.2.1.1.1.1.1 Carbondale Formation2.5-48 2.5.1.2.2.2.1.1.1.1.2 Spoon Formation2.5-482.5.1.2.2.2.1.2 Ordovician System2.5-492.5.1.2.2.2.1.2.1 Champlainian Series2.5-492.5.1.2.2.2.1.2.1.1 Blackriveran Stage2.5-492.5.1.2.2.2.1.2.1.1.1 Platteville Group2.5-492.5.1.2.2.2.1.2.1.1.1.1 Nachusa Formation2.5-492.5.1.2.2.2.1.2.1.1.1.2 Grand Detour Formation2.5-492.5.1.2.2.2.1.2.1.1.1.3 Mifflin Formation2.5-502.5.1.2.2.2.1.2.1.1.1.4 Pecatonica Formation2.5-50 2.5.1.2.2.2.1.2.1.1.2 Ancell Group2.5-502.5.1.2.2.2.1.2.1.1.2.1 Glenwood Formation2.5-502.5.1.2.2.2.1.2.1.1.2.2 St. Peter Sandstone2.5-502.5.1.2.2.2.1.2.2 Canadian Series2.5-502.5.1.2.2.2.1.2.2.1 Prairie du Chien Group2.5-502.5.1.2.2.2.1.2.2.1.1 Shakopee Dolomite2.5-502.5.1.2.2.2.1.2.2.1.2 New Richmond Sandstone2.5-512.5.1.2.2.2.1.2.2.1.3 Oneota Dolomite2.5-512.5.1.2.2.2.1.2.2.1.4 Gunter Sandstone2.5-512.5.1.2.2.2.1.3 Cambrian System2.5-512.5.1.2.2.2.1.3.1 Croixan Series2.5-51 2.5.1.2.2.2.1.3.1.1 Trempealeauan Stage2.5-512.5.1.2.2.2.1.3.1.1.1 Eminence Formation2.5-512.5.1.2.2.2.1.3.1.1.2 Potosi Dolomite2.5-512.5.1.2.2.2.1.3.1.2 Franconian Stage2.5-522.5.1.2.2.2.1.3.1.2.1 Franconia Formation2.5-52 2.5.1.2.2.2.1.3.1.2.2 Ironton Sandstone2.5-52 2.5.1.2.2.2.1.3.1.3 Dresbachian Stage2.5-52 2.5.1.2.2.2.1.3.1.3.1 Galesville Sandstone2.5-522.5.1.2.2.2.1.3.1.3.2 Eau Claire Formation2.5-522.5.1.2.2.2.1.3.1.3.3 Mt. Simon Sandstone2.5-53 2.5.1.2.2.2.1.4 Precambrian Basement Complex2.5-53 2.5.1.2.3 Bedrock Topography2.5-53 2.5.1.2.4 Site Structural Geology2.5-53 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-ixREV. 132.5.1.2.4.1 Site Folding2.5-542.5.1.2.4.2 Site Jointing2.5-54 2.5.1.2.4.3 Site Faulting2.5-55 2.5.1.2.5 Geologic Map2.5-552.5.1.2.6 Site Historical Geology2.5-552.5.1.2.6.1 Paleozoic Era2.5-56 2.5.1.2.6.1.1 Cambrian Period2.5-56 2.5.1.2.6.1.2 Ordovician Period2.5-56 2.5.1.2.6.1.3 Silurian Period through Mississippian Period2.5-572.5.1.2.6.1.4 Pennsylvanian Period2.5-572.5.1.2.6.1.5 Permian Period2.5-57 2.5.1.2.6.2 Mesozoic Era2.5-57 2.5.1.2.6.3 Cenozoic Era2.5-58 2.5.1.2.6.3.1 Tertiary Period2.5-582.5.1.2.6.3.2 Quaternary Period2.5-582.5.1.2.7 Plot Plan2.5-60 2.5.1.2.8 Geologic Profiles2.5-60 2.5.1.2.9 Excavation and Backfill2.5-602.5.1.2.10 Engineering Geology2.5-602.5.1.2.10.1 Soil and Rock Behavior During Prior Earthquakes2.5-61 2.5.1.2.10.2 Evaluation of Joints Relative to Structural Foundations2.5-612.5.1.2.10.3 Evaluation of Weathering Profiles and Zones of Alteration or Structural Weakness2.5-612.5.1.2.10.4 Unrelieved Residual Stresses in Bedrock2.5-61 2.5.1.2.10.5 Stability of Soil and Rock2.5-61 2.5.1.2.10.6 Effects of Man's Activities2.5-61 2.5.1.2.11 Site Groundwater Conditions2.5-612.5.1.2.12 Geophysical Investigations2.5-622.5.1.2.13 Soil and Rock Properties2.5-62 2.5.2 Vibratory Ground Motion2.5-62 2.5.2.1 Seismicity2.5-622.5.2.2 Geologic Structures and Tectonic Activity2.5-632.5.2.3 Correlation of Earthquake Activity with Geologic Structures or Tectonic Provinces2.5-632.5.2.3.1 The New Madrid Area2.5-64 2.5.2.3.2 The Wabash Valley Area2.5-642.5.2.3.3 The St. Louis Area2.5-642.5.2.3.4 The Keweenaw Peninsula2.5-64 2.5.2.3.5 Anna, Ohio, Seismogenic Region2.5-65 2.5.2.4 Maximum Earthquake Potential2.5-66 2.5.2.5 Seismic Wave Transmission Characteristics of the Site2.5-692.5.2.6 Safe Shutdown Earthquake2.5-702.5.2.7 Operating-Basis Earthquake2.5-70 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-xREV. 132.5.3 Surface Faulting2.5-702.5.3.1 Geologic Conditions of the Site2.5-71 2.5.3.2 Evidence of Fault Offset2.5-71 2.5.3.3 Earthquakes Associated with Capable Faults2.5-712.5.3.4 Investigation of Capable Faults2.5-712.5.3.5 Correlation of Epicenters with Capable Faults2.5-71 2.5.3.6 Description of Capable Faults2.5-71 2.5.3.7 Zone Requiring Detailed Faulting Investigation2.5-71 2.5.3.8 Results of Faulting Investigation2.5-712.5.4 Stability of Subsurface Materials and Foundations2.5-722.5.4.1 Geologic Features2.5-72 2.5.4.2 Properties of Subsurface Materials2.5-72 2.5.4.2.1 Field Investigations2.5-72 2.5.4.2.2 Laboratory Tests2.5-732.5.4.2.2.1 Static Tests2.5-732.5.4.2.2.1.1 Direct Shear Tests2.5-73 2.5.4.2.2.1.2 Unconfined Compression Tests2.5-74 2.5.4.2.2.1.3 Triaxial Compression Tests2.5-742.5.4.2.2.1.4 Compaction Tests2.5-752.5.4.2.2.1.5 Consolidation Tests2.5-75 2.5.4.2.2.1.6 Permeability Tests2.5-75 2.5.4.2.2.1.7 Particle Size Analyses2.5-76 2.5.4.2.2.1.8 Atterberg Limits2.5-762.5.4.2.2.1.9 Moisture Determinations2.5-762.5.4.2.2.1.10 Density Determinations2.5-76 2.5.4.2.2.2 Dynamic Tests2.5-76 2.5.4.2.2.2.1 Cyclic Triaxial Compression Tests2.5-76 2.5.4.2.2.2.2 Resonant Column Tests2.5-772.5.4.2.2.2.3 Shockscope Tests2.5-772.5.4.3 Exploration2.5-77 2.5.4.3.1 Geologic Reconnaissance2.5-78 2.5.4.3.2 Soil and Rock Borings2.5-782.5.4.3.3 Test Pits2.5-782.5.4.3.4 Groundwater Measurements2.5-79 2.5.4.3.5 Geophysical Measurements2.5-79 2.5.4.4 Geophysical Surveys2.5-79 2.5.4.4.1 Refraction Surveys2.5-802.5.4.4.2 Shear Wave Velocity Survey2.5-802.5.4.4.3 Surface Wave Survey2.5-80 2.5.4.4.4 Micromotion Studies2.5-81 2.5.4.5 Excavations and Backfill2.5-81 2.5.4.5.1 Excavations2.5-812.5.4.5.1.1 Main Plant Site2.5-822.5.4.5.1.2 Seismic Category I Pipelines2.5-83 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-xiREV. 15, APRIL 20042.5.4.5.1.3 Seismic Category I Intake Flume and Pond2.5-832.5.4.5.1.3.1 Outwash Deposit2.5-84 2.5.4.5.1.3.2 Lacustrine Deposit2.5-84 2.5.4.5.2 Backfill2.5-842.5.4.5.2.1 Main Plant Site2.5-852.5.4.5.2.2 Seismic Category I Pipelines2.5-85 2.5.4.5.2.3 Seismic Category I Intake Flume and Pond 2.5-86 2.5.4.6 Groundwater Conditions2.5-86 2.5.4.7 Response of Soil and Rock to Dynamic Loading2.5-862.5.4.8 Liquefaction Potential2.5-862.5.4.8.1 Sand Deposit Under Main Plant Foundation2.5-87 2.5.4.8.1.1 Subsurface Conditions2.5-87 2.5.4.8.1.2 Soil Characteristics Influencing Liquefaction2.5-87 2.5.4.8.1.3 Liquefaction Potential of Sand Deposit 2.5-882.5.4.8.1.4 Conclusions2.5-892.5.4.8.2 Sand Deposits in Intake Flume Slopes2.5-90 2.5.4.8.3 Liquefaction Potential of Isolated Sand Deposits2.5-90 2.5.4.9 Earthquake Design Basis2.5-902.5.4.10 Static Stability2.5-902.5.4.10.1 Main Plant Structures2.5-91 2.5.4.10.1.1 Bearing Capacity2.5-91 2.5.4.10.1.2 Settlement Analyses2.5-922.5.4.10.1.3 Lateral Pressures2.5-942.5.4.10.1.3.1 Static Lateral Pressures2.5-942.5.4.10.1.3.1.1 Static Earth Pressures2.5-94 2.5.4.10.1.3.1.2 Static Water Pressure2.5-95 2.5.4.10.1.3.2 Incremental Dynamic Lateral Pressures2.5-95 2.5.4.10.1.3.2.1 Dynamic Earth Pressure2.5-952.5.4.10.1.3.2.2 Incremental Dynamic Water Pressure 2.5-962.5.4.10.2 Seismic Category I Pipelines2.5-97 2.5.4.10.2.1 Bearing Capacity2.5-98 2.5.4.10.2.2 Settlement2.5-982.5.4.10.2.3 Lateral and Vertical Pressures2.5-982.5.4.10.3 Seismic Category I Intake Flume and Pond2.5-98 2.5.4.10.3.1 Bearing Capacity2.5-99 2.5.4.10.3.2 Settlement Analyses2.5-99 2.5.4.10.3.3 Lateral Pressures2.5-1002.5.4.11 Design Criteria2.5-1012.5.4.12 Techniques to Improve Subsurface Conditions2.5-101 2.5.4.13 Subsurface Instrumentation2.5-101 2.5.4.14 Construction Notes2.5-102 2.5.5 Stability of Slopes2.5-1022.5.5.1 Slope Characteristics2.5-1032.5.5.2 Design Criteria and Analyses2.5-103 LSCS-UFSARTABLE OF CONTENTS (Cont'd)PAGE2.0-xiiREV. 132.5.5.2.1 Excavated Slopes2.5-1042.5.5.2.2 Excavated Slopes with Retaining Wall2.5-105 2.5.5.2.3 Rebuilt Slopes2.5-105 2.5.5.2.4 Slope Protection2.5-1052.5.5.2.5 CSCS Pond Flume Failure Analysis2.5-1062.5.5.2.6 CSCS Pond Surveillance Program2.5-108 2.5.5.2.7 CSCS Pond Turbidity2.5-109 2.5.5.2.8 Seepage2.5-110 2.5.5.3 Logs of Borings2.5-1102.5.5.4 Compacted Fill2.5-1102.5.6 Embankments and Dams2.5-111 2.5.6.1 General2.5-111 2.5.6.2 Exploration2.5-111 2.5.6.2.1 Field Investigations2.5-1112.5.6.2.2 Laboratory Tests2.5-1122.5.6.3 Foundation and Abutment Treatment2.5-112 2.5.6.4 Embankment2.5-112 2.5.6.4.1 Construction2.5-1122.5.6.4.2 Settlement2.5-1132.5.6.4.3 Slope Protection2.5-114 2.5.6.4.4 Dike Failure Analysis2.5-115 2.5.6.4.5 Makeup and Blowdown Pipeline Peripheral Dike Penetrations2.5-1152.5.6.4.6 Auxiliary Spillway2.5-1162.5.6.5 Slope Stability2.5-117 2.5.6.6 Seepage Control2.5-117 2.5.6.7 Diversion and Closure2.5-119 2.5.6.8 Instrumentation2.5-1192.5.6.9 Construction Notes2.5-1202.5.7 References2.5-120 2.5.7.1 Key to References Cited in Text2.5-120 2.5.7.2 References Consulted in Preparation of Text (Listed Alphabetically)2.5-140Appendix 2.5A Selected Structures Outside the 200-mile Radius2.5A-i LSCS-UFSAR2.0-xiiiREV. 18, APRIL 2010CHAPTER 2.0 - SITE CHARACTERISTICSLIST OF TABLESNUMBERTITLE2.1-1Distance From Gaseous Effluent Release Point to Nearest Site Boundary in the Cardinal Compass Directions2.1-21970 and Projected 2020 Populations for Cities Within 10 Miles of the Site2.1-31970 and Projected 2020 Population for Cities Within 50 Miles of the Site2.1-4Population Distribution Within the LPZ 2.1-5Industries Within 10 Miles of the Site 2.1-6Present and Projected Population Centers Within 50 Miles of the Site2.1-71970 and Projected 2020 Population Densities Within 10 Miles of the Site2.1-8Cumulative Population Within 50 Miles 2.2-1Commercial Airports Within 20 Miles of the Site 2.2-2Dock and Anchorage Facilities on the Illinois River Near the Site2.2-3Industries With Hazardous Materials Within 10 Miles of the Site2.2-4Commodities Transported on the Illinois River Near the Site During 1974 in Thousands of Tons2.2-4aHazardous Chemicals Transported on the Illinois River Near the Site During 20082.2-5Private Airstrips Within 20 Miles of the Site 2.3-1Tornado Summary for Illinois 2.3-2Measures of Glazing in Various Severe Winter Storms 2.3-3Summary of Maximum 5-Minute Wind Speeds Occurring After 18Glaze Storms Throughout the United States2.3-4Wind-Glaze Thickness Relations for Five Periods of Greatest Speed and Greatest Thickness2.3-5Argonne National Laboratory: Percentage Frequency and Mean of 19-and 150-Foot Wind Speed (mph) for Indicated Wind Direction, January 1950-December 19642.3-6Argonne National Laboratory: Frequency Distribution of the Number of Consecutive Hours of 19- and 150-Foot Wind Direction Persistence from Indicated Directions, January 1950-December 19642.3-7Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for 300-foot Level at Dresden Station for 5-year Period (December 1, 1973 - November 30, 1978)

LSCS-UFSARLIST OF TABLES (Cont'd)NUMBERTITLE2.0-xivREV. 132.3-8Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for 300-foot Level at Dresden Station for 2-year Period (October 1, 1976 - September 30, 1978)2.3-9Comparison of LaSalle County Station 33-foot Level Temperatures (°F) (October 1976 - September 1978) with Average and Extreme Temperature Data from Peoria (October 1976 - September 1978) and Argonne (1950-1964)2.3-10Mean Relative Humidity (%) at Designated Hour, Peoria (1960-1974) 2.3-11Argonne National Laboratory: Average Hourly 5-foot Relative Humidity (%) January 1950 - December 19642.3-12Monthly Maximum, Minimum, and Average Relative Humidities (%) For LaSalle County Station2.3-13Monthly Maximum, Minimum, and Average Wet Bulb and Dew-Point Temperatures (°F) for LaSalle County Station2.3-14Argonne National Laboratory: Average Hourly 5-foot Wet Bulb Temperature (°F) January 1950 - December 19642.3-15Argonne National Laboratory: Average Hourly 5-foot Dew-Point Temperature (°F) January 1950 - December 19742.3-16Argonne National Laboratory: Maximum Amounts of Precipitation (in.) with Day of Occurrence, January 1950 - December 19642.3-17Argonne National Laboratory: Maximum Precipitation (in.) for Specified Time Intervals, January 1950 - December 19642.3-18Precipitation (Water Equivalent) for Peoria (in.)

2.3-19Snow and Ice Pellets: Peoria (1941-1974) 2.3-20Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (January)2.3-21Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (February)2.3-22Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (March)2.3-23Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (April)2.3-24Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (May)2.3-25Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (June)

LSCS-UFSARLIST OF TABLES (Cont'd)NUMBERTITLE2.0-xvREV. 132.3-26Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (July)2.3-27Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (August)2.3-28Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (September)2.3-29Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (October)2.3-30Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (November)2.3-31Monthly Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (December)2.3-32Three-Way Joint Frequency Distribution of Wind Speed, Wind Direction, and Pasquill Stability Class for the 375-foot Level at LaSalle County Station (October 1, 1976 - September 30, 1978)2.3-33/Q Values (sec/meter3) at Exclusion Area Boundary for Effluents Released from Plant Common Stack2.3-34/Q Values (sec/meter3) at Actual Site Boundary for Effluents Released from Plant Common Stack2.3-35/Q Values (sec/meter3) at Low Population Zone Boundary for Effluents Released from Plant Common Stack2.3-36Fifth Percentile /Q Values (sec/meter3) for the Period of 0-1 Hour for Effluents Released from Plant Common Stack2.3-37Fifth Percentile /Q Values (sec/meter3) for the Time Period of 0-2Hours for Effluents Released from Plant Common Stack2.3-38Fifth Percentile /Q Values (sec/meter3) for the Period of 0-8 Hours for Effluents Released from Plant Common Stack2.3-39Fifth Percentile /Q Values (sec/meter3) for the Time Period of 8-24Hours for Effluents Released from Plant Common Stack2.3-40Fifth Percentile /Q Values (sec/meter3) for the Time Period of 1-4Days for Effluents Released from Plant Common Stack2.3-41Fifth Percentile /Q Values (sec/meter3) for the Period of 4-30 Days for Effluents Released from Plant Common Stack2.3-42Fiftieth Percentile /Q Values (sec/meter3) for the Time Period of 0-1Hour for Effluents Released from Plant Common Stack2.3-43Fiftieth Percentile /Q Values (sec/meter3) for the Time Period of 0-2Hours for Effluents Released from Plant Common Stack LSCS-UFSARLIST OF TABLES (Cont'd)NUMBERTITLE2.0-xviREV. 132.3-44Fiftieth Percentile /Q Values (sec/meter3) for the Time Period of 0-8Hours for Effluents Released from Plant Common Stack2.3-45Fiftieth Percentile /Q Values (sec/meter3) for the Time Period of 8-24 Hours for Effluents Released from Plant Common Stack2.3-46Fiftieth Percentile /Q Values (sec/meter3) for the Time Period of 1-4 Days for Effluents Released from Plant Common Stack2.3-47Fiftieth Percentile /Q Values (sec/meter3) for the Time Period of 4-30 Days for Effluents Released from Plant Common Stack2.3-48/Q Values (sec/meter3) at Exclusion Area Boundary for Effluents Released Through SGTS Vent2.3-49/Q Values (sec/meter3) at Actual Site Boundary for Effluents Released Through SGTS Vent2.3-50/Q Values (sec/meter3) at Low Population Zone Boundary for Effluents Released Through SGTS Vent2.3-51Fifth Percentile /Q Values (sec/meter3) for the Time Period of 0-1 Hour for Effluents Released Through SGTS Vent2.3-52Fifth Percentile /Q Values (sec/meter3) for the Time Period of 0-2 Hours for Effluents Released Through SGTS Vent2.3-53Fifth Percentile /Q Values (sec/meter3) for the Time Period of 0-8 Hours for Effluents Released Through SGTS Vent2.3-54Fifth Percentile /Q Values (sec/meter3) for the Time Period of 8-24 Hours for Effluents Released Through SGTS Vent2.3-55Fifth Percentile /Q Values (sec/meter3) for the Time Period of 1-4 Days for Effluents Released Through SGTS Vent2.3-56Fifth Percentile /Q Values (sec/meter3) for the Time Period of 4-30 Days for Effluents Released Through SGTS Vent2.3-57Fiftieth Percentile /Q Values (sec/meter3) for the Time Period of 0-1 Hour for Effluents Released Through SGTS Vent2.3-58Fiftieth Percentile /Q Values (sec/meter3) for the Time Period of 0-2 Hours for Effluents Released Through SGTS Vent2.3-59Fiftieth Percentile X/Q Values (sec/meter3) for the Time Period of 0-8 Hours for Effluents Released Through SGTS Vent2.3-60Fiftieth Percentile X/Q Values (sec/meter3) for the Time Period of l8-24 Hours for Effluents Released Through SGTS Vent2.3-61Fiftieth Percentile X/Q Values (sec/meter3) for the Time Period of 1-4 Days for Effluents Released Through SGTS Vent2.3-62Fiftieth Percentile X/Q Values (sec/meter3) for the Time Period of 4-30 Days for Effluents Released Through SGTS Vent2.3-63Annual Average X/Q Values (sec/meter3) for Effluents Released from Plant Common Stack and SGTS Vent2.3-64Meteorological Instrument Locations and Analog Data Recording Systems (Deleted)

LSCS-UFSARLIST OF TABLES (Cont'd)NUMBERTITLE2.0-xviiREV. 19, APRIL 20122.3-65Environmental Radiological Monitoring Program (Deleted)2.3-66Maximum Values for the Lower Limits of Detection (LLD) (Deleted) 2.3-67LaSalle Power Station Joint Wind Stability ClassOccurrence Distribution (1999-2003) - 33 ft Wind Speed and Direction, 200-33 ft Delta Temperature2.3-68 LaSalle Power Station Joint Wind Stability ClassOccurrence Distribution (1999-2003) - 375 ft Wind Speed and Direction, 375-33 ft Delta Temperature2.4-1Characteristics of Illinois River Tributaries 2.4-2Intakes on the Illinois River Within 50 River Miles Downstream of the Site2.4-3Maximum Readings on Illinois River Gauges Period 1940-732.4-4Local Probable Maximum Precipitation at the LSCS Site2.4-5Standard Project Flood and Probable Maximum Flood Estimates for Illinois River Stations2.4-6Design Precipitation for Cooling Lake 2.4-7Standard Project Inflow Flood Hydrograph for Cooling Lake2.4-8Probable Maximum Inflow Flood Hydrograph for Cooling Lake2.4-8aListing of Input Data to Spillway Rating and Flood Routing Program 2.4-8bWind Wave Characteristics on Cooling Lake 2.4-8cWind Wave Characteristics at Lake Screen House with Probable Maximum Flood2.4-9100-Year Recurrence Interval Low Flows of Illinois River at Marseilles, Illinois: 1921-1971, 12-Month Period Ending March 312.4-10Groundwater Quality in the Cambrian-Ordovician Aquifer 2.4-11Surface Elevations and Measurement Dates for Observation Wells2.4-12Physical Characteristics of LSCS Water Wells2.4-13Water Quality Analyses for LSCS Water Wells 2.4-14Major Municipal and Industrial Pumping Centers Within 25 Miles 2.4-15Public Groundwater Supplies Within 10 Miles 2.4-16Domestic Well Inventory2.4-17Piezometer Installation Records and Measurement Dates2.4-18Additional Unplotted Piezometer Data 2.5-1Scope of Work 2.5-2Physiographic Classification and Correlation Chart2.5-3Tabulation of Faults in Illinois2.5-4Tabulation of Faults in Wisconsin 2.5-5Tabulation of Faults in Missouri 2.5-6Tabulation of Faults in Iowa 2.5-7Tabulation of Faults in Indiana2.5-8Tabulation of Folds in Illinois2.5-9Tabulation of Folds in Wisconsin 2.5-10Tabulation of Folds in Missouri LSCS-UFSARLIST OF TABLES (Cont'd)NUMBERTITLE2.0-xviiiREV. 19, APRIL 20122.5-11Tabulation of Folds in Iowa2.5-12Tabulation of Folds in Indiana 2.5-13Estimated Physical and Chemical Properties and Interpretations of Agricultural Soils as Construction Materials2.5-14Modified Mercalli Intensity (Damage) Scale of 1931 2.5-15Tabulation of Earthquake Epicenters 2.5-16Reference List for Tables 2.5-15 through 2.5-212.5-17Tabulation of Earthquake Epicenters of Intensity V (MM) and Greater2.5-18Tabulation of Earthquake Epicenters 2.5-19Areas of Many Earthquake Epicenters 2.5-20Significant Earthquakes 2.5-21Recorded Earthquake Epicenters Within 50 Miles of the Site2.5-22Rock Unconfined Compression Test Results2.5-23Laboratory Permeability Data 2.5-24Dynamic Triaxial Compression Test Data 2.5-25Resonant Column Test Results 2.5-26Shockscope Test Results2.5-27In Situ Field Permeability Tests2.5-28Parameters for Analysis of Rock-Soil-Structure Interaction 2.5-29Summary of Boring Information for Sand Deposit Near Elevation 595Feet MSL in Vicinity of Main Plant2.5-30Ultimate Bearing Capacities2.5-31Effective Soil Parameters 2.5-32Summary of Results of Stability Analysis of CSCS Cooling Pond and Flume and Maximum Cut Height and Side Slopes of 4:12.5-33Riprap and Bedding Gradations2.5-34Variation of Peripheral Dike Height2.5-35Summary of Peripheral Dike Camber 2.5-36Summary of Results of Stability Analysis of Peripheral Dike for Maximum Height and Side Slope of 3:12.5-37Reference List for Tables 2.5-3 through 2.5-122.5-38Installation Dates for Main Plant Settlement Monuments2.5-39Index Properties for Materials Used in Triaxial Tests 2.5-40Consolidation Parameters for Settlement Analysis 2.5-41Comparison of Theoretical and Measured Settlement2.5-42Summary of Gas Storage Fields Within 30 Miles LSCS-UFSAR2.0-xixREV. 13CHAPTER - 2.0 SITE CHARACTERISTICSLIST OF FIGURESNUMBERTITLE2.1-1Location of the Site within the State of Illinois2.1-2Location of the Site with Respect to LaSalle County and Brookfield Township2.1-3Major Structures and Site Layout2.1-4Exclusion Area2.1-5Transportation Routes in the Site Vicinity 2.1-61979 and Projected Populations within 50 Miles of the Site 2.1-7Present (1975) and Projected Populations 2.1-8Cities within 10 Miles of the Site2.1-9Present and Projected Population Centers Within 50 Miles of the Site2.1-10Topographic Features and Transportation Routes within the LPZ 2.1-111980 Population Density within 50 Miles of the Site 2.1-122020 Population Density within 50 miles of the Site 2.2-1Airports and Flight Patterns within 20 Miles of the Site2.2-2Gas Pipelines within 10 Miles of the Site2.3-1Number of Tornadoes Per County 2.3-2Annual Wind Rose, 375-Foot Level 2.3-3October 1976 and October 1977 Wind Rose, 375-Foot Level2.3-4November 1976 and November 1977 Wind Rose, 375-Foot Level2.3-5December 1976 and December 1977 Wind Rose, 375-Foot Level 2.3-6January 1977 and January 1978 Wind Rose, 375-Foot Level 2.3-7February 1977 and February 1978 Wind Rose, 375-Foot Level 2.3-8March 1977 and March 1978 Wind Rose, 375-Foot Level2.3-9April 1977 and April 1978 Wind Rose, 375-Foot Level2.3-10May 1977 and May 1978 Wind Rose, 375-Foot Level 2.3-11June 1977 and June 1978 Wind Rose, 375-Foot Level 2.3-12July 1977 and July 1978 Wind Rose, 375-Foot Level2.3-13August 1977 and August 1978 Wind Rose, 375-Foot Level2.3-14September 1977 and September 1978 Wind Rose, 375-Foot Level 2.3-15Topographic Profiles of the Area 0 to 5 Miles from the LaSalle County Station2.3-16Topographic Profiles of the Area 5 to 10 Miles from the LaSalle County Station2.3-17Topographic Features Within a 10-Mile Radius of the LaSalle County Station2.4-1Site Location Plan 2.4-2Hydrosphere LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxREV. 132.4-2aSurface Water Bodies Within a 5-Mile Radius of the Plant Site2.4-3General Site Plan 2.4-4Drainage Area2.4-5Illinois Waterway Profile2.4-6Site Grading and Drainage Plan - Zones for Local Intense Precipitation Analysis2.4-6aSite Grading Plan - Ditches and Culverts (Deleted)2.4-6bZones for Plant Flooding Analysis (Deleted)2.4-715-Minute Unit Hydrographs 2.4-8Hydrograph of PMF with Antecedent SPF and Variation of Lake Level with Time2.4-9Area and Capacity of Lake2.4-10Outflow Rating2.4-11Plan of Auxiliary Spillway 2.4-12Centerline Section of Auxiliary Spillway 2.4-12aCenterline Section of Auxiliary Spillway (Modified) 2.4-13Longitudinal Section of Auxiliary Spillway2.4.13aService Spillway Plan2.4-13bService Spillway Sections 2.4-14Freeboard Requirements 2.4-15Top-of-Dike and Top-of-Road Elevations2.4-16Municipal and Industrial Groundwater Use Within 25 Miles2.4-17Site Stratigraphic Units and their Hydrogeologic Characteristics 2.4-18Potentiometric Surface of the Cambrian-Ordovician Aquifer, Fall19632.4-19Potentiometric Surface of the Cambrian-Ordovician Aquifer, October 19712.4-20Domestic Water Well Inventory, Including Onsite Water Wells 2.4-21Locations of Piezometers and Observation Wells 2.4-22Daily Precipitation and Fluctuations of Water Levels in Piezometers2.4-23Daily Precipitation and Fluctuations of Water Levels in Observation Wells2.5-1General Site Location 2.5-2Plot PlanSheet 1: Overall SiteSheet 2: Main Plant Area Blowup Sheet 3: CSCS Flume Area Blowup2.5-3Site Area Surficial Geologic Map 2.5-4Site Area Bedrock Geology2.5-5Regional Physiography Map2.5-6Regional Bedrock Geology 2.5-7Generalized Regional Systemic Distribution Map LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxiREV. 132.5-8Regional Geologic Cross Sections2.5-9Regional Tectonic Map, Basins and Arches, Paleozoic Rocks 2.5-10Regional Precambrian Surface2.5-11Relative Movement of Regional Tectonic Features2.5-12Regional Tectonic Map - Folds 2.5-13Regional Tectonic Map - Faults 2.5-14Site Structural Geology2.5-15Cross Section - South Bluff of Illinois River2.5-16Economic Geology in Site Vicinity 2.5-17Explanation of Boring Logs 2.5-18Soil Classification System 2.5-19Logs of BoringsBoring 1Sheets 1 and 2Boring 2Sheets 3, 4, and 5 Boring 3Sheets 6 and 7 Boring 4Sheets 8 and 9 Boring 5Sheet 9Boring 6Sheets 10 and 11Boring 7Sheets 12 and 13 Boring 8Sheet 14 Boring 9Sheets 15 and 16Boring 10Sheet 17Boring 11Sheets 18 and 19 Boring 12Sheet 20 Boring 13Sheet 21 Boring 14Sheet 22Boring 15Sheet 23Boring 16Sheet 24 Boring 17Sheet 25 Boring 18Sheet 26 Boring 19Sheet 27Boring 20Sheet 28Boring 21Sheet 29 Boring 22Sheet 30 Boring 23Sheet 31Boring 24Sheet 32Boring 25Sheet 33 Boring 26Sheet 34 Boring 27Sheet 35 Boring 28Sheet 36Boring 29Sheet 37Boring 30Sheets 38 and 39 Boring 31Sheets 40 and 41 LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxiiREV. 13Boring 32Sheets 42 and 43Boring 33Sheet 44 Boring 34Sheet 45Boring 35Sheet 46Boring 36Sheet 47 Boring 37Sheets 48 and 49 Boring 38Sheets 50 and 51Boring 39Sheet 52Boring 40Sheet 53 Boring 41Sheet 54 Boring 42Sheet 55 Boring 43Sheet 56Boring 44Sheet 57Boring 45Sheet 58 Boring 46Sheet 59 Boring 47Sheet 60 Boring 48Sheet 61Boring 49Sheet 62Boring 50Sheet 63 Boring 51Sheet 64 Boring 52Sheet 65Boring 53Sheet 66Boring 54Sheet 67 Boring 55Sheets 68 and 69 Boring 56Sheets 70 and 71 Boring 57Sheets 72 and 73Boring 58Sheet 74Boring 59Sheet 75 Boring 60Sheet 76 Boring 61Sheets 77 and 78 Boring 62Sheets 79, 80, and 81Boring 63Sheets 82 and 83Boring 64Sheets 84 and 85 Boring 65Sheets 86 and 87 Boring 66Sheet 88Boring 67Sheet 89Boring 68Sheets 90 and 91 Boring 69Sheets 92 and 93 Boring 70Sheets 94 and 95 Boring 71Sheets 96 and 97Boring 72Sheet 98Boring 73Sheet 99 Boring 74Sheet 100 LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxiiiREV. 13Boring 75Sheet 100Boring 76Sheet 101 Boring 77Sheet 101Boring 78Sheet 102Boring 79Sheet 102 Boring 80Sheet 103 Boring 81Sheet 103Boring 82Sheet 104Boring 83Sheet 104 Boring 84Sheet 105 Boring 85Sheet 105 Boring 86Sheet 106Boring 87Sheet 106Boring 88Sheet 107 Boring 89Sheet 107 Boring 90Sheet 108 Boring 91Sheet 108Boring 92Sheet 109Boring 93Sheet 109 Boring 94Sheet 110 Boring 95Sheet 110Boring 96Sheet 111Boring 97Sheet 111 Boring 98Sheet 112 Boring 99Sheet 112 Boring 100Sheet 113Boring 101Sheet 113Boring 102Sheet 114 Boring 103Sheet 114 Boring 104Sheet 115 Boring 105Sheet 115Boring 105ASheet 116Boring 105BSheet 116 Boring 106Sheet 117 Boring 107Sheet 117Boring 108Sheet 118Boring 109Sheet 118 Boring 109ASheet 119 Boring 110Sheet 119 Boring 111Sheet 120Boring 112Sheet 120Boring 113Sheet 121 Boring 114Sheet 121 LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxivREV. 13Boring 115Sheet 122Boring 116Sheet 122 Boring 117Sheet 123Boring 118Sheet 123Boring 119Sheet 124 Boring 120Sheet 124 Boring 121Sheet 125Boring 122Sheet 125Boring 123Sheet 126 Boring 124Sheet 126 Boring 125Sheet 127 Boring 126Sheet 127Boring 127Sheet 128Boring 128Sheet 128 Boring 129Sheet 129 Boring 130Sheet 129 Boring 130ASheet 130Boring 130BSheet 130Boring 131Sheet 131 Boring 132Sheet 131 Boring 133Sheet 132Boring 134Sheet 132Boring 135Sheet 133 Boring 136Sheet 133 Boring 137Sheet 134 Boring 138Sheet 134Boring 139Sheet 135Boring 140Sheet 135 Boring 141Sheet 136 Boring 142Sheet 136 Boring 143Sheet 137Boring 144Sheet 137Boring 145Sheet 138 Boring 146Sheet 138 Boring 147Sheet 139Boring 148Sheet 139Boring 149Sheet 140 Boring 150Sheet 140 Boring 151Sheet 141 Boring 152Sheet 141Boring 153Sheet 142Boring 154Sheet 142 Boring 155Sheet 143 LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxvREV. 13Boring 156Sheet 143Boring 157Sheet 144 Boring 158Sheet 144Boring 159Sheet 145Boring 160Sheet 146 Boring 161Sheet 146 Boring 162Sheet 147Boring 163Sheet 147Boring 164Sheet 148 Boring 165Sheet 148 Boring 166Sheet 149 Boring 167Sheet 149Boring 168Sheet 150Boring 169Sheet 150 Boring 170Sheet 151 Boring 4A01Sheets 152 and 153 Boring 4C01Sheet 154Boring 5B01Sheet 155Boring 5B02Sheet 156 Boring 5B03Sheet 157 Boring 8B01Sheet 158Boring 8B02Sheet 159Boring 9A01Sheet 160 Boring 10D01Sheet 161 Boring 10D02Sheet 162 Boring 16B01Sheet 163Boring 16B02Sheet 164Boring 21D01Sheet 165 Boring 21D02Sheet 166 Boring 21D03Sheet 167 Boring 27C01Sheet 168Boring 27C02Sheet 169Boring 27D01Sheet 170 Boring 28C01Sheet 171 Boring 29C01Sheet 172Boring 32A01Sheet 173Boring 32B01Sheet 174 Boring 32B02Sheet 175 Boring 32B03Sheet 176 Boring 33C01Sheet 177Boring 33C02Sheets 178 and 179Boring 34B01Sheet 180 Boring 34D01Sheet 181 LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxviREV. 13Boring 34D02Sheet 182Boring D-1Sheet 183 Boring D-2Sheets 184 and 185Boring D-3Sheet 186Boring D-4Sheet 187 Boring D-5Sheet 188 Boring D-6Sheet 189Boring D-7Sheet 190Boring D-8Sheet 191 Boring D-9Sheet 192 Boring D-10Sheets 193 and 194 Boring D-11Sheet 195Boring D-12Sheets 196 and 197Boring D-13Sheet 198 Boring D-14Sheets 199 and 200 Boring R-1Sheet 201 Boring R-2Sheet 201Boring R-3Sheet 202Boring R-4Sheet 202 Boring R-5Sheet 203 Boring R-6Sheet 203Boring R-7Sheet 204Boring R-8Sheet 205 Boring R-9Sheet 206 Boring R-10Sheet 207 Boring R-11Sheet 208Boring R-12Sheet 209Boring R-13Sheet 210 Boring R-14Sheet 211 Boring R-15Sheet 212 Boring R-16Sheet 212Boring R-17Sheet 213Boring R-18Sheet 213 Boring R-19Sheet 214 Boring R-20Sheet 214Boring R-21Sheet 215Boring R-22Sheet 215 Boring R-23Sheet 216 Boring R-24Sheet 217 Boring F-101Sheet 218Boring F-102Sheet 219Boring F-103Sheet 220 Borings F-104 and F-105Sheet 221 LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxviiREV. 13Borings F-106 and F-107Sheet 222Borings F-108 and F-109Sheet 223 Borings F-110 and F-111Sheet 224Borings F-112 and F-113Sheet 225Borings F-114 and F-115Sheet 226 Borings F-116 and F-117Sheet 227 Borings F-118 and F-119Sheet 228Borings F-119A and F-120Sheet 229Borings F-121 and F-122Sheet 230 Borings F-123 and F-124Sheet 231 Boring F-125Sheet 232 Borings F-201 and F-202Sheet 233Borings F-204 and F-205Sheet 234Boring F-206Sheet 235 Boring F-301Sheet 236 Boring F-303Sheet 237 Boring F-305Sheet 238Boring F-307Sheet 239Boring F-351Sheet 240 Borings F-401 and F-402Sheet 241 Borings F-402A and F-403Sheet 242Boring F-404Sheet 243Boring F-405Sheet 244 Borings F-407 and F-409Sheet 245 Borings F-411 and F-413Sheet 246 Borings F-415 and F-417Sheet 247Borings F-501 and F-502Sheet 248Borings F-503 and F-504Sheet 249 Boring F-505Sheet 250 Boring F-1Sheet 251 Boring F-2Sheet 252Boring F-3Sheet 253Boring F-4Sheet 254 Boring F-5Sheet 255 Boring F-6Sheet 256Boring F-7Sheet 257Boring F-8Sheet 258 Boring F-9Sheet 259 Boring F-10Sheet 260 Boring F-11Sheet 2612.5-20Explanation of Test Pit Logs2.5-21Logs of Test PitsTest Pit 1Sheet 1 LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxviiiREV. 13Test Pit 2Sheet 1Test Pit 3Sheet 1 Test Pit 4Sheet 1Test Pit 5Sheet 2Test Pit 6Sheet 2 Test Pit 7Sheet 2 Test Pit 8Sheet 2Test Pit 9Sheet 3Test Pit 10Sheet 3 Test Pit 11Sheet 3 Test Pit 12Sheet 3 Test Pit 13Sheet 4Test Pit 14Sheet 4Test Pit 15Sheet 4 Test Pit 16Sheet 4 Test Pit 17Sheet 5 Test Pit 18Sheet 5Test Pit 19Sheet 5Test Pit 20Sheet 5 Test Pit 21Sheet 6 Test Pit 22Sheet 6Test Pit A1Sheet 7Test Pit A2Sheet 7 Test Pit A3Sheet 7 Test Pit A4Sheet 7 Test Pit A5Sheet 8Test Pit A6Sheet 8Test Pit A7Sheet 8 Test Pit A8Sheet 8 Test Pit A9Sheet 9 Test Pit A10Sheet 9Test Pit A11Sheet 9Test Pit A12Sheet 10 Test Pit A13Sheet 10 Test Pit A14Sheet 10Test Pit A15Sheet 11Test Pit A16Sheet 11 Test Pit A17Sheet 11 Test Pit R1Sheet 12 Test Pit R2Sheet 12Test Pit R3Sheet 12Test Pit R4Sheet 122.5-22Glacial Map of Illinois LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxixREV. 132.5-23Woodfordian Lakes and Sublakes of Illinois2.5-24Site Vicinity Soil Stratigraphic Column - Uplands 2.5-25Site Vicinity Soil Stratigraphic Column - Valley Bottoms2.5-26Upland Agricultural Soils2.5-27Site Area Rock Stratigraphic Column 2.5-28Bedrock Topography Map 2.5-29Plot Plan of Geologic Sections2.5-30Site Geologic Section A-A'2.5-31Site Geologic Section B-B' 2.5-32Limits of Pleistocene Glaciation 2.5-33Sequence of Glaciations and Interglacial Drainage in Illinois 2.5-34Earthquake Epicenter Map2.5-35Earthquake Epicenter Map - 35.5° to 38.5° North Latitude, 87.0° to 90.0° West Longitude2.5-36Earthquake Epicenter and Regional Tectonic Map 2.5-37Basins and Arches, 35.5° to 38.5° North Latitude, 87.0° to 90.0° West Longitude2.5-38Generalized Isoseismal Maps of 1909 and 1912 - Northern Illinois Earthquakes2.5-39Response Spectra - Safe Shutdown Earthquake 2.5-40Response Spectra - Operating-Basis Earthquake2.5-41General Site Plan2.5-42Unconfined Compression Test Plot Plan and DataSheet 1: Main Plant Area Sheet 2: Intake Flume Area2.5-43Envelope of Triaxial Compression TestsSheet 1: Undisturbed Wedron Silty ClaySheet 2: Remolded Wedron Silty Clay Compacted to 95% of Modified Proctor DensitySheet 3: Remolded Wedron Silty Clay Compacted to 90% of Modified Proctor Density2.5-44Envelope of Compaction TestsSheet 1: Modified Proctor Data on Wedron Silty Clay Sheet 2: Relative Density Data on Ticona Valley Fill Sheet 3: Modified Proctor Data on Dike Sand Drainage Blanket2.5-45Consolidation Test DataBoring 1Sheets 1 and 2 Boring 14Sheet 3 Boring 26Sheet 4 Boring 30Sheet 5Boring 31Sheet 5Boring 35Sheet 6 Boring 38Sheets 6 and 7 LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxxREV. 13Boring 40Sheet 8Boring 54Sheets 8 and 9 Boring 55Sheet 10Boring 57Sheets 10 and 11Boring 59Sheet 11 Boring 62Sheet 12 Boring 63Sheet 12Boring 85Sheet 13Boring 99Sheet 14 Boring 105Sheet 15 Boring 108Sheet 16 Boring 111Sheet 17Boring 130BSheet 18Boring 157Sheet 19 Boring 8B02Sheet 20 Boring 10D01Sheet 20 Boring 27C02Sheet 21Boring D5Sheet 22Boring D2Sheet 22 Boring D8Sheet 23 Test Pit 15Sheet 24Test Pit 19Sheet 242.5-46Envelope of Grain SizesSheet 1: Wedron Silty Clay Fill Sheet 2: Ticona Valley Fill Sheet 3: Dike Sand Drainage Blanket2.5-47Plot Plan of Geophysical Explorations2.5-48Seismic Refraction Survey DataSheet 1: Seismic Line 1 Sheet 2: Seismic Line 2 Sheet 3: Seismic Line 2ASheet 4: Seismic Line 2BSheet 5: Seismic Line 3 Sheet 6: Seismic Line 3A2.5-49Stratigraphic Column with Geophysical Data Summary2.5-50Excavation PlanSheet 1: Main Plant Area Sheet 2: CSCS Pond and Flume Area Sheet 3: Lake Screen House Area2.5-51Geologic Profiles of Major Foundations2.5-52Profile of Sand Deposit Exposed in Bottom of CSCS Intake Flume2.5-53Profile of Lacustrine Deposit Exposed on Banks of CSCS Intake Flume LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxxiREV. 132.5-54Section Through Concrete Retaining Wall2.5-55Soil-Structure Interaction ParametersSheet 1: Variation of Shear Modules with Shear StrainSheet 2: Variation of Damping Ratio with Shear Strain2.5-56Borings Penetrating Sand Deposit Near Elevation 595 feet MSL in Vicinity of Main Plant2.5-57Gross Applied Static Foundation Loading2.5-58Consolidation Settlement Assuming the Structural Foundation Completely Flexible2.5-58aTheoretical Settlement Time History at Settlement Measurement Point TR2 (Turbine Building)2.5-58bTheoretical Settlement Time History at Settlement Measurement Point R1 (Reactor Building)2.5-59CSCS Cooling Pond and Pipelines 2.5-60Plan of CSCS Outlet Chute Structure 2.5-61Plan of Intake Flume at Lake Screen house 2.5-62Profile of Intake Flume at Lake Screen House2.5-63Section Through Sheet Piling Retaining Wall2.5-64Profile of Concrete Retaining Wall 2.5-65Cross Section Through CSCS Pond Berm 2.5-66Locations of Plant Settlement Monuments2.5-67Plant Settlement Readings2.5-68Critical Failure Surfaces, Intake FlumeSheet 1: In Situ Material Sheet 2: Lacustrine Deposit Sheet 3: Retaining Wall on Flume SlopeSheet 4: Outwash Deposit2.5-69Postulated CSCS Pond Intake Flume Failure Condition 2.5-70Typical Peripheral Dike Cross Section 2.5-71Plan of Makeup Pipeline Dike Penetration 2.5-72Makeup Pipeline Cross Section2.5-73Plan of Blowdown Pipeline Dike Penetration2.5-74Blowdown Pipeline Cross Section 2.5-75Critical Peripheral Dike Failure Surface - Steady Seepage Condition2.5-76Peripheral Dike Drainage Ditches2.5-77Locations of Observation Wells and Settlement Monuments 2.5-78Profile Through Sand and Gravel Deposit at Peripheral Dike Station 291+002.5-79Undrained Shear Strength Versus Depth2.5-80Other Proposed Faults2.5-81Geologic Map of North Flume Wall 2.5-82Geologic Map of South Flume Wall LSCS-UFSARLIST OF FIGURES (Cont'd)NUMBERTITLE2.0-xxxiiREV. 132.5-83Critical Lateral Pressure Distribution Diagrams2.5-84Typical Stress-Strain Curves from Triaxial Tests2.5-85Typical Cyclic Triaxial Test Data2.5-86South Flume Wall Excavation from 6330E to 6790E 2.5-87North Flume Wall Excavation from 6230E to 6680E 2.5-88North Flume Wall Excavation from 7280E to 7950E2.5-89Main Plant Excavation - West Wall2.5-90Main Plant Excavation - North Wall 2.5-91Flowchart for the Settlement Calculation for Rigid Foundation 2.5-92Gas Storage Fields Within 30 Miles 2.1-1 REV. 13 CHAPTER 2.0 - SITE CHARACTERISTICS 2.1 GEOGRAPHY AND DEMOGRAPHY 2.1.1 Site Location and Description 2.1.1.1 Specification of Location The LaSalle County Station, Units 1 and 2 (LSCS) is located in Brookfield Township of LaSalle County in northeastern Illinois. The Illinois River is 5 miles north of the site. Figure 2.1-1 shows the site within the state of Illinois, and Figure 2.1-2 shows the site with respect to LaSalle County and Brookfield Township. The midpoint of the approximate centerline between the two reactors in the Universal Transverse Mercator Coordinate System is 4,567,200 meters north and 360,200 meters east, which corresponds to 41°14'44" north latitude and 88° 40'06" west longitude. 2.1.1.2 Site Area Map The LSCS site occupies approximately 3060 acres, of which 2058 acres comprise the cooling lake. Figure 2.1-3 shows the layout of the major structures and the site boundary on a topographic background. The pipeline corridor and railroad spur occupy an additional 815 acres of company property near the LSCS site. There are no industries or residences on the site. The major transportation routes near the site include the Illinois River, approximately 3 miles north of the northern boundary; Illinois State Highway 170, 0.5 mile east of the eastern boundary of the site; and Interstate Highway 80, 8 miles north of the northern site boundary. The Chicago, Rock Island, & Pacific Railroad, approximately 3 1/4 miles north of the northern site boundary, is the closest operable railroad line. Figure 2.1-5 illustrates the transportation routes in the vicinity of the site.

2.1.1.3 Boundaries for Establishing Effluent Release Limits 10 CFR 20.106 requires that "a licensee shall not possess, use, or transfer licensed material so as to release to an unrestricted area radioactive material in concentrations which exceed the limits specified in Appendix 'B', Table II of this part...". 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 reasonably achievable." The LSCS site comprises the area of applicability for the establishment of effluent release limits. Expected 2.1-2 REV. 14, APRIL 2002 concentrations of radionuclides in effluents are shown in Sections 11.2 and 11.3. Distances from the release point of gaseous effluents, the station vent stack, to the site boundary in the cardinal compass directions are given in Table 2.1-1. The site boundary closest to the release point of gaseous effluents is in the western direction at a distance of 1670 feet (509 meters). Liquid effluents are discharged into the cooling lake blowdown line which subsequently discharges into the Illinois River; thus radionuclides in liquid effluents enter the environment at that point. Solid radioactive materials are shipped from the LSCS site via truck or rail car in special radioactive containers or casks. 2.1.2 Exclusion Area Authority and Control 2.1.2.1 Authority The plant exclusion area consists of approximately 640 acres. The exclusion area is shown in Figure 2.1-4. No public roads cross it. The LSCS exclusion area is totally owned and controlled by EGC. All mineral rights and easements for this area are owned and maintained by EGC. As sole owner, EGC has authority to determine and control all activities in this exclusion area, including removal and exclusion of personnel or property from the area. The exclusion area boundary is posted conspicuously with "Private Property - No Trespassing" signs. In addition, administrative procedures including routine surveillance are imposed to control access to the exclusion area.

The exclusion area boundary was defined in conformance with the guidelines of 10 CFR 100, with the elevated release of gaseous effluents being the dominant release path. 2.1.2.2 Control of Activities Unrelated to Plant Operation No activities are permitted within the exclusion area except those related to plant operations. 2.1.2.3 Arrangements for Traffic Control Since the exclusion area is not traversed by any highway, railway, or waterway, traffic control arrangements have not been considered.

2.1-3 REV. 14, APRIL 2002 2.1.2.4 Abandonment or Relocation of Roads No major transportation arteries are involved in the siting of LaSalle County Station. No state or county highway traverses the LSCS site. Two 16-foot gravel roadways (former township roadways abandoned for the creation of the cooling lake) traverse the present exclusion area. These abandoned roadways have no public access or usage and are under complete control of EGC. They now terminate in the cooling lake or peripheral dikes. All abandonment proceedings are completed. The Highway Commissioner of Brookfield Township has the authority possessed under state law to effect this abandonment. The following procedures were followed to achieve abandonment: a. a preliminary hearing was held with Brookfield Township officials, b. a preliminary order was issued, c. an inducement agreement was filed by Commonwealth Edison, d. public notice of a hearing on this matter was given,

e. a public hearing was held, and f. a final order was issued. Carl Stasell (Supervisor and Chairman of the Board), Edward Caputo (Highway Commissioner - Brookfield Township), Emmett Moran (Auditor), Everett Caldwell (Auditor), George Laatz (Auditor), Lawrence Gage, Jr. (Auditor), and Robert Widman (Town Clerk), were the public authorities who made the final determination. A legislative public hearing was held prior to abandonment. No roads will be relocated. 2.1.3 Population Distribution The U.S. Bureau of the Census MEDLIST (Master Enumeration District List) was used to determine the 1970 population distribution for the area within 50 miles of the site. The MEDLIST contains the 1970 populations of states, counties, townships, and enumeration districts. Enumeration districts are low-population statistical units. Within each enumeration district the Census Bureau has designated a point as the centroid in order to give each enumeration district a geographic location. The enumeration district centroid coordinates are also on the MEDLIST. These centroids are not necessarily the geographic center of the enumeration district. They are chosen as the point that "best" represents the population distribution within the enumeration district.

2.1-4 REV. 13 Since the populations of the enumeration districts are associated with the centroids, the centroid for sparsely populated areas may cause zero populations in annular sectors in which the actual population is not, in fact, zero. A smoothing technique was developed to modify the MEDLIST data so as to distribute the population of the enumeration district over a finite area surrounding the centroid of the district. The population projections for 1980, 1990, 2000, 2010, and 2020 were made using a modified ratio technique. The modified ratio technique is used by professional demographers and is based on the knowledge that the population of large areas is more accurately predicted than that of a smaller area and assumes that the ratio of the population of the smaller area (such as the township) to the population of the larger area (such as the state) changes at a constant rate. To determine the rate of change of the ratio, a historic base period is required. The base period for the projections made in this report is 1960-1970.

The ratio technique was modified in such a way that the change in the ratio established during the base period is maintained for the first 20 years, but then gradually changes towards a zero growth rate. This modification considers the fact that the growth rate of the smaller area may differ significantly from that of the larger area during the base period and allows it to differ for the few years following, but realizes that at some point in time, the growth rates of the two areas will become the same.

The modified ratio technique was applied to the ratio of the township population to the state population. The state population was projected geometrically using the growth rate of the state during the base period. 2.1.3.1 Population Within 10 Miles The population within 10 miles (see Figure 2.1-6) is low. The 1970 population of 15,624 is projected to grow to 24,284 by 2020. The population density in 1970 was 49.73 people per square mile and is projected to grow to 77.29 people per square mile by 2020. The present and projected population densities still reflect a rural character for the general area within 10 miles of the site. The 1975 and projected (2020) population within 5 miles of the site is illustrated in Figure 2.1-7. For greater accuracy in the 0-5 mile region, an onsite house count was conducted in August 1975. To determine the population of the area, the number of houses counted was multiplied by 3.1 (the average number of people per household based on Census Bureau MEDLIST statistics for the area). The future populations were projected on the basis of the 1975 house count and the modified ratio technique. The total 1975 population within 5 miles of the site is 1106, with a low population density of 14.08 people per square mile. The population is projected to grow to 1273 by 2020, which will 2.1-5 REV. 13 maintain a low population density of 16.20 people per square mile. The low population density reflects the rural character of the area surrounding the site. There are no cities or towns within 5 miles of the site. Within 10 miles of the site there are a few cities but no major population centers (cities with populations greater than 25,000). Table 2.1-2 lists all cities within 10 miles of the site with their respective 1970 and projected 2020 populations, and Figure 2.1-8 locates them.

2.1.3.2 Population Between 10 and 50 Miles The 1970 population and the estimated projected populations through 2020 at 10-year intervals for the area within 50 miles of the site are summarized in Figure 2.1-6. The total population within 50 miles was 933,907 in 1970 and is projected to approach 1,660,000 by 2020. Approximately 90% of the 1970 population within 50 miles lives more than 20 miles away from the site. The most heavily populated sectors within 50 miles of the site lie in the north-northeast, northeast, and east-northeast directions. The 1970 populations are 177,101, 207,829, and 114,318 respectively. The high populations in these sectors are due primarily to the inclusion of the cities of Joliet (1970 population 80,378) and Aurora (1970 population 69,207). Table 2.1-3 provides the 1970 and projected 2020 populations for all cities within 50 miles of the site. Also included in this area are some outlying suburbs of Chicago such as Romeoville (1970 population 12,674), Woodridge (1970 population 11,028), St. Charles (1970 population 11,895), and Naperville (1970 population 23,885). The greater population growth within 50 miles of the site will most probably occur between 35 and 50 miles north-northeast, northeast, and east-northeast due to the expansion of cities such as Joliet and Aurora and the further development of the Chicago suburbs. Figure 2.1-9 locates all population centers within 50 miles of the site. The average 1970 population density for the 50-mile radius area was 118.9 people per square mile, with the 2020 density projected to be 211.1 people per square mile. The most densely populated area, between 40 and 50 miles from the site, has an average density of 153.3 people per square mile. This is expected to increase by 2020 to 292.7 people per square mile. The least densely populated area, within 10 miles of the plant site, had a 1970 average density of 49.7 people per square mile. This is projected to reach 77.2 people per square mile by 2020. 2.1.3.3 Transient Population There are no schools, hospitals, or industries within 5 miles of the site. According to the LaSalle County agricultural agent, no migrant workers are employed anywhere in the area (Reference 1).

2.1-6 REV. 13 The only public facilities within 10 miles of the plant site are located in the towns of Marseilles and Seneca. Both have a municipal swimming pool and park. Illini State Park is located just outside Marseilles on the south side of the Illinois River. This park has facilities for boating, camping, picnicking, and fishing and had a visitor rate of 524,319 for the 1974 season (Reference 2). Illini State Park is outside the 5-mile radius from the plant site.

The nearest industries are also located in Marseilles and Seneca. Table 2.1-5 lists all industry within 10 miles of the site. 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 also lists two numerical criteria to be met by the LPZ, namely, (1) that the LPZ is "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", and (2) "a population center distance of at least one and one-third times the distance from the reactor to the outer boundary of the low population zone". The LPZ for LSCS is the area, including the exclusion area, within a radius of 6400 meters (3.98 miles) centered at the vent stack. This designation of the LPZ radius satisfies the radiation dose criteria of 10 CFR 100.11(a) (2) (see Chapter 15.0). The maximum permissible LPZ radius based on the population center distance criterion would be 8.5 miles. The nearest population center within the meaning of 10 CFR 100 is approximately 11.3 miles from the site. This LPZ radius of 6400 meters was selected for the PSAR; it satisfies the population center criteria of 10 CFR 100.11(a)(3). A map of the LPZ showing topographic features, highways, railways, waterways, and other important features is shown in Figure 2.1-10. There are no facilities or institutions such as schools, hospitals, prisons, beaches, or parks within a 5-mile radius of the site. The total current and projected populations of the LPZ by sectors are given in Table 2.1-4. This includes both residential and transient populations. Figure 2.1-7 illustrates the population distribution within 5 miles of the site.

2.1-7 REV. 13 2.1.3.5 Population Centers A population center is defined in 10 CFR 100.3(c) as a densely populated center of 25,000 or more inhabitants. Ottawa, Illinois, located approximately 11.3 miles northwest of the plant site, is the nearest population center within the meaning of 10 CFR 100. Ottawa is projected to have a population of 25,904 by 2020. Table 2.1-6 provides the present and projected population centers and their distances and directions from the site. Figure 2.1-9 locates these population centers. There are six communities within 10 miles of the site: Seneca, Ransom, Kinsman, Marseilles, Grand Ridge, and Verona. Table 2.1-2 details their locations and present and projected populations. The 1970 and projected 2020 population densities for the 10-mile area are listed in Table 2.1-7. The 1970 average density of the 10-mile area is 49.75, and the projected 2020 density is 77.30. The city of Marseilles is the largest population grouping in the 10-mile area, with a 1970 population of 4320. The northwest, north-northwest, and north sector densities are the greatest due to the city of Marseilles. The urban densities for Marseilles are 46.19 people per square mile in the northwest sector, 131.96 people per square mile in the north-northwest sector, and 88.01 people per square mile in the north sector. The average urban density for these three sectors is 88.72 people per square mile.

2.1.3.6 Population Density The population density in 1980 within 50 miles of LSCS is projected to be approximately 141 people/mi2. By 2020, the density is projected to reach 211 people/mi2. Figure 2.1-11 shows the 1980 population with relation to the uniform density of 500 people/mi2 in each of the 16 compass directions within 50 miles of the plant site. Figure 2.1-12 shows the 2020 population with relation to the uniform density of 1000 people/mi2 in each of the 16 compass directions within 50 miles of the plant site. Table 2.1-8 details the cumulative populations shown in Figures 2.1-11 and 2.1-12. 2.1.4 References 1. J. Daugherty, LaSalle COOP Extension Service, Telephone Conversation with J. Montgomery, Sargent & Lundy Cultural Resources Analyst, August 27, 1975. 2. B. Rogers, Department of Conservation, State of Illinois, Personal Communication to J. Prey, Sargent & Lundy, 1975.

LSCS-UFSAR TABLE 2.1-1 TABLE 2.1-1 REV. 0 - APRIL 1984 DISTANCE FROM GASEOUS EFFLUENT RELEASE POINT TO NEAREST SITE BOUNDARY IN THE CARDINAL COMPASS DIRECTIONS DIRECTION DISTANCE N 1,002 m (3,363 ft)

NNE 1,330 m (4,375 ft) NE 2,408 m (7,900 ft) ENE 4,450 m (14,600 ft) E 1,996 m (6,550 ft) ESE 838m (2,750 ft) SE 884 m (2,900 ft) SSE 838 m (2,750 ft)

S 829 m (2,720 ft) SSW 829 m (2,720 ft) SW 610 m (2,000 ft) WSW 509m (1,670 ft) W 509 m (1,670 ft) WNW 625 m (2,050 ft) NW 732 m (2,400 ft)

NNW 848 m (2,788 ft)

LSCS-UFSAR TABLE 2.1-2 TABLE 2.1-2 REV. 0 - APRIL 1984 1970 AND PROJECTED 2020 POPULATIONS FOR TOWNS WITHIN 10 MILES OF' THE SITE TOWN 1970 POPULATION 2020 POPULATION DISTANCE AND DIRECTION FROM SITE Seneca 1781 2695 5.6 miles NE Ransom 440 796 6.2 miles S Kinsman 153 215 6.4 miles SE Marseilles 4320 6579 6.8 miles NNW Grand Ridge 698 970 8.2 miles W Verona 220 320 9.0 miles ESE LSCS-UFSAR TABLE 2.1-3 (SHEET 1 OF 3) TABLE 2.1-3 REV. 0 - APRIL 1984 1970 AND PROJECTED POPULATION FOR CITIES WITHIN 50.0 MILES OF THE SITE (All Cities Are In Illinois) CITY 1970 POPULATION 2020 POPULATION DISTANCE & DIRECTION FROM SITE Seneca 1781 2695 5.6 Miles NE Ransom 440 796 6..2 Miles S Kinsman 153 215 6.4 Miles SE Marseilles 4320 6579 6.8 Miles NNW Grand Ridge 698 970 8.2 Miles W Verona 220 320 9.0 Miles ESE Streator East* 1660 3128 10.6 Miles SW Ottawa 18716 25904 11.3 Miles NW Streator West* 2077 2812 11.4 Miles SW Streator 15600 21433 11.8 Miles SW Naplate 686 901 12.2 Miles WNW Kangley 290 417 12.4 Miles WSW Mazon 727 1107 12.7 Miles E South Streator* 1869 2836 13.4 Miles SW Morris 8194 12328 15.1 Miles ENE Dwight 3841 6182 16.3 Miles SE Leonore 196 282 16.6 Miles WSW Cornell 532 751 17.9 Miles S Odell 1076 1665 18.5 Miles SSE North Utica 974 1460 18.7 Miles WNW Lisbon 261 386 18.7 Miles NNE Gardner 1212 1961 19.1 Miles ESE Sheridan 724 1015 19.2 Miles N Carbon Hill 317 572 19.5 Miles E Oglesby 4175 5511 19.9 Miles W Coal City 3040 5299 20.0 Miles E Central City 56 95 20.0 Miles E Long Point 310 371 20.3 Miles SW Newark 590 934 20.6 Miles NNE Tonica 821 1269 20.6 Miles W Eileen 371 669 20.9 Miles E South Wilmington 725 1076 21.0 Miles ESE Braceville 668 1143 21.1 Miles E Lostant 465 592 21.5 Miles WSW East Brooklyn 72 106 21.5 Miles ESE Diamond 452 800 21.7 Miles E Millington 338 505 21.8 Miles N Godley 242 425 22.1 Miles E La Salle 10736 14172 22.9 Miles WNW Braidwood 2323 4111 23.0 Miles E Wenona 1080 1548 23.4 Miles WSW Cedar Point 304 470 23.6 Miles W Reddick 247 376 24.0 Miles ESE Campus 217 263 24.2 Miles SE Peru 11772 19537 24.3 Miles WNW Dana 173 176 24.6 Miles SW Essex 364 537 24.7 Miles E Emington 101 97 25.0 Miles SE Pontiac 9031 14648 25.5 Miles S Minooka 768 1932 25.6 Miles NE Rutland 437 446 26.1 Miles SW Troy Grove 281 509 26.1 Miles NW Leland 743 1184 26.1 Miles NNW Channahon 1505 2784 26.2 Miles ENE Standard 282 455 26.6 Miles W Somonauk 1112 1830 26.7 Miles N Earlville 1410 2272 27.2 Miles NNW Flanagan 878 1224 27.3 Miles SSW Dalzell 579 887 27.4 Miles WNW Wilmington 4335 6577 27.4 Miles E Sandwich 5056 9132 27.8 Miles N Toluca 1319 1780 27.8 Miles WSW Spring Valley 5605 8587 28.0 Miles WNW Saunemin 415 552 28.0 Miles SSE McNabb 246 421 28.5 Miles W Union Hill 156 240 28.7 Miles ESE Magnolia 328 562 28.8 Miles WSW Granville 1232 1990 29.1 Miles W Buckingham 198 307 29.2 Miles ESE Yorkville 2049 3959 29.6 Miles NNE Plano 4664 9126 29.6 Miles NNE Ladd 1328 2034 29.8 Miles WNW Cabery 287 376 29.8 Miles SE Mark 379 612 30.1 Miles W .

• Indicates an unincorporated area LSCS-UFSAR TABLE 2.1-3 (SHEET 2 OF 3) TABLE 2.1-3 REV. 0 - APRIL 1984 CITY 1970 POPULATION 2020 POPULATION DISTANCE & DIRECTION FROM SITE Minonk 2267 3582 30.3 Miles SW Cherry 551 804 30.8 Miles WNW Shorewood 1749 4969 30.8 Miles NE Elwood 794 1399 30.9 Miles ENE Kempton 263 353 31.1 Miles SE Mendota 6902 11201 31.3 Miles NW Varna 417 610 31.5 Miles WSW Seatonville 318 489 32.3 Miles WNW Symerton 155 243 32.4 Miles E Herscher 988 1622 32.4 Miles ESE Bonfield 241 399 32.5 Miles ESE Cullom 572 658 32.9 Miles SE La Rose 165 190 32.9 Miles WSW Depue 1919 3103 33.1 Miles W Hollowayville 94 152 33.5 Miles WNW Arlington 250 365 33.8 Miles WNW Rockdale 2085 3121 33.8 Miles ENE Oswego 1862 4419 34.4 Miles NNE Chenoa 1860 3248 34.6 Miles S Paw Paw 846 1305 34.6 Miles NNW Hennepin 535 788 34.7 Miles W Plainfield 2928 6364 35.0 Miles NE Fairbury 3359 5441 35.5 Miles SSE Joliet 80378 127627 35.7 Miles ENE Benson 490 725 36.0 Miles SW Hinckley 1053 1741 36.1 Miles N Crest Hill 7460 13533 36.2 Miles NE Gridley 1007 1538 36.4 Miles SSW Bureau Junction 466 773 36.4 Miles W Waterman 990 1539 36.5 Miles N Panola 30 36 36.8 Miles SSW Forrest 1219 1743 36.8 Miles SSE Sugar Grove 1230 2798 37.1 Miles NNE La Moille 669 975 37.3 Miles WNW Henry 2610 4447 37.3 Miles WSW Shabbona 730 1075 37.4 Miles NNW Manhattan 1530 2873 37.6 Miles ENE Compton 399 713 37.7 Miles NW Montgomery 3278 5654 37.7 Miles NNE Irwin 87 153 38.1 Miles ESE Malden 262 376 38.3 Miles WNW Washburn 1173 1729 39.0 Miles SW El Paso 2291 3859 39.2 Miles SSW Chatsworth 1255 1490 39.3 Miles SSE West Brooklyn 225 402 39.5 Miles NW Lockport 9985 18073 39.8 Miles NE Dover 176 257 39.9 Miles WNW Sublette 361 523 39.9 Miles NW Aurora 69207 119100 39.9 Miles NNE Strawn 144 185 39.9 Miles SSE Lacon 2147 3187 40.4 Miles WSW Lee 252 362 40.5 Miles NNW New Lenox 2855 6120 40.6 Miles ENE Romeoville 12674 33120 40.9 Miles NE Roanoke 2040 3143 41.4 Miles SW Bourbonnais 5909 10815 41.5 Miles E Sparland 585 891 42.0 Miles WSW Piper City 817 986 42.0 Miles SE Lexington 1615 2779 42.1 Miles S Princeton 6959 11670 42.1 Miles WNW Secor 508 770 42.3 Miles SW Bradley 9881 18086 42.3 Miles E North Aurora 4833 8498 42.6 Miles NNE Chebanse 1185 2089 42.6 Miles ESE Manteno 2864 2343 42.8 Miles E Kankakee 30944 42365 42.8 Miles ESE Kappa 131 220 43.1 Miles SSW Maple Park 660 1007 43.3 Miles N Elburn 1122 2084 43.3 Miles NNE Clifton 1339 2356 43.5 Miles ESE Tiskilwa 973 1470 43.6 Miles W Bolingbrook** 6483 18370 44.6 Miles NE Ashkum 590 811 44.6 Miles SE Naperville 23885 56185 45.0 Miles NE Mokena 1643 3580 45.1 Miles ENE ** Indicates only the part of the city population which falls within 50 miles of LSCS.

LSCS-UFSAR TABLE 2.1-3 (SHEET 3 OF 3) TABLE 2.1-3 REV. 0 - APRIL 1984 CITY 1970 POPULATION 2020 POPULATION DISTANCE & DIRECTION FROM SITE Lemont 5080 9160 45.3 Miles NE Steward 308 447 45.4 Miles NNW Aroma Park Northwest 2010 3807 45.4 Miles ESE Frankfort 2325 5066 45.6 Miles ENE Batavia 8994 16346 45.7 Miles NNE Danforth 404 503 45.8 Miles SE Peotone 2345 4178 46.0 Miles E Ohio 506 673 46.4 Miles WNW Aroma Park 896 1741 46.5 Miles ESE Cortland 541 993 46.5 Miles N Warrenville 3854 7674 47.0 Miles NNE Colfax 935 1298 47.0 Miles S Hudson 802 1594 47.1 Miles SSW Amboy 2184 3371 47.2 Miles NW Anchor 200 213 47.2 Miles S Woodridge 11028 27451 47.4 Miles NE Arbury Hills 1291 2813 47.4 Miles ENE Metamora 2176 3612 47.7 Miles SW Gilman 1786 2551 47.8 Miles SE De Kalb 32949 73346 47.8 Miles N Sibley 381 451 47.8 Miles SSE Wyanet 1005 1678 48.0 Miles W Eureka 3028 5322 48.0 Miles SW Geneva 9115 15161 48.1 Miles NNE Malta 961 1572 48.3 Miles NNW Chillicothe 6052 10072 48.4 Miles WSW Thawville 271 371 48.4 Miles SE Towanda 578 816 48.4 Miles SSW Cooksville 241 347 48.6 Miles S Westhaven 470 1112 48.9 Miles ENE Downers Grove** 5407 11802 48.9 Miles NE Lisle** 4331 10780 49.0 Miles NE Darien** 484 952 49.2 Miles NE St. Charles** 11895 22601 49.3 Miles NNE Monee 940 1865 49.5 Miles ENE West Chicago** 6106 12053 49.5 Miles NNE Orland Park** 4114 9740 49.6 Miles ENE Winfield** 20 39 49.6 Miles NNE Onarga 1436 2021 49.7 Miles SE Creston 595 975 49.7 Miles NNW Sycamore** 454 833 49.7 Miles N Rochelle** 6 9 49.8 Miles NNW ** Indicates only the part of the city population which falls within 50 miles of LSCS.

LSCS-UFSAR TABLE 2.1-4 (SHEET 1 OF 4) TABLE 2.1-4 REV. 0 - APRIL 1984 POPULATION DISTRIBUTION WITHIN THE LPZ YEAR: 1990 0 - 1 mi. 1 - 2 mi. 2 - 3 mi. 3 - 4 mi. TOTAL N 0 3 0 0 3 NNE 0 0 0 18 18 NE 0 0 l0 24 34 ENE 0 0 0 10 20 E 0 3 3 10 16 ESE 0 0 10 14 24 SE 0 3 7 14 24 SSE 0 0 10 11 21 S 0 3 7 20 30 SSW 3 10 7 13 33 SW 0 3 9 12 24 WSW 3 20 7 7 37 W 0 16 10 19 45 WNW 0 14 3 19 36 NW 0 0 10 45 55 NNW 0 7 3 14 24 TOTAL 6 82 96 250 434 LSCS-UFSAR TABLE 2.1-4 (SHEET 2 OF 4) TABLE 2.1-4 REV. 0 - APRIL 1984 YEAR: 2000 0 - 1 mi. 1 - 2 mi. 2 - 3 mi. 3 - 4 mi. TOTAL N 0 3 0 0 3 NNE 0 0 0 18 18 NE 0 0 l0 25 35 ENE 0 0 0 10 10 E 0 3 3 10 16 ESE 0 0 10 15 25 SE 0 3 7 15 25 SSE 0 0 10 11 21 S 0 3 7 19 29 SSW 3 10 7 13 33 SW 0 3 10 14 27 WSW 3 21 8 8 40 W 0 18 12 22 52 WNW 0 15 3 22 40 NW 0 0 10 53 63 NNW 0 7 3 15 25 TOTAL 6 86 100 270 462 LSCS-UFSAR TABLE 2.1-4 (SHEET 3 OF 4) TABLE 2.1-4 REV. 0 - APRIL 1984 YEAR: 2010 0 - 1 mi. 1 - 2 mi. 2 - 3 mi. 3 - 4 mi. TOTAL N 0 3 0 0 3 NNE 0 0 0 19 19 NE 0 0 10 26 36 ENE 0 0 0 10 10 E 0 3 3 10 16 ESE 0 0 10 15 25 SE 0 3 7 15 25 SSE 0 0 10 11 21 S 0 3 7 20 30 SSW 3 10 7 14 34 SW 0 3 10 15 28 WSW 3 22 9 9 43 W 0 18 12 24 54 WNW 0 15 3 24 42 NW 0 0 10 57 67 NNW 0 7 3 15 25 TOTAL 0 87 101 284 478 LSCS-UFSAR TABLE 2.1-4 (SHEET 4 OF 4) TABLE 2.1-4 REV. 0 - APRIL 1984 YEAR: 2020 0 - 1 mi. 1 - 2 mi. 2 - 3 mi. 3 - 4 mi. TOTAL N 0 4 0 0 4 NNE 0 0 0 19 19 NE 0 0 l1 26 37 ENE 0 0 0 11 11 E 0 4 4 11 19 ESE 0 0 11 15 26 SE 0 4 7 15 26 SSE 0 0 11 11 22 S 0 4 7 20 31 SSW 4 11 7 14 36 SW 0 4 10 16 30 WSW 4 22 9 9 44 W 0 18 13 25 56 WNW 0 15 4 25 44 NW 0 0 11 60 71 NNW 0 7 4 15 26 TOTAL 8 93 109 292 502 LSCS-UFSAR TABLE 2.1-5 (Historical) TABLE 2.1-5 REV. 18 - APRIL 2010 INDUSTRIES WITHIN 10 MILES OF THE SITE COMMUNITY NAME OF INDUSTRY NO. OF EMPLOYEES PRODUCT/SERVICE Grand Ridge Pfiester Associated Growers 35-1,000 (seasonal) hybrid seed, chemical herbicides Marseilles Asphalt Paving Co. 5-50 (seasonal) commercial and private paving Bates & Rogers Construction Co. 14 general contracting Beker Industries Corp. 135 sulfuric acid, wet process phosphoric acid Boren Blasting Inc. 10 custom drilling and blasting Borg-Warner Chemical, Borg-Warner Corp. 350 acrylonitrile, butadiene, nitrogen Carroll Electric Service 7 electrical contractor Central Heating & Engineering 1 heating contractor Consumer Oil Products 2 oil distributor: retail and wholesale Nick Cosmutto, Jr., General Contractor 1 cabinet maker Decker Electric 4 electrical contractor Hicks Gas Sales & Services 3 Illinois Nitrogen Corp. 90 Iverson Machine Shop 1 machine shop Keisman Mfg. Co., Dan-Jae Division 150 jackets: leather and cloth M&M Grain & Farm Supply Co., Inc 4 grain supplier Marseilles Plumbing & Heating 8 heating & plumbing contracting & maintenance Marseilles Salvage Co. 5 salvage Marseilles Sheet Metal, Inc. 5 sheet metal Material Service Corp. 100 lightweight concrete aggregate National Biscuit Co., Carton Factory Division 350 boxes Northern Illinois Gas Co. 2 service office P&H Pattern Shop 4 patterns and models Pittsburgh - Des Moines Steel Co 80 steel fabrication: bridges, structures Plastic Capacitors Corp. 27 capacitor units for dispensing and storing electricity Roe Aluminum Exteriors 4 aluminum exteriors Spicer Concrete Products 4 concrete products Spicer Gravel Co. Inc. 22 sand, gravel, readimix concrete Standard Foundary Products 12 aluminum and brass castings Standard Oil Division of Amoco Oil Co. 2 oil distributor Valley Metal Products 4 ornamental iron work. fire escapes, stairways, castings Seneca E. I. DuPont de Nemours & Co., Polymer Intermediates Dept. 230 ammonia Muffler's Fritz Excavating & Septic Service 2 excavating and septic service Tri-State Motor Transit 61 trucking LSCS-UFSAR TABLE 2.1-6 TABLE 2.1-6 REV. 0 - APRIL 1984 PRESENT AND PROJECTED POPULATION CENTERS WITHIN 50 MILES OF THE SITE CITY* 1970 POPULATION 2020 POPULATION DISTANCE AND DIRECTION FROM SITE Ottawa, Illinois 18,716 25,904 11.3 miles NW Joliet, Illinois 80,378 127,627 35.7 miles ENE Aurora, Illinois 69,207 119,100 39.9 miles NNW Romeoville, Illinois 12,674 33,120 40.9 miles NE Kankakee, Illinois 30,944 42,365 42.8 miles ESE Naperville, Illinois 23,885 56,185 45.0 miles NE Woodridge, Illinois 11,028 27,451 47.4 miles NE DeKalb, Illinois 32,949 73,346 47.8 miles N

• For city locations see Figure 2.1-9.

LSCS-UFSAR TABLE 2.1-7 TABLE 2.1-7 REV. 0 - APRIL 1984 1970 AND PROJECTED 2020 POPULATION DENSITIES WITHIN 10 MILES OF THE SITE DIRECTION 1970 DENSITY 2020 DENSITY N 98.96 150.29 NNE 55.62 84.08 NE 71.76 110.98 ENE 14.57 20.98 E 30.56 44.72 ESE 19.76 28.88 SE 16.30 22.92 SSE 24.34 44.05 S 23.48 42.48 SSW 21.95 41.35 SW 56.12 101.76 WSW 18.23 22.92 W 44.77 58.06 WNW 48.03 75.53 NW 86.07 135.57 NNW 165.22 252.20 LSCS-UFSAR TABLE 2.1-8 TABLE 2.1-8 REV. 0 - APRIL 1984 (Sheet 1 of 2) CUMULATIVE POPULATION WITHIN 50 MILES 1980 DIRECTION 0-5 0-10 0-20 0-30 0-40 0-50 N 9 1,937 4,000 23,193 29,140 86,742 NNE 55 953 2,184 12,017 94,063 214,748 NE 370 1,389 7,204 12,789 111,707 286,048 ENE 25 202 8,152 16,444 92,490 133,737 E 47 510 4,534 20,341 26,722 69,094 ESE 41 288 1,697 4,538 10,098 48,926 SE 39 353 5,368 6,315 8,063 14,903 SSE 49 624 2,256 3,466 11,254 13,343 S 42 596 1,784 15,300 19,574 25,041 SSW 61 597 2,159 4,376 8,944 14,698 SW 28 1,355 22,639 25,139 29,159 42,305 WSW 52 314 2,585 6,907 13,883 25,444 W 54 722 3,403 11,955 16,357 22,572 WNW 45 1,055 10,295 40,947 46,495 56,318 NW 110 1,923 15,564 18,155 28,144 33,021 NNW 54 3,351 6,317 10,300 13,786 18,443

Based on 500 people mi2, population would be as follows: 0-5 mi: 2,454 people/sector 0-10 mi: 9,817 people/sector 0-20 mi: 39,270 people/sector 0-30 mi: 88,357 people/sector 0-40 mi: 157,080 people/sector 0-50 mi: 245,436 people/sector

LSCS-UFSAR TABLE 2.1-8 (SHEET 2 OF 2) TABLE 2.1-8 REV. 0 - APRIL 1984 2020 DIRECTION 0-5 0-10 0-20 0-30 0-40 0-50 N 11 2,822 5,801 34,756 43,576 132,100 NNE 64 1,373 3,145 17,982 142,183 323,800 NE 425 1,919 10,600 19,307 169,062 441,252 ENE 30 285 12,117 24,823 136,197 200,163 E 55 723 6,666 30,238 39,873 101,639 ESE 48 405 2,455 6,591 15,006 71,548 SE 46 496 7,883 9,174 11,637 21,379 SSE 54 919 3,297 4,984 16,255 19,160 S 47 881 2,568 22,525 28,728 36,663 SSW 68 880 3,153 6,300 12,971 21,590 SW 36 2,034 32,657 36,185 42,017 61,506 WSW 66 437 3,702 9,920 20,151 37,096 W 69 1,090 4,863 17,366 23,848 32,955 WNW 57 1,540 14,840 59,409 67,489 81,923 NW 135 2,797 22,248 26,025 40,745 47,816 NNW 62 4,874 9,296 15,137 20,175 26,978

LSCS-UFSAR 2.2-1 REV. 18, APRIL 2010 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES 2.2.1 Locations and Routes There are no storage facilities, mining and quarry operations, transportation facilities, or gas pipelines within 5 miles of the plant. There are no refineries, or underground gas storage facilities within 10 miles. There are 2 crude oil pipelines within 5 miles of the plant. Both are owned and operated by Enbridge Energy.

The only military facility within 10 miles is the Illinois Army Reserve National Guard (ILARNG) Training Facility (Figure 2.2-2). It is located approximately 1 mile northwest of LaSalle County Station and encompasses approximately 2560 acres. There are no missile sites or bombing ranges at the facility, but there are 5 firing ranges, all firing in the direction of north to northwest (Reference 10). A historical list of industries within 10 miles is shown in Table 2.1-5. The commercial airports within 20 miles are listed in Table 2.2-1, and all airports and aircraft flight patterns are illustrated in Figure 2.2-1. Dock and anchorage facilities on the Illinois River near the site are listed in Table 2.2-2, and within 10 miles are shown in Figure 2.2-2.

2.2.2 Descriptions 2.2.2.1 Description of Facilities A historical list of industries within 10 miles of the site is shown in Table 2.1-5 along with their respective products and number of employees. Table 2.2-3 lists the manufacturers and users of hazardous materials within 5 miles of the site.

The nearest industries are located in Seneca, Illinois, approximately 5.6 miles northeast of the site. There are also local farms that are as close as 1100 feet from the site.

2.2.2.2 Descriptions of Products and Materials There are several hazardous products or materials regularly manufactured, stored, used, or transported within 5 miles of the site. The industries within 5 miles of the site that deal with hazardous materials are listed in Table 2.2-3 with all the hazardous materials manufactured, stored, or used, as well as their maximum quantities and modes of transportation.

LSCS-UFSAR 2.2-2 REV. 18, APRIL 2010 2.2.2.3 Pipelines They are not used for storage and are not likely to be used to transport or store any other product (Reference 2). 2.2.2.4 Waterways The Illinois River is the only waterway near the site used for commercial navigation. The river traffic passing by the site area consists mainly of cargo barges with a few small pleasure boats. The plant site is located approximately 5 miles south of the Illinois River at approximately river mile 250.

The cargo transported by barge on the Illinois River passing by the site area consists largely of petroleum, coal, chemicals, and sludge (Reference 3). Table 2.2-4 lists the commodities passed downriver from the Dresden Island Lock and upstream from the Marseilles Lock. These commodities are transported on either tank-type barges (for petroleum, sludge, etc.) or hopper-type barges (for coal, grain, etc.).

The standard size hopper barge is approximately 35 feet by 195 feet, while the tank type is approximately 50 feet by 290 feet. A number of barges may be put together and transported as a tow. The maximum tow width at the Marseilles and Dresden Island Locks is 108 feet. The tow length is dependent upon such limitations as maneuverability in the shipping channel, type of cargo transported, and size of the tug.

LSCS-UFSAR 2.2-3 REV. 18, APRIL 2010 The shipping channel of the Illinois River is approximately 150 feet on either side of the sailing line of the river (Reference 4). The normal water depth of the channel at river mile 249 is approximately 9 feet to 11 feet. The intake structure for the plant is approximately 250 feet south of the shipping channel. All nearby docks and anchorages are listed in Table 2.2-2. 2.2.2.5 Airports There are no commercial airports within 10 miles of the site, and there is only one private airstrip within 5 miles. Figure 2.2-1 locates all airports within 20 miles of the site. As shown, there are 5 commercial and 14 private airports. All commercial airports are listed in Table 2.2-1. As indicated in the table, these airports can handle both twin-engine and single-engine aircraft. With the exception of the Ottawa Airport, single-engine aircraft predominate. Specific or well-established landing and holding patterns associated with the smaller airports are practically nonexistent. Furthermore, the distance from the site negates any effect from potential and existing landing and holding patterns.

Table 2.2-5 lists the private airfields within 20 miles of the site with their respective distance and direction from the site. Most of these airfields are very small, consisting of a single turf runway suitable only for small single-engine aircraft. Very few have any facilities such as fuel, telephone, ground transportation, and rest stops.

There are also three airway corridors within 10 miles of the site (see Figure 2.2-1). These airway corridors are approximately 8 miles wide, with most aircraft flying within a mile or two of the centerline. All the traffic on these airways must conform to minimum low-altitude regulations established by the Federal Aviation Administration (FAA). They must fly at least 1,000 feet above the tallest object in the airway corridor. According to one representative of the FAA, most aircraft fly at around 5,000 feet or above with a few between 3,000 feet and 5,000 feet and almost none between 2,000 feet and 3,000 feet. Most of the aircraft that fly at the lower altitudes (3,000 feet to 5,000 feet) are small single-engine aircraft (Reference 5). 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.

2.2.2.6 Projections of Industrial Growth There are existing industries located inside a 5-mile radius of the site. Those industries are listed in table 2.2-3. The historic list of industries within 10 miles of the plant is shown in Table 2.1-5. There are no immediate plans for expansion of any of these industries.

LSCS-UFSAR 2.2-4 REV. 18, APRIL 2010

LSCS-UFSAR 2.2-5 REV. 18, APRIL 2010 2.2.3.2 Effects of Design-Basis Events a. Effect of explosion on highway LSCS-UFSAR 2.2-6 REV. 18, APRIL 2010

LSCS-UFSAR 2.2-7 REV. 20, APRIL 2014 2.2.4. References

1. Bob Wheeler, Tri-State Motor Transit, Personal Communication to Jane Prey, Sargent & Lundy, 1975.

2. Philip Cali, Northern Illinois Gas Co., Personal Communication to Jane Prey, Sargent & Lundy, 1975. 3. Department of the Army, Chicago District Corps of Engineers, Lock Statistics, 1974. 4. Russell Carlock, Army Corps of Engineers, Personal Communication to Jane Prey, Sargent & Lundy, 1975.

5. Allen Slingo, Federal Aviation Administration, Personal Communication to Jane Prey, Sargent & Lundy, 1975. 6. Robert Tolson, Continental Grain Co., Personal Communication to Jane Prey, Sargent & Lundy, 1975.

7. U.S. Department of the Army, "Waterborne Commerce of the United States," Part 3, 1972-1974. 8. CRC, "Handbook of Chemistry and Physics," 49th Edition, 1969. 9. Chlorine Institute, Letter to S. Wu, Sargent & Lundy, September 2, 1975.

LSCS-UFSAR 2.2-8 REV. 18, APRIL 2010 10. Illinois Army Reserve National Guard, Personal Communication to Thomas J. Borzym, February 26, 1986. 11. Survey of Chlorine Shipment in the Vicinity of LaSalle County Station, performed by Sargent & Lundy, 1986. 12. LaSalle Design Analysis L-003414, Toxic Chemical Analyses of 2008 Offsite Chemical Survey Results LSCS-UFSAR TABLE 2.2-1 TABLE 2.2-1 REV. 0 - APRIL 1984 COMMERCIAL AIRPORTS WITHIN 20 MILES OF THE SITE AIRPORT RUNWAYS: ORIENTATION/ LENGTH (°/ft) TYPE TYPE OF AIRCRAFT NUMBER OF OPERATIONS PER YEAR BY TYPE DISTANCE & DIRECTION FROM SITE LSCS-UFSAR TABLE 2.2-2 TABLE 2.2-2 REV. 0 - APRIL 1984 DOCK AND ANCHORAGE FACILITIES ON THE ILLINOIS RIVER NEAR THE SITE RIVER MILE FACILITY

• small boat launching and docks onlu ** both small boats and barge facilities All others are barge facilities.

Source: U.S. Army Engineer District, Corp of Engineers, Chicago, Illinois, Clerk of the Illinois Waterways, From Mississippi River at Grafton, Illinois to Lake Michigan at Chicago & Calumet Harbors, April, 1974.

LSCS-UFSAR TABLE 2.2-3 (SHEET 1 OF 2) TABLE 2.2-3 REV. 18, APRIL 2010 INDUSTRIES WITH HAZARDOUS MATERIALS WITHIN 5 MILES OF THE SITE REFERENCE CHEMICAL LOCATION QUANTITY LSCS-UFSAR TABLE 2.2-3 (SHEET 2 OF 2) TABLE 2.2-3 REV. 18, APRIL 2010 REFERENCE CHEMICAL LOCATION QUANTITY

(1) Study No. LAS0184-15-STUDY-001, "Year 2008 Offsite Hazardous Chemical Survey for Control Room Habitability," Rev. 0, transmitted to LaSalle on 1/13/2009 (2) TODI SEAG 09-000106, "Transmittal of Design Information for Toxic Chemical Analyses," May 7, 2009. (3) Google Earth Version 4.2.0205.5730, Built Nov 13, 2007 (4) TODI SEAG 09-000114, "Transmittal of Design Information for Toxic Chemical Calculations," May 6, 2009. (5) MAD 86-0186, Rev. 00, Control Room Habitability (6) MAD 87-0162, Rev. 00, Additional Ammonia Sources LSCS-UFSAR TABLE 2.2-4 (Historical) TABLE 2.2-4 REV. 18 - APRIL 2010 COMMODITIES TRANSPORTED ON THE ILLINOIS RIVER NEAR THE SITE DURING 1974 IN THOUSANDS OF TONS COMMODITIES DRESDEN ISLAND (DOWNRIVER) MARSEILLES (UPRIVER) (Source: Department of the Army, Chicago District Corps of Engineers, Lock Statistics, 1974.)

LSCS-UFSAR TABLE 2.2-4a TABLE 2.2-4a REV. 18, APRIL 2010 HAZARDOUS CHEMICALS TRANSPORTED ON THE ILLINOIS RIVER NEAR THE SITE DURING 2008 NUMBER OF PASSES THROUGH CHEMICALS MARSEILLES LOCK LSCS-UFSAR TABLE 2.2-5 TABLE 2.2-5 REV. 2 - APRIL 1986 PRIVATE AIRSTRIPS WITHIN 20 MILES OF THE SITE AIRSTRIP DISTANCE & DIRECTION FROM SITE LSCS-UFSAR 2.3-1 REV. 13 2.3 METEOROLOGY This section provides a meteorological description of the site and its surrounding areas. This includes a description of general climate, a description of meteorological conditions used for design and operating-basis considerations, 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. Summaries of meteorological parameters were made using data from Argonne National Laboratory (1950-1964), the first-order National Weather Service station at Peoria, Illinois (1971-1978), Dresden Station (1973-1978), and LSCS (1976-1978). Because of problems encountered with the T sensors at LSCS, onsite stability data were not available for the initial submittal of the UFSAR. At that time, onsite wind roses for the 8-month period May 1, 1975, through December 31, 1975, and joint frequency data from the Dresden site for 2-year period of record (January 1, 1974, through December 31, 1975) were provided. The problems with the T sensors have been resolved. Stability data defined by the temperature gradient between 33-foot and 375-foot levels have been recorded since October 1, 1976, and 2 full years (October 1, 1976, through September 30, 1978) of joint frequency data of wind speed, wind direction, and stability, defined by the 33-375-foot T are now included here. Also presented in this section are comparisons of onsite temperature and humidity conditions with representative data from Peoria and Argonne. The onsite historical data used in this comparison is 2 years of temperature and humidity data available from the 33-foot level of the LSCS onsite meteorological tower (October 1, 1976, through September 30, 1978).

Other data sources on particular topics have been used and are specifically referenced in the text. 2.3.1 Regional Climatology 2.3.1.1 General Climate The LSCS site is located in north central Illinois. Climate in the area is basically continental, being influenced by the full impact of weather systems that traverse the midcontinent. As a result, the site experiences a wide range of climatic conditions characterized by a high variability and a wide range of temperature extremes. For example, extreme temperatures recorded at Ottawa, Illinois, range from 112°F to -26°F (Reference 1). Monthly average temperatures in the area range from the mid-twenties in January to the mid-seventies in July.

LSCS-UFSAR 2.3-2 REV. 13 A typical summer is warm and humid, with only an occasional cool front with its associated stormy weather interrupting a long succession of hot days. Summer temperatures reach 90° F or more nearly 20 times per year (Reference 2). The fall season is moderate, with little precipitation and comfortable temperatures in the mid-fifties. Winters are generally cold, with average daily maximum and minimum temperatures ranging between the low thirties and the mid-teens to lower twenties.

Minimum temperatures extend below 0° F several times each winter. Synoptic scale low-pressure systems move through the state quite frequently during the winter months, resulting in a maximum of cloudiness. In the spring the continued frequent passage of these storm systems results in that season's relatively high frequency of tornadoes and severe thunderstorms. Such storms are generated as a result of the contrasting air masses associated with the synoptic scale lows. Precipitation in the LSCS site area averages about 34 inches annually, with monthly averages ranging from about 1.8 inch in January to 4.98 inches in July. The area receives an average of 27 inches of snow annually. Sleet occurs about 6 or 7 times annually (Reference 3). September 1961 is the wettest month on record, with a total of 13.09 inches of rain recorded at Peoria. The most rain in 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> recorded at Peoria is 5.06 inches, in April 1950. Without the protection of natural barriers, mid-Illinois experiences a wide spectrum of winds. The prevailing winds at Peoria are generally southerly except for February, when they are from the northwest. This differs slightly from the usual pattern for the LSCS area, where winds are from the south or southwest during summer and from the west for five winter months. The site is far enough away from the Great Lakes not to be influenced by special diffusion problems associated with land-sea interfaces. The diffusion is fairly good from a dispersion standpoint, and the gently rolling, almost featureless land around the site approximates the kind of areas for which the diffusion equations were developed. Humidity varies with wind direction, being driest with the west or northwest winds, and more humid with east or south winds. The relative humidity is lowest in afternoons and highest at night and during periods of precipitation. Heavy fog is rare, the peak being two days per month in winter. The area is subject to a good number of sunshine days, but December averages only 37% as much bright sunshine as July. 2.3.1.2 Regional Meteorological Conditions for Design and Operating Bases LSCS-UFSAR 2.3-3 REV. 14, APRIL 20022.3.1.2.1 Thunderstorms, Hail, and Lightning At Peoria, the data show thunderstorms occurring an average of 49 days per year for the period 1944-1976 (Reference 11). The month of June averages the most. There is an average of five or more thunderstorm days per month throughout the season from April through September. December has the fewest thunderstorms. A thunderstorm day is recorded only if thunder is heard; the observation is independent of whether or not rain and/or lightning were observed concurrent with the thunder. These figures do not therefore serve as an indication of the severity of the storms experienced in these areas. A severe thunderstorm is defined by the National Severe Storms Forecast Center of the National Weather Service (Reference 4) as a thunderstorm which possesses one or more of the following characteristics: a. winds of 50 knots or greater, b. hail 3/4 inch or greater in diameter, and c. a cumulonimbus cloud favorable to tornado formation. Although the National Weather Service does not publish records of severe thunderstorms, it has published a report called Severe Local Storm Occurrences, 1955-1967 (Reference 4), which gives values for the total number of hail reports 3/4 inch or greater, winds of 50 knots (57.5 mph) or greater, and the number of tornadoes for the period l955-1967 by one-degree squares (latitude x longitude). During the 1955-1967 period, the report shows that the one-degree square containing the LSCS site had nine hailstorms producing 3/4-inch hail or greater, 34 occurrences of 50-knot winds or greater, and 43 tornadoes. Hail data for Illinois, compiled at Urbana (Reference 19) and in central Illinois, recorded about 14% of the hailstorms had maximum stones of 1 inch or more in diameter. There have been infrequent occurrences of hailstones larger than 3 inches and up to grapefruit size (Reference 20). Hail occurs most frequently in the month of May, followed by April and March, even though June is the peak month for thunderstorms. J. L. Marshall in Lightning Protection (Reference 5) presents a formula for estimating the frequency of lightning flashes per thunderstorm day, taking into account the distance of the location from the equator: N = (0.1 + 0.35 sin ) (0.40 0.20) (2.3-1) where: N = number of flashes to earth per thunderstorm day per km2, and = geographical latitude.

LSCS-UFSAR 2.3-4 REV. 13 For the LSCS site, which is located approximately 41° north latitude, the frequency of lightning flashes, N, ranges from 0.065 to 0.198 flashes per thunderstorm day per km2. The value 0.2 will be used as the most conservative estimate of lightning frequency in the following calculations.

Since the representative average number of thunderstorm days in the site region is 49, the frequency of lightning flashes per km2 per year is 9.8 as calculated below: (0.198 flashes/ thunderstorm day km2) x (49 thunderstorm days/ year) = 9.8 flashes/ km2 year 2.3.1.2.2 Tornadoes Illinois ranks eighth in the United States in average annual number of tornadoes (Reference 6). Tornadoes occur with the greatest frequency in Illinois during the months of March through June. The number of tornadoes by year for the entire state of Illinois for the period 1916-1969 is shown in Table 2.3-1. Figure 2.3-1 illustrates the total number of tornadoes for Illinois counties during the same period of record. It can be seen that the number of tornadoes is nine for LaSalle County and three for adjoining Grundy County. Illinois tornadoes can occur at all hours of the day but are more common during the afternoon and evening hours. About 50% of Illinois tornadoes travel from the southwest to northeast, and slightly over 80% exhibit directions of movement toward the northeast through east. Fewer than 2% move toward a direction with some westerly component. Using data from the period of record 1953-1962, Thom (Reference 7) computed an annual average occurrence of 1.7 tornadoes for the 1-degree square (latitude x longitude) containing the site. Using a method developed by Thom, the likelihood of a given point being struck by a tornado in any given year can be calculated. Thus, applying the 1.7 annual occurrence value, the probability of a tornado occurring within the 1-degree square containing the LSCS site in any given year is calculated to be 0.0016. This converts to a recurrence interval of 625 years, as compared to recurrence intervals of 250 to 300 years calculated for one-degree squares in the tornado belt of Oklahoma and Kansas. For the period 1916-1969, Illinois Tornadoes (Reference 6) lists 43 tornadoes which occurred in the 10-county area (LaSalle, Bureau, Putnam, Marshall, Woodford, Livingston, Grundy, Kendall, DeKalb, and Lee) surrounding and including the LSCS site. Figure 2.3-1 shows the county distribution of tornadoes for the entire state for this period.

LSCS-UFSAR 2.3-5 REV. 13 The following are the design-basis tornado parameters which were used for LSCS: a. maximum translational wind speed - 60 mph, b. maximum rotational wind speed - 300 mph, and

c. external pressure drop - 3 psi in 3 seconds. The design wind velocity for the site is 90 mph based on a 100-year mean occurrence interval. 2.3.1.2.3 Sleet, Freezing Rain, and Glaze Sleet or freezing rain can occur during the colder months of the year when rain falls through a very shallow layer of cold air from an overlying warm layer. The rain then freezes on contact with the ground or other objects, forming glaze. Occurrences of glaze storms applicable to the site are as follows (Reference 8): a. thickness of 0.25 inch: once every year,

b. thickness of 0.50 inch: once every two years, and c. thickness of 0.75 inch or greater: once every three years. Ice measurements recorded in some of the most severe Illinois glaze storms are shown in Table 2.3-2 (Reference 8).

The listings reveal the occurrence of large radial thicknesses at various locations throughout Illinois and indicate that quite severe glazing has occurred and can occur in any part of the state. The Association of American Railroads (Reference 9) made a 9-year study of glaze accumulations in 1955. This data was summarized by Bennet (Reference 10) according to the greatest point thickness measured in 60-mile by 60-mile squares.

For the square containing the LSCS site, the maximum recorded thickness for this period of record was between 0.75 and 0.99 inch. 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 9) concluded that maximum wind gusts were not as significant (harmful) a measure of wind damage potential as were the speeds sustained over 5-minute periods. Table 2.3-3 lists the maximum 5-minute wind speeds occurring after 148 glaze storms scattered throughout the United States. Twenty-seven of the 32 cases with 0.25 inch or more of glaze were with a 5-minute wind of 15 mph or greater.

LSCS-UFSAR 2.3-6 REV. 22, APRIL 2016 Table 2.3-4 shows the specific glaze thickness data for the five fastest 5-minute speeds and the speeds with the five greatest measured glaze thicknesses. Although these extremes were collected from various locations throughout the United States in an 11-year study, they are considered applicable design values for locations in Illinois. From the available data it is seen that moderate speeds are most prevalent.

Speeds of 25 mph or higher are not unusual, and there have been 5-minute winds in excess of 40 mph with glaze thicknesses of 0.5 inch or more. In an analysis of 92 glaze storms occurring in Illinois between 1900 and 1960, Changnon (Reference 8) determined that in 66 storms (72%), the heaviest glaze layers disappeared within 2 days; in 11 storms, in 3 to 5 days; in 8 storms, in 6 to 8 days; in 4 storms, in 8 to 11 days; and in 3 storms, from 12 to 15 days. Fifteen days was the absolute maximum persistence of glaze. 2.3.1.2.4 Snow and Ice Loading The following statistics apply for loads on Seismic Category I structures due to local probable maximum precipitation (PMP) at the LSCS site vicinity:

a. 100-year recurrence interval ground snow load = 24.0 psf, and b. 48-hour probable maximum winter precipitation = 15.9 in. The corresponding water load of snow and ice loads due to a winter PMP with a 100-year recurrence interval antecedent snowpack is less than 83.2 lb/ft2, which is the design load for the roofs of safety-related structures (see Subsection 2.4.2). 2.3.1.2.5Ultimate Heat Sink Design Data 2.3.1.2.5.1Original Ultimate Heat Sink Data (Historical)

Meteorological data (January 1948 to August 1974) from the Peoria, Illinois airport were used in evaluating the performance of an 83-acre cooling pond as an ultimate heat sink. Since Peoria weather data were not available for January 1952 through December 1956, Springfield, Illinois data were substituted for that period. The data consist of 3-hour interval readings for the wind speed, dry bulb, and the dew point temperatures, and cloud cover information. Worst evaporation weather situations were obtained by selecting the weather conditions of the 30 consecutive days for which the evaporation loss was maximum. June 22, 1954 to July 21, 1954, constituted a 30-day worst-case evaporation episode. The mean dry bulb, mean dew point and mean wind speed recorded during these 30 days were 81.6° F, 63.0° F, and 9.9 mph, respectively.

LSCS-UFSAR 2.3-7 REV. 22, APRIL 2016 A synthetic worst temperature period was made up by using the worst 24-hour period weather data for the first day and the worst consecutive 30 days for the second to thirty-first days. For the worst 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> (July 3, 1949) mean dry bulb, mean dew point and mean wind speed were determined to be 86.0° F, 70.8° F, and 6.3 mph, respectively. For the worst 30 days (July 4, 1955 to August 2, 1955) the above mean conditions (dry bulb, dew point and wind speed) were determined to be 80.7° F, 70.7° F, and 8.1 mph, respectively. For details of ultimate heat sink design, see Subsection 9.2.6. 2.3.1.2.5.2Power Uprate Ultimate Heat Sink Data During the review of the UHS for Power Uprate in 1999, it was determined that the historical weather data of section 2.3.1.2.5.1 should be updated to include recent weather data which was more severe than the original data. Refer to subsection 9.2.6. The UHS temperature limit varies with the diurnal cycle such that the most restrictive temperature occurring in the morning hours ensures that the maximum temperature of the cooling water supplied to the plant remains below the 107° F design limit regardless of when the postulated event occurs. This analysis has been updated to include weather data through September 2010, which includes the period where the maximum indicated cooling water supplied to the plant from the cooling lake was observed.

LSCS-UFSAR 2.3-7a REV. 19, APRIL 2012 2.3.2 Local Meteorology Note: In addition to the information provided below and in the following sub-sections of section 2.3, newer LSCS meteorological tower data was utilized for determination of /Q values for use with Alternative Source Term (AST) analyses described in Chapter 15. The development of these AST /Q values is detailed in Section 2.3.4a. 2.3.2.1 Data Sources Regional meteorological data from Peoria, Argonne National Laboratory (ANL), and the Dresden Station have been compared to the LSCS site meteorological data.

Peoria data have been extracted from the local climatological monthly and annual summaries which are available from the U.S. Department of Commerce, NOAA, EDS, National Climatic Center (NCC), Asheville, North Carolina (Reference 11). A 15-year (1950-1964) climatological summary compiled by ANL has also provided a comparative base for onsite meteorological measurements (Reference 18). EGC's Dresden Station is located approximately 22 miles east of LSCS. Joint frequency distributions of wind speed, wind direction and stability for the 300-foot level of the Dresden tower for the 5-year period (December 1, 1973-November 30, 1978) have been included to represent the expected long-term conditions at the LSCS site. Joint frequency data for the Dresden 300-foot level for the period of LSCS onsite observations are also provided for a comparative analysis for the same period (October 1, 1976-September 30, 1978).

2.3.2.2 Normal and Extreme Values of Meteorological Parameters 2.3.2.2.1 Wind Summaries At LSCS, Delta-T instrumentation for sensing the temperature difference between the 33-foot and 375-foot levels was installed in October 1976. The period of record of wind data recorded at the 375-foot level is provided (October 1, 1976, through September 30, 1978) to correspond with these available temperature gradient data for the same period. Figures 2.3-2 through 2.3-14 consist of an annual and 12 monthly wind roses for the 375-foot level of the LSCS 400-foot onsite meteorological tower. These wind records indicate two centers of directional bias, one from the south, south-southwest, and southwest sectors, and one from the west and west-northwest sectors. The 375-foot level recorded the prevailing winds from the west-northwest 9.6% of the time, winds LSCS-UFSAR 2.3-8 REV. 13 from the west 9.3% of the time, winds from the southwest 7.6% of the time, and winds from the south-southwest 8.8% of the time. A wind speed of 3 m/sec or greater was recorded at the 375-foot level for 92% of the period of record (see Figure 2.3-2).

The monthly data indicate seasonal variations. Winds from the sector extending west-northwest counterclockwise to south are dominant for most of the period sampled. The longest persistence of calm conditions observed at the LSCS 375-foot level was 5 hours5.787037e-5 days <br />0.00139 hours <br />8.267196e-6 weeks <br />1.9025e-6 months <br /> on one occasion. The longest persistence of wind direction observed at the 375-foot level was one occurrence of 42 hours4.861111e-4 days <br />0.0117 hours <br />6.944444e-5 weeks <br />1.5981e-5 months <br /> from the south. On two other occasions wind persistence lasted 35 hours4.050926e-4 days <br />0.00972 hours <br />5.787037e-5 weeks <br />1.33175e-5 months <br />, and on one other occasion wind persistence lasted 34 hours3.935185e-4 days <br />0.00944 hours <br />5.621693e-5 weeks <br />1.2937e-5 months <br />. Long-term (15-year) wind roses for the 19-foot and 150-foot level wind speed and wind direction at ANL (1950-1964) are given in Table 2.2-5. Wind direction persistence at ANL for the same period and levels are presented in Table 2.3-6. A 5-year (1973-1978) period-of-record joint frequency table for the 300-foot level at Dresden is given in Table 2.3-7. In addition, a 2-year (1976-1978) period-of-record joint frequency table for the 300-foot level at Dresden is given in Table 2.3-8. At ANL, the longest persistence of calm conditions observed at the 150-foot level was 9 hours1.041667e-4 days <br />0.0025 hours <br />1.488095e-5 weeks <br />3.4245e-6 months <br /> on one occurrence. The longest persistence of wind direction at the 150-foot level was 101 hours0.00117 days <br />0.0281 hours <br />1.669974e-4 weeks <br />3.84305e-5 months <br /> with wind direction from the west-northwest.

The direction distributions of winds for the LSCS 2-year period, the two periods of record at Dresden, and the long-term period at ANL are all very similar. Although the prevailing wind directions vary slightly by local site and period of record, the sector extending west-northwest counterclockwise to south is dominant for all of these data sets. The prevailing wind for the LSCS 2-year period at the 375-foot level is west-northwest, while the prevailing wind for the Dresden 300-foot level for the same period of record is west. The prevailing wind for the 5-year period of record at the Dresden 300-foot level is west, and the 15-year period of record for the lower ANL level indicates a prevailing wind from the southwest. Other than winds occurring in the sector extending west-northwest counterclockwise through south, which is dominant in the wind records at all three locations, there is a fairly uniform distribution of wind direction frequencies at the three measurement sites for all periods of record presented.

LSCS-UFSAR 2.3-9 REV. 13 Representativeness of the LSCS Data The reasonable (minimum) amount of meteorological data required by NRC Regulatory Guide 1.23 for use in site dispersion and accident release analyses is that gathered continuously over a representative, consecutive 12-month period. To be representative, an annual data summary must reflect the "typical" atmospheric conditions of the site area, which must be determined objectively. Objective assessment is provided for the 2-year period of the LSCS onsite record. To show the representativeness of the LSCS data, a comparative tabulation is presented of the LSCS data and meteorological data from the Dresden station. A comparison is made of the 2 years of wind and atmospheric stability data collected at the LSCS site with wind and stability data for two separate periods of record at the Dresden station. The two periods of record at Dresden presented are: A 2-year period corresponding to the LSCS 2-year period, and a 5-year period which includes the 2-year period presented for LSCS. Detailed 375-foot wind records are available from the LSCS site for the period October 1, 1976, through September 30, 1978. Data for the same period of record are also available from the Dresden Station. In addition, wind records for a 5-year period of record (December 1, 1973, through November 30, 1978) recorded at the Dresden station 300-foot level are available for use as an approximation of long-term conditions in the site region for comparison purposes. Frequencies of occurrence (in percent) for the periods specified above are presented below for the specified wind speed intervals: MEASUREMENT LEVEL . LSCS DRESDEN DRESDEN WIND SPEED (MPH) . 375-Foot 300-Foot (2 YEARS) 300-Foot (5 YEARS) CALM 0.51% 0.00% 0.00% 1-3 1.19% 2.12% 7.43% 4-7 8.62% 14.92% 13.91% 8-12 18.63% 31.01% 27.25% 13-18 26.59% 34.62% 30.39% 19-24 22.51% 12.58% 13.03% >24 21.94% 4.23% 7.28% The 13-18-mph wind speed class is dominant both at Dresden and LSCS, although the over-19-mph speed classes are more dominant at LaSalle. Obviously, the frequency distribution is shifted towards greater speeds at LSCS, where the wind speed exceeds 13 mph for 77.0% of the time and 19 mph for about 44% of the time. Clearly, the LaSalle station is on the open prairie, whereas Dresden is nearer a river plain.

LSCS-UFSAR 2.3-10 REV. 13 Figure 2.3-2 presents the 375-foot level period-of-record wind rose at LSCS. Table 2.3-8 presents the 300-foot level wind rose at Dresden corresponding to the same period of record, and Table 2.3-7 presents a 300-foot level wind rose at Dresden for the long-term period. Comparison of these wind roses shows a slight difference in the dominant wind direction. The most dominant wind directions at LSCS are WNW, W, S, and SSW, in decreasing order of frequency. At Dresden the dominant directions are W, WNW, SSW, and SW, for the same 2-year period, and W, SSW, SW, and S for the long-term period. In general, the dominant south through west-northwest sector is a common feature. Wind direction distribution comparisons indicate the presence, during the 2-year period of record at LaSalle, of an annual average wind regime similar to the long-term regime corresponding to the height of the sensor levels. The differences in wind speed frequency distributions at the two stations may in part be attributed to the 75-foot height difference between sensor levels. A comparison of long-term and short-term atmospheric stability data at Dresden with the 2 years of onsite stability data at LaSalle is presented in Subsection 2.3.2.2.6.

In summary, comparison of LSCS onsite wind rose data with wind data representing both short- and long-term periods at the Dresden station suggests that the LSCS data are representative of long-term conditions at the site. Comparison of LSCS stability data with short-term and long-term stability data for Dresden indicates that differences exist but that the short-term frequency distribution at LSCS would be similar to that for long-term conditions.

2.3.2.2.2 Temperatures The Peoria and ANL average and extreme temperature data are presented in Table 2.3-9 in comparison with the same temperature statistics measured at the 33-foot (10-meter) level at the LSCS meteorological tower. Temperatures from the 5.5-foot level at ANL were used. Temperature measurements at Peoria were made at the National Weather Service standard height of 4.5 feet above the surface. The 33-foot (10-meter) level at the LSCS site is reported as the standard for the NRC. Peoria and ANL monthly temperatures, when compared with LSCS, average about the same.

The highest temperature reported at the Peoria airport during the period October 1976 through September 1978 was 100° F, and the lowest was -25° F. Extremes for the LSCS tower for the same period were 95.0° F and -20.5° F.

LSCS-UFSAR 2.3-11 REV. 13 2.3.2.2.3 Atmospheric Moisture 2.3.2.2.3.1 Relative Humidity The relative humidity for a given moisture content of the air is inversely proportional to the temperature cycle. A maximum relative humidity usually occurs during the early morning hours, and a minimum is typically observed in midafternoon. For the annual cycle, the lowest humidities occur in midspring, while late summer experiences the highest values. The average hourly relative humidities by month for Peoria and ANL are presented in Tables 2.3-10 and 2.3-11, respectively. Table 2.3-11 shows that for ANL, the highest average relative humidities are recorded during August between midnight and sunrise, with an average 30% change during the day. In winter the mean daily humidity ranges from about 65% to 85%. The Peoria station also observes the highest humidities (Table 2.3-10) during the later summer; however, the daylight variation averages nearly 20% during this period. The mean daily humidity range is similar to that at Argonne for the winter period. Annual averages for the diurnal trend demonstrate nearly identical patterns at both Peoria and ANL. The seasonal trend also indicates a similar character.

Table 2.3-12 lists the monthly maximum, minimum, and average relative humidity for LSCS for the 2 years of monitoring activity (October 1, 1976-September 30, 1978). These relative humidities are calculated from the dry bulb and dew-point temperatures measured at the 33-foot tower level. 2.3.2.2.3.2 Wet Bulb Temperature The wet bulb temperature is not as strong a function of the ambient temperature as relative humidity and will be used as one measure of the amount of water vapor in the atmosphere as it is frequently used in cooling tower studies. The wet bulb temperature is defined to be the temperature to which an air parcel may be cooled by evaporating water into it at constant pressure until it is saturated. All latent heat utilized in the process is supplied by the air parcel.

The monthly maximum, minimum, and average wet bulb temperatures for the LSCS site are shown in Table 2.3-13 for the 2 years of recorded onsite data (October 1, 1976-September 30, 1978). The wet bulb temperatures are computed as a function of the measured dew-point temperature. One dew-point sensor is located at the 33-foot level of the LSCS tower. Average hourly wet bulb temperatures for ANL are shown by month in Table 2.3-14.

LSCS-UFSAR 2.3-12 REV. 13 2.3.2.2.3.3 Dew-Point Temperature The dew-point temperature is another measure of the amount of water vapor in the atmosphere. It is included here so that measured onsite dew-point temperatures can be compared to establish their representativeness. 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. The dew-point temperature is lower than the wet bulb temperature except at saturation, when they are the same. The monthly maximum, minimum, and average dew-point temperatures for the 33-foot level at the LSCS site are given in Table 2.3-13. Average hourly dew points for ANL are shown by month in Table 2.3-15.

2.3.2.2.4 Precipitation Precipitation is not monitored at the LSCS site. Long-term data from the Peoria airport and ANL were therefore used for indication of precipitation averages and extremes applicable to the region surrounding the LSCS site.

2.3.2.2.4.1 Precipitation Measured as Water Equivalent Maximum daily amounts of precipitation (water equivalent) in inches for ANL are shown by month in Table 2.3-16. A maximum daily amount of 4.45 inches was recorded on October 10, 1954. Maximum precipitation (water equivalent) in inches recorded for specified time intervals at ANL are shown in Table 2.3-17. The maximum 1-hour duration precipitation recorded was 2.2 inches on June 10, 1953. The maximum 48-hour duration precipitation recorded was 8.62 inches on October 9, 1954. Maximum, minimum, and normal monthly and yearly values of precipitation (water equivalent) in inches for the Peoria station (1941-1974) are shown in Table 2.3-18. The maximum monthly precipitation for the entire period of record is 13.09 inches, recorded in September 1961. The minimum monthly precipitation for the entire period of record is 0.03 inch, recorded in October 1964. The average yearly precipitation for the period of record 1941 to 1970 is 35.0 inches. 2.3.2.2.4.2 Precipitation Measured as Snow or Ice Pellets Maximum monthly and daily recorded values of snow and/or ice pellets (in inches) for the Peoria station (1941-1974) are shown in Table 2.3-19. The maximum monthly value for the entire period is 18.9 inches, recorded in December 1973. The maximum daily value for the entire period is 10.2 inches, recorded in 1973.

LSCS-UFSAR 2.3-13 REV. 13 2.3.2.2.5 Fog Fog is an aggregate of minute water droplets suspended in the atmosphere near the surface of the earth. According to international definition, fog reduces visibility to less than 0.62 mile (Reference 12). Fog types are generally coded as fog, ground fog, and ice fog in observation records. Observing procedures by the National Weather Service define ground fog as that which hides less than 0.6 of the sky and does not extend to the base of any clouds that may lie above it (Reference 11). Ice fog is composed of suspended particles of ice. It usually occurs in high latitudes in calm clear weather at temperatures below -20° F and increases in frequency as temperature decreases (Reference 12). Fog forms when the ambient dry bulb temperature and the dew-point temperature are nearly identical or equal. The 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 is of particular interest with respect to cooling facility operation at power generating stations. Cooling facility fog generally occurs when atmospheric conditions are conducive to natural fog formation. Natural processes such as radiational cooling at night or the advection of moist air are generally contributing factors. Thus the previous summary of natural fog occurrence is important to the understanding of the potential fogging problems for a proposed plant site. Data on fog intensity and frequency are presented below for Peoria (1941-1970) (Reference 11). Fog is a local atmospheric phenomenon; these data should thus be considered only as regional estimates. The average numbers of days during which heavy fog (visibility less than or equal to 1/4 mile) occurred at Peoria are as follows: Month Peoria January 3 February 3 March 2 April 1 May 1 June 1 LSCS-UFSAR 2.3-14 REV. 13 July 1 August 1 September 1 October 2 November 2 December 3 Yearly Average 21 2.3.2.2.6 Atmospheric Stability Data from the LSCS meteorological tower were used to estimate stability as indicated from the temperature lapse rate. Use of a lapse rate scheme provides a direct estimate of the stability parameter. Two years of LSCS data (October 1, 1976-September 30, 1978) was utilized to provide a direct and realistic estimate of the stability parameters. Monthly and annual summaries of wind speed-wind direction-stability joint frequencies for the period are presented in Tables 2.3-20 through 2.3-32. For comparison of short-term and long-term dispersion conditions over extended periods, the joint frequency distribution data of wind speed-wind direction and Pasquill stability class (Reference 13) for the Dresden 300-foot level data defined by the 35- to 300-foot delta T are presented in Tables 2.3-7 and 2.3-8. The percent frequencies for each stability class recorded at the LSCS site and the Dresden site, based on two complete annual cycles, are extracted below for comparison. A B C D E F G LSCS (2 years) 3.47 3.56 4.65 45.76 24.30 14.09 4.17 Dresden (2 years) 6.62 5.69 7.32 37.90 30.12 9.82 1.98 Dresden (5 years) 5.58 4.41 5.48 34.07 31.15 9.43 9.17 At the LSCS 375-foot level, for two complete annual cycles, the joint frequency of occurrence of calm wind by stability class showed only 0.03% occurrence of calm winds associated with unstable classes (A, B, C); 0.14% occurrence of calm winds with neutral stability (D); but 0.21%, 0.07%, and 0.02% occurrence of calm winds LSCS-UFSAR 2.3-15 REV. 13 with slightly stable, moderately stable, or extremely stable atmospheric conditions respectively. These are very small time windows. 2.3.2.3 Potential Influence of the Plant and Its Facilities on Local Meteorology An investigation of potential fogging for the original 4480-acre lake indicated that light fog would extend to a distance of 200 meters from the lake shore on a few rare occasions (Reference 14). In the course of adapting the results of this investigation to the smaller 2190-acre lake, it was concluded that instances of fog with a visibility of 1/4 mile would be limited to a few hours per month at a distance over 200 meters from the lake shore (Reference 14). This conclusion also holds for the 2058-acre lake. Under these circumstances, the public road most likely to be affected would be subject to a maximum of a few hours per month of light fog, which would occur primarily in the hours between midnight and 6 a.m. (Reference 14). To aid the assessment of topographic effects on the surrounding airflow regimes, reference is made to the topographic cross sections for each of the 16 compass point directions radiating 5 miles and 10 miles from the plant as provided in Figures 2.3-15 and 2.3-16 respectively. The plant, located at an elevation of approximately 710 feet, is at one of the highest points within a 5-mile radius. In the southwest quadrant, a gentle increase in elevation ranging from 725 to 750 feet is evidenced. The remaining area surrounding the plant site is characterized by a gentle slope decreasing away from the site to an elevation of 484 feet at the Illinois River, located 4.5 miles north. No large-scale topographic obstructions to favorable dispersion conditions are evident. Figure 2.3-17 provides a general topographic description within a 10-mile radius of the plant. 2.3.3 Meteorological Measurement Program & Environmental Monitoring Program 2.3.3.1 Onsite Meteorological Measurements Program The meteorological measurements program at the LaSalle site consists of monitoring wind direction, wind speed, temperature, and precipitation. Two methods of determining atmospheric stability are used: delta T (vertical temperature difference) is the principal method; sigma theta (standard deviation of the horizontal WD) 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. Site specific information on instrumentation, calibration procedures, as well as the meteorological measurements program during a disaster can be found in the Generating Station Emergency Plan (GSEP) annex.

LSCS-UFSAR 2.3-16 REV. 13 The meteorological tower is equipped with instrumentation that conforms with the system accuracy recommendations of 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. Equipment signals are brought 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. 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). 2.3.3.1.1 Deleted 2.3.3.1.2 Deleted 2.3.3.1.3 Deleted 2.3.3.1.4 Deleted 2.3.3.2 Radiological Environmental Monitoring Program The Radiological Environmental Monitoring Program (REMP) being conducted in the vicinity of the station has as its objectives:

(1) Provide data on measurable levels of radiation and radioactivity in the environment and relate these data to radioactive emissions; (2) Identify changes in the use of nearby offsite areas to assure adequate surveillance and evaluation of doses to individuals from principal pathways of exposure; (3) Provide environment surveillance in case of an unplanned release; and (4) Provide year round monitoring of principal pathways of exposure. The REMP provides representative measurements of radiation and of radioactive materials in those exposure pathways and for those radionuclides that lead to the highest potential radiation exposures of members of the public resulting from the station operation. This monitoring program implements section IV.b.2 of Appendix I to 10CFR50 and thereby supplements the radiological effluent monitoring program by verifying that the measurable concentrations of radioactive materials and levels of radiation are not higher than expected on the basis of effluent measurements and the modeling of the environmental exposure pathways.

LSCS-UFSAR 2.3-17 REV. 13 The site specific annex of the Offsite Dose Calculation Manual (ODCM) describes the current REMP and presents the required detection capabilities for environmental sample analysis tabulated in terms of the a priori minimum detectable concentration (MDC). The a priori MDC is a before-the-fact limit representing the capabilities of a measurement system and is not an after the fact limit for a particular measurement.

2.3.4 Short-Term (Accident) Diffusion Estimates 2.3.4.1 Objective The accident analyses of Chapter 15.0 utilize the arbitrary meteorological parameters of Regulatory Guide 1.3 (Rev. 2) with an elevated stack in contrast to analyses based on realistic local meteorology.

For the control rod drop accident discussed in Section 15.4.9, the accident analysis also utilized Regulatory Guide 1.145 methodology for determining the atmospheric dispersion factors based on historical site meteorology. Atmospheric dispersion factors were calculated for an elevated release out the station vent stack and for a ground level release via the turbine building.

The short-term (accident) diffusion calculations of the atmospheric dilution factor (/Q) based on the LSCS meteorological tower data referenced above are provided in this section. These calculations were performed using appropriate atmospheric dispersion models assuming an elevated release with plume rise. The results indicate the conservative nature of the meteorological parameters of Regulatory Guide 1.3 (Rev. 2). 2.3.4.2 Calculations Short-term (accident) diffusion estimates are used to evaluate the potential severity of an accident during a year of "typical" weather conditions. In order to evaluate the impact of an accident at LSCS, conservative and realistic estimates of atmospheric dilution factors (/Q) are calculated. These dilution factors are then used in calculating the radiological dose rates listed in Chapter 15.0. Since the station vent stack height is greater than twice the reactor building height, the atmospheric dilution factors at ground level for LSCS were calculated by use of Gaussian plume diffusion models for an elevated, continuously emitting point source. The centerline diffusion model is used for time periods up to 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> and the sector average diffusion model for time periods greater than 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br />. Plume rise is accounted for by use of Briggs' (Reference 17) formulas for momentum-dominated plumes. Cumulative frequency distribution of time-period averaged /Q values was prepared, and values that were exceeded 5% and 50% of the time were LSCS-UFSAR 2.3-18 REV. 13 derived. Details of the models and the cumulative frequency distribution analysis are presented in Subsection 2.3.4.3. In the short-term diffusion estimates, hourly /Q values were computed from the concurrent hourly mean values of wind speed, wind direction, and Pasquill stability class of the LSCS meteorological tower data for the period of October 1, 1976, through September 30, 1978. The wind speed and wind direction at the 375-foot level were used in the diffusion estimates for the elevated release. The Pasquill stability class was determined from the measured vertical temperature difference (T) between the 33-foot and 375-foot levels of the meteorological tower. When a recorded hourly wind speed was less than the threshold speed of the wind sensor, a minimum wind speed of 0.15 m/sec (one-half of the threshold speed) and a wind direction that occurred in the previous hour were used for the hour. Short-term diffusion calculations were made to determine the 5% and 50% /Q values for accident time periods of 0-1 hour, 0-2 hours, 0-8 hours, 8-24 hours, 1-4 days, and 4-26 days at the exclusion area boundary (EAB), the actual site boundary (ASB), and the low population zone (LPZ) boundary, as well as at distances of 0.5, 1.5, 2.5, 3.5, 4.5, 7.5, 15.0, 25.0, 35.0, and 45.0 miles from the plant center for effluents released from the station vent stack and the standby gas treatment system (SGTS) vent (located within the stack). The 5% and 50% /Q values for each of the 16 sectors, as well as the direction-independent sector, were determined. For effluents released from the station vent stack, the calculated 5% and 50% /Q values at EAB, ASB, and LPZ are presented in Tables 2.3-33 through 2.3-35. The calculated 50% /Q values for various radial distances up to 45 miles are presented in Tables 2.3-36 through 2.3-41 for accident time periods of 0-1 hour, 0-2 hours, 0-8 hours, 8-24 hours, 1-4 days, and 4-30 days, respectively. The corresponding 5% /Q values are given in Tables 2.3-42 through 2.3-47. For effluents released from the SGTS vent, the calculated 5% and 50% /Q values at EAB, ASB, and LPZ are presented in Tables 2.3-48 through 2.3-50. The calculated 5% /Q values for various radial distances up to 45 miles are presented in Tables 2.3-51 through 2.3-56 for accident time periods of 0-1 hour, 0-2 hours, 0-8 hours, 8-24 hours, 1-4 days, and 4-30 days, respectively. The corresponding 50% /Q values are given in Tables 2.3-57 through 2.3-62.

2.3.4.3 Atmospheric Diffusion Model The atmospheric dilution factors at ground level for LSCS were calculated by use of Gaussian plume diffusion models for an elevated, continuously emitting point source. The Gaussian plume diffusion models for ground-level concentrations are used to describe the downwind spread of effluent for LSCS. A continuous elevated release of effluents at a constant emission rate is assumed in the diffusion estimates. Total reflection of the plume is assumed in the diffusion estimates.

LSCS-UFSAR 2.3-19 REV. 13 Total reflection of the plume is assumed to take place at the ground surface, i.e., there is no deposition or reaction at the surface. For short-term releases up to 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br />, hourly ground-level plume centerline values of /Q are calculated from the following centerline diffusion equation: 2zzyhe21expu1Q/ (2.3-2) where: /Q = ground-level relative concentration (sec/m3), u = mean wind speed (m/sec), y = horizontal diffusion parameter (meters), z = vertical diffusion parameter (meters), and he = effective plume height (meters). 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 are digitized from Gifford's graphs (References 15 and 16). The values of z for Pasquill Stability Classes A and B have been cut off at 1000 meters. The following equations are used to determine the values of and z for Pasquill stability class G in terms of y and z for Pasquill stability class F: y (G) = 2/3 y (F) (2.3-3) z (G) = 3/5 z (F) The effective plume height is defined as the sum of the physical station vent stack height and the rise of the plume above the stack. In the case of elevated releases, the effective plume height is determined from he = hs + hpr - hc (2.3-4) where:

hs = physical station vent stack height (meters), hpr = plume rise (meters), and LSCS-UFSAR 2.3-20 REV. 13 hc = height corrections to account for stack downwash (meters). The correction for stack downwash is accounted for only if the flue gas exit velocity from the stack (vent) is less than 1.5 times the mean wind speed at the stack top. The following formula is used to determine the effect of stack downwash on plume height:

hc = 3(1.5 - WO/u)D (2.3-5) where: WO = flue gas exit velocity (m/sec), and D = inside diameter of the stack (vent) (meters). Plume rise is calculated using Briggs' (Reference 17) formulas for momentum-dominated plumes. For neutral and unstable atmospheric conditions (Pasquill stability Classes A through D), the momentum plume rise is calculated from the following formula:

hpr = 1.44D(WO/u)2/3 (X/D)1/3 (2.3-6) The result from Equation 2.3-5, corrected by Equation 2.3-6 if necessary, is compared with hpr = 3(WO/u)D (2.3-7) and the smaller value of the two is used. For stable atmospheric conditions (Pasquill stability classes E through G), compare the smaller value of Equation 2.3-6 or 2.3-7 to: hpr = 4(Fm/S)1/4 (2.3-8) and also to: hpr = 1.5(Fm/u)1/3 (S)-1/6 (2.3-9) Use the smallest value. The momentum flux parameter, Fm, is defined as:

Fm = WO2D2/4 (2.3-10)

LSCS-UFSAR 2.3-21 REV. 13 The stability parameter, S, is defined by: Stability Class Stability Parameter E 8.7 x 10-4 F 1.75 x 10-3 G 2.45 x 10-3 For time periods greater than 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br />, hourly /Q values are calculated from the following sector-average diffusion model: 2zxzhe21expU032.2Q/ (2.3-11) where x is the distance from the release point to the receptor and the other terms are as previously defined. Hourly /Q values are computed by use of these models. From these hourly /Q values, cumulative frequency distributions were prepared from the mean values by sliding time period "windows" of 1, 2, 8, 16, 72, and 624 hours0.00722 days <br />0.173 hours <br />0.00103 weeks <br />2.37432e-4 months <br />. These intervals correspond to 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 mean /Q value in each sector is computed. The cumulative frequency distribution for each of the individual time periods is then examined to determine the fifth and fiftieth percentile /Q values in each of the 16 cardinal sectors. 2.3.4.4 Regulatory Guide 1.145 Methodology Directionally dependent accident atmospheric dilution (i.e., /Q) factors were determined for 16 downwind sectors at the Exclusion Area Boundary (EAB) and the Low Population Zone (LPZ) boundary using Regulatory Guide (RG) 1.145 (Revision 1) methodology. Atmospheric dilution factors were determined for an elevated release out the station vent stack and for a ground level release via the turbine building. Since the EAB is nonuniform, the distance from the release point to the EAB varies with direction. The LPZ boundary was modeled as a uniform circular boundary located 6400 meters from the release point. Elevated Release Directionally dependent /Q values for an elevated release out the station vent stack were determined based on 1978 through 1987 historical site meteorology at a LSCS-UFSAR 2.3-22 REV. 13 height of 375 feet above grade. For each of the 16 downwind sectors, the distance between the station vent stack and the EAB was taken to be the minimum distance from the stack to the EAB within a 45 degree sector centered on the sector's compass direction. The distance between the vent stack and the LPZ boundary was taken to be 6400 meters which is sector independent. When determining /Q values due to an elevated release out the station vent stack, the release height was set at 100 meters. /Q values, determined via RG 1.145 methodology, at the EAB for an elevated release were determined as follows: The 0.5 percentile /Q value was determined at the EAB for each of the 16 compass sectors. The 0.5 percentile /Q is the value which is exceeded 0.5 percent of the total number of hours in the data set. LaSalle Station is located more than 3.2 kilometers from a large body of water. Per Section 2.1.1 of RG 1.145, fumigation conditions were considered to occur at the time of the accident and continue for 1/2 hour. Fumigation /Q values were determined for each of the 16 compass direction sectors over the time period of 0 to 1/2 hour post accident. The maximum /Q value at each of the 16 EAB sector distances (i.e., either the fumigation or nonfumigation value) was used as the /Q value for the time period which extends to 1/2 hour after the accident. Nonfumigation EAB /Q values are used for times between 1/2 to 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> post accident. Since the release is a stack release, the maximum /Q value could occur at a distance greater than the EAB distance. To determine whether the maximum 0.5 percentile /Q value, in a given sector, occurs at the EAB or at a distance greater than the EAB, /Q values were determined for each of the 16 sectors at the minimum EAB distance and for distances of 100 meter intervals out to 100,000 meters. The maximum sector EAB nonfumigation /Q value is defined as the largest of the nonfumigation 0.5% /Q values at the EAB, or at distances greater than the EAB, over all 16 sectors. The 5% overall site /Q value is then determined at the EAB. The 5% overall site /Q value is the 2 hr. /Q value which is exceeded 5% of the time. The maximum sector EAB nonfumigation /Q value is compared against the 5% overall site /Q value and the larger value represents the EAB /Q value to be used in accident consequence assessments. If the maximum sector /Q value is larger than the 5% overall site /Q value and if a 0 to 1/2 hour post accident fumigation /Q value is warranted (i.e., the sector fumigation value is greater than the 0 to 2 hr. nonfumigation EAB value for that sector) then the fumigation /Q value is the value for the sector which provides the maximum sector /Q value. /Q values, determined via RG 1.145 methodology, at the LPZ boundary for an elevated release were determined as follows: Sector /Q values at the LPZ boundary are to be determined for post accident time periods of 0 to 2 hr., 2 to 8 hr., 8 to 24 hr., 1-4 days, and 4 to 30 days. The 0.5 percentile, 0 to 2 hr., /Q value is determined at the LPZ boundary for each of the LSCS-UFSAR 2.3-23 REV. 13 16 sectors. The annual average /Q value is also determined at the LPZ boundary for each of the 16 sectors. For a given sector, /Q values for post accident time periods, other than 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br />, are determined by logarithmic interpolation between the 2 hr. sector /Q value and the annual average /Q value for the same sector. The largest of the 16 sector /Q values is chosen for each time period to represent the LPZ boundary /Q value. The largest sector /Q values occur in the same sector for all post accident time periods. Sector /Q fumigation values, for 0 to 1/2 hr. post accident, are determined at the LPZ boundary. For each sector, if the fumigation /Q value exceeds the nonfumigation /Q value, then the fumigation /Q value is used for the 0 to 1/2 hr. time period. Nonfumigation /Q values are then used over the 1/2 to 2 hr. time period. The 5% overall site /Q value is then determined at the LPZ boundary for each time period. The maximum sector /Q value for each time period is compared against the 5% overall site /Q value and the maximum value is designated as the LPZ boundary /Q value. Ground Level Release Directionally dependent /Q values for a ground level release via the turbine building were determined based on 1982 through 1987 historical site meteorology at a height of 33 feet above grade. For each of the 16 downwind sectors, the distance between the turbine building and the EAB was taken to be the minimum distance from the nearest point on the turbine building to the EAB within a 45 degree sector centered on the compass direction of interest. The distance to the LPZ boundary was taken to be 6400 meters which is sector independent. /Q values, determined via RG 1.145 methodology, at the EAB for a ground level release via the turbine building were determined as follows: The 0.5 percentile /Q value was determined for each of the 16 compass sectors. The 5% overall site /Q value was also determined. The maximum sector 0.5 percentile /Q value is compared against the 5% overall site /Q value and the larger value is designated as the EAB /Q value. /Q values, determined via RG 1.145 methodology, at the LPZ boundary for a ground level release via the turbine building were determined as follows: Sector /Q values are to be determined at the LPZ boundary for post accident time periods of 0 to 2 hr., 2 to 8 hr., 8 to 24 hr., 1 to 4 days, and 4 to 30 days. The 0.5 percentile, 0 to 2 hr., /Q value is determined at the LPZ boundary for each of the 16 sectors. The annual average /Q value is also determined at the LPZ boundary for each of the 16 sectors. For a given sector, /Q values for post accident time periods, other than 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br />, are determined by logarithmic interpolation between the 2 hr. sector /Q value and the annual average /Q value for the same sector. The largest of the 16 sector /Q values is chosen for each time period to represent the LPZ boundary /Q value. The largest sector /Q values occur in the same LSCS-UFSAR 2.3-24 REV. 19, APRIL 2012 sector for all post accident time periods. The 5% overall site /Q value is also determined at the LPZ boundary for each time period. The maximum sector /Q value for each time period is compared against the 5% overall site /Q value and the maximum value is designated as the LPZ boundary /Q value. Control rod drop accident /Q values determined via RG 1.145 methodology are given in Section 15.0.5. The /Q values are for the EAB and LPZ boundary due to an elevated release out the station vent stack and a ground level release out the turbine building. 2.3.4a. Short-term (Accident) Diffusion Estimates (Alternative Source Term /Q Analysis) 2.3.4a.1 Objective Estimates of atmospheric diffusion (/Q) at the Exclusion Area Boundary (EAB), the outer boundary of the Low Population Zone (LPZ) and the Control Room Intakes are calculated using Alternative Source Term methodologies and current LSCS meteorological tower data 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. 2.3.4a.2 Calculation of /Q at the EAB and LPZ /Q was calculated at the EAB and LPZ for the Stack, which encompasses the Standby Gas Treatment Stack (SGTS), and a turbine building release using the NRC-recommended model PAVAN (Reference 21), in accordance with Regulatory Guide 1.145 (Reference 22). The Turbine Building release scenario /Q results were also used as the /Q for the stack as a ground-level release. The Stack was modeled as an elevated release consistent with the original LaSalle Station licensing as documented in the LaSalle SER, even though its height of 112.8 m above grade is less than 2.5 times the height of its highest adjacent building, the Reactor Building. For elevated releases during non-fumigation conditions, the equation for ground-level relative concentration at the plume centerline is: 222exp1zezyhhUQ (2.3.4a-1) where: Q/ is relative concentration, in sec/m3. hU is windspeed representing conditions at the release height, in m/sec.

LSCS-UFSAR 2.3-25 REV. 19, APRIL 2012 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. is 3.14159. he is effective stack height, in meters: he = hs - ht hs is the initial height of the plume (usually the stack height) above plant grade, in meters. ht is the maximum terrain height above plant grade between the release point and the point for which the calculation is made, in meters. If ht is greater than hs then he = 0. For elevated release during fumigation conditions, the equation for ground-level relative concentration at the plume centerline is: 0,)2(121eeyhhhUQe (2.3.4a-2) where: ehU is windspeed representative of the fumigation layer of depth he, in m/sec; in lieu of information to the contrary, the NRC staff considers a value of 2 m/sec as a reasonably conservative assumption for he of about 100 m. y is the lateral plume spread, in m, that is representative of the layer at a given distance; a moderately stable (F) atmospheric stability condition is usually assumed. For the fumigation case that assumes F stability and a windspeed of 2 m/s, Equation 2.3.4a-1 should be used instead of 2.3.4a-2 at distances greater than the distance at which the /Q values determined using Equation 2.3.4a-1 with he = 0 and Equation 2.3.4a-2 are equal. For ground-level releases, calculation of the /Q for the 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> following the accident is based on the following equations: 2110AUQzy (2.3.4a-3)

LSCS-UFSAR 2.3-26 REV. 19, APRIL 2012 zyUQ3110 (2.3.4a-4) zyUQ101 (2.3.4a-5) where: Q/ is relative concentration, in sec/m3. is 3.14159. 10U 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=My, where M is determined from Reg. Guide 1.145 Fig. 3; for distances greater than 800 m, y=(M-1)y800 m + y]. A is the smallest vertical-plane cross-sectional area of the reactor building, in meter2. (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 2.3.4a-3 and 2.3.4a-4 is compared to the value of Equation 2.3.4a-5 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 2.3.4a-3 and 2.3.4a-4 is selected. The /Q values calculated at the EAB based on meteorological data representing a 1-hour average are assumed to apply for the entire 2-hour period. To determine the maximum sector /Q value at the EAB, a cumulative frequency probability distribution (probabilities of a given /Q value being exceeded in that sector during the total time) is constructed for each of the 16 sectors using the /Q values calculated for each hour of data. This probability is then plotted versus the LSCS-UFSAR 2.3-27 REV. 19, APRIL 2012 /Q values and a smooth curve is drawn 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. Per RG 1.145, LaSalle is classified as an inland site (i.e., more than 3.2 km from large bodies of water such as oceans or Great Lakes); therefore, the maximum sector /Q value at the EAB is determined by comparison of the sector fumigation and non-fumigation (as determined in the above paragraph) /Q values. If the fumigation value is greater, then it is used for the 0 - 1/2 hour time period and the non-fumigation value is used for the 1/2 - 2 hour2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> time period. Otherwise, the non-fumigation sector value is used for the entire 0-2 hour time period. The maximum sector /Q at the LPZ for stack releases during fumigation conditions at inland sites are determined in the same manner as the EAB. Determination of the LPZ maximum sector /Q 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 value for the EAB and LPZ is determined by constructing an overall cumulative probability distribution for all directions. The value of /Q is plotted versus the probability of it being exceeded, and an upper bound curve is drawn. From this curve, the 2-hour /Q value that is exceeded 5% of the time is found. The 5% overall site /Q at the LPZ for intermediate time periods is determined by logarithmic interpolation of the maximum of the 16 annual average /Q values and the 5% 2-hour /Q values. 2.3.4a.2.1 PAVAN Meteorological Database The meteorological database for the EAB and LPZ /Q calculations was prepared for use in PAVAN by transforming the five years (i.e. 1999-2003) of hourly meteorological tower data observations at the 375 and 33 ft levels, as supplied by Murray and Trettel, Inc. (Reference 23) into a joint wind speed-wind direction-stability class occurrence frequency distribution as shown in Tables 2.3-67 and 2.3-68. In accordance with Regulatory Guide 1.145, wind direction was distributed into 16- 22.5° sectors and atmospheric stability class was determined by the 375 - 33 ft vertical temperature difference. Fourteen (14) wind speed categories were defined according to Regulatory Issue Summary (RIS) 2006-04 (Reference 24) with the first category identified as "calm" as shown in the table below. In the equations shown in Section 2.3.4a.2, it should LSCS-UFSAR 2.3-28 REV. 19, APRIL 2012 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. wind threshold) was set to 0.7 mph and calm wind speeds were assigned a value of 0.3 mph. The procedures used by PAVAN assign 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. The fourteen wind speed categories based on the guidance in Section 4 of RIS 2006-04 are as follows: PAVAN WIND SPEED CATEGORIES 2.3.4a.2.2 PAVAN Input Parameters The PAVAN model was also executed to determine the /Q for a stack and turbine building release to the EAB and LPZ. The Turbine Building release scenario /Q results were also used as the /Q for the stack as a ground-level release. The Stack was modeled as an elevated release with a height of 112.8 m and the turbine building/stack ground-level release as a ground-level release with a height of 10.0 m (as required by PAVAN for ground-level releases). An EAB distance of 509 m, the shortest distance between the stack and EAB, was used for the elevated release scenarios. For all ground-level release scenarios the worst-case EAB distance of 423 m, the shortest distance between the turbine building and EAB was conservatively utilized. An LPZ distance of 6400 m was used for both the elevated and ground-level release scenarios. Category No. Regulatory Issue summary 2006-04 Speed Interval (mph) 1 (Calm) 0 to<0.7 2 >=0.7 to <1.12 3 >=1.12 to <1.68 4 >=1.68 to <2.24 5 >=2.24 to <2.80 6 >=2.80 to <3.36 7 >=3.36 to <4.47 8 >=4.47 to <6.71 9 >=6.71 to <8.95 10 >=8.95 to <11.18 11 >=11.18 to <13.42 12 >=13.42 to <17.90 13 >=17.90 to <22.4 14 >=22.4 LSCS-UFSAR 2.3-29 REV. 19, APRIL 2012 The EAB distance is directionally dependent; therefore, in order to determine the distance at which the maximum EAB /Q value would occur for the assumed elevated stack release, additional distances of 440, 460, 480, 500 m, and 1200 through 3300 m in increments of 100 m were executed by PAVAN. For the elevated release, terrain elevations of 17 m above plant grade were used for the SSW through NW sectors for distances of 1600 m and greater. Otherwise, plant grade receptor elevation was assumed. No terrain elevations were used for the ground-level release. The maximum ground-level release EAB and LPZ /Q values always are predicted by PAVAN to occur at the minimum EAB and LPZ distances. 2.3.4a.2.3 PAVAN EAB and LPZ /Q Atmospheric /Q diffusion factors predicted by PAVAN at the EAB and LPZ are summarized below: Maximum PAVAN EAB and LPZ X/Q to be Used for Accident Analyses SCENARIO Release Type Meteorological Database /Q (sec/m3) 0-0.5 hour5.787037e-5 days <br />0.00139 hours <br />8.267196e-6 weeks <br />1.9025e-6 months <br /> (max fumigation) 0-2 hrs 0-8 hrs 8-24 hrs 1-4 days 4-30 days Stack to EAB (1) (Max) Elevated Upper: 375 ft wind; 375-33 ft Delta T 8.80E-05 (509 m) 2.74E-06 (2500 m) 1.29E-06 (2500 m) 8.83E-07 (2500 m) 3.89E-07 (2500 m) 1.20E-07 (2500 m) Turbine Building to EAB(2)(3) (423 m) Ground Lower: 33 ft wind; 200-33 ft Delta T N/A 6.63E-04 3.05E-04 2.09E-04 9.36E-05 3.02E-05 Stack to LPZ (6400 m) Elevated Upper: 375 ft wind; 375-33 ft Delta T 1.05E-05 1.77E-06 8.34E-07 5.72E-07 2.53E-07 7.81E-08 Turbine Building to LPZ(2)(3) (6400 m) Ground Lower: 33 ft wind; 200-33 ft Delta T N/A 2.65E-05 1.08E-05 6.87E-06 2.63E-06 6.74E-07 1) The nearest distance at which the maximum elevated /Q value was found is shown below the /Q value. 2) The Turbine Building release scenario /Q results were also used as the /Q for the Stack as a ground-level release. 3) Ground-level Stack /Q values used during Reactor Building Drawdown.

LSCS-UFSAR 2.3-30 REV. 19, APRIL 2012 2.3.4a.3 Calculation of /Q at the CR/AEER Intakes Estimates of atmospheric diffusion (/Q) are made for each of the two CR/AEER Intakes (i.e. North and South) for releases from the Stack, encompassing the Standby Gas Treatment Stack (SGTS), and the Unit 1 and Unit 2 Main Steam Isolation Valves (MSIV) pathway through the turbine seals. The NRC-sponsored computer codes ARCON96 (Reference 25) and PAVAN are utilized consistent with the procedures in Regulatory Guide 1.194 (Reference 26). 2.3.4a.3.1 ARCON96 Model Analysis ARCON96 is utilized in both elevated release mode and ground-level release mode for calculation of Control Room /Q at the LaSalle Station. Its technical bases is described as follows, per Reference 25. For elevated releases, the relative concentration is given by: 225.0exp5.0exp1zieyzyhhyUQ (2.3.4a-6) where he is the effective stack height and hi is the height of the intake. Wake corrections are not made to diffusion coefficients used in calculating concentrations in elevated plumes. Effective stack height is determined from the actual stack height (hs), the difference in terrain elevation between the stack and intake locations (ts-ti), and stack downwash (hd) by dissehtthh (2.3.4a-7) where the stack downwash is computed as 5.14sosdhUwrh (2.3.4a-8) and rs is the radius of the stack, ow is the vertical velocity of the effluent, and U(hs) is the wind speed at stack height. A release is considered elevated if the actual stack height is more than 2.5 times the height of structures in the immediate vicinity of the stack. Plume rise is not considered in calculating effective stack height in ARCON96. If consideration of plume rise is desired, the plume rise must be calculated manually and added to the release height before the release height is entered.

LSCS-UFSAR 2.3-31 REV. 19, APRIL 2012 The sector-average model is used in calculating relative concentrations for elevated releases for averaging period longer than 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br />. The sector-average plume model for elevated releases may be derived in the same manner as the sector-average plume model for ground-level releases. It is 2215.0exp22ziezshhUWQ (2.3.4a-9) Note that the use of the elevated plume models may lead to unrealistically low concentrations at control room intakes. Near the base of stacks the highest concentrations are likely to occur during low wind speed conditions when there may be reversals in the wind direction. In accordance with Regulatory Guide 1.194, Regulatory Guide 1.145 methodology is used to estimate potential control room intake concentrations during low wind speed conditions (See PAVAN modeling analysis in Section 2.3.4a.3.2). The basic model for a ground-level release is as follows: 2yzyy0.5expU1Q (2.3.4a-10) where: /Q = relative concentration (concentration divided by release rate) [{ci/m3)/(ci/s)] y, z = diffusion coefficients (m) U = wind speed (m/s) y = distance from the center 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 27) codes is used for y and z. The diffusion coefficients have the general form = a x b + c where x is the distance from the release point, in meters, and a, b, and c are parameters that are functions of stability. The parameters are defined for 3 distance ranges - 0 to 100 m, 100 to 1000 m, and greater than 1000 m. The LSCS-UFSAR 2.3-32 REV. 19, APRIL 2012 parameter values may be found in the listing of Subroutine NSIGMA1 in Appendix A of NUREG/CR-6331 Rev. 1. Diffusion coefficient adjustments for wakes and low wind speeds are incorporated as follows: To estimate diffusion in building wakes, composite wake diffusion coefficients, y and z, replace y and z. The composite wake diffusion coefficients are defined by 1/22y22y12yy (2.3.4a-11) 1/22z22z12zz (2.3.4a-12) The variables y and z are the normal 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 28). The low wind speed corrections are: 1000Ux-exp1000Ux11109.1352y1 (2.3.4a-13) 100Ux-exp100Ux111067.622z1 (2.3.4a-14) 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 coefficients corrections that account for enhanced diffusion in the wake have a similar form. These corrections are: A10x-expA10x11AU1024.522-2y2 (2.3.4a-15) A10x-expA10x11AU1017.122-2z2 (2.3.4a-16)

LSCS-UFSAR 2.3-33 REV. 19, APRIL 2012 The constant A is the cross-sectional area of the building. An upper limit is placed on y as a conservative measure. This limit is the standard deviation associated with a concentration uniformly distributed across a sector with width equal to the circumference of a circle with radius to the distance between the source and receptor. This value is 12x2ymax x81.1 (2.3.4a-17) 2.3.4a.3.1.1 ARCON96 Meteorological Database The LaSalle meteorological tower data for the five-year period, 1999-2003, were applied in the ARCON96 modeling analyses. Wind measurements were taken at tower elevations 33 ft, 200 ft and 375 ft, and the vertical temperature difference (i.e., delta T) was measured between 200 ft and 33 ft and between 375 ft and 33 ft on the tower. Wind speeds reported as "calm" were assigned a value of 0.3 mph (i.e. 0.13 m/s). ARCON96, however, re-assigns a default value of 0.5 m/s to each wind speed lower than 0.5 m/s. Executing ARCON96 requires the meteorological input file to contain two (2) wind levels (lower and upper) and one (1) delta T stability class. Since the LaSalle /Q analysis necessitates the modeling of both ground-level and elevated sources, two ARCON96 meteorological databases were obtained from Murray & Trettel as follows: Meteorological Database Lower Level Wind Upper Level Wind Delta T Stability Class Levels Lower 33 ft 200 ft 200-33 ft Upper 33 ft 375 ft 375-33 ft The most representative or conservative (for stack as a ground-level release) database was then selected to be utilized in ARCON96 for each of the release points as shown below: Release Meteorological Database Unit 1 and 2 MSIV Lower Stack as an elevated release Upper Stack as a ground-level release Upper and Lower, with the more conservative results utilized LSCS-UFSAR 2.3-34 REV. 19, APRIL 2012 Tables 2.3-67 and 2.3-68 provide joint wind-speed direction-stability class occurrence frequency distributions for the 33 ft wind/200-33 ft delta temperature and the 375 ft wind/375-33 ft delta temperature data sets, respectively. 2.3.4a.3.1.2 ARCON96 Input Parameters The release points identified for the ARCON96 modeling analyses are the Stack, encompassing the Standby Gas Treatment Stack (SGTS), and the Unit 1 and Unit 2 Main Steam Isolation Valves (MSIV) pathway through the turbine seals. The Stack was modeled in ARCON96 as both an elevated release and a ground-level release. Modeling the Stack as an elevated release is consistent with the original LaSalle Station licensing as documented in the LaSalle SER, even though its height of 112.8 m above grade is less than 2.5 times the height of its highest adjacent building, the Reactor Building. For elevated releases, aerodynamic building plume downwash effects are not present. The stack was modeled in ground-level release mode from its actual release height (per RG 1.194 Table A-2, "ARCON96 Input Parameters for Design Basis Assessments") to obtain /Q values to be utilized for the Reactor Building Drawdown period for the Fuel Handling Accident (FHA) and Loss of Coolant Accident (LOCA). Aerodynamic building plume downwash effects are present for ground-level releases, therefore, in accordance with RG 1.194, the building area perpendicular to the wind direction is utilized. The Unit 1 and Unit 2 MSIV, both with a release height of 20.4 m (66.9 ft) above grade, are conservatively assumed located at the closest point to both the North CR/AEER and South CR/AEER intakes along the high and low pressure turbines, and is executed by ARCON96 as a ground-level release. In accordance with RG 1.194, the building area perpendicular to the wind direction is utilized. ARCON96 is executed for separate releases from the Stack and MSIV to each of the two Control Room Intakes (i.e. North and South). The releases for the Control Room Intake modeling scenarios are each treated as a point source, and are conservatively assumed to have a zero (0) vertical velocity, exhaust flow and stack radius. The 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 degree 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).

LSCS-UFSAR 2.3-35 REV. 19, APRIL 2012 2.3.4a.3.1.3 ARCON96 Control Room Intake /Q The /Q values resulting from the ARCON96 modeling analysis of each Source/Control Room Intake scenario are presented below. (1) These /Q values are used in conjunction with PAVAN 0-2 hr, 1-4 day and 4-30 day values to calculate final /Q stack values in accordance with RG 1.194 methodology. (2) The values of 1.00E-36 in this table are a result of inherent computational limitation; thus elevated stack release /Q values can be considered essentially zero. (3) The Stack to South CR/AEER Intake scenario model run failed to complete due to computational underflow (calculated /Q values below the computer maximum limit of negative exponents). All elevated stack release /Q values can be considered essentially zero. MAXIMUM ARCON96 /Q Results: CR/AEER Intakes SCENARIO /Q (sec/m3) Source Receptor Type of Release 0-2 hrs 2-8 hrs 8-24 hrs 1-4 days 4-30 days Stack North CR/AEER Intake Elevated(1) 1.00E-36(2) 1.00E-36 1.00E-36 1.00E-36 2.75E-36 South CR/AEER Intake(3) Note (3) Stack North CR/AEER Intake Ground-Level (33 and 375 ft wind; 375-33 ft Delta T) 6.64E-04 4.35E-04 1.66E-04 1.12E-04 9.34E-05 South CR/AEER Intake 6.81E-04 5.04E-04 2.13E-04 1.34E-04 9.70E-05 Stack North CR/AEER Intake Ground-Level (33 and 200 ft wind; 200-33 ft Delta T) 5.51E-04 3.29E-04 1.39E-04 9.40E-05 7.47E-05 South CR/AEER Intake 6.83E-04 4.87E-04 2.11E-04 1.29E-04 9.61E-05 Unit 1 MSIV North CR/AEER Intake Ground-Level 1.01E-03 7.52E-04 3.13E-04 2.29E-04 1.81E-04 South CR/AEER Intake 8.13E-03 6.09E-03 2.42E-03 1.76E-03 1.46E-03 Unit 2 MSIV North CR/AEER Intake Ground-Level 8.13E-03 6.09E-03 2.42E-03 1.76E-03 1.46E-03 South CR/AEER Intake 8.84E-04 6.70E-04 2.61E-04 1.67E-04 1.32E-04 LSCS-UFSAR 2.3-36 REV. 19, APRIL 2012 2.3.4a.3.2 PAVAN Model Analysis As mentioned in Section 2.3.4a.3, a PAVAN modeling analysis was also performed to determine /Q values at the Control Room Intakes for releases from the Stack. For this PAVAN analysis, which supplements the ARCON96 modeling analysis results for the 0-2 hour, 1-4 day, and 4-30 day /Q time intervals, maximum PAVAN /Q results are utilized irrespective of Stack to Control Room Intake direction. PAVAN was executed in stack release mode utilizing the equations outlined above in Section 2.3.4a.2. 2.3.4a.3.2.1 PAVAN Meteorological Database The meteorological database utilized for the Control Room Intake /Q calculations was prepared for use in PAVAN by transforming the five years (i.e. 1999-2003) of hourly meteorological tower data wind observations at the 375 level and delta temperature observations at 375-33 ft into a joint wind speed-wind direction-stability class occurrence frequency distribution in the same manner explained in Section 2.3.4a.2.1. 2.3.4a.3.2.2 PAVAN Input Parameters PAVAN was executed in stack-level release mode with a stack-to-intake horizontal distance of 54 m. The release height of the Stack is 112.8 m, however, for this PAVAN assessment, RG 1.194, Section 3.2.2 requires the release height to be measured from the height of the intake (40.7 m above grade elevation); therefore, the actual stack release height of 112.8 m above grade was reduced by 40.7 m, to 72.1 m for modeling purposes. An additional set of PAVAN runs was also executed for the Stack to Control Room Intake scenario in accordance with RG 1.194 guidance to determine the distance at which the actual maximum /Q would occur in each given downwind sector. The additional distances modeled are as follows: 50, 100, 200, 300, 400, 600, 800, 1000, 1500, 1600, 1700, 1800, 1900, 2000, 2100, 2200, 2300, 2400, 2500, 3000, 3500, 4000, 4500, and 5000 meters. In order to conservatively account for isolated areas of terrain higher than the plant grade, terrain elevations of 17 m (55.8 ft) above plant grade were used for the SSW through NW sectors for all distances 1600 m and greater. Elsewhere, plant grade receptor elevation was assumed.

LSCS-UFSAR 2.3-37 REV. 19, APRIL 2012 2.3.4a.3.2.3 PAVAN Control Room Intake /Q The /Q values resulting from the PAVAN modeling analysis for the Control Room Intake scenario are presented below. PAVAN Stack /Q Results: Control Room Intakes Scenario Horizontal Distance (m) /Q (sec/m3)1 0-2 hours 0-8 hours 8-24 hours 1-4 days 4-30 days Stack to CR/AEER Intake2 50 6.10E-06 1.08E-09 1.44E-11 1.22E-15 1.75E-21 54 (Actual Distance) 6.10E-06 2.96E-09 6.51E-11 1.65E-14 1.13E-19 100 6.10E-06 2.32E-07 4.53E-08 1.30E-09 8.02E-12 200 6.10E-06 9.77E-07 3.91E-07 5.37E-08 3.10E-09 300 6.10E-06 1.47E-06 7.19E-07 1.53E-07 1.66E-08 400 6.10E-06 1.75E-06 9.37E-07 2.42E-07 3.46E-08 600 6.10E-06 2.06E-06 1.20E-06 3.71E-07 6.86E-08 800 6.10E-06 2.39E-06 1.50E-06 5.42E-07 1.26E-07 1000 6.10E-06 2.65E-06 1.75E-06 7.08E-07 1.94E-07 1500 9.54E-06 4.18E-06 2.77E-06 1.13E-06 3.13E-07 1600 1.17E-05 5.58E-06 3.85E-06 1.72E-06 5.39E-07 1700 1.14E-05 5.41E-06 3.73E-06 1.67E-06 5.24E-07 1800 1.05E-05 5.05E-06 3.50E-06 1.58E-06 5.03E-07 1900 1.02E-05 4.91E-06 3.40E-06 1.53E-06 4.88E-07 2000 9.54E-06 4.60E-06 3.20E-06 1.45E-06 4.67E-07 2100 9.43E-06 4.54E-06 3.15E-06 1.42E-06 4.55E-07 2200 9.04E-06 4.36E-06 3.02E-06 1.37E-06 4.39E-07 2300 9.40E-06 4.47E-06 3.09E-06 1.38E-06 4.34E-07 2400 9.54E-06 4.51E-06 3.10E-06 1.37E-06 4.26E-07 2500 9.11E-06 4.31E-06 2.96E-06 1.32E-06 4.10E-07 3000 7.97E-06 3.75E-06 2.57E-06 1.13E-06 3.51E-07 3500 6.56E-06 3.11E-06 2.14E-06 9.49E-07 2.96E-07 4000 6.16E-06 2.88E-06 1.97E-06 8.60E-07 2.63E-07 4500 5.81E-06 2.68E-06 1.82E-06 7.86E-07 2.35E-07 5000 5.38E-06 2.46E-06 1.66E-06 7.13E-07 2.11E-07 1 Shading and bolding identifies maximum for each given time period. 2 /Q values equally applicable to the North and South CR/AEER Intakes, since the distance from both Intakes to the Stack are equal; thus, utilizing applicable RG 1.145 methodology as specified by RG 1.194 for elevated release, the resulting controlling /Q values are directionally independent.

LSCS-UFSAR 2.3-38 REV. 19, APRIL 2012 2.3.4a.3.3 Control Room /Q Results (In accordance with RG 1.194) Below are the maximum Control Room Intake /Q results to be used for accident analyses in accordance with RG 1.194, as derived based on the ARCON96 and PAVAN analysis /Q values. Maximum Control Room Intake /Q Results to be Used for Accident Analyses (in accordance with RG 1.194) Scenario /Q (sec/m3) Source Receptor Type of Release Meteorological Database 0-2 hrs 2-8 hrs 8-24 hrs 1-4 days 4-30 days Stack CR/AEER Elevated (1) Upper: 33 and 375 ft wind; 375-33 ft Delta T 1.17E-05 1.00E-36 1.00E-36 7.17E-08 2.25E-08 Stack CR/AEER Ground- Level (2) Worst Case of Either Upper: 33 and 375 ft wind; 375-33 ft Delta T, or Lower: 33 and 200 ft wind; 200-33 ft Delta T 6.83E-04 5.04E-04 2.13E-04 1.34E-04 9.70E-05 MSIV CR/AEER Ground- Level Lower: 33 and 200 ft wind; 200-33 ft Delta T 8.13E-03 6.09E-03 2.42E-03 1.76E-03 1.46E-03 1) Elevated release /Q values are calculated in accordance with RG 1.194, Section 3.2.2.

2) Ground-level Stack /Q values used during Reactor Building Drawdown.

LSCS-UFSAR 2.3-39 REV. 19, APRIL 2012 2.3.5 Long-Term (Routine) Diffusion Estimates 2.3.5.1 Objective For routine effluent releases, the annual average atmospheric dilution factors for an elevated release were made by use of LSCS meteorological tower data from October 1, 1976, through September 30, 1978, for effluents released from both the station vent stack and the SGTS vent. 2.3.5.2 Calculations Annual average /Q values were computed for actual site boundary distances as well as the following radial distances: 0.5, 1.5, 2.5, 3.5, 4.5, 7.5, 15.0, 25.0, 35.0, and 45.0 miles. The joint frequency distribution data of wind direction and wind speed by atmospheric stability class from the LSCS meteorological tower at the 375-foot level, given in Table 2.3-32, are used as meteorological data input for annual average diffusion estimates. Calms are assigned a wind speed of one-half the threshold speed of the vane or anemometer (whichever is higher) and a wind direction in proportion to the directional distribution, within a stability class, of the lowest non-calm wind speed category.

Ground-level sector average values of /Q based on the joint frequency statistics of wind and stability are computed from the following equation: kj2zkezkjih21expxUFijk032.2Q (2.3-12) where: (/Q)i = annual average relative ground-level concentrations (sec/m3) in the ith downwind sector, Fijk = joint frequency distribution at ith wind direction, jth wind speed category, and kth stability class, x = downwind distance (meters), Uj = mean wind speed in the jth wind speed category (m/sec), zk = vertical diffusion parameter at distance x for the kth stability class (meters), and he = effective plume height (meters).

LSCS-UFSAR 2.3-40 REV. 19, APRIL 2012 Annual /Q calculations for LSCS were made using the methods of NRC Regulatory Guide 1.111. Use of these methods limits modeled release levels to a maximum height of 100 meters. Although the actual stack height of LSCS is 113 meters, the use of a 100-meter release height for both the common plant stack and SGTS vent for annual average /Q calculations is conservative. Table 2.3-63 presents the calculated annual average /Q values at actual site boundary distances as well as various radial distances up to 45 miles for effluents released from the station vent stack and the SGTS vent, respectively.

2.3.6 References

1. "Climate Summary of the United States - Illinois," Climatography of the United States, No. 60-15, U.S. Department of Commerce, Weather Bureau, 1964.

2. "Climate of the States - Illinois," Climatography of the United States, No. 60- 11, U.S. Department of Commerce, Weather Bureau, June 1969. 3. S. A. Changnon, Jr., "Climatology of Hourly Occurrences of Selected Atmospheric Phenomena in Illinois," Circular 93, Illinois State Water Survey, Urbana, Illinois, 1968.

4. Severe Local Storm Occurrences, 1955-1967, Technical Memorandum WBTM FCST 12, U.S. Department of Commerce NOAA, Weather Bureau, Office of Meteorological Operations, Weather Analysis and Prediction Division, Silver Spring, Maryland, September 1969. 5. J. L. Marshall, Lightning Protection, John Wiley & Sons, New York, 1973.

6. Illinois Tornadoes, Illinois State Water Survey, Urbana, Illinois, 1971. 7. H. C. Thom, "Tornado Probabilities," Monthly Weather Review, Vol. 91, pp. 730-736, 1963. 8. S. A. Changnon, Jr., "Climatology of Severe Winter Storms in Illinois," Bulletin 53, Illinois State Water Survey, Urbana, Illinois, 1969.

9. Association of American Railroads, "Glaze Storm Loading, Summary 1927-28 to 1936-37," 1955. 10. I. Bennet, "Glaze, Its Meteorology and Climatology, Geographical Distribution, and Economic Effects," U.S. Army Quartermasters Research and Engineering Center, Technical Report EP-105, 1959.

LSCS-UFSAR 2.3-41 REV. 19, APRIL 2012 11. "Local Climatological Data, Annual Summary with Comparative Data", U.S. Department of Commerce, NOAA, EDS, Peoria, Illinois, 1941-1977. 12. Glossary of Meteorology, (Ed. by R. E. Huschke), American Meteorological Society, Boston, Massachusetts, 1959, Second Printing with Corrections, 1970.

13. F. Pasquill, "The Estimation of the Dispersion of Windblown Material", Meteorology Magazine, Vol. 90, No. 1063, pp. 33-49, 1961. 14. R. Hippler, Amendment to report entitled "Summary of Statistical Analysis of Fogging by the Proposed LaSalle County Station Cooling Pond", April 17, 1972 (the amendment was prepared on July 17, 1973 and presented as Exhibits 9 and 9a before the ASLB July 18-20, 1973). 15. F. A. Gifford, Jr., "Use of Routine Meteorological Observations for Estimating Atmospheric Dispersion," Nuclear Safety, Vol. 2, No. 4, pp. 47-57, June 1961. 16. F. A. Gifford, Jr., "Atmospheric Dispersion Calculations Using the Generalized Gaussian Plume Model," Nuclear Safety, Vol. 2, No. 2, pp. 56-69, December 1960. 17. G. A. Briggs, "Plume Rise," TID-25075, AEC, Critical Review Series, U.S. Atomic Energy Commission, 1969. 18. H. Mosses and M. A. Bogner, "Fifteen-Year Climatological Summary (January 1, 1950 - December 31, 1964)," Argonne National Laboratory, AN-7084, September 1967. 19. S. A. Changnon, Jr., "Areal-Temporal Variations of Hail Intensity in Illinois," Journal of Applied Meteorology, Vol. 6, pp. 536-541, June 1967. 20. N. Towery, Atmospheric Sciences Section, Illinois State Water Survey, Telephone Conversation with R. H. LaPlaca, Sargent & Lundy Meteorologist, February 3, 1977. 21. 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. 22. Regulatory Guide 1.145; Atmospheric Dispersion Models for Potential Accident Consequence Assessments at Nuclear Power Plants (Revision 1); U.S. Nuclear Regulatory Commission; November 1982.

LSCS-UFSAR 2.3-42 REV. 19, APRIL 2012 23. LaSalle 1999-2003 Meteorological Tower Data; provided by Murray & Trettel, Inc. via e-mail from Dan Davidson on 8/3/2004. 24. NRC Regulatory Issue Summary 2006-04, Experience with Implementation of Alternative Source Terms, March 7, 2006. 25. Atmospheric Relative Concentrations in Building Wakes; NUREG/CR-6331, PNNL-10521, Rev. 1; prepared by J. V. Ramsdell, Jr., C. A. Simmons, Pacific Northwest National Laboratory; prepared for U.S. Nuclear Regulatory Commission; May 1997 (Errata, July 1997). 26. Regulatory Guide 1.194; Atmospheric Relative Concentrations for Control Room Radiological Habitability Assessments at Nuclear Power Plants; U.S. Nuclear Regulatory Commission; June 2003. 27. XOQDOQ: Computer Program for the Meteorological Evaluation of Routine Releases at Nuclear Power Stations; NUREG/CR-2919; J. F. Sagendorf, J. T. Goll, and W. F. Sandusky, U.S. Nuclear Regulatory Commission; Washington, D.C; 1982. 28. Atmospheric Dispersion Estimates in the Vicinity of Buildings; J. V. Ramsdell and C. J. Fosmire, Pacific Northwest Laboratory; 1995.

LSCS-UFSAR TABLE 2.3-1 TABLE 2.3-1 REV. 0 - APRIL 1984 TORNADO SUMMARY FOR ILLINOIS YEAR NUMBER YEAR NUMBER YEAR NUMBER 1916 2* 1934 3 1952 4 1917 4* 1935 2* 1953 3* 1918 5* 1936 1 1954 7* 1919 0 1937 1 1955 25 1920 7* 1938 18* 1956 28* 1921 3 1939 4 1957 42* 1922 2* 1940 1 1958 27* 1923 1 1941 4 1959 37* 1924 3 1942 8* 1960 40 1925 4* 1943 2 1961 34*

1926 1 1944 1* 1962 13 1927 18* 1945 3* 1963 11* 1928 7* 1946 4 1964 7 1929 4* 1947 6 1965 28* 1930 7 1948 13* 1966 11*

1931 1 1949 6* 1967 40* 1932 4 1950 3 1968 8* 1933 4* 1951 5* 1969 10

• Indicates death occurred LSCS-UFSAR TABLE 2.3-2 TABLE 2.3-2 REV. 0 - APRIL 1984 MEASURES OF GLAZING IN VARIOUS SEVERE WINTER STORMS STORM DATA RADIAL THICKNESS OF ICE ON WIRE (in.) RATIO OF ICE WEIGHT TO WEIGHT OF 0.25- in. TWIG WEIGHT OF ICE (oz) ON 1 FOOT OF STANDARD (#12) WIRE CITY STATE SECTION 2-4 Feb. 1813 11 Springfield WSW 20 Mar. 1912 0.5 Decatur C 21 Feb. 1913 2.0 La Salle NE 11-12 Mar. 1923 l.6 12 Marengo NE 17-19 Dec 1924 1.2 15:1 8 Springfield WSW 22-23 Jan. 1927 1.1 2 Cairo SE 31 Mar 1929 0.5 Moline NW 7-8 Jan. 1930 1.2 Carlinville WSW 1-2 Mar. 1932 0.5 Galena NW 7-8 Jan. 1937 1.5 Quincy W 31 Dec. 1947-1 Jan. 1948 1.0 72 Chicago NE 10 Jan. 1949 0.8 Macomb W 8 Dec. 1956 0.5 Alton WSW 20-22 Jan. 1959 0.7 12:1 Urbana E 26-27 Jan. 1967 1.7 17:1 40 Urbana E LSCS-UFSAR TABLE 2.3-3 TABLE 2.3-3 REV. 0 - APRIL 1984 SUMMARY OF MAXIMUM 5-MINUTE WIND SPEEDS OCCURRING AFTER 18 GLAZE STORMS THROUGHOUT THE UNITED STATES WIND SPEED INTERVALS (mph) NUMBER OF CASES NUMBER OF CASES WHEN RADIAL THICKNESS OF ICE WAS 0.25 INCH OR MORE 0-4 1 0 5-9 17 2 10-14 35 3 15-19 46 15 20-24 27 6 25-29 10 3 30-34 6 1 35-39 2 1 40-44 1 0 45-49 2 1 50-54 1 0 Total 148 32 LSCS-UFSAR TABLE 2.3-4 TABLE 2.3-4 REV. 0 - APRIL 1984 WIND-GLAZE THICKNESS RELATIONS FOR FIVE PERIODS OF GREATEST SPEED AND GREATEST THICKNESS* FIVE PERIODS WHEN FIVE FASTEST 5-MINUTE SPEEDS WERE REGISTERED FIVE PERIODS WHEN FIVE GREATEST ICE THICKNESSES WERE MEASURED RANK SPEED (mph) ICE THICKNESS (in.) ICE THICKNESS (in.) SPEED (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 in an 11-year study LSCS- UFSAR TABLE 2.3-5 REV. 0 - APRIL 1984 TABLE 2.3-5 (Sheet 1 of 2) ARGONNE NATIONAL LABORATORY: PERCENTAGE FREQUENCY AND MEAN OF 19- AND 150-FOOT WIND SPEED (mph) FOR INDICATED WIND DIRECTION, JANUARY 1950 - DECEMBER 1964 (NUMBER OF HOURLY OBSERVATIONS: 131,496) DIRECTION DEGREES CALM 1-5 4-7 8-12 13-18 19-24 25-31 32-38 39-46 >46 MISSING TOTAL MEAN SPEED 19-FOOT LEVEL CALM 2.005 0.015 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 2.021 0.01 10 0.027 0.321 0.880 0.700 0.227 0.021 0.002 0.000 0.000 0.000 0.001 2.180 7.43 20 0.018 0.300 0.900 0.778 0.268 0.040 0.002 0.000 0.000 0.000 0.002 2.307 7.75 30 0.019 0.452 1.325 1.336 0.472 0.077 0.004 0.000 0.000 0.000 0.005 3.689 8.11 40 0.022 0.318 0.849 0.786 0.297 0.034 0.001 0.000 0.000 0.000 0.002 2.308 7.81 50 0.021 0.313 0.745 0.684 0.284 0.041 0.001 0.000 0.000 0.000 0.003 2.091 7.89 60 0.022 0.390 0.926 0.951 0.307 0.049 0.001 0.000 0.000 0.000 0.008 2.653 7.80 70 0.027 0.318 0.860 0.695 0.215 0.021 0.002 0.000 0.000 0.000 0.004 2.142 7.32 80 0.029 0.358 0.840 0.526 0.165 0.017 0.000 0.000 0.000 0.000 0.001 1.935 6.75 90 0.039 0.529 0.948 0.422 0.113 0.008 0.000 0.000 0.000 0.000 0.001 2.059 5.82 100 0.034 0.452 0.645 0.319 0.072 0.002 0.000 0.000 0.000 0.000 0.000 1.525 5.52 110 0.037 0.501 0.570 0.263 0.037 0.000 0.000 0.000 0.000 0.000 0.002 1.408 4.98 120 0.047 0.621 0.712 0.331 0.055 0.001 0.000 0.000 0.000 0.000 0.004 1.770 5.03 130 0.046 0.469 0.631 0.342 0.064 0.000 0.000 0.000 0.000 0.000 0.002 1.554 5.50 140 0.038 0.477 0.745 0.351 0.059 0.003 0.000 0.000 0.000 0.000 0.005 1.678 5.51 150 0.027 0.598 0.964 0.537 0.123 0.006 0.002 0.000 0.000 0.000 0.006 2.264 5.99 160 0.024 0.395 0.687 0.494 0.145 0.014 0.000 0.000 0.000 0.000 0.002 1.762 6.65 170 0.027 0.316 0.838 0.696 0.208 0.023 0.003 0.000 0.000 0.000 0.001 2.111 7.37 180 0.026 0.265 0.811 1.062 0.454 0.086 0.011 0.001 0.000 0.000 0.002 2.716 8.93 190 0.036 0.342 1.050 1.331 0.516 0.047 0.005 0.000 0.000 0.000 0.001 3.327 8.47 200 0.029 0.335 1.325 1.485 0.619 0.078 0.008 0.000 0.000 0.000 0.003 3.881 8.65 210 0.037 0.527 1.881 1.894 1.037 0.113 0.009 0.001 0.000 0.000 0.004 5.501 8.73 220 0.032 0.490 1.429 1.488 0.612 0.069 0.012 0.001 0.000 0.000 0.005 4.138 8.28 230 0.033 0.586 1.229 1.214 0.409 0.047 0.010 0.000 0.000 0.000 0.002 3.529 7.62 240 0.025 0.532 1.380 1.236 0.479 0.105 0.033 0.001 0.000 0.000 0.005 3.796 8.14 250 0.028 0.375 1.126 0.988 0.424 0.133 0.027 0.000 0000 0.000 0.002 3.103 8.49 260 0.033 0.388 1.351 1.023 0.494 0.150 0.032 0.000 0.000 0.000 0.001 3.472 8.52 270 0.027 0.452 1.608 1.165 0.662 0.201 0.033 0.000 0.000 0.000 0.003 4.151 8.72 280 0.025 0.305 1.105 0.903 0.488 0.107 0.010 0.000 0.000 0.000 0.004 2.948 8.56 290 0.023 0.256 0.979 0.985 0.500 0.059 0.005 0.000 0.000 0.000 0.002 2.807 8.69 300 0.033 0.348 1.196 1.169 0.522 0.100 0.008 0.000 0.000 0.000 0.005 3.382 8.50 310 0.020 0.300 0.894 0.893 0.343 0.046 0.002 0.000 0.000 0.000 0.002 2.499 8.16 320 0.042 0.300 0.782 0.754 0.302 0.043 0.002 0.000 0.000 0.000 0.002 2.226 8.00 330 0.037 0.413 1.089 1.051 0.483 0.059 0.003 0.000 0.000 0.000 0.002 3.137 8.17 340 0.033 0.307 0.738 0.705 0.344 0.055 0.011 0.000 0.000 0.000 0.000 2.192 8.28 350 0.025 0.303 0.831 0.730 0.302 0.030 0.003 0.000 0.000 0.000 0.001 2.226 7.80 360 0.019 0.299 0.894 0.680 0.270 0.030 0.001 0.000 0.000 0.000 0.002 2.194 7.64 MISSING 0.016 0.451 0.373 0.181 0.052 0.005 0.000 0.000 0.000 0.000 0.239 1.317 5.02 TOTAL 3.086 14.716 36.131 31.150 12.423 1.918 0.240 0.003 0.000 0.000 0.332 100.000 CUMLATIVE TOTAL 3.086 17.802 53.933 89.083 97.506 99.424 99.665 99.668 99.668 99.668 15 YEAR MEAN= 7.63 LSCS- UFSAR TABLE 2.3-5 REV. 0 - APRIL 1984 TABLE 2.3-5 (Sheet 2 of 2) ARGONNE NATIONAL LABORATORY: PERCENTAGE FREQUENCY AND MEAN OF 19- AND 150-FOOT WIND SPEED (mph) FOR INDICATED WIND DIRECTION, JANUARY 1950 - DECEMBER 1964 (NUMBER OF HOURLY OBSERVATIONS: 131,496) DIRECTION DEGREES CALM 1-5 4-7 8-12 13-18 19-24 25-31 32-38 39-46 >46 MISSING TOTAL MEAN SPEED 150-FOOT LEVEL CALM 0.572 0.005 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.002 0.581 0.05 10 0.004 0.062 0.317 0.851 0.579 0.110 0.019 0.000 0.000 0.000 0.005 1.948 11.29 20 0.002 0.080 0.346 0.913 0.577 0.189 0.043 0.002 0.001 0.000 0.003 2.156 11.73 30 0.005 0.103 0.419 1.214 1.018 0.281 0.063 0.005 0.000 0.000 0.003 3.110 12.23 40 0.003 0.068 0.313 0.944 0.749 0.207 0.032 0.002 0.001 0.000 0.002 2.320 12.10 50 0.005 0.064 0.306 0.844 0.602 0.179 0.037 0.004 0.000 0.000 0.002 2.042 11.93 60 0.003 0.085 0.371 1.079 0.759 0.197 0.044 0.006 0.000 0.000 0.005 2.549 11.87 70 0.005 0.073 0.288 1.018 0.534 0.154 0.048 0.004 0.000 0.000 0.008 2.131 11.70 80 0.005 0.077 0.325 1.032 0.497 0.131 0.025 0.000 0.000 0.000 0.007 2.092 11.18 90 0.009 0.095 0.438 1.307 0.407 0.092 0.011 0.002 0.000 0.000 0.004 2.365 10.16 100 0.018 0.007 0.392 0.873 0.266 0.039 0.010 0.000 0.000 0.000 0.005 1.671 9.59 110 0.006 0.074 0.374 0.741 0.243 0.033 0.005 0.000 0.000 0.000 0.003 1.478 9.46 120 0.007 0.108 0.459 0.927 0.328 0.049 0.005 0.000 0.000 0.000 0.002 1.884 9.62 130 0.006 0.095 0.383 0.796 0.257 0.039 0.005 0.000 0.000 0.000 0.002 1.583 9.48 140 0.009 0.100 0.422 0.866 0.307 0.060 0.007 0.001 0.000 0.000 0.002 1.774 9.67 150 0.007 0.127 0.563 1.188 0.422 0.098 0.016 0.002 0.000 0.000 0.006 2.429 9.85 160 0.004 0.115 0.440 0.918 0.392 0.122 0.019 0.006 0.000 0.000 0.004 2.019 10.35 170 0.005 0.081 0.451 1.018 0.542 0.162 0.049 0.007 0.000 0.000 0.004 2.320 11.23 180 0.008 0.083 0.482 1.386 1.036 0.360 0.112 0.021 0.005 0.000 0.008 3.500 12.65 190 0.005 0.087 0.484 1.651 1.332 0.387 0.084 0.011 0.002 0.000 0.011 4.056 12.51 200 0.004 0.090 0.476 1.532 1.492 0.538 0.110 0.010 0.001 0.000 0.008 4.260 13.17 210 0.008 0.110 0.532 1.703 2.001 0.905 0.163 0.023 0.003 0.000 0.001 5.457 13.88 220 0.006 0.084 0.408 1.235 1.516 0.630 0.125 0.015 0.004 0.000 0.007 4.031 13.81 230 0.006 0.081 0.402 1.241 1.313 0.411 0.104 0.019 0.003 0.000 0.024 3.604 13.22 240 0.005 0.102 0.487 1.438 1.307 0.456 0.150 0.049 0.006 0.000 0.027 4.025 13.28 250 0.008 0.075 0.376 1.095 0.943 0.332 0.141 0.049 0.011 0.000 0.017 3.047 13.42 260 0.005 0.078 0.359 1.045 1.028 0.372 0.186 0.067 0.011 0.001 0.018 3.170 14.02 270 0.002 0.090 0.399 1.168 1.329 0.550 0.251 0.058 0.008 0.001 0.033 3.889 14.40 280 0.005 0.068 0.328 0.839 0.979 0.351 0.119 0.020 0.000 0.000 0.012 2.720 13.57 290 0.004 0.068 0.322 0.884 1.048 0.350 0.096 0.014 0.003 0.000 0.011 2.800 13.43 300 0.004 0.081 0.396 1.064 1.228 0.411 0.119 0.017 0.002 0.000 0.007 3.329 13.36 310 0.005 0.076 0.302 0.861 0.942 0.257 0.059 0.004 0.002 0.000 0.011 2.519 12.78 320 0.005 0.088 0.314 0.847 0.801 0.231 0.059 0.005 0.001 0.000 0.007 2.359 12.46 330 0.004 0.106 0.404 0.991 0.982 0.325 0.075 0.014 0.001 0.000 0.019 2.920 12.75 340 0.003 0.075 0.301 0.735 0.695 0.175 0.023 0.004 0.001 0.000 0.014 2.026 12.06 350 0.003 0.084 0.315 0.876 0.771 0.217 0.042 0.001 0.000 0.000 0.007 2.316 12.21 360 0.005 0.069 0.299 0.876 0.738 0.195 0.029 0.004 0.000 0.000 0.008 2.224 12.11 MISSING 0.009 0.208 0.194 0.328 0.185 0.043 0.001 0.000 0.000 0.000 0.328 1.295 9.12 TOTAL 0.769 3.285 14.191 38.324 30.146 9.639 2.483 0.444 0.062 0.002 0.656 100.000 CUMLATIVE TOTAL 0.769 4.054 18.245 56.568 86.714 96.354 98.836 99.281 99.342 99.344 15 YEAR MEAN= 12.27 LSCS- UFSAR TABLE 2.3-6 REV. 0 - APRIL 1984 TABLE 2.3-6 ARGONNE NATIONAL LABORATORY: FREQUENCY DISTRICTION OF THE NUMBER OF CONSECUTIVE HOURS OF 19- AND 150-FOOT WIND DIRECTION PERSISTENCE FROM INDICATED DIRECTIONS, JANUARY 1950 - DECEMBER 1964 DIRECTION (36 POINTS) HOURS OF 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 Level 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 2 310 814 720 676 756 781 762 731 713 762 822 790 782 767 802 872 904 916 958 901 920 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 24 216 192 178 190 213 200 182 178 202 187 178 160 203 163 101 200 227 227 252 290 281 311 337 337 310 296 250 251 256 219 255 215 188 194 185 166 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 88 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 38 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 24 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 11 14 13 9 7 10 11 7 3 3 3 1 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 34 20 1 16-30 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 8 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 41-48 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

>48 0 3 1 3 6 4 2 5 1 1 0 0 0 0 0 0 0 0 2 9 11 9 8 7 4 4 3 6 7 2 2 3 3 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 DIRECTION (36 POINTS) HOURS OF 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 LEVEL 1 413 1650 1577 1496 1512 1596 1600 1528 1441 1414 1522 1523 1545 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 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 37 376 370 348 362 419 427 401 374 368 376 411 433 408 386 437 458 484 458 480 467 483 550 634 660 616 501 590 558 510 510 490 466 447 399 391 391 20 4 10 252 267 250 236 261 248 243 259 286 281 267 262 282 277 293 296 340 338 337 360 419 390 418 428 399 401 358 324 324 338 308 302 302 268 266 248 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 88 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 58 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 16-30 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 5 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

>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 95 96 LSCS- UFSAR TABLE 2.3-7 REV. 0 - APRIL 1984 TABLE 2.3-7 (Sheet 1 of 2) THREE -WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED, WIND DIRECTION AND PASQUILL STABILITY CLASS FOR 300-FT LEVEL AT DRESDEN STATION FOR 5-YEAR PERIOD (DECEMBER 1, 1973 - NOVEMBER 30, 1978)

DIRECTION CLASS STABILITY CLASS Speed Class N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL EU MU SU N SS MS ES TOTAL EU 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.03 0.03 MU 0.01 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.02 0.00 0.01 0.08 0.08 9 SU 0.01 0.01 0.01 0.01 0.001 0.00 0.01 0.01 0.00 0.01 0.00 0.01 0.01 0.00 0.00 0.00 0.09 0.09 - N 0.03 0.02 0.03 0.05 0.05 0.03 0.06 0.06 0.04 0.05 0.08 0.07 0.03 0.04 0.05 0.04 0.73 0.73 3 SS 0.59 0.26 0.18 0.35 0.29 0.15 0.09 0.11 0.07 0.06 0.06 0.09 0.07 0.10 0.05 0.05 2.57 2.57 MS 0.06 0.05 0.03 0.03 0.02 0.00 0.02 0.02 0.04 0.01 0.04 0.01 0.03 0.02 0.02 0.01 0.41 0.41 ES 1.38 0.55 0.04 0.12 0.19 0.17 0.16 0.16 0.20 0.09 0.10 0.09 0.08 0.03 0.08 0.08 3.52 3.52 7.43 EU 0.10 0.09 0.07 0.03 0.07 0.05 0.08 0.06 0.05 0.05 0.05 0.09 0.09 0.09 0.07 0.10 1.14 1.14 MU 0.05 0.05 0.04 0.06 0.07 0.05 0.10 0.07 0.05 0.04 0.05 0.06 0.07 0.05 0.04 0.05 0.90 0.90 4 SU 0.06 0.05 0.03 0.05 0.08 0.06 0.06 0.06 0.08 0.08 0.07 0.05 0.09 0.06 0.09 0.07 1.04 1.04 - N 0.24 0.20 0.24 0.38 0.26 0.37 0.33 0.37 0.33 0.26 0.34 0.41 0.33 0.25 0.24 0.26 4.76 4.76 7 SS 0.19 0.15 0.18 0.29 0.15 0.20 0.29 0.25 0.21 0.22 0.27 0.23 0.29 0.22 0.16 0.17 3.47 3.47 MS 0.09 0.12 0.10 0.10 0.06 0.08 0.10 0.13 0.09 0.09 0.11 0.17 0.12 0.15 0.12 0.08 1.71 1.71 ES 0.11 0.11 0.03 0.04 0.04 0.02 0.04 0.05 0.05 0.05 0.06 0.08 0.04 0.09 0.05 0.03 0.89 0.89 13.91 EU 0.18 0.25 0.14 0.12 0.08 0.03 0.06 0.08 0.10 0.06 0.07 0.07 0.17 0.15 0.21 0.17 1.94 1.94 MU 0.07 0.11 0.08 0.07 0.07 0.06 0.09 0.12 0.10 0.10 0.08 0.11 0.12 0.06 0.08 0.09 1.41 1.41 8 SU 0.07 0.09 0.11 0.13 0.11 0.10 0.14 0.11 0.11 0.10 0.07 0.13 0.12 0.12 0.06 0.12 1.69 1.69 - N 0.61 0.59 0.75 0.73 0.70 0.41 0.50 0.53 0.68 0.54 058 0.58 0.64 0.61 0.52 0.63 9.60 9.60 SS 0.56 0.41 0.51 0.38 0.50 0.46 0.65 0.52 0.49 0.67 0.63 0.53 0.66 0.46 0.45 0.35 8.23 8.23 2 MS 0.10 0.09 0.11 0.05 0.08 0.10 0.18 0.24 0.18 0.23 0.31 0.33 0.33 0.22 0.19 0.13 2.87 2.87 ES 0.12 0.16 0.06 0.05 0.05 0.03 0.06 0.06 0.08 0.09 0.15 0.18 0.17 0.08 0.10 0.07 1.51 1.51 27.25 EU 0.10 0.09 0.15 0.04 0.05 0.03 0.03 0.04 0.08 0.13 0.09 0.07 0.10 0.18 0.21 0.16 1.55 1.55 1 MU 0.08 0.10 0.05 0.06 0.03 0.03 0.06 0.04 0.11 0.13 0.09 0.09 0.12 0.11 0.09 0.12 1.31 1.31 3 SU 0.07 0.09 0.08 0.11 0.05 0.05 0.09 0.08 0.09 0.08 0.11 0.10 0.15 0.15 0.14 0.12 1.56 1.56 - N 0.56 0.57 0.68 0.51 0.52 0.30 0.41 0.56 0.81 0.84 0.74 0.57 0.98 1.11 0.84 0.71 10.71 10.71 1 SS 0.53 0.43 0.24 0.18 0.37 0.49 0.50 0.60 0.97 1.19 1.10 0.54 0.94 0.88 0.75 0.52 10.23 10.23 8 MS 0.17 0.15 0.06 0.01 0.05 0.10 0.23 0.17 0.30 0.45 0.59 0.45 0.30 0.18 0.21 0.16 3.58 3.58 ES 0.19 0.13 0.05 0.07 0.05 0.05 0.08 0.03 0.07 0.12 0.14 0.14 0.14 0.05 0.05 0.09 1.45 1.45 30.39 EU 0.01 0.05 0.03 0.03 0.03 0.04 0.00 0.00 0.05 0.05 0.06 0.03 0.06 0.12 0.04 0.02 0.62 0.62 1 MU 0.02 0.03 0.03 0.02 0.02 0.00 0.00 0.01 0.06 0.05 0.04 0.03 0.07 0.08 0.02 0.05 0.53 0.53 9 SU 0.03 0.03 0.03 0.01 0.01 0.01 0.01 0.02 0.06 0.08 0.08 0.02 0.07 0.08 0.10 0.09 0.73 0.73 - N 0.24 0.21 0.24 0.13 0.16 0.17 0.15 0.20 0.51 0.57 0.41 0.33 0.72 0.58 0.40 0.31 5.33 5.33 2 SS 0.13 0.21 0.03 0.05 0.10 0.11 0.16 0.31 0.62 0.65 0.41 0.26 0.45 0.39 0.22 0.12 4.22 4.22 4 MS 0.06 0.04 0.00 0.00 0.00 0.00 0.02 0.03 0.16 0.19 0.09 0.08 0.02 0.07 0.01 0.03 0.80 0.80 ES 0.12 0.12 0.02 0.03 0.06 0.05 0.04 0.03 0.05 0.10 0.07 0.02 0.02 0.01 0.03 0.03 0.80 0.80 13.03 EU 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.02 0.02 0.01 0.01 0.02 0.02 0.00 0.00 0.12 0.12 2 MU 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.01 0.02 0.01 0.03 0.03 0.00 0.00 0.13 0.13 5 SU 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.02 0.03 0.03 0.03 0.04 0.07 0.00 0.01 0.25 0.25 - N 0.07 0.04 0.07 0.02 0.03 0.08 0.08 0.09 0.25 0.29 0.22 0.19 0.29 0.16 0.05 0.10 2.03 2.03 1 SS 0.06 0.15 0.00 0.00 0.01 0.01 0.05 0.12 0.22 0.36 0.14 0.07 0.14 0.08 0.01 0.00 1.42 1.42 8 MS 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 ES 0.12 0.07 0.07 0.09 0.08 0.06 0.05 0.03 0.02 0.02 0.02 0.00 0.02 0.02 0.02 0.01 0.70 0.70 4.66 LSCS- UFSAR TABLE 2.3-7 REV. 0 - APRIL 1984 TABLE 2.3-7 (Sheet 2 of 2) THREE -WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED, WIND DIRECTION AND PASQUILL STABILITY CLASS FOR 300-FT LEVEL AT DRESDEN STATION FOR 5-YEAR PERIOD (DECEMBER 1, 1973 - NOVEMBER 30, 1978) DIRECTION CLASS STABILITY CLASS Speed Class N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL EU MU SU N SS MS ES TOTAL EU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.02 0.02 3 MU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.02 0.02 2 SU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.04 0.00 0.00 0.06 0.06 - N 0.02 0.03 0.01 0.00 0.01 0.01 0.01 0.02 0.05 0.04 0.07 0.07 0.08 0.05 0.00 0.00 0.47 0.47 3 SS 0.15 0.07 0.01 0.00 0.00 0.00 0.00 0.01 0.04 0.05 0.03 0.02 0.03 0.00 0.00 0.00 0.41 0.41 8 MS 0.01 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.03 ES 0.03 0.02 0.02 0.03 0.03 0.01 0.00 0.02 0.02 0.00 0.01 0.02 0.00 0.02 0.02 0.00 0.25 0.25 1.26 EU 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 3 MU 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 9 SU 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.03 0.03 - N 0.05 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.01 0.02 0.00 0.00 0.00 0.16 0.16 4 SS 0.13 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.19 0.19 6 MS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.41 EU 0.06 0.07 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.14 0.14 G MU 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 T SU 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.03 - N 0.19 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.28 0.28 4 SS 0.22 0.18 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.41 0.41 6 MS 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 ES 0.02 0.01 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.05 0.95 EU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C SU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L SS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 M MS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ES 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 8.16 6.54 4.64 4.44 4.54 3.96 4.99 5.41 7.55 8.27 7.76 6.46 8.30 7.32 5.79 5.16 99.29 5.58 4.41 5.48 34.07 31.15 9.43 9.17 99.29 S U 0.47 0.57 0.40 0.22 0.23 0.16 0.17 0.18 0.31 0.31 0.31 0.27 0.44 0.56 0.53 0.45 5.58 U MU 0.25 0.32 0.20 0.21 0.19 0.16 0.25 0.24 0.33 0.33 0.30 0.31 0.42 0.35 0.23 0.32 4.41 B SU 0.28 0.28 0.27 0.31 0.26 0.22 0.31 0.27 0.36 0.39 0.36 0.34 0.49 0.54 0.39 0.41 5.48 - N 2.01 1.81 2.02 1.82 1.73 1.32 1.54 1.83 2.67 2.59 2.46 2.23 3.09 2.80 2.10 2.05 34.07 T SS 2.56 1.90 1.16 1.25 1.42 1.42 1.74 1.92 2.62 3.21 2.64 1.74 2.59 2.13 1.64 1.21 31.15 O MS 0.50 0.49 0.30 0.19 0.21 0.28 0.55 0.59 0.77 0.97 1.14 1.04 0.80 0.64 0.55 0.41 9.43 T ES 2.09 1.17 0.29 0.44 0.50 0.40 0.43 0.38 0.49 0.47 0.55 0.53 0.47 0.30 0.35 0.31 9.17 LSCS-UFSAR TABLE 2.3-8 REV. 0 - APRIL 1984 TABLE 2.3-8 (Sheet 1 of 2) THREE -WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED, WIND DIRECTION AND PASQUILL STABILITY CLASS FOR 300-FT LEVEL AT DRESDEN STATION FOR 2-YEAR PERIOD (OCTOBER 1, 1976-SEPTEMBER 30, 1978) DIRECTION CLASS STABILITY CLASS Speed Class N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL EU MU SU N SS MS ES TOTAL EU 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.03 0.03 MU 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.00 0.02 0.06 0.06 9 SU 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.02 0.00 0.00 0.00 0.06 0.06 - N 0.03 0.04 0.04 0.05 0.05 0.03 0.07 0.07 0.03 0.02 0.12 0.14 0.04 0.07 0.05 0.03 0.88 0.88 3 SS 0.05 0.01 0.05 0.05 0.05 0.07 0.00 0.06 0.05 0.05 0.06 0.11 0.05 0.09 0.02 0.02 0.79 0.79 MS 0.00 0.00 0.02 0.01 0.03 0.00 0.02 0.00 0.02 0.00 0.03 0.00 0.00 0.03 0.03 0.00 0.19 0.19 ES 0.06 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.11 0.11 2.12 SU 0.11 0.11 0.08 0.04 0.07 0.06 0.07 0.07 0.05 0.05 0.05 0.09 0.11 0.12 0.08 0.12 1.28 1.28 MU 0.06 0.06 0.05 0.04 0.07 0.07 0.06 0.09 0.03 0.03 0.08 0.07 0.09 0.07 0.01 0.07 0.95 0.95 4 SU 0.08 0.03 0.03 0.08 0.09 0.09 0.05 0.09 0.05 0.08 0.11 0.07 0.12 0.05 0.09 0.07 1.18 1.18 - N 0.21 0.16 0.27 0.37 0.24 0.43 0.42 0.39 0.34 0.34 0.48 0.67 0.43 0.22 0.25 0.19 5.41 5.41 7 SS 0.20 0.16 0.20 0.37 0.18 0.25 0.26 0.21 0.24 0.34 0.41 0.36 0.35 0.18 0.17 0.16 4.04 4.04 MS 0.05 0.12 0.14 0.09 0.07 0.05 0.09 0.08 0.09 0.09 0.10 0.19 0.11 0.12 0.15 0.11 1.65 1.65 ES 0.03 0.03 0.00 0.00 0.00 0.00 0.03 0.02 0.03 0.03 0.03 0.05 0.03 0.06 0.04 0.03 0.41 0.41 14.92 EU 0.23 0.16 0.16 0.16 0.09 0.02 0.10 0.14 0.14 0.08 0.08 0.05 0.22 0.22 0.27 0.29 2.41 2.41 MU 0.09 0.14 0.07 0.07 0.12 0.06 0.13 0.22 0.14 0.12 0.08 0.09 0.19 0.09 0.13 0.12 1.86 1.86 8 SU 0.09 0.12 0.14 0.18 0.18 0.12 0.24 0.20 0.17 0.11 0.05 0.16 0.16 0.14 0.07 0.18 2.31 2.31 - N 0.60 0.53 0.80 0.84 0.68 0.51 0.61 0.69 0.72 0.72 0.89 0.79 0.85 0.74 0.60 0.68 11.25 11.25 1 SS 0.32 0.35 0.57 0.36 0.55 0.49 0.68 0.63 0.53 0.83 0.75 0.74 0.89 0.48 0.51 0.30 8.98 8.98 2 MS 0.11 0.09 0.12 0.07 0.05 0.07 0.23 0.24 0.19 0.26 0.50 0.40 0.41 0.21 0.30 0.22 3.47 3.47 ES 0.05 0.07 0.02 0.02 0.00 0.00 0.03 0.01 0.05 0.05 0.10 0.12 0.08 0.03 0.02 0.08 0.73 0.73 31.01 EU 0.05 0.08 0.11 0.05 0.03 0.03 0.05 0.06 0.13 0.12 0.08 0.03 0.11 0.27 0.32 0.22 1.74 1.74 1 MU 0.07 0.10 0.08 0.13 0.05 0.04 0.07 0.08 0.16 0.17 0.10 0.11 0.20 0.16 0.08 0.17 1.77 1.77 3 SU 0.10 0.12 0.11 0.16 0.07 0.06 0.16 0.12 0.12 0.10 0.14 0.18 0.19 0.19 0.18 0.12 2.12 2.12 - N 0.61 0.56 0.71 0.44 0.49 0.31 0.52 0.82 1.05 0.94 0.94 0.70 1.33 1.35 1.16 0.91 12.84 12.84 1 SS 0.35 0.36 0.16 0.10 0.25 0.49 0.65 0.93 1.29 1.27 1.16 0.51 1.20 1.27 1.04 0.64 11.67 11.67 8 MS 0.20 0.09 0.06 0.01 0.02 0.08 0.35 0.18 0.24 0.48 0.71 0.36 0.35 0.24 0.28 0.21 3.86 3.86 ES 0.07 0.05 0.01 0.01 0.00 0.03 0.02 0.00 0.01 0.11 0.05 0.08 0.03 0.07 0.04 0.04 0.62 0.62 34.62 EU 0.01 0.04 0.04 0.07 0.01 0.05 0.00 0.00 0.10 0.06 0.03 0.03 0.16 0.28 0.07 0.03 0.98 0.98 1 MU 0.03 0.04 0.06 0.05 0.01 0.00 0.01 0.00 0.08 0.05 0.05 0.07 0.12 0.15 0.04 0.10 0.86 0.86 9 SU 0.01 0.05 0.07 0.03 0.00 0.01 0.01 0.04 0.07 0.05 0.05 0.04 0.16 0.16 0.14 0.12 1.01 1.01 - N 0.14 0.21 0.26 0.12 0.07 0.22 0.22 0.25 0.48 0.56 0.38 0.37 0.81 0.68 0.39 0.27 5.43 5.43 2 SS 0.09 0.11 0.01 0.00 0.01 0.04 0.09 0.35 0.51 0.58 0.30 0.30 0.53 0.31 0.20 0.11 3.54 3.54 4 MS 0.05 0.05 0.01 0.00 0.00 0.00 0.01 0.00 0.09 0.14 0.07 0.06 0.03 0.12 0.02 0.02 0.67 0.67 ES 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.04 0.03 0.00 0.00 0.00 0.00 0.00 0.09 0.09 12.58 EU 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.03 0.01 0.03 0.05 0.00 0.00 0.16 0.16 2 MU 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.03 0.05 0.06 0.00 0.00 0.17 0.17 5 SU 0.03 0.00 0.03 0.00 0.00 0.00 0.01 0.00 0.00 0.04 0.05 0.05 0.09 0.14 0.00 0.02 0.46 0.46 - N 0.04 0.00 0.04 0.00 0.01 0.09 0.15 0.04 0.22 0.24 0.19 0.15 0.34 0.19 0.05 0.07 1.82 1.82 3 SS 0.02 0.03 0.00 0.00 0.00 0.01 0.07 0.10 0.05 0.33 0.11 0.09 0.16 0.00 0.00 0.00 0.97 0.97 1 MS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.01 ES 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 3.60 LSCS-UFSAR TABLE 2.3-8 REV. 0 - APRIL 1984 TABLE 2.3-8 (Sheet 2 of 2) THREE -WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED, WIND DIRECTION AND PASQUILL STABILITY CLASS FOR 300-FT LEVEL AT DRESDEN STATION FOR 2-YEAR PERIOD (OCTOBER 1, 1976-SEPTEMBER 30, 1978) DIRECTION CLASS

_________________________________ Stability is based on 35-300 foot Delta-T. Speed Class N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL EU MU SU N SS MS ES TOTAL EU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.02 0.02 3 MU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.02 0.02 2 SU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.09 0.00 0.00 0.12 0.12 - N 0.00 0.00 0.00 0.00 0.00 0.03 0.02 0.00 0.04 0.02 0.03 0.03 0.03 0.07 0.00 0.00 0.27 0.27 3 SS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.00 0.01 0.01 0.00 0.00 0.00 0.11 0.11 8 MS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ES 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.55 SU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 MU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 SU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.06 0.06 - N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 SS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 6 MS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G MU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 T SU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 SS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 MS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ES 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C SU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L SS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 M MS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ES 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 4.26 4.11 4.53 3.99 3.56 3.82 5.51 6.20 7.58 8.62 8.42 7.33 10.15 8.85 6.81 5.74 99.48 6.62 5.69 7.32 37.90 30.12 9.85 1.98 99.48 S EU 0.42 0.41 0.39 0.32 0.20 0.16 0.22 0.27 0.45 0.31 0.27 0.22 0.64 0.94 0.74 0.66 6.62 U MU 0.25 0.35 0.26 0.30 0.25 0.17 0.27 0.39 0.41 0.39 0.31 0.37 0.68 0.55 0.26 0.48 5.69 B SU 0.31 0.32 0.38 0.45 0.36 0.28 0.47 0.45 0.41 0.40 0.40 0.50 0.77 0.83 0.48 0.51 7.32 - N 1.63 1.50 2.12 1.82 1.54 1.62 2.01 2.26 2.88 2.84 3.03 2.85 3.83 3.32 2.50 2.15 37.90 T SS 1.03 1.02 0.99 0.88 1.04 1.35 1.75 2.29 2.70 3.47 2.79 2.12 3.19 2.33 1.94 1.23 30.12 O MS 0.41 0.35 0.35 0.18 0.17 0.20 0.70 0.50 0.63 0.97 1.41 1.02 0.90 0.72 0.78 0.56 9.85 T ES 0.21 0.16 0.04 0.04 0.00 0.04 0.09 0.04 0.10 0.24 0.21 0.25 0.14 0.16 0.11 0.15 1.98 LSCS-UFSAR TABLE 2.3-9 TABLE 2.3-9 REV. 0 - APRIL 1984 COMPARISON OF LA SALLE COUTNY STATION 33-FOOT LEVEL TEMPERATURES (°F) (OCTOBER 1976 - SEPTEMBER 1978) WITH AVERAGE AND EXTREME TEMPERATURE DATA FROM PEORIA (OCTOBER 1976 - SEPTEMBER 1978) AND ARGONNE (1950-1964) AVERAGE MAXIMUM MINIMUM MONTH* LA SALLE PEORIA ARGONNE** LA SALLE PEORIA ARGONNE LA SALLE PEORIA ARGONNE January 10.9 11.0 21.0 35.5 39.0 65.0 (1950) -20.5 -25.0 -20.0(1963) February 20.7 21.2 26.0 59.2 65.0 67.0 (1954) -9.9 -13.0 -16.0(1951) March 37.7 38.5 33.0 75.6 74.0 79.0 (1963) - 2.8 -6.0 -9.0(1960) April 52.8 54.2 47.0 84.9 86.0 84.0 (1962) 27.6 27.0 14.0 (1947) May 64.3 64.5 58.0 92.4 91.0 91.0 (1952) (1964) 31.4 32.0 27.0 (1963) June 69.3 70.8 68.0 93.1 98.0 96.0 (1953) 44.5 44.0 34.0 (1963) July 73.8 76.6 71.0 95.0 100.0 101.0 (1956) 52.5 50.0 45.0 (1963) August 70.5 72.3 70.0 88.1 92.0 96.0 (1956) 52.7 50.0 41.0 (1963) September 67.1 68.5 63.0 93.3 95.0 96.0 (1953) 43.2 41.0 32.0 (1956) October 50.3 49.3 53.0 87.4 87.0 89.0 (1963) 25.8 20.0 16.0 (1952) (1962) November 35.7 36.2 37.0 69.7 71.0 77.0 (1950) -2.4 -2.0 -2.0 (1950) (1958) December 20.7 21.9 25.0 51.1 54.0 62.0 (1951) -14.3 -11.0 -18.0 (1958) (1960) Entire Record*** 47.5 48.8 47.7 95.0 100 0 101.0(1956) -20.5 -25.0 -20.0(1963)

• Each month consists of data from a combination of 2 months during the period October 1, 1976 through September 30, 1978 ** Average data for Argonne are based upon the period 1950-1964 as indicated in table title. *** Entire record consists of the period October 1, 1976 through September 30, 1978 LSCS-UFSAR TABLE 2.3-10 TABLE 2.3-10 REV. 0 - APRIL 1984 MEAN RELATIVE HUMIDITY (%) AT DESIGNATED HOUR* PEORIA (1960-1974) MONTH HOUR (00) HOUR (06) HOUR (12) HOUR (l8) January 77 78 68 72 February 77 79 68 72 March 77 81 64 66 April 72 78 56 56 May 76 81 57 57 June 76 81 56 57 July 81 86 59 60 August 82 87 59 63 September 82 88 60 65 October 77 85 58 62 November 79 83 66 70 December 81 83 73 77 Year 78 83 62 64

• Local time LSCS-UFSAR TABLE 2.3-11 TABLE 2.3-11 REV. 0 - APRIL 1984 ARGONNE NATIONAL LABORATORY: AVERAGE HOURLY 5-FOOT RELATIVE HUMIDITY (%). JANUARY 1950 - DECEMBER 1964 -----------------------------------------------------------------------MONTH--------------------------------------------------------------------- HOUR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC 1 86 85 84 80 80 85 89 91 86 81 82 86 2 86 86 84 81 81 86 90 92 87 82 83 86 3 86 86 85 82 83 87 91 93 88 84 84 87 4 86 87 86 83 84 88 91 93 89 85 85 87 5 87 87 86 84 85 89 92 94 90 86 85 88 6 87 88 87 83 82 85 88 92 90 87 86 88 7 88 88 85 78 75 77 81 86 85 85 86 88 8 87 85 80 72 69 72 73 78 76 78 84 88 9 84 81 73 67 64 67 67 71 68 68 77 84 10 80 76 69 63 61 63 63 66 62 62 71 80 11 76 72 66 60 58 59 60 62 57 58 66 76 12 74 71 64 57 56 57 58 59 54 55 63 73 13 72 69 63 56 55 56 56 57 52 53 62 72 14 72 69 62 55 54 55 56 57 51 52 61 71 15 72 69 63 55 54 56 55 57 52 53 61 72 16 74 70 64 56 55 56 57 58 53 54 64 75 17 78 73 66 57 56 58 59 61 57 60 68 78 18 81 77 70 61 59 61 62 68 65 66 72 81 19 83 80 74 66 64 67 69 76 73 71 75 82 20 84 82 78 70 69 72 76 82 78 74 76 83 21 84 83 80 73 72 76 81 86 81 76 77 84 22 85 84 81 75 75 80 84 88 82 77 79 85 23 85 84 82 77 78 82 86 89 83 79 80 85 24 86 85 83 78 79 83 87 90 85 80 81 86 LSCS-UFSAR TABLE 2.3-12 TABLE 2.3-12 REV. 0 - APRIL 1984 MONTHLY MAXIMUM, MINIMUM, AND AVERAGE RELATIVE HUMIDITIES (%) FOR THE LA SALLE COUNTY STATION* MONTH ** MAXIMUM MINIMUM AVERAGE January 100.0 54.6 86.3 February 100.0 40.8 82.0 March 100.0 18.0 73.4 April 100.0 17.5 62.6 May 100.0 16.9 63.0 June 100.0 20.9 65.0 July 100.0 33.4 79.5 August 100.0 33.7 78.0 September 100.0 21.7 75.5 October 100.0 18.6 70.3 November 100.0 22.7 66.8 December 100.0 31.2 78.5

• Measurements taken at the 33-foot level. ** Data for each month consists of a combination of data for 2 months during the period October 1, 1976 through Septmeber 30, 1978.

LSCS-UFSAR TABLE 2.3-13 TABLE 2.3-13 REV. 0 - APRIL 1984 MONTHLY MAXIMUM, MINIMUM, AND AVERAGE WET BULB AND DEW-POINT TEMPERATURES (°F) FOR THE LA SALLE COUNTY STATION* MAXIMUM MINIMUM AVERAGE MONTH** WET BULB DEW-POINT WET BULB DEW-POINT WET BULB DEW-POINT January 34.2 34.0 -20.5 -20.8 10.1 7.5 February 53.4 51.2 -9.9 -10.0 19.2 15.8 March 62.5 58.2 -2.8 -2.8 34.3 29.2 April 66.7 62.6 27.6 25.3 45.9 38.3 May 73.9 69.8 31.4 28.2 56.0 49.6 June 87.1 86.8 44.5 41.4 61.1 55.4 July 92.9 92.9 52.5 50.9 68.9 66.4 August 79.2 77.6 52.7 51.4 65.4 62.7 September 76.7 75.2 43.2 42.2 32.0 57.9 October 65.5 62.4 25.8 24.0 45.3 39.8 November 63.8 60.6 -2.4 -2.5 31.9 25.1 December 46.4 46.2 -14.3 -14.5 18.9 14.7

• Measurements taken at the 33-foot level. ** Monthly data are combinations of data for 2 months during period October 1, 1976 through September 30, 1978.

LUCS-UFSAR TABLE 2.3-14 REV. 0 - APRIL 1984 TABLE 2.3-14 ARGONNE NATIONAL LABORATORY: AVERAGE HOURLY 5-FOOT* WET BULB TEMPERATURE (°F) JANUARY 1950 - DECEMBER 1964 --------- ------------------------------------------------MONTH------------------------------------------------------------------

HOUR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC -------- ----------------------------------------------------------------------------------------------------------------------------- 1 20 23 29 40 49 58 63 62 55 45 33 23 2 20 23 28 39 49 58 63 62 55 45 33 23 3 20 22 28 39 48 58 62 62 54 45 33 23 4 19 22 27 39 48 57 62 61 54 44 32 22 5 19 22 27 38 48 58 62 61 54 44 32 22 6 18 22 27 39 50 59 64 62 54 44 32 22 7 18 22 28 40 51 61 65 64 56 45 32 21 8 19 23 29 42 53 62 66 65 57 47 33 22 9 20 25 31 43 54 63 67 66 59 49 35 24 10 22 26 32 45 55 64 67 67 60 50 36 25 11 23 27 33 46 56 64 67 67 60 51 37 26 12 24 28 34 46 56 65 68 67 61 52 38 27 13 25 28 35 47 56 65 68 68 61 52 39 27 14 25 28 35 47 57 65 68 68 61 52 39 28 15 25 28 35 47 57 65 68 67 61 52 38 27 16 24 28 34 46 56 65 68 67 60 51 37 26 17 23 27 33 46 55 64 67 67 59 50 36 26 18 23 26 32 44 54 63 67 66 58 48 35 25 19 22 25 31 43 53 62 65 65 57 48 35 25 20 22 25 31 42 51 60 65 64 57 47 35 25 21 22 25 30 42 51 60 64 64 57 47 34 24 22 21 25 30 41 50 59 64 64 56 46 34 24 23 21 24 30 41 50 59 64 63 56 46 33 23 24 21 23 29 40 49 59 63 63 55 46 33 23 ------------------------------------------------------------------------------------------------------------------------- ______________________________

• Calculated from 5-foot relative humidity and 5.5-foot temperature LUCS-UFSAR TABLE 2.3-15 REV. 0 - APRIL 1984 TABLE 2.3-15 ARGONNE NATIONAL LABORATORY: AVERAGE HOURLY 5-FOOT* DEWPOINT TEMPERATURE (°F) JANUARY 1950 - DECEMBER 1974 --------- --------------------------------------------------MONTH---------------------------------------------------------------- HOUR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC ----------- -----------------------------------------------------------------------------------------------------------------------------

1 16 19 25 35 45 55 61 60 52 41 29 19 2 15 19 25 35 45 55 60 60 52 41 29 19 3 15 18 24 35 45 55 60 60 52 41 29 19 4 15 18 24 35 44 55 60 60 52 41 29 18 5 15 18 24 35 45 55 60 59 51 41 29 18 6 15 18 24 35 46 57 61 60 52 41 28 18 7 15 18 24 36 46 57 61 61 53 42 29 18 8 15 19 25 36 47 57 62 62 53 43 30 18 9 16 20 25 36 47 57 61 61 53 43 30 19 10 17 20 25 37 48 57 61 61 53 43 30 20 11 17 21 26 37 48 57 61 61 53 43 30 20 12 18 21 26 37 48 57 61 61 52 43 30 21 13 18 21 26 37 48 57 61 60 52 42 30 21 14 18 21 26 37 47 57 61 60 52 42 30 21 15 18 21 26 37 47 57 60 60 52 42 30 21 16 18 21 26 37 47 57 61 60 52 41 29 21 17 17 21 26 36 46 57 60 60 52 41 29 20 18 17 21 26 36 46 56 60 61 52 41 29 20 19 17 21 26 36 45 56 60 61 53 42 29 20 20 17 20 26 36 45 55 61 61 53 42 29 20 21 17 20 26 36 45 56 61 61 53 42 29 20 22 17 20 26 36 45 56 61 61 53 42 29 19 23 16 20 26 36 45 56 61 61 52 42 29 19 24 16 19 25 36 45 56 61 61 52 41 29 19 -------------------------------------------------------------------------------------------------------------------------------------------------- ____________________________

• Calculated from 5-foot relative humidity and 5.5-foot temperature

LUCS-UFSAR TABLE 2.3-16 REV. 0 - APRIL 1984 TABLE 2.3-16 ARGONNE NATIONAL LABORATORY: MAXIMUM AMOUNTS OF PRECIPITATION (in.) WITH DAY OF OCCURRENCE, JANUARY 1950 - DECEMBER 1964 --------- ------------------------------------------------------------MONTH--------------------------------------------------------- ------------ YEAR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC ANNUAL -------- ----------------------------------------------------------------------------------------------------------------------------- ------------ 1950 1.41 0.46 0.34 1.45 0.08 2.32 1.92 0.83 1.04 1.01 0.38 0.50 2.32 DAY 13 14 26 24 9 2 16 27 21 7 8 6 1951 1.17 0.78 0.63 1.07 2.95 1.21 3.39 1.49 2.39 0.93 0.99 0.37 3.39 DAY 2 18 29 11 10 21 8 20 26 6 6 6 1952 0.82 0.06 1.28 1.37 0.46 2.28 1.04 1.53 0.96 0.58 0.89 0.59 2.28 DAY 19 4 18 12 22 13 7 9 1 14 25 20 1953 0.31 0.69 1.20 1.10 1.04 4.23 1.68 2.04 0.68 0.58 0.52 0.78 4.23 DAY 23 20 12 30 22 10 17 2 4 4 22 2 1954 0.59 0.84 1.34 1.01 0.96 0.65 2.12 1.61 0.31 4.45 0.38 0.48 4.45 DAY 26 15 25 6 31 3 6 18 17 10 23 27 1955 0.81 0.40 0.44 0.75 1.58 1.42 0.70 2.79 0.49 1.49 0.47 0.30 2.79 DAY 5 26 3 20 24 9 23 5 27 5 15 2 1956 0.11 0.52 0.17 0.88 0.97 0.43 0.82 1.26 0.26 0.23 0.35 0.23 1.26 DAY 2 16 28 29 5 15 8 12 5 26 6 23 1957 0.71 0.75 0.70 0.94 0.66 1.11 3.20 2.37 0.51 1.05 0.89 0.57 3.20 DAY 22 8 11 24 18 13 12 14 20 23 14 18 1958 0.30 0.26 0.11 0.68 1.60 2.18 1.54 1.84 0.77 0.79 0.30 0.20 2.18 DAY 21 27 5 5 31 8 2 15 17 22 25 8 1959 0.23 0.71 1.37 2.95 0.81 0.83 1.54 1.36 1.06 1.06 1.79 0.98 2.95 DAY 21 9 26 27 11 25 2 3 26 6 4 27 1960 2.36 0.57 0.29 1.61 1.02 0.91 0.82 0.43 1.01 0.82 0.56 0.22 2.36 DAY 12 10 30 16 17 11 26 3 18 13 15 5 1961 0.01 0.40 0.90 1.19 0.54 0.90 1.00 2.01 2.68 1.03 0.51 0.67 2.68 DAY 2 3 13 24 25 19 28 1 13 19 3 23 1962 0.60 0.32 0.42 1.25 0.79 1.04 1.25 1.44 0.66 0.29 0.43 0.20 1.44 DAY 6 26 11 30 7 4 2 6 10 7 16 26 1963 0.40 0.20 0.33 1.40 1.25 0.94 2.09 0.50 0.94 0.42 1.08 0.30 2.09 DAY 19 20 25 29 17 7 19 2 2 19 22 11 1964 0.24 0.20 0.75 1.51 0.70 0.99 1.42 0.80 1.07 0.20 0.77 0.26 1.51 DAY 19 12 25 5 8 19 18 21 20 8 27 2

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LUCS-UFSAR TABLE 2.3-17 REV. 0 - APRIL 1984 TABLE 2.3-17 ARGONNE NATIONAL LABORATORY: MAXIMUM PRECIPITATION (in.) FOR SPECIFIED TIME INTERVALS, JANUARY 1950 - DECEMBER 1964 MONTH 1 2 3 6 12 36 48 JAN 0.44 0.63 0.88 1.16 2.04 2.69 2.69 DAY 25 13 12 11 11 11 10 YEAR 1950 1950 1960 1960 1960 1960 1960 FEB 0.32 0.58 0.76 0.95 1.00 1.07 1.07 DAY 15 8 15 15 15 15 14 YEAR 1954 1957 1954 1954 1954 1954 1954 MAR 0.52 0.68 0.86 1.15 1.43 2.40 2.40 DAY 19 12 12 12 24 24 23 YEAR 1954 1953 1953 1953 1954 1954 1954 APR 1.18 1.34 1.70 2.50 3.00 3.35 3.35 DAY 30 27 27 27 27 27 26 YEAR 1962 1959 1959 1959 1959 1959 1959 MAY 1.12 1.26 1.36 1.56 2.29 3.40 3.43 DAY 24 24 24 24 10 9 9 YEAR 1955 1955 1955 1955 1951 1951 1951 JUN 2.20 3.28 4.00 4.22 4.23 4.23 4.25 DAY 10 10 10 10 9 8 9 YEAR 1953 1953 1953 1953 1953 1953 1953 JUL 1.40 2.00 2.12 2.76 2.90 3.49 3.49 DAY 6 6 6 6 6 12 11 YEAR 1954 1954 1954 1954 1954 1957 1957 AUG 1.92 2.32 2.34 2.40 2.78 2.79 2.79 DAY 14 14 14 5 5 4 4 YEAR 1957 1957 1957 1955 1955 1955 1955 SEP 1.04 1.44 1.82 2.39 2.56 4.66 4.92 DAY 3 13 26 13 13 12 12 YEAR 1961 1961 1961 1961 1961 1961 1961 OCT 1.40 2.44 2.79 3.63 4.98 8.10 8.62 DAY 9 9 9 9 9 9 9 YEAR 1954 1954 1954 1954 1954 1954 1954 NOV 0.42 0.62 0.75 0.97 1.67 1.90 1.95 DAY 10 10 4 10 4 3 3 YEAR 1952 1952 1959 1952 1959 1959 1959 DEC 0.36 0.48 0.56 0.65 0.90 1.29 1.33 DAY 27 27 27 27 22 2 2 YEAR 1959 1959 1959 1959 1961 1953 1953 TABLE 2.3-18 REV. 0 - APRIL 1984 LSCS-UFSAR TABLE 2.3-18 PRECIPITATION (WATER EQUIVALENT) FOR PEORIA ( in. ) MONTH NORMAL MAXIMUM MONTHLY YEAR MINIMUM MONTHLY YEAR 24 - HOUR MAXIMUM YEAR (a)* 35 35 31 January 1.82 8.11 1965 0 25 1956 4.45 1965 February 1.50 5.18 1942 0.33 1947 1.92 1954 March 2.80 6.95 1973 0.39 1958 3.39 1944 April 4.36 8.66 1947 0.71 1971 5.06 1950 May 3.87 7.96 1957 1.04 1964 3.62 1956 June 3.91 11.69 1974 0.98 1971 4.44 1974 July 3.76 8.42 1958 0.57 1945 3.56 1953 August 3.07 8.61 1965 0.81 1974 4.32 1955 September 3.55 13.09 1961 0.41 1956 4.15 1961 October 2.51 10.80 1941 0.03 1964 3.70 1969 November 2.02 5.29 1946 0.43 1953 2.45 1946 December 1.89 6.34 1949 0.33 1962 3.38 1949 Year 35.06 13.09 Sept. 1961 0.03 Oct. 1964 5.06 April 1950

Length of record, in years, through 1974. Normals are always based on record for the 1941-1970 period.

TABLE 2.3-19 REV. 0 - APRIL 1984 LSCS-UFSAR TABLE 2.3-19 SNOW AND ICE PELLETS: PEORIA (1941-1974) (in.) MONTH MAXIMUM MONTHLY YEAR 24 -HOUR MAXIMUM YEAR (a)* 31 31 January 12.0 1955 9.0 1967 February 12.0 1960 7.6 1944 March 16.9 1960 9.0 1946 April 4.6 1970 3.6 1970 May 0.1 1966 0.0 1966 June 0.0 0.0 July 0.0 0.0 August 0.0 0.0 September 0.0 0.0 October 1.8 1967 1.8 1967 November 9.1 1974 7.2 1951 December 18.9 1973 10.2 1973 Year 18.9 Dec. 1973 10.2 Dec. 1973

• Length of record, in years, through 1974.

LSCS-UFSARTABLE 2.3-20REV. 0 - APRIL 1984TABLE 2.3-20(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (JANUARY)(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.0013-180.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 19-240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00>240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.170.0000.17ATOTALS0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.170.0000.17CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.0013-180.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 19-240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00>240.000.000.000.000.000.000.000.000.000.000.000.000.000.250.080.0000.33BTOTALS0.000.000.000.000.000.000.000.000.000.000.000.000.000.250.080.0000.33CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.000.080.080.000.000.000.000.000.000.000.000.000.000.000.0000.178-120.000.000.000.000.000.000.000.000.080.000.000.000.000.000.000.0000.0813-180.000.000.000.000.000.000.000.000.000.000.080.000.000.000.000.0000.08 19-240.000.000.000.000.000.000.000.000.000.000.000.080.080.000.000.0000.17>240.000.000.000.000.000.000.000.000.000.000.000.170.330.080.170.0000.75CTOTALS0.000.000.080.080.000.000.000.000.080.000.080.250.420.080.170.0001.25CALM00.001-30.000.080.000.000.000.000.000.000.000.000.000.000.000.080.000.0800.25 4-70.080.000.170.250.170.080.080.000.000.170.330.250.080.580.170.0002.428-121.841.000.670.670.080.000.000.420.831.090.580.501.091.000.500.7511.0213-182.091.751.000.250.330.000.000.251.341.501.500.921.171.170.250.9214.4419-242.090.420.500.330.000.000.250.421.500.670.331.002.091.671.092.0914.44>240.080.000.170.000.000.000.080.170.580.250.501.923.763.920.580.1712.19DTOTALS6.183.262.501.500.580.080.421.254.263.673.264.598.188.432.594.0154.76CALM00.081-30.080.000.000.000.000.000.000.000.000.000.000.000.080.000.000.0800.334-70.080.250.170.000.080.080.000.170.170.250.000.080.080.170.330.3302.258-120.170.250.330.000.250.000.000.330.250.171.250.420.500.580.080.1704.7613-180.000.500.420.000.250.000.000.080.420.750.171.090.501.000.420.3305.93 19-240.170.250.170.000.000.080.080.080.500.250.000.671.091.750.580.0805.68>240.000.000.000.000.000.000.000.000.670.500.251.752.753.670.250.0009.85ETOTALS0.501.251.090.000.580.080.080.672.001.921.674.015.017.261.671.0028.88 LSCS-UFSARTABLE 2.3-20REV. 0 - APRIL 1984TABLE 2.3-20(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (JANUARY)(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.081-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.080.170.000.000.000.000.080.170.080.000.170.000.0000.758-120.000.080.000.000.080.000.000.080.250.080.080.000.170.170.000.0001.0013-180.000.080.250.000.000.000.000.250.420.000.000.330.580.420.420.0002.75 19-240.000.000.250.000.000.000.000.170.420.080.000.170.580.581.590.1704.01>240.170.000.080.000.000.000.000.170.500.250.000.000.420.580.080.0802.34FTOTALS0.170.170.580.080.250.000.000.671.590.500.250.581.751.922.090.2510.93CALM00.171-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.080.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.088-120.000.330.330.000.000.000.000.000.000.000.080.170.000.000.000.0000.9213-180.000.170.000.080.000.000.000.080.080.000.000.000.250.080.170.0000.92 19-240.000.000.000.000.000.000.000.170.000.170.000.000.000.250.250.0000.83>240.000.000.000.000.000.000.000.000.000.330.250.000.000.000.170.0000.75GTOTALS0.000.580.330.080.000.000.000.250.080.500.330.170.250.330.580.0003.67Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976-September 30, 1978).

LSCS-UFSARTABLE 2.3-21REV. 0 - APRIL 1984TABLE 2.3-21(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (FEBRUARY))(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.0013-180.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 19-240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00>240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00ATOTALS0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.0013-180.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 19-240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00>240.000.000.000.000.000.000.000.000.000.000.000.000.090.000.000.0000.09BTOTALS0.000.000.000.000.000.000.000.000.000.000.000.000.090.000.000.0000.09CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.0013-180.090.090.000.000.000.000.000.000.190.090.000.000.000.000.000.0000.46 19-240.000.000.000.000.000.000.000.000.190.090.000.190.190.000.090.0000.74>240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.090.0000.09CTOTALS0.090.090.000.000.000.000.000.000.370.190.000.190.190.000.190.0001.30CALM00.371-30.000.090.000.190.190.000.000.000.000.000.000.000.000.000.000.0000.46 4-70.460.650.740.560.460.090.000.190.190.190.370.650.460.190.190.0005.398-120.650.740.090.840.190.000.280.460.650.280.650.650.741.770.561.0209.5713-18 1.210.560.090.000.000.000.000.651.490.090.371.021.020.741.772.9711.9919-24 0.000.190.190.000.090.000.091.490.930.000.560.460.840.651.121.0207.62>240.000.000.460.460.000.000.561.120.460.460.651.673.442.420.090.2812.08DTOTALS2.322.231.582.040.930.090.933.903.721.022.604.466.515.763.725.3047.49CALM00.561-30.000.000.000.000.000.000.000.000.000.000.000.090.000.000.000.0000.094-70.090.560.000.000.000.190.000.000.090.280.370.650.930.370.370.2804.188-120.190.190.090.000.000.000.190.000.190.280.840.370.930.650.840.5605.3013-180.000.090.370.000.000.000.370.460.280.370.651.391.120.840.740.1906.88 19-240.000.000.000.090.190.000.090.090.460.461.211.210.560.840.650.0905.95>240.000.000.000.000.000.000.090.930.650.740.561.020.370.370.370.0005.11ETOTALS0.280.840.460.090.190.190.741.491.672.143.624.743.903.072.971.1228.07 LSCS-UFSARTABLE 2.3-21REV. 0 - APRIL 1984TABLE 2.3-21(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (FEBRUARY))(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.090.000.000.000.000.000.000.000.000.000.000.000.000.000.280.0000.378-120.280.090.000.000.000.000.000.000.000.370.460.090.090.370.370.4602.6013-180.190.090.000.000.000.000.000.000.370.280.190.000.930.840.930.7404.55 19-240.090.000.000.000.000.000.280.090.460.650.370.090.371.300.460.0904.28>240.000.000.000.000.000.000.000.000.281.021.770.560.280.000.000.0003.90FTOTALS0.650.190.000.000.000.000.280.091.122.322.790.741.672.512.041.3015.71CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.090.000.000.000.000.000.000.000.000.190.190.190.090.000.190.0901.028-120.190.090.000.000.000.000.000.000.000.190.190.090.000.090.280.0001.1213-180.370.000.000.000.000.000.000.000.090.190.000.000.000.740.650.7402.79 19-240.280.090.000.000.000.000.000.090.280.190.000.000.000.190.000.0001.12>240.000.000.000.000.000.000.000.000.000.370.930.000.000.000.000.0001.30GTOTALS0.930.190.000.000.000.000.000.090.371.121.300.280.091.021.120.8407.34Note: Stability is based on 33-and 375-foot T for the period of record (October 1, 1976-September 30, 1978).

LSCS-UFSARTABLE 2.3-22REV. 0 - APRIL 1984TABLE 2.3-22(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (MARCH))(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.090.000.0000.098-120.000.000.000.000.000.000.000.090.000.000.000.000.000.000.000.0000.0913-180.000.360.090.090.000.180.000.090.000.000.000.000.000.540.090.1801.62 19-240.000.000.000.000.090.000.090.000.000.000.000.000.000.090.090.0000.36>240.000.000.000.000.090.000.090.090.090.090.180.090.090.000.000.0000.81ATOTALS0.000.360.090.090.180.180.180.270.090.090.180.090.090.720.180.1802.98CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.090.180.000.000.000.000.000.000.000.000.0000.2713-180.000.000.000.000.000.090.180.270.180.000.000.000.000.000.000.0900.81 19-240.000.000.000.000.000.000.000.000.090.000.000.000.000.000.000.0900.18>240.000.000.000.000.000.090.000.180.540.270.180.090.090.090.090.0001.62BTOTALS0.000.000.000.000.000.270.360.450.810.270.180.090.090.090.090.1802.89CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.090.180.000.090.000.000.000.000.000.000.000.000.000.000.0000.368-120.000.630.360.000.000.000.000.000.000.000.000.000.000.090.000.0001.0813-180.000.000.000.090.000.000.270.180.000.000.000.000.000.000.090.0000.63 19-240.000.000.000.000.000.270.180.090.090.180.180.000.090.000.180.0901.35>240.000.000.270.000.000.180.190.540.090.450.630.090.360.090.180.0002.98CTOTALS0.000.720.810.090.090.450.540.810.180.630.810.090.450.180.450.0906.40CALM00.181-30.000.270.090.000.000.000.090.000.090.000.000.000.000.000.090.0000.63 4-70.270.270.360.180.270.090.090.000.000.270.180.360.450.270.450.4503.978-121.800.360.990.270.450.540.270.000.090.180.000.270.180.180.180.9006.6713-180.450.721.260.810.721.441.350.990.360.270.000.361.171.891.170.9013.8919-240.270.180.900.090.361.170.810.540.720.810.270.180.811.440.990.5410.10>240.270.181.440.630.541.440.810.630.361.890.451.350.721.080.810.7213.35DTOTALS3.071.985.051.982.344.693.432.161.623.430.902.523.344.873.703.5248.78CALM00.271-30.000.000.090.000.000.000.000.090.000.090.000.000.000.000.000.0000.274-70.000.000.090.000.000.180.090.180.000.000.180.090.000.000.000.0000.818-120.360.450.450.810.360.270.090.360.270.270.090.180.180.180.180.1804.6913-180.090.360.450.810.360.270.180.090.090.180.090.720.630.720.180.2705.50 19-240.360.090.090.090.180.270.360.270.000.180.000.360.450.360.270.2703.61>240.090.000.000.000.270.900.720.631.262.070.450.180.091.440.090.1808.39ETOTALS0.900.901.171.711.171.891.441.621.622.800.811.531.352.710.720.9023.53 LSCS-UFSARTABLE 2.3-22REV. 0 - APRIL 1984TABLE 2.3-22(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (MARCH))(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0900.09 4-70.000.090.000.000.000.000.180.090.000.090.000.000.090.000.000.0000.548-120.000.090.090.000.090.180.090.000.000.000.000.090.000.000.000.0900.7213-180.090.090.090.000.270.360.180.000.000.000.000.000.000.090.090.0901.35 19-240.000.000.000.000.000.270.270.000.090.000.270.180.360.450.270.0002.16>240.000.000.000.000.000.092.250.541.442.430.810.450.090.270.090.0008.48FTOTALS0.090.270.180.000.360.902.980.631.532.521.080.720.540.810.450.2713.35CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.000.090.000.000.000.000.000.000.000.000.0000.0913-180.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 19-240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00>240.000.000.000.000.000.000.450.270.180.180.630.270.000.000.000.0001.98GTOTALS0.000.000.000.000.000.000.540.270.180.180.630.270.000.000.000.0002.07Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976-September 30, 1978).

LSCS-UFSARTABLE 2.3-23REV. 0 - APRIL 1984TABLE 2.3-23(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (APRIL))(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.070.000.000.000.000.000.000.000.000.000.0000.078-120.000.000.000.000.000.000.070.000.070.070.000.000.000.000.000.0000.2213-180.000.000.000.000.000.000.000.000.070.140.000.070.000.000.000.0000.29 19-240.000.000.000.000.000.000.070.070.000.070.000.000.000.000.000.0000.22>240.000.000.000.000.290.000.000.000.000.000.500.140.070.000.000.0001.01ATOTALS0.000.000.000.000.290.070.140.070.140.290.500.220.070.000.000.0001.79CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.070.000.000.000.0000.078-120.070.070.070.000.000.000.000.000.000.000.000.000.000.000.000.0000.2213-180.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 19-240.000.000.000.000.000.000.000.000.000.000.070.000.000.140.000.0000.22>240.000.000.000.000.070.000.000.000.000.140.360.430.430.140.070.0701.72BTOTALS0.070.070.070.000.070.000.000.000.000.140.430.500.430.290.070.0702.23CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.000.070.000.000.000.000.000.000.000.070.000.000.000.000.0000.148-120.000.070.070.000.000.000.000.000.070.000.140.070.000.000.000.0000.4313-180.000.500.220.140.070.000.000.000.000.070.070.000.000.140.000.0001.22 19-240.000.290.000.070.070.000.220.220.070.000.220.140.070.140.000.0001.51>240.000.070.000.000.220.000.000.070.000.070.290.500.430.360.070.3602.44CTOTALS0.000.930.360.220.360.000.220.290.140.140.790.720.500.650.070.3605.74CALM00.001-30.000.000.000.070.000.000.070.000.000.000.000.000.000.070.000.0000.22 4-70.220.220.290.360.290.220.430.290.070.140.360.000.000.000.000.0002.878-120.571.011.360.860.360.931.010.220.220.290.570.790.720.500.290.5710.2713-180.793.661.870.650.790.720.790.291.010.500.500.720.500.790.361.0114.9319-240.571.080.791.150.570.430.790.570.570.290.140.430.291.290.931.0810.98>240.290.000.140.501.080.720.070.140.860.360.650.791.081.650.570.3609.26DTOTALS2.445.964.453.593.093.023.161.512.731.582.23 2.732.584.312.153.0248.53CALM00.141-30.000.000.000.000.000.000.000.000.000.070.000.000.000.000.000.0000.074-70.070.070.070.070.070.000.220.070.070.140.070.070.000.000.000.0701.088-120.140.430.140.140.140.430.430.220.070.220.220.070.000.070.070.0702.8713-180.360.720.570.860.650.720.220.290.360.140.290.360.360.220.140.2206.46 19-240.140.070.290.650.220.570.650.290.650.220.140.500.220.140.070.1404.95>240.140.070.070.501.080.650.360.220.790.650.430.361.220.220.000.0006.75ETOTALS0.861.361.152.232.152.371.871.081.941.441.151.361.790.650.290.5022.33 LSCS-UFSARTABLE 2.3-23REV. 0 - APRIL 1984TABLE 2.3-23(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (APRIL))(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.071-30.000.000.000.000.000.000.070.000.000.140.000.000.000.000.000.0000.22 4-70.000.070.140.000.070.070.140.140.000.140.000.140.000.000.000.0000.938-120.140.070.000.000.220.140.070.070.220.140.070.000.000.000.000.0001.1513-180.070.000.000.140.360.360.220.430.360.290.220.000.000.070.220.1402.87 19-240.000.000.000.000.290.220.650.220.220.290.290.070.220.570.290.0003.30>240.000.000.000.000.000.220.290.500.502.010.720.220.000.070.070.0004.59FTOTALS0.220.140.140.140.931.011.441.361.293.021.290.430.220.720.570.1413.14CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.140.140.000.000.000.000.0000.298-120.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.0013-180.000.000.000.000.000.000.000.000.070.000.070.070.000.000.000.0000.22 19-240.000.000.000.000.000.000.360.430.500.070.140.070.360.070.070.0002.08>240.000.000.000.000.000.000.000.220.360.931.290.500.070.140.140.0003.66GTOTALS0.000.000.000.000.000.000.360.650.931.151.650.650.430.220.220.0006.25Note: Stability based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-24REV. 0 - APRIL 1984TABLE 2.3-24(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (MAY))(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.15 4-70.000.000.080.080.460.230.300.080.080.150.000.000.000.000.000.0001.448-120.000.000.000.300.530.380.081.290.460.380.000.000.000.000.000.0003.4213-180.000.000.000.080.000.380.080.380.460.300.080.000.150.000.000.0001.90 19-240.000.000.000.000.000.080.000.000.080.080.080.460.380.000.000.0001.14>240.000.000.000.000.000.000.000.000.080.460.000.000.380.300.080.0001.37ATOTALS0.000.000.080.461.061.140.461.821.141.370.150.460.910.300.080.0009.42CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.080.000.0000.088-120.000.080.230.380.000.150.150.080.000.150.080.000.000.000.000.0001.2913-180.000.000.300.300.000.000.000.150.000.150.150.150.080.000.000.0001.29 19-240.000.080.080.000.000.000.000.230.000.000.150.080.000.000.000.0000.61>240.000.000.080.000.610.150.150.150.080.000.150.000.080.000.080.0001.52BTOTALS0.000.150.680.680.510.300.300.610.080.300.530.230.150.080.080.0004.78CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.080.000.080.080.080.150.080.000.000.080.080.150.000.000.000.0000.848-120.000.000.610.610.530.000.000.080.080.230.080.000.080.080.000.0002.3513-180.000.000.380.380.080.080.000.000.150.150.150.460.080.000.000.0001.90 19-240.000.000.150.080.000.000.080.080.080.380.080.080.000.000.000.0801.06>240.000.000.150.000.380.000.000.000.080.150.000.000.150.000.000.0000.91CTOTALS0.080.001.371.141.060.230.150.150.380.990.380.680.300.080.000.0007.06CALM00.301-30.000.000.000.080.080.000.080.000.000.000.000.000.150.080.000.0000.46 4-70.300.150.610.230.300.080.230.150.300.610.460.300.150.300.150.2304.568-120.761.440.990.760.380.840.300.300.460.530.380.680.680.680.230.1509.5713-180.301.593.041.670.840.530.760.080.381.060.680.911.750.320.150.0814.0519-240.000.151.140.840.380.380.300.080.761.060.300.380.230.000.080.0006.07>240.000.000.760.530.150.230.150.150.910.460.760.300.840.300.080.0005.62DTOTALS1.373.346.534.102.132.051.820.762.813.722.582.583.801.590.680.4640.62CALM00.081-30.000.000.000.000.000.000.000.000.000.000.000.000.000.080.000.0000.084-70.000.230.150.000.000.150.080.230.080.150.080.150.080.080.000.0001.448-120.150.230.530.140.230.000.300.000.230.230.380.300.080.000.080.0002.8913-180.150.230.460.840.760.610.610.150.300.460.530.300.300.080.000.0005.77 19-240.080.080.000.910.610.230.230.150.990.300.460.380.150.080.300.0004.94>240.230.000.000.380.080.000.230.841.370.380.380.460.230.000.000.0004.56ETOTALS0.610.761.142.281.670.991.441.372.961.521.821.590.840.300.380.0019.74 LSCS-UFSARTABLE 2.3-24REV. 0 - APRIL 1984TABLE 2.3-24(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (MAY))(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.080.150.000.000.000.080.000.150.000.000.000.0000.468-120.000.000.000.230.380.230.150.080.380.300.300.000.230.230.000.0002.5113-180.230.000.080.150.300.230.080.080.150.150.460.610.530.230.080.0003.34 19-240.080.000.000.300.080.230.380.080.380.680.990.910.760.300.000.0005.16>240.000.000.000.000.000.000.080.841.140.380.680.300.150.000.000.0003.57FTOTALS0.300.000.080.680.840.840.681.062.131.522.581.821.670.760.080.0015.03CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.080.080.000.000.000.000.000.080.080.000.000.0000.308-120.000.000.000.000.000.080.000.000.080.000.380.000.080.000.000.0000.6113-180.000.000.000.000.000.000.000.080.380.080.000.000.080.000.000.0000.61 19-240.000.000.080.080.000.000.000.000.230.230.000.000.230.000.000.0000.76>240.000.000.000.000.000.000.000.000.300.080.000.080.610.000.000.0001.06GTOTALS0.000.000.080.080.080.150.000.080.990.380.380.151.060.000.000.0003.34Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-25REV. 0 - APRIL 1984TABLE 2.3-25(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (JUNE)(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.110.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.1113-180.000.000.000.230.000.000.000.000.000.000.000.000.110.000.000.0000.34 19-240.230.110.000.000.000.000.000.000.000.000.000.000.340.110.000.0000.80>240.000.110.000.000.000.000.000.000.341.490.000.000.230.110.110.0002.40ATOTALS0.230.340.000.230.000.000.000.000.341.490.000.000.690.230.110.0003.66CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.110.000.000.000.000.000.000.000.000.000.000.000.000.0000.118-120.000.460.800.110.000.000.000.000.000.000.000.000.110.000.000.0001.4913-180.000.000.000.000.000.000.000.000.110.110.110.110.110.110.110.0000.80 19-240.460.000.000.000.000.000.000.000.111.030.340.000.230.000.000.0002.17>240.340.000.000.000.000.000.000.110.340.340.000.000.230.460.110.0001.94BTOTALS0.800.460.910.110.000.000.000.110.571.490.460.110.690.570.230.0006.51CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.110.110.000.000.000.000.000.000.000.000.000.000.000.000.0000.238-120.110.230.460.000.230.000.230.230.000.000.000.000.110.230.000.0001.8313-180.000.110.000.110.000.000.110.000.230.110.800.110.110.110.230.1102.17 19-240.000.000.000.000.000.000.000.230.460.110.340.110.340.110.230.0001.94>240.110.000.000.000.000.000.000.000.000.110.000.000.000.110.230.0000.57CTOTALS0.230.460.570.110.230.000.340.460.690.341.140.230.570.570.690.1106.74CALM00.111-30.000.000.000.000.000.000.000.000.000.000.230.000.000.000.000.0000.23 4-70.340.690.571.140.000.340.230.000.230.110.460.230.110.110.230.3405.148-120.691.490.460.690.230.460.910.691.370.340.570.690.460.340.570.5710.5113-180.000.340.570.570.230.341.031.031.370.570.911.031.371.602.060.6913.7119-240.110.000.000.000.570.110.340.460.340.800.570.110.340.461.030.3405.60>240.230.000.000.000.000.000.000.461.371.600.340.340.340.461.600.6907.43DTOTALS1.3702.511.602.401.031.262.512.634.693.433.092.402.632.975.492.6342.74CALM00.111-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.110.000.110.000.000.000.000.000.000.110.110.000.230.110.000.0000.808-120.230.690.340.570.230.230.230.230.000.110.000.340.230.000.340.0003.7713-180.230.000.110.910.341.490.230.110.570.910.460.110.230.230.340.3406.63 19-240.000.110.000.340.690.340.460.910.570.570.690.230.110.570.230.4606.29>240.110.000.000.000.000.110.230.572.061.371.030.690.340.110.570.2307.43ETOTALS0.690.800.571.831.262.171.141.833.203.092.291.371.141.031.491.0325.03 LSCS-UFSARTABLE 2.3-25REV. 0 - APRIL 1984TABLE 2.3-25(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (JUNE)(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.231-30.000.000.230.000.000.000.000.000.000.000.000.000.000.000.000.0000.23 4-70.000.110.000.110.000.000.000.000.000.000.000.110.000.000.000.0000.348-120.230.000.000.000.000.000.110.110.230.110.000.110.000.110.460.3401.8313-180.110.000.000.000.110.000.110.110.570.110.000.000.000.230.000.1101.49 19-240.000.000.000.110.230.340.800.460.340.110.800.000.460.230.000.0003.89>240.000.000.000.000.000.230.570.800.570.911.030.110.340.460.230.0005.26FTOTALS0.340.110.230.230.340.571.601.491.711.261.830.340.801.030.690.4613.26CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.110.0000.11 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.1100.118-120.000.000.000.000.000.000.000.000.110.000.000.000.000.000.000.0000.1113-180.000.000.000.000.000.000.000.000.230.000.000.000.000.110.110.1100.57 19-240.000.000.000.000.000.000.000.000.110.110.110.000.000.110.230.0000.69>240.000.000.000.000.000.000.000.000.230.000.110.000.000.000.110.0000.46GTOTALS0.000.000.000.000.000.000.000.000.690.110.230.000.000.230.570.2302.06Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-26REV. 0 - APRIL 1984TABLE 2.3-26(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (JULY)(Values in Percent of Total Observations)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.110.110.000.000.0000.22 4-70.000.000.110.000.000.000.000.220.430.000.110.000.000.000.000.0000.868-120.000.000.110.860.110.000.000.110.320.110.220.220.000.000.000.1102.1613-180.320.110.430.000.000.000.000.110.000.110.320.000.000.000.000.0001.40 19-240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00>240.000.000.000.000.000.000.000.000.110.000.000.000.000.000.000.0000.11ATOTALS0.320.110.650.860.110.000.000.430.860.220.650.320.110.000.000.1104.75CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.110.110.000.000.110.000.0000.328-120.000.000.110.000.000.000.000.000.000.220.110.110.000.000.000.0000.5413-180.000.000.110.000.000.000.000.000.000.000.000.000.000.000.000.0000.11 19-240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00>240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00BTOTALS0.000.000.220.000.000.000.000.000.000.320.220.110.000.110.000.0000.97CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.000.000.000.000.000.000.000.110.000.000.000.000.000.000.0000.118-120.000.000.000.000.000.000.000.000.000.220.000.000.000.000.000.0000.2213-180.000.000.110.000.000.000.000.000.000.000.110.000.000.000.000.0000.22 19-240.000.000.000.000.000.000.000.000.220.320.000.000.000.000.000.0000.54>240.000.000.000.000.000.000.000.000.000.320.000.000.000.000.000.0000.32CTOTALS0.000.000.110.000.000.000.000.000.320.860.110.000.000.000.000.0001.40CALM00.111-30.000.220.000.000.110.000.220.220.000.110.110.220.000.000.000.0001.19 4-71.401.080.320.320.220.220.110.540.760.320.760.650.320.110.220.4307.788-121.621.190.431.190.430.320.320.651.301.300.221.731.190.220.760.6513.5013-180.111.300.860.430.320.110.321.191.621.510.861.511.191.190.970.5414.0419-240.220.000.000.000.000.000.220.111.190.650.000.860.650.000.220.2204.32>240.000.000.000.000.000.000.000.220.110.540.110.000.320.650.000.0001.94DTOTALS3.353.781.621.941.080.651.192.924.974.432.054.973.672.162.161.8442.87CALM00.221-30.000.110.000.000.000.000.000.000.000.110.000.000.000.000.000.2200.434-70.000.320.110.320.220.110.320.320.430.430.110.000.220.110.220.0003.248-120.220.320.220.860.320.110.110.320.000.650.110.970.430.110.110.0004.8613-180.000.000.431.190.650.320.220.760.970.970.860.760.430.220.320.4308.53 19-240.000.000.000.320.540.110.650.971.401.081.080.860.220.220.220.1107.78>240.000.000.000.000.110.000.000.541.191.300.760.540.000.110.000.h004.54ETOTALS0.220.760.762.701.840.651.302.924.004.542.923.131.300.760.860.7629.59 LSCS-UFSARTABLE 2.3-26REV. 0 - APRIL 1984TABLE 2.3-26(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (JULY)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.221-30.000.000.000.000.000.110.000.000.000.000.000.000.110.000.000.0000.22 4-70.000.000.110.000.220.000.110.220.000.000.000.110.110.000.000.1100.978-120.000.000.220.220.110.320.110.000.110.430.650.320.000.000.000.0002.4813-180.000.000.000.000.320.110.320.000.970.650.430.110.220.430.000.4304.10 19-240.000.000.000.320.320.540.540.110.541.080.220.320.760.000.430.2205.40>240.000.000.000.000.110.220.000.000.760.651.081.190.220.000.000.0004.21FTOTALS0.000.000.320.541.081.301.080.432.382.812.382.051.400.430.430.7617.60CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.110.000.000.000.000.000.000.000.000.000.000.000.220.000.000.0000.328-120.000.000.000.000.000.000.000.000.000.000.000.110.000.000.110.2200.4313-180.000.000.000.000.000.000.000.000.110.000.000.000.000.000.000.2200.32 19-240.000.000.000.000.000.110.320.110.000.110.000.000.000.000.110.2200.97>240.000.000.000.000.110.000.320.000.110.110.000.110.000.000.000.0000.76GTOTALS0.110.000.000.000.110.110.650.110.220.220.000.220.220.000.220.6502.81Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-27REV. 0 - APRIL 1984TABLE 2.3-27(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (AUGUST)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.090.000.000.000.000.090.090.000.000.000.000.090.000.0000.37 4-70.000.000.090.000.000.000.000.000.000.000.000.000.000.000.000.0000.098-120.000.000.000.000.090.000.000.000.000.000.000.000.000.000.090.0000.1813-180.000.000.000.000.000.000.000.000.000.180.090.000.000.000.000.0000.27 19-240.000.000.000.000.000.000.000.000.090.090.000.000.000.000.000.0000.18>240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00ATOTALS0.000.000.180.000.090.000.000.090.180.270.090.000.000.090.090.0001.10CALM00.001-30.090.000.000.000.000.000.000.000.000.000.000.000.000.090.000.0000.18 4-70.000.000.000.090.000.000.000.000.000.000.000.000.000.000.000.0000.098-120.000.000.000.000.000.000.000.000.000.000.000.000.090.000.000.0000.0913-180.000.000.000.000.000.000.000.000.000.180.270.000.000.000.000.0000.46 19-240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00>240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00BTOTALS0.090.000.000.090.000.000.000.000.000.180.270.000.090.090.000.0000.82CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.000.000.000.090.000.000.000.000.000.000.0000.0913-180.000.000.000.000.000.000.000.000.000.000.180.090.000.000.000.0000.27 19-240.000.000.000.000.000.000.000.000.000.270.090.000.000.000.000.0000.37>240.000.000.000.000.000.000.000.000.000.000.000.090.000.000.000.0000.09CTOTALS0.000.000.000.000.000.000.000.000.090.270.270.180.000.000.000.0000.82CALM00.461-30.180.270.090.180.000.270.270.000.180.000.090.000.090.090.090.2702.10 4-71.190.550.550.090.370.911.461.010.640.550.180.370.550.731.011.2811.438-120.180.730.550.180.270.732.381.371.191.370.640.911.011.651.100.8215.0813-180.180.370.180.090.090.371.101.281.191.830.370.180.271.281.100.8210.6919-240.000.000.000.000.000.000.000.550.911.010.460.640.180.460.820.1805.21>240.000.000.000.000.000.000.000.090.460.460.090.640.000.000.000.0901.83DTOTALS1.741.921.370.550.732.295.214.304.575.211.832.742.104.204.113.4746.80 LSCS-UFSARTABLE 2.3-27REV. 0 - APRIL 1984TABLE 2.3-27(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (AUGUST)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.911-30.000.370.270.000.000.000.000.000.090.000.000.180.090.090.090.0901.28 4-70.270.180.180.270.180.270.370.550.270.460.000.090.270.090.090.0003.568-120.370.270.370.270.550.640.270.270.090.090.090.270.180.370.370.3704.8413-180.180.090.180.180.820.820.821.010.270.271.010.270.180.090.550.6407.40 19-240.270.000.000.090.090.180.371.101.100.730.730.180.090.090.090.5505.67>240.000.000.000.000.000.000.180.461.370.460.270.090.000.000.000.0002.83ETOTALS1.100.911.010.821.651.922.013.383.202.012.101.100.820.731.191.6526.51CALM00.181-30.000.000.000.000.000.000.000.090.000.090.000.000.000.000.000.0000.18 4-70.180.370.270.090.180.460.180.180.180.090.180.000.090.090.180.0002.748-120.460.180.090.180.000.270.270.640.000.090.270.180.270.270.270.6404.1113-180.270.090.000.000.270.460.641.100.270.001.100.370.090.550.270.1805.67 19-240.090.000.000.000.000.180.550.730.460.370.460.270.000.000.000.2703.29>240.000.000.000.000.000.000.370.370.460.000.270.180.000.000.000.0001.65FTOTALS1.010.640.370.270.461.372.013.111.370.552.291.010.460.910.731.1017.82CALM00.001-30.000.000.000.000.000.000.000.270.000.000.000.000.000.000.000.0000.274-70.000.000.000.000.000.000.000.180.000.000.000.000.000.000.000.0000.188-120.000.000.000.000.090.000.270.090.370.000.000.000.000.000.090.0000.9113-180.000.000.000.000.090.000.000.460.090.000.090.000.090.090.090.0001.01 19-240.000.000.000.000.000.180.270.460.550.000.180.270.000.000.000.0001.92>240.000.000.000.000.000.000.090.180.270.550.460.270.000.000.000.0001.83GTOTALS0.000.000.000.000.180.180.641.651.280.550.730.550.090.090.180.0006.12Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-28REV. 0 - APRIL 1984TABLE 2.3-28(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (SEPTEMBER)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.130.000.000.000.000.250.000.000.250.000.130.000.000.000.130.1301.008-120.000.000.000.110.130.130.250.000.630.130.130.000.000.000.000.1301.6313-180.000.000.000.750.250.000.000.000.000.250.380.000.130.000.130.0001.88 19-240.000.000.000.000.000.000.000.750.130.250.000.000.130.000.000.0001.25>240.000.000.000.000.000.000.000.000.000.250.500.250.380.000.000.0001.38ATOTALS0.130.000.000.880.380.380.250.751.000.881.130.250.630.000.250.2507.13CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.130.000.000.000.000.000.130.000.000.000.000.1300.388-120.000.000.000.000.130.130.630.130.130.380.130.130.000.000.000.3802.1313-180.000.000.000.130.130.130.000.250.250.000.500.000.000.000.500.2502.13 19-240.000.000.000.130.000.000.000.000.130.000.130.000.130.130.250.0000.88>240.000.000.000.130.000.000.000.000.000.000.000.000.000.000.000.0000.13BTOTALS0.000.000.000.380.380.250.630.380.500.380.880.130.130.130.750.7505.63CALM00.001-30.000.000.000.000.000.000.000.000.000.000.130.000.000.000.000.0000.134-70.130.000.130.000.000.130.000.000.130.000.000.000.000.000.000.0000.508-120.000.000.000.000.000.130.250.000.000.000.000.000.000.000.130.1300.6313-180.000.000.000.250.130.000.130.000.130.000.380.130.130.000.380.0001.63 19-240.000.000.000.250.250.000.000.000.130.000.000.000.000.000.000.0000.63>240.000.000.000.130.000.000.000.000.000.000.000.000.000.000.000.0000.13CTOTALS0.130.000.130.630.380.250.380.000.380.000.500.130.130.000.500.1303.63CALM00.131-30.000.000.000.000.000.000.000.000.000.000.250.130.000.000.000.0000.38 4-70.000.380.750.250.500.130.630.250.000.630.500.250.750.250.000.0005.268-120.000.251.500.500.250.130.000.380.632.000.880.250.750.130.130.0007.7613-180.130.130.880.750.130.130.381.002.632.250.750.631.250.500.750.5012.7719-240.000.000.000.750.751.130.380.501.381.000.500.251.380.500.000.1308.64>240.130.000.000.130.000.000.000.130.130.500.250.000.380.000.000.0001.63DTOTALS0.250.753.132.381.631.501.382.254.766.383.131.504.511.380.880.6336.55 LSCS-UFSARTABLE 2.3-28REV. 0 - APRIL 1984TABLE 2.3-28(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (SEPTEMBER)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.250.000.000.000.000.000.000.130.000.000.000.000.000.000.0000.38 4-70.380.250.000.130.380.500.630.250.130.130.130.000.130.000.000.0003.008-120.000.130.000.380.380.130.000.380.500.000.130.130.000.250.130.1302.6313-180.000.750.250.380.000.130.130.750.881.130.000.250.130.000.250.0005.01 19-240.130.000.000.630.000.250.131.251.381.000.750.000.380.500.750.3807.51>240.000.000.000.000.000.000.000.000.500.380.000.000.130.380.000.0001.38ETOTALS0.501.380.251.500.751.000.882.633.502.631.000.380.751.131.130.5019.90CALM00.131-30.000.000.000.000.000.000.000.000.130.000.000.000.000.000.000.0000.13 4-70.000.000.000.000.130.130.250.000.130.000.000.000.130.000.000.0000.758-120.000.380.000.000.250.880.380.500.750.380.130.130.130.000.000.0003.8813-180.130.250.000.130.500.130.000.250.000.380.000.130.130.000.000.1302.13 19-240.000.000.000.250.750.250.130.750.501.381.380.380.500.130.750.3807.51>240.380.000.000.000.000.000.000.380.131.130.500.250.380.130.000.0003.25FTOTALS0.500.630.000.381.631.380.751.881.633.252.000.881.250.250.750.5017.77CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.000.000.250.000.000.250.500.130.000.000.0001.1313-180.000.000.000.000.000.000.000.000.000.130.000.501.130.380.130.0002.25 19-240.130.000.000.000.250.250.250.250.130.631.000.380.750.130.000.0004.13>240.000.000.000.000.000.000.250.380.000.250.750.130.130.000.000.0001.88GTOTALS0.130.000.000.000.250.250.500.880.250.882.502.131.380.250.000.0009.39Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-29REV. 0 - APRIL 1984TABLE 2.3-29(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (OCTOBER)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.090.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.09 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.090.000.000.180.000.000.000.000.180.000.000.000.000.000.000.0000.4413-180.000.000.000.350.260.000.000.000.790.880.000.000.000.090.090.0002.47 19-240.000.000.000.090.000.000.000.000.180.000.000.000.000.090.000.0900.44>240.000.000.000.000.000.000.000.260.180.090.000.260.000.000.000.0000.79ATOTALS0.180.000.000.620.260.000.000.261.320.970.000.260.000.180.090.0904.23CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.090.000.000.180.000.000.000.000.090.350.090.000.090.350.090.1801.508-120.090.000.000.000.180.000.000.000.530.000.000.000.090.350.350.1801.7613-180.090.260.000.350.090.000.000.000.180.000.000.180.180.620.260.1802.38 19-240.090.620.090.180.000.000.000.090.180.000.000.090.350.530.090.4402.73>240.000.180.000.090.000.000.000.000.260.000.180.790.260.000.000.0001.76BTOTALS0.351.060.090.790.260.000.000.091.230.350.261.060.971.850.790.9710.13CALM00.001-30.000.000.000.000.000.000.000.000.090.000.000.000.000.000.000.0000.094-70.000.000.090.000.000.000.000.000.000.090.090.090.090.000.000.0900.538-120.000.180.000.000.090.090.000.000.000.000.000.090.180.090.260.1801.1513-180.090.350.350.180.180.090.000.000.000.000.000.090.000.180.530.3502.38 19-240.090.530.260.440.090.000.000.440.090.000.090.180.090.090.000.0902.47>240.000.000.000.000.000.090.350.000.090.000.000.260.090.440.000.0001.32CTOTALS0.181.060.700.620.350.260.350.440.260.090.180.700.440.790.790.7007.93CALM00.001-30.000.000.000.000.000.000.000.000.000.000.090.000.000.090.000.0000.18 4-70.750.350.090.000.000.000.000.090.090.350.260.090.090.090.260.4403.008-120.790.700.440.350.440.440.090.180.090.350.440.440.090.530.350.2605.9913-181.940.260.440.530.440.620.880.530.440.350.260.180.090.440.443.1711.0119-241.060.350.350.880.000.260.001.850.881.230.620.621.500.350.262.6412.86>240.260.000.000.180.000.180.000.530.530.090.090.440.970.530.000.0903.88DTOTALS4.851.671.321.940.881.500.973.172.032.381.761.762.732.031.326.6136.92 LSCS-UFSARTABLE 2.3-29REV. 0 - APRIL 1984TABLE 2.3-29(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (OCTOBER)STABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.090.000.000.090.000.000.000.000.000.000.000.000.000.000.0900.26 4-70.350.180.090.000.000.000.000.000.440.000.260.000.180.000.260.1801.948-120.180.000.090.000.180.180.000.000.180.530.090.000.090.000.440.3502.2913-180.350.440.180.090.700.260.000.090.440.000.350.090.000.180.090.5303.79 19-240.880.180.090.621.670.260.000.530.260.880.440.000.260.351.150.4408.02>240.000.000.000.090.180.090.700.440.440.790.260.440.260.700.090.0004.49ETOTALS1.760.880.440.792.820.790.701.061.762.201.410.530.791.232.031.5920.79CALM00.001-30.000.000.000.000.000.000.000.090.000.000.000.000.000.000.000.0000.09 4-70.000.000.260.000.000.090.180.090.090.000.090.090.260.090.180.0901.508-120.180.090.000.000.180.260.000.090.350.260.350.090.090.180.180.1802.4713-180.180.000.000.000.440.180.090.000.260.350.700.260.000.000.260.4403.17 19-240.000.000.000.000.260.090.090.000.440.260.620.180.000.090.790.3503.17>240.000.000.000.000.180.350.180.180.880.440.970.090.350.090.090.0903.88FTOTALS0.350.090.260.001.060.970.530.442.031.322.730.700.700.441.501.1514.27CALM00.091-30.000.000.000.000.000.000.090.000.000.000.000.090.090.000.000.0900.354-70.090.000.000.000.000.000.000.000.090.000.000.350.180.180.090.0901.068-120.000.000.000.000.000.000.000.000.180.000.180.260.180.000.000.0000.7913-180.000.000.000.000.000.000.000.000.260.260.350.180.000.000.000.0001.06 19-240.260.000.000.000.000.000.000.000.090.530.180.090.000.090.000.0001.23>240.000.000.000.000.000.000.000.000.790.260.090.000.000.000.000.0001.15GTOTALS0.350.000.000.000.000.000.090.001.411.060.790.970.440.260.090.1805.73Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-30REV. 0 - APRIL 1984TABLE 2.3-30(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (NOVEMBER)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00 4-70.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.008-120.000.000.000.000.000.000.000.000.070.000.070.000.000.000.000.0000.1513-180.000.070.370.000.000.000.000.070.150.070.000.070.070.000.070.0000.97 19-240.000.000.070.000.000.000.000.000.220.070.070.370.150.150.070.0001.20>240.000.000.000.000.000.000.000.000.000.070.070.450.000.070.000.0000.67ATOTALS0.000.070.450.000.000.000.000.070.450.220.220.900.220.220.150.0003.00CALM00.001-30.070.070.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.15 4-70.300.220.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.528-120.370.220.370.000.070.000.000.070.220.000.070.000.300.150.000.0001.8713-180.070.150.600.000.070.000.000.300.000.070.000.000.070.070.000.0001.42 19-240.070.070.070.000.000.000.000.070.000.000.000.070.220.520.070.0001.20>240.000.000.000.000.070.000.000.000.070.000.300.520.150.150.000.0001.27BTOTALS0.900.751.050.000.220.000.000.450.300.070.370.600.750.900.070.0006.44CALM00.071-30.070.000.000.000.000.000.000.000.000.000.000.000.150.000.070.0000.304-70.000.000.000.000.000.070.000.070.000.070.070.150.070.000.070.0000.608-120.220.520.000.000.000.000.000.220.000.070.000.150.070.000.000.0001.2713-180.220.220.220.000.220.000.220.000.070.000.070.000.150.370.150.0001.95 19-240.070.070.000.000.000.000.070.000.070.000.000.070.300.070.000.0000.75>240.000.000.000.000.070.070.000.000.070.000.750.220.450.000.070.0001.72CTOTALS0.600.820.220.000.300.150.300.300.220.150.900.601.200.450.370.0006.67CALM00.071-30.070.000.070.000.000.000.000.000.000.000.000.000.150.000.000.0000.30 4-70.070.070.000.000.000.000.000.220.000.220.220.220.220.000.000.0001.278-120.300.220.370.520.000.000.150.220.670.150.450.601.120.600.220.0705.6913-180.220.301.650.150.150.150.150.450.450.600.520.522.552.401.950.4512.6619-240.070.220.150.150.300.600.671.350.220.370.600.971.575.172.320.4515.21>240.070.000.000.000.070.220.370.371.270.520.600.902.402.850.600.2210.49DTOTALS0.820.822.250.820.520.971.352.622.621.872.403.228.0111.015.091.2045.69 LSCS-UFSARTABLE 2.3-30REV. 0 - APRIL 1984TABLE 2.3-30(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (NOVEMBER)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.071-30.000.000.070.070.070.000.220.070.000.000.000.070.000.000.000.0000.60 4-70.000.000.070.370.000.000.150.000.150.000.000.150.150.150.150.0701.428-120.070.070.070.000.070.070.300.070.150.070.520.520.150.070.220.0002.4713-180.000.000.300.150.220.370.670.370.000.450.070.600.751.421.120.1506.67 19-240.000.000.220.000.220.070.370.000.150.070.300.150.751.271.200.0704.87>240.000.000.000.000.150.000.070.221.351.200.520.150.371.650.300.0005.99ETOTALS0.070.070.750.600.750.521.800.751.801.801.421.652.174.573.000.3022.10CALM00.001-30.000.000.000.000.070.000.070.000.000.000.000.000.000.000.000.0000.15 4-70.000.000.070.000.000.070.150.000.150.000.000.000.070.070.000.0000.608-120.000.000.070.300.000.070.070.000.000.000.000.150.300.600.150.0701.8013-180.070.000.000.000.370.150.150.220.220.150.450.070.220.901.420.6705.09 19-240.000.000.000.000.300.300.000.150.220.220.220.150.820.220.370.0003.00>240.000.000.000.000.000.000.000.070.450.520.750.451.050.900.000.0004.19FTOTALS0.070.000.150.300.750.600.450.451.050.901.420.822.472.701.950.7514.83CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.000.000.000.000.000.000.000.000.000.000.000.000.070.000.0000.078-120.000.000.000.000.000.000.000.000.070.070.000.000.000.000.000.0000.1513-180.000.000.000.000.000.000.000.000.000.070.220.300.000.070.000.0000.67 19-240.000.000.000.000.000.000.000.000.000.000.150.000.000.000.000.0000.15>240.000.000.000.000.000.000.000.000.000.150.000.000.070.000.000.0000.22GTOTALS0.000.000.000.000.000.000.000.000.070.300.370.300.070.150.000.0001.27Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-31REV. 0 - APRIL 1984TABLE 2.3-31(SHEET 1 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (DECEMBER)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.151-30.000.000.000.000.000.000.000.000.000.000.000.080.000.000.000.0000.08 4-70.000.000.000.000.080.150.080.000.000.000.000.000.000.000.000.0000.308-120.000.000.080.080.000.080.000.000.000.000.080.000.150.000.000.0000.4513-180.000.000.000.000.000.000.150.000.000.000.000.530.760.000.000.0001.44 19-240.080.000.000.000.000.000.000.000.000.000.080.080.600.000.000.0000.83>240.000.000.000.000.000.080.000.230.000.000.000.230.150.000.150.0000.83ATOTALS0.080.000.080.080.080.300.230.230.000.000.150.911.660.000.150.0004.08CALM00.081-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.080.0000.08 4-70.000.000.000.000.000.000.000.000.000.000.000.000.080.000.000.0000.088-120.000.000.230.000.000.000.000.000.000.000.000.000.000.000.000.0000.2313-180.300.080.080.080.080.080.000.000.000.000.080.150.080.000.000.0000.98 19-240.000.000.000.000.000.150.150.000.000.000.000.000.000.000.000.0800.38>240.000.000.000.000.000.000.000.000.000.000.150.080.000.380.000.0000.60BTOTALS0.300.080.300.080.080.230.150.000.000.000.230.230.150.380.080.0802.42CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.000.000.000.000.000.000.000.080.000.000.000.000.000.000.0000.088-120.080.000.000.000.000.000.000.000.000.080.000.080.000.000.000.0800.3013-180.000.000.000.000.150.080.150.000.000.000.080.760.230.230.000.0001.66 19-240.530.000.000.000.000.000.080.000.000.150.300.150.230.000.000.0001.44>240.000.000.000.000.000.00.150.000.000.000.080.150.231.210.000.0001.81CTOTALS0.600.000.000.000.150.080.380.000.080.230.451.130.681.440.000.085.29CALM00.001-30.000.000.000.000.080.000.000.000.000.080.000.000.000.000.000.0000.15 4-70.000.080.000.080.000.000.080.150.080.000.080.450.230.000.230.0801.518-120.680.080.300.230.530.380.600.530.150.080.681.131.130.530.760.6008.3813-180.530.080.080.330.680.681.440.080.380.300.451.282.041.590.831.5112.3119-240.530.000.450.380.080.150.080.530.680.450.831.211.962.572.271.2113.37>240.000.000.150.000.00.001.130.683.700.760.761.363.102.642.040.2316.54DTOTALS1.740.230.981.061.361.213.321.964.981.662.795.448.467.336.123.6352.27 LSCS-UFSARTABLE 2.3-31REV. 0 - APRIL 1984TABLE 2.3-31(SHEET 2 OF 2)MONTHLY THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED,WIND DIRECTION AND PASQUILL STABILITY CLASS FOR THE 375-FOOTLEVEL AT LA SALLE COUNTY STATION (DECEMBER)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNWNWENEESESSESSESSSWSWWSWWWNWNWNNWTOTALCALM00.151-30.080.000.000.000.000.000.080.000.000.000.080.000.000.150.000.0000.38 4-70.080.080.000.000.000.000.150.000.080.150.080.080.380.000.230.0001.288-120.150.380.230.080.000.000.000.380.150.150.530.600.530.080.450.3804.0813-180.680.080.150.150.150.000.080.000.150.450.761.280.830.380.150.7606.04 19-240.450.000.000.080.230.000.150.150.530.380.530.600.530.830.530.2305.21>240.000.000.000.000.080.150.380.452.042.720530.600.681.360.080.0009.06ETOTALS1.440.530.380.300.450.150.830.982.953.852.493.172.952.791.441.3626.21CALM0.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00 4-70.080.000.000.000.000.000.000.000.080.000.000.230.150.000.000.0000.538-120.000.000.000.000.000.000.000.000.000.150.300.230.000.000.080.0800.8313-180.150.150.000.000.000.000.000.000.230.380.300.150.230.300.230.0002.11 19-240.080.000.000.000.000.000.380.000.230.150.150.230.600.380.150.0002.34>240.000.000.000.000.000.000.000.080.530.530.530.300.080.300.000.0002.34FTOTALS0.300.150.000.000.000.000.380.081.061.211.281.131.060.980.450.0808.16CALM00.001-30.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.004-70.000.000.000.000.000.000.000.000.000.000.000.000.000.080.000.0000.088-120.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0800.0813-180.000.000.000.000.000.000.000.000.000.000.000.000.080.000.000.0000.08 19-240.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0000.00>240.000.000.000.000.000.000.080.150.150.300.600.000.080.000.000.0001.36GTOTALS0.000.000.000.000.000.000.080.150.150.300.600.000.150.080.000.0801.59Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-32REV. 0 - APRIL 1984TABLE 2.3-32(SHEET 1 OF 2)THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED, WIND DIRECTION,AND PASQUILL STABILITY CLASS FOR THE 375-FOOT LEVEL AT LA SALLE COUNTY STATION (OCTOBER 1, 176 - SEPTEMBER 30, 1978)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.011-30.010.000.010.000.010.010.000.010.010.000.000.010.010.010.000.0000.07 4-70.010.000.020.010.050.060.040.020.050.010.010.000.000.010.010.0100.318-120.010.010.010.120.070.050.030.140.130.060.040.010.010.000.010.0100.7213-180.020.040.070.100.040.050.020.060.130.160.060.070.110.050.030.0101.04 19-240.020.010.010.010.010.010.010.050.060.040.020.090.140.040.010.0100.54>240.000.010.000.000.040.010.010.060.060.180.100.130.100.040.040.0000.77ATOTALS0.070.070.130.240.210.180.110.340.440.460.240.310.380.150.100.0403.47CALM00.011-30.010.010.000.000.000.000.000.000.000.000.000.000.000.010.010.0000.04 4-70.040.020.010.020.010.000.000.000.010.040.020.010.010.040.010.0200.268-120.050.070.150.040.030.030.070.020.070.050.030.010.050.040.030.0400.7913-180.040.040.100.070.030.020.010.080.050.040.080.050.040.070.060.0400.85 19-240.040.070.020.020.000.010.010.040.040.070.050.020.070.120.030.0500.67>240.020.010.010.010.070.020.010.040.100.060.130.180.120.130.040.0100.96BTOTALS0.210.220.290.180.140.090.110.180.270.260.310.270.300.400.170.1503.56CALM00.011-30.010.000.000.000.000.000.000.000.010.000.010.000.010.000.010.0000.044-70.010.010.060.010.010.030.010.010.020.020.030.040.010.000.010.0100.308-120.040.140.130.060.070.010.030.040.030.050.020.040.040.040.030.0300.8013-180.040.120.120.100.070.020.070.010.060.040.140.150.060.100.100.0401.23 19-240.070.080.040.070.030.020.060.090.100.130.110.090.120.040.040.0201.09>240.010.010.040.010.070.030.050.050.030.090.160.140.190.210.070.0401.19CTOTALS0.170.360.380.240.260.120.220.210.250.320.470.450.430.380.250.1304.65CALM00.141-30.020.070.020.040.040.020.060.010.020.010.050.020.040.040.010.0300.32 4-70.400.340.350.270.210.170.270.240.180.290.330.310.270.210.240.2604.318-120.820.760.680.580.300.410.530.430.600.600.500.720.770.690.460.5309.4013-180.690.991.050.530.420.440.690.600.970.850.590.771.221.160.951.1313.0719-240.430.240.410.400.250.350.340.710.820.680.430.621.001.330.990.8609.87>240.110.010.270.210.180.250.290.390.960.630.460.851.541.480.550.2408.44DTOTALS2.492.422.782.041.391.642.172.393.563.072.373.294.844.923.203.0545.76 LSCS-UFSARTABLE 2.3-33REV. 0 - APRIL 1984TABLE 2.3-32(SHEET 2 OF 2)THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND SPEED, WIND DIRECTION,AND PASQUILL STABILITY CLASS FOR THE 375-FOOT LEVEL AT LA SALLE COUNTY STATION (OCTOBER 1, 176 - SEPTEMBER 30, 1978)(Values in Percent of Total ObservationSTABILITYCATEGORYSPEED (mph)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTOTALCALM00.211-30.010.060.040.010.010.000.030.010.010.020.010.030.010.040.010.0400.35 4-70.110.170.090.100.070.110.150.140.150.170.110.120.210.090.140.0802.018-120.180.280.240.240.210.170.170.210.170.230.380.350.270.190.270.1803.7513-180.180.270.330.450.420.400.300.320.360.470.430.620.470.470.360.3206.20 19-240.210.070.080.320.380.190.290.430.630.470.490.430.410.600.510.2205.74>240.050.010.010.100.180.170.260.441.151.060.450.530.580.880.140.0306.04ETOTALS0.760.850.791.211.281.051.211.552.482.421.872.081.972.271.430.8824.30CALM00.071-30.000.000.010.000.010.010.010.010.010.020.000.000.010.000.000.0100.10 4-70.030.050.070.020.070.080.100.060.060.040.050.070.070.040.050.0100.878-120.100.070.040.080.110.180.100.120.180.180.210.110.110.170.120.1502.0213-180.130.060.040.040.240.170.150.210.310.220.330.180.250.350.350.2403.26 19-240.030.000.020.070.170.190.330.210.350.400.450.250.460.370.420.1103.82>240.040.000.010.000.020.090.300.320.650.850.740.330.280.240.040.0103.94FTOTALS0.320.180.190.210.620.710.990.941.551.721.790.941.181.160.990.5414.09CALM00.031-30.000.000.000.000.000.000.010.020.000.000.000.010.010.000.010.0100.064-70.020.010.000.000.010.010.000.010.010.030.030.050.040.030.020.0200.298-120.010.040.030.000.010.010.030.020.070.020.090.080.030.010.040.0200.5013-180.030.010.000.010.010.000.000.050.120.050.100.120.070.100.080.0800.82 19-240.050.010.000.010.010.040.100.130.160.150.130.060.100.070.050.0101.08>240.000.000.000.000.010.000.090.100.210.310.430.120.090.010.040.0001.40GTOTALS0.120.070.030.010.040.050.220.330.560.570.770.430.340.210.240.1504.17SectorTotals(%)4.14 4.17 4.58 4.13 3.95 3.84 5.03 5.93 9.11 8.81 7.82 7.77 9.43 9.50 6.38 4.94 99.53Calm0.47Note: Stability is based on 33- and 375-foot T for the period of record (October 1, 1976 - September 30, 1978).

LSCS-UFSARTABLE 2.3-33REV. 0 - APRIL 1984TABLE 2.3-33X/Q VALUES (sec / meter3) AT EXCLUSION AREA BOUNDARY FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKSECTORACTUAL SITEBOUNDARY(km)0-1 HOUR0-2 HOURS0-8 HOURS8-24 HOURS1-4 DAYS4-30 DAYS5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENTN.515.271-073.654-256.588-075.645-254.436-071.227-211.927-071.704-208.926-087.582-199.608-082.964-11NNE.516.313-073.398-254.517-073.427-252.905-077.600-251.634-075.430-238.236-085.807-204.148-084.621-11NE.512.891-072.940-252.557-073.032-251.346-077.314-299.696-083.069-265.092-083.310-223.037-085.507-10ENE.514.089-073.610-253.140-073.699-251.202-072.509-248.118-085.827-236.227-089.346-212.929-081.534-10E.513.750-074.116-212.768-073.689-211.205-072.839-219.994-083.445-216.377-081.118-192.914-082.957-10ESE.519.550-086.785-216.435-085.258-214.137-083.500-212.769-088.478-212.433-088.498-201.099-081.394-11SE.511.099-081.352-227.247-092.994-231.358-081.114-221.583-082.405-221.482-085.255-208.549-092.749-17SSE.513.076-093.234-211.992-092.162-211.678-094.476-223.290-092.892-228.766-097.038-216.347-099.777-19S.515.512-086.720-242.692-081.091-241.957-081.674-241.506-081.684-246.281-092.205-237.059-092.657-19SSW.518.424-081.680-226.186-081.832-233.039-082.743-242.682-081.183-243.057-083.203-231.041-084.735-13SW.512.031-077.908-211.008-075.488-211.221-071.997-213.293-083.687-222.552-083.337-221.500-081.528-14WSW.518.202-074.096-247.902-071.471-243.620-078.927-241.415-071.831-248.620-081.513-242.948-081.396-12W.517.155-073.246-255.756-073.367-253.595-071.016-271.485-074.169-276.847-088.058-251.201-083.604-12WNW.514.907-073.360-252.726-073.355-251.046-076.159-297.537-097.549-291.133-081.155-269.933-092.870-12NW.511.643-083.232-251.922-083.292-253.416-087.429-293.064-087.680-263.613-081.215-211.174-081.331-18NNW.518.412-073.498-255.315-073.596-251.563-074.946-241.621-071.017-227.978-081.084-203.209-084.905-17ALL2.798-073.750-251.826.076.127-251.161-075.673-248.311-087.880-235.401-083.244-212.360-082.413-12 LSCS-UFSARTABLE 2.3-34REV. 0 - APRIL 1984TABLE 2.3-34X/Q VALUES (sec / meter3) AT ACTUAL SITE BOUNDARY FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKSECTORACTUAL SITEBOUNDARY(km)0-1 HOUR0-2 HOURS0-8 HOURS8-24 HOURS1-4 DAYS4-30 DAYS5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENTN1.021.117-061.335-127.046-073.787-121.722-071.885-111.271-071.961-115.926-082.191-113.283-081.431-09NNE1.337.413-071.163-108.607-077.423-111.600-071.096-101.150-078.727-114.268-081.224-102.670-082.306-09NE2.418.180-072.205-087.843-072.257-081.699-078.065-091.151-072.395-094.378-081.556-091.172-083.053-09ENE4.451.895-062.102-071.503-061.448-075.169-077.533-091.301-071.349-085.220-086.304-091.484-087.907-09E1.976.801-075.388-086.135-072.727-081.639-071.058-081.222-072.532-095.088-081.846-091.197-084.140-09ESE.848.653-071.341-125.866-079.743-131.437-075.642-131.071-073.180-134.609-084.079-132.919-083.604-10SE.885.450-079.734-132.406-075.039-131.189-071.816-137.872-082.067-134.166-087.163-132.296-081.074-11SSE.842.012-071.032-121.904-075.705-137.906-081.054-135.125-085.607-141.346-081.240-131.902-086.688-13S.836.787-077.258-147.179-071.875-141.589-071.614-149.614-086.720-152.857-087.633-151.484-082.354-13SSW.836.897-071.548-137.459-077.004-141.485-072.196-141.144-076.660-153.755-086.510-152.848-081.646-10SW.618.829-076.343-172.595-074.636-171.658-076.406-181.222-071.905-183.819-081.442-181.449-085.467-13WSW.514.927-071.567-245.049-072.789-243.926-071.705-231.193-072.218-245.597-081.641-242.878-081.349-12W.517.026-074.419-297.045-072.166-283.873-071.288-271.431-074.033-275.349-081.023-241.190-083.481-12WNW.638.869-077.884-222.661-075.417-221.533-071.051-221.249-071.175-222.165-087.638-222.525-083.078-11NW.732.373-071.202-182.514-071.017-181.168-074.973-198.524-081.019-173.685-081.984-151.432-086.505-14NNW.851.109-082.864-151.023-064.737-153.556-073.643-142.935-078.223-145.731-081.751-133.292-088.023-12ALL1.136-064.030-127.603-073.215-121.671-073.160-121.192-071.789-124.763-081.907-122.331-085.410-10 LSCS-UFSARTABLE 2.3-35REV. 0 - APRIL 1984TABLE 2.3-35X/Q VALUES (sec / meter3) AT LOW POPULATION ZONE BOUNDARY FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKSECTORLPZBOUNDARY(km)0-1 HOUR0-2 HOURS0-8 HOURS8-24 HOURS1-4 DAYS4-30 DAYS5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENTN6.404.060-072.175-073.761-071.482-072.257-075.935-085.734-081.503-082.461-087.910-091.073-086.695-09NNE6.404.061-072.155-073.747-071.377-072.032-075.131-085.166-081.189-082.214-085.365-091.143-086.063-09NE6.404.039-072.081-073.517-071.205-071.812-074.568-084.548-089.682-091.922-084.320-099.494-095.261-09ENE6.404.075-072.515-073.718-071.695-072.124-075.428-085.378-081.222-082.210-085.911-091.208-086.018-09E6.404.089-072.631-073.889-071.749-072.388-076.123-086.534-081.585-083.136-087.576-091.827-087.661-09ESE6.404.046-072.608-073.755-071.848-072.623-076.997-087.148-081.613-083.704-087.561-092.464-085.976-09SE6.404.084-072.834-073.811-071.807-072.440-076.068-086.600-081.400-082.655-085.936-091.404-086.064-09SSE6.404.105-073.238-073.954-071.933-072.604-077.510-087.166-081.632-083.097-086.986-091.019-084.882-09S6.404.124-073.359-073.992-071.871-072.716-075.859-086.937-081.186-082.454-083.949-097.178-093.619-09SSW6.404.149-073.540-074.051-072.007-072.976-077.231-088.571-081.532-083.541-085.565-091.438-083.327-09SW6.404.134-073.359-074.019-072.030-072.824-077.681-088.404-081.783-084.109-085.702-091.447-083.990-09WSW6.404.109-072.913-073.938-071.847-072.383-076.599-086.586-081.529-082.654-084.800-099.820-094.002-09W6.404.075-072.379-073.656-071.604-071.916-075.068-085.160-081.130-081.994-084.316-098.114-093.210-09WNW6.404.111-072.665-073.857-071.637-072.196-075.113-085.816-081.055-082.168-083.357-098.569-093.792-09NW6.404.114-072.406-073.321-071.610-072.352-075.735-085.906-081.396-082.201-085.083-099.981-093.735-09NNW6.404.064-072.287-073.732-071.553-072.198-075.284-085.684-081.206-082.574-084.821-091.198-083.990-09ALL4.092-072.630-073.866-071.708-072.358-075.752-086.252-081.332-082.601-085.621-091.337-084.956-09 LSCS-UFSARTABLE 2.3-36REV. 0 - APRIL 1984TABLE 2.3-36FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 0-1 HOUR FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N2.225-153.782-081.432-072.085-072.310-071.821-071.025-076.973-085.564-084.295-08NNE2.549-163.003-081.355-072.054-072.286-071.804-071.018-076.966-085.795-084.598-08NE7.193-131.701-081.210-071.901-072.145-071.736-079.369-087.142-086.096-085.202-08ENE8.439-163.813-081.570-072.475-072.514-071.985-071.134-077.437-085.879-084.540-08E3.906-139.317-082.479-072.654-072.513-071.915-071.042-076.946-085.147-083.696-08ESE4.521-139.757-082.528-072.696-072.530-071.959-071.053-076.795-084.960-083.656-08SE6.257-148.055-082.061-072.930-072.773-072.105-071.109-077.526-085.667-084.297-08SSE3.366-439.571-082.807-073.260-073.148-072.381-071.249-077.748-085.400-083.942-08S3.052-147.094-082.532-073.256-073.284-072.655-071.456-079.056-086.430-084.860-08SSW1.017-138.292-082.681-073.477-073.425-072.795-071.557-079.143-086.161-084.629-08SW5.430-131.078-072.823-073.325-073.270-072.644-071.380-077.978-085.420-083.359-08WSW2.058-146.534-081.886-072.845-072.944-072.414-071.435-079.224-086.689-085.081-08W4.264-171.957-081.398-072.257-072.479-072.117-071.278-078.388-087.170-085.834-08WNW1.061-162.695-081.526-072.526-072.644-072.204-071.245-078.675-086.903-085.566-08NW6.756-172.105-081.470-072.438-072.489-072.076-071.230-078.131-086.327-085.351-08NNW3.176-163.353-081.409-072.156-072.425-071.993-071.095-077.193-085.855-084.549-08ALL3.466-154.992-081.669-072.572-072.601-072.061-071.149-077.536-085.824-084.507-08 LSCS-UFSARTABLE 2.3-37REV. 0 - APRIL 1984TABLE 2.3-37FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 0-2 HOURS FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N3.444-153.195-081.101-071.471-071.450-071.188-077.236-085.029-083.699-082.973-08NNE2.969-161.981-088.744-081.317-071.360-071.127-076.970-085.078-083.745-083.087-08NE8.458-181.181-087.587-081.165-071.241-071.013-076.798-084.956-083.729-083.076-08ENE2.428-162.886-081.224-071.636-071.673-071.341-077.679-084.947-083.560-082.851-08E3.111-135.572-081.434-071.731-071.728-071.392-077.668-084.821-083.447-082.712-08ESE4.089-135.743-081.445-071.808-071.798-071.406-078.028-085.045-083.553-082.775-08SE2.830-144.222-081.370-071.780-071.800-071.507-078.490-085.403-083.913-083.045-08SSE2.098-135.355-081.617-071.871-071.915-071.734-079.622-085.966-084.195-083.124-08S7.721-153.895-081.406-071.805-071.869-071.715-071.027-076.373-084.544-083.421-08SSW2.192-144.420-081.552-071.924-071.984-071.777-071.129-077.026-084.744-083.523-08SW4.271-136.416-081.666-071.934-071.987-071.731-079.991-086.212-084.323-083.148-08WSW9.876-154.210-081.366-071.780-071.833-071.625-079.753-086.240-084.463-083.416-08W7.086-171.793-081.072-071.580-071.606-071.403-078.764-086.313-084.712-083.817-08WNW8.926-171.787-081.055-071.566-071.636-071.416-078.607-085.894-084.449-083.584-08NW4.820-171.635-081.010-071.546-071.627-071.339-078.344-086.039-084.430-083.553-08NNW9.605-162.371-081.078-071.527-071.531-071.249-077.597-085.320-083.841-083.053.08ALL4.527-153.390-081.271-071.666-071.703-071.404-078.215-085.454-083.955-083.084-08 LSCS-UFSARTABLE 2.3-38REV. 0 - APRIL 1984TABLE 2.3-38FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 0-8 HOURS FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N7.020-141.774-084.531-085.441-085.929-085.075-083.472-082.489-081.830-081.475-08NNE1.573-151.080-083.782-084.718-085.076-084.513-083.176-082.349-081.683-081.381-08NE3.247-175.849-093.173-084.391-084.516-084.264-082.976-082.057-081.503-081.225-08ENE6.665-151.192-084.029-084.889-085.210-084.683-083.029-082.126-081.591-081.286-08E1.524-181.950-084.804-085.583-086.211-085.343-083.521-082.440-081.749-081.355-08ESE1.400-131.941-085.244-086.969-087.086-085.899-083.653-082.495-081.748-081.401-08SE2.467-171.319-084.195-085.274-086.254-085.571-083.558-082.605-081.812-081.471-08SSE4.381-141.654-084.890-087.002-087.705-086.513-084.139-082.791-081.985-081.563-08S6.841-151.215-084.136-084.961-086.035-085.818-083.896-082.767-081.946-081.583-08SSW8.259-151.232-084.733-086.425-087.801-086.903-084.141-082.982-082.076-081.639-08SW6.825-142.022-085.550-087.429-087.727-086.634-083.933-072.820-081.868-081.510-08WSW1.903-141.442-084.634-086.219-086.931-086.128-083.798-082.638-081.836-081.440-08W1.025-167.697-093.641-084.814-085.089-084.733-083.402-082.581-081.806-081.487-08WNW3.071-175.837-093.435-084.709-085.031-084.755-083.388-082.600-081.845-081.561-08NW3.943-177.035-093.869-084.987-085.808-085.412-083.594-082.749-082.047-081.710-08NNW1.188-141.291-083.951-084.838-085.095-084.607-083.121-082.266-081.646-081.348-08ALL1.250-141.323-084.168-084.995-085.764-085.016-083.462-082.501-081.783-081.436-08 LSCS-UFSARTABLE 2.3-39REV. 0 - APRIL 1984TABLE 2.3-39FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 8-24 HOURS FOR EFFLUENTS RELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N1.475-136.309-091.404-091.516-081.461-081.120-086.418-093.960-092.800-092.137-09NNE5.810-153.854-099.542-091.172-081.169-089.299-095.413-093.581-092.428-091.876-09NE1.804-162.032-097.946-099.670-099.556-098.168-094.965-093.224-092.248-091.701-09ENE5.888-153.411.099.021-091.155-081.210-088.971-095.310-093.383-092.332-091.783-09E7.190-145.918-091.321-081.555-081.551-081.204-086.475-094.006-092.747-092.082-09ESE1.079-135.680-081.358-081.636-081.602-081.263-086.869-094.025-092.768-092.059-09SE1.426-143.688-099.396-091.381-081.388-081.126-086.204-093.832-092.661-091.990-09SSE1.718-144.501-091.083-081.621-081.637-081.375-087.660-094.404-093.003-092.278-09S2.757-153.101-098.823-091.095-081.238-081.013-086.196-093.997-092.737-092.046-09SSW1.866-152.792-099.049-091.383-081.580-081.446-088.077-094.691-093.199-092.402-09SW1.892-144.888-091.453-081.713-081.794-081.344-087.552-094.484-093.127-092.354-09WSW2.707-153.532-091.017-081.427-031.562-081.287-087.272-094.253-092.923-092.220-09W1.6.35-161.751-098.322-091.068-081.106-089.148-095.862-093.721-092.602-091.982-09WNW1.522-171.437-097.639-091.823-081.034-089.186-095.940-093.749-092.737-092.032-09NW3.143-162.554-098.835-091293-081.416-081.152-086.442-093.988-092.921-092.259-09NNW1.502-143.816-099.062-091.162-081.211-088.585-095.322-093.487-092.425-091.880-09ALL8.388-153.762-099.737-091.279-081.326-081.058-086.126-093.828-092.646-092.005-09 LSCS-UFSARTABLE 2.3-40REV. 0 - APRIL 1984TABLE 2.3-40FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF1-4 DAYS FOR EFFLUENTS RELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N5.233-134.013-097.532-097.792-097.655-095.531-093.086-091.973-091.291-099.748-10NNE1.330-132.233-094.303-095.258-095.354-094.337-092.677-091.701-091.220-099.337-10NE1.060-141.307-093.473-094.158-094.227-093.918-092.054-091.311-099.319-107.125-10ENE5.264-141.579-094.465-095.798-095.891-094.622-092.528-091.554-091.059-097.990-10E1.849-133.148-096.783-097.616-097.331-095.543-093.017-091.914-091.247-099.538-10ESE1.728-133.031-096.813-097.488-097.245-095.611-092.976-091.904-091.248-099.527-10SE1.051-131.899-094.889-095.861-095.859-094.675-092.791-091.759-091.201-098.937-10SSE4.524-141.841-095.764-096.893-096.675-095.072-092.606-091.551-091.047-098.158-10S3.399-151.110-093.684-093.909-094.257-093.926-092.236-091.335-099.036-106.758-10SSW2.984-159.044-103.588-095.210-095.819-094.827-092.667-091.560-091.055-097.910-10SW1.207-141.724-094.985-095.031-095.787-095.139-092.694-091.737-091.054-098.120-10WSW1.105-158.733-103.404-094.892-094.898-094.296-092.520-091.507-091.004-097.720-10W8.649-167.072-102.926-094.008-094.250-094.136-092.237-091.432-091.023-097.734-10WNW8.927-175.577-102.158-092.942-093.381-093.804-091.989-091.269-098.541-106.834-10NW2.377-141.453-094.229-095.058-094.791-094.281-092.398-091.564-091.097-098.250-10NNW4.092-141.598-094.202-095.022-094.640-094.065-092.207-091.398-099.976-107.569-10ALL3.306-141.699-094.466-095.538-095.581-094.538-092.557-091.606-091.088-098.326-10 LSCS-UFSARTABLE 2.3-41REV. 0 - APRIL 1984TABLE 2.3-41FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 4-30 DAYS FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N8.002-103.812-096.544-096.939-096.317-094.842-092.605-091.651-091.119-098.613-10NNE1.155-093.323-095.268-095.977-095.904-094.450-092.647-091.822-091.184-099.223-10NE2.575-093.025-094.900-095.174-095.081-093.938-092.389-091.686-091.107-098.335-10ENE9.480-103.765-095.700-095.842-095.888-094.450-092.458-091.510-091.031-097.886-10E2.027-094.911-097.924-097.703-097.211-095.211-092.985-091.775-091.182-099.390-10ESE2.938-105.423-096.214-095.852-095.658-093.827-092.077-091.272-098.282-106.246-10SE2.198-123.289-095.772-095.760-095.800-094.187-092.287-091.385-099.822-107.198-10SSE3.181-132.275-094.855-095.167-094.829-093.774-091.995-091.185-097.985-105.995-10S1.508-131.378-093.029-093.442-093.424-092.634-091.426-098.480-105.336-104.081-10SSW8.050-111.483-093.511-093.550-093.207-092.509-091.381-098.853-105.329-104.275-10SW3.284-111.488-093.251-093.772-093.899-093.066-091.709-099.962-107.051-104.909-10WSW1.144-109.892-103.178-093.802-093.908-093.564-092.112-091.065-097.863-105.954-10W2.486-101.735-092.699-093.278-093.173-092.617-091.550-099.533-106.282-104.839-10WNW1.652-101.366-092.969-093.768-093.704-092.966-091.767-099.930-107.240-105.735-10NW3.522-131.398-093.241-093.722-093.710-092.886-091.715-091.071-097.743-105.760-10NNW3.699-121.811-093.596-094.006-093.903-093.036-091.736-091.065-096.877-105.212-10ALL2.212-102.610-094.571-094.962-094.865-093.734-092.072-091.245-098.538-106.570-10 LSCS-UFSARTABLE 2.3-42REV. 0 - APRIL 1984TABLE 2.3-42FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 0-1 HOUR FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N6.761-073.104-073.800-074.004-074.386-073.548-072.524-071.710-071.359-071.197-07NNE6.455-073.170-073.785-074.004-074.468-073.801-072.753-071.881-071.511-071.298-07NE5.676-074.458-073.787-073.976-074.416-073.837-072.842-071.984-071.555-071.353-07ENE5.076-074.430-073.829-074.026-074.571-073.899-072.936-072.041-071.633-071.398-07E5.624-073.364-073.819-074.035-074.570-073.849-072.786-071.947-071.577-071.381-07ESE4.604-073.296-073.828-074.008-074.405-073.618-072.547-071.678-071.304-071.146-07SE2.291-073.183-073.879-074.032-074.565-073.937-073.053-072.100-071.681-071.417-07SSE1.748-073.128-073.873-074.057-074.648-073.916-073.112-072-089-071.620-071.434-07S4.693-074.466-073.882-074.068-074.804-074.216-073.364-072.236-071.765-071.530-07SSW4.994-077.552-073.963-074.107-074.838-075.367-074.206-072.932-072.246-071.929-07SW1.193-067.271-074.402-074.098-074.737-073.916-073.187-072.122-071.801-071.520-07WSW1.431-065.666-073.881.074.054-074.725-073.956-073.260-072.144-071.766-071.523-07W9.876-075.590-073.878-074.040-074.577-073.938-073.257-072.146-071.800-071.580-07WNW7.719-073.126-073.814-074.045-074.667-073.911-073.146-072.116-071.729-071.523-07NW2.829-073.814-073.825-074.051-074.695-074.446-073.457-072.343-072.005-071.781-07NNW1.060-063.129-073.812-074.000-074.535-073.881-073.126-072.084-071.713-071.488-07ALL6.062-073.996-073.848-074.040-074.608-073.886-073.033-072.050-071.633-071.436-07 LSCS-UFSARTABLE 2.3-43REV. 0 - APRIL 1984TABLE 2.3-43FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 0-2 HOURS FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N5.598-072.917-073.590-073.760-073.695-072967-071.873-071.235-079.677-088.536-08NNE4.714-072.836-073.524-073.709-073.716-073.105-072.009-071.320-071.043-079.170-08NE4.698-073.192-073.360-073.437-073.543-073.115-072.096-071.423-071.133-079.728-08ENE4.682-073.406-073.523-073.641-073.748-073.255-072.162-071.453-071.083-079.405-08E4.761-073.023-073.643-073.814-073.812-073.160-072.062-071.409-071.077-079.354-08ESE3.584-073.097-073.693-073.766-073.747-073.121-071.959-071.273-079.892-088.513-08SE2.149-073.139-073.745-073.822-073.777-073.139-072.072-071.410-071.117-079.723-08SSE1.329-073.007-073.782-073.917-073.903-073.492-072.331-071.546-071.218-071.055-07S4.152-073.165-073.750-073.937-074.365-073.545-072.397-071.560-071.249-071.050-07SSW4.303-075.325-073.848-074.011-074.346-073.922-073.088-072.130-071.738-071.407-07SW6.547-075.332-073.892-073.992-074.047-073.558-072.410.071.641-071.352-071.127-07WSW6.710-074.335-073.675-073.885-074.127-073.619-072.479-071.691-071.290-071.054-07W6.044-073.882-073.556-073.656-073.636-073.201-072.219-071.520-071.228-071.070-07WNW5.161-072.837-073.600-073.813-073.814-073.303-072.300-071.580-071.307-071.132-07NW2.486-073.056-073.627-073.668-074.037-073.518-072.535-071.779-071.409-071.190-07NNW6.134-072.941-073.617-073.713-073.768-073.238-072.158-071.443-071.157-079.717-08ALL4.720-073.150-073.676-073.830-073.844-073.330-072.174-071.481-071.187-071.002-07 LSCS-UFSARTABLE 2.3-44REV. 0 - APRIL 1984TABLE 2.3-44FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 0-8 HOURS FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N2.534-071.608-072.126-072.260-072.223-071.719-071.075-078.487-085.681-084.929-08NNE1.595-071.418-071.849-071.976-071.991-071.603-071.042-076.859-085.499-084.794-08NE1.824-071.616-071.591-071.775-071.775-071.533-071.065-078.943-086.116.085.343-08ENE1.691-071.759-071.951-072.082-072.122.071.728-071.116-078.439-085.663-084.733-08E1.834-071.781-072.365-072.416-072.331-071.814-071.085-077.356-085.668-084.870-08ESE1.187-071.875-072.480-072.641-072.526-071.907-071.106-078.999-085.899-085.072-08SE8.993-081.751-072.363-072.475-072.416-071.865-071.156-079.757-086.317-085.439-08SSE3.586-081.735-072.493-072.613-072.455-072.015-071.240-071.010-076.166-085.421-08S1.304-071.646-072.330-072.697-072.694-072.243-071.350-071.088-076.385-085.296-08SSW1.225-073.160-072.838-072.974-072.990-072.448-071.630-071.277-078.807-087.400-08SW2.381-072.525-072.727-072.844-072.774-072.195-071.347-071.083-076.622-085.392-08WSW2.821-071.910-072.237-072.306-072.403-072.135-071.371-071.153-076.886-085.525-08W2.832-071.842-071.843-071.901-071.913.071.633-071.135-071.011-076.721-085.587-08WNW1.086-071.391-071.973-072.165-072.148-071.815-071.174-079.713-086.393-085.286-08NW9.785-081.618-072.015-072.294-072.316-072.084-071.389-071.129-077.337-086.240-08NNW2.430-071.535-071.966-072.097-072.178-071.763-071.102-078.681-085.838-085.082-08ALL1.630-071.764-072.232-072.345-072.330-071.896-071.192-079.711-086.077-085.249-08 LSCS-UFSARTABLE 2.3-45REV. 0 - APRIL 1984TABLE 2.3-45FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF8-24 HOURS FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N1.638-075.631-086.011-086.131-085.509-084.019-082.111-081450-088.969-097.127-09NNE1.328-075.398-085.320-085.482-084.816-083.536-081.919-081392-087.851-096.014-09NE1.194-076.246-084.911-084.710-084.320-083.188-081.904-081.402-088.358-096.950-09ENE1.206-075.751-085.760-085.630-085.116-083.816-082.136-081.454-088.613-096.906-09E1.282-076.016-087.281-086.670-086.051-084.254-082.275-081.502-088.871-096.991-09ESE9.259-087.716-087.818-087.848-086.837-084.800-082.426-081.502-089.346-097.301-09SE8.173-085.756-086.966-086.877-086.279-084.403-082.328-081.504-089.323-097.325-09SSE3.821-085.567-087.814-087.693-086.699-084.796-082.461-081.526-089.463-097.399-09S9.718-085.308-086.385-086.625-086.711-085.265-082.887-081.630-081.060-088.007-09SSW1.129-071.075-079.198-088.854-088.267-086.001-083.495-082.386-081.350-081.083-08SW1.415-071.006-078.871-088.822-087.850-085.516-082.850-081.624-081.065-088.177-09WSW1.385-078.841-087.097-086.815-086.334-084.755-082.850-081.674-081.158-088.162-09W1.249-077.278-085.838-085.468-084.810-083.485-081.905-081.429-08.673-097.269-09WNW1.870-075.443.086.041-088.138-085.627-084.089-082.275-081.501-089.137-097.371-09NW7.958-086.401-085.857-086.352-085.748-084.619-082.901-081.756-081.192-089.531-09NNW2.864-075.715-085.747-085.855-085.295-083.990-082.172-081.478.088.846-097.012-09ALL1.214-076.243-086.553-086.429-085.876-084.295-082.369-081.528-089.451-097.471-09 LSCS-UFSARTABLE 2.3-46REV. 0 - APRIL 1984TABLE 2.3-46FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 1-4 DAYS FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N5.853-082.306-082.383-082.535-082.379-081.789-089.593-096.005-094.095-093.095-09NNE5.088-082.238-082.176-082.352-082.102-081.601-089.000-095.478-093.836-092.977-09NE4.799-082.503-081.940-082.057-081.827-081.431-089.041-095.826-094.099-093.455-09ENE3.630-082.317-082.320-082.342-082.104-081.614-089.643-095.965-094.130-093.021-09E4.971-082.754-083.242-083.290-082.967-082.072-081.189-088.032-095.094-093.959-09ESE4.293-082.827-083.599-083.787-083.544-082.585-081.312-088.328-095.214-093.914-09SE1.805-082.600-082.919-082.981-082.541-081.861-089.627-095.572-093.960-092.993-09SSE1.834-082.439-083.233-083.246-082.939-082.067-081.115-087.328-094.298-093.262-09S3.197-081.467-082.455-082.610-082.387-081.852-081.100-088.383-094.833-093.854-09SSW2.929-084.652-083.645-083.616-083.346-082.598-081.523-089.912-096.635-095.327-09SW3.979-084.552-084.317-084.343-083.865-082.583-081.353-088.736-095.034-093.835-09WSW6.769-083.625-082.985-082.998-082.558-081.765-081.051-087.566-094.710.093.756-09W5.259-082.526-082.252-082.087-081.901-081.318-087.512-095.124-093.122-092.549-09WNW1.768-081.454-082.131-082.259-082.143-081.712-089.045-095.506-093.717-092.843-09NW1.949-081.994-082.026-082.266-082.268-081.886-081.157-088.503-095.315-094.119-09NNW6.035-082.506-082.571-082.797-082.436-081.788-081.006-086.161-094.155-093.116-09ALL4.526-082.591-082.616-082.762-082.502-081.865-081.064-087.131-094.461-093.505-09 LSCS-UFSARTABLE 2.3-47REV. 0 - APRIL 1984TABLE 2.3-47FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 4-30 DAYS FOR EFFLUENTSRELEASED FROM PLANT COMMON STACKDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N5.266-081.263-081.063-081.105-081.035-088.596-094.380-092.804-092.094-091.563-09NNE4.546-081.096-081.100-081.101-081.050-088.275-094.664-093.231-092.165-091.904-09NE1.774-081.226-089.059-098.791-099.182-096.992-094.210-092.753-091.962-091.536-09ENE3.013-081.152-081.113-081.258-081.170-089.191-095.280-094.421-092.334-092.072-09E1.973-081.316-081.722-081.793-081.756-081.218-086.470-094.910-092.502-092.359-09ESE3.670-081.412-082.365-082.223-082.334-081.570-088.384-095.014-093.535-092.588-09SE1.968-081.324-081.376-081.440-081.352-089.924-095.361-092.904-091.997-091.554-09SSE2.190-081.733-081.100-081.092-089.593-096.897-094.075-092.618-091.467-091.311-09S1.657-087.134-087.218-097.518-097.532-096.079-093.887-092.544-091.593-091.354-09SSW1.502-081.478-081.618-081.595-081.386-081.042-085.917-094.391-092.399-092.125-09SW2.098-081.469-081.664-081.542-081.384-081.029-085.686-092.745-091.939-091.489-09WSW3.856-081.360-081.114-081.048-089.410-096.802-094.060-092.630-091.636-091.399.09W1.806-088.961-098.314-097.940-097.655-095.485-093.00-092.512-091.303-091.186-09WNW1.314-086.710-099.517-099.033-098.269-096.753-093.931-092.533-091.696-091.366-09NW1.457-087.004-098.574-099.560-099.677-098.014-095.264-092.800-092.083-091.565-09NNW1.898-081.129-081.104-081.138-081.156-088.177-094.440-092.722-091.800-091.496-09ALL2.285-081.284-081.305-081.350-081.280-089.450-095.287-093.366-092.159-091.764-09 LSCS-UFSARTABLE 2.3-48REV. 0 - APRIL 1984TABLE 2.3-48X/Q VALUES (sec / meter3) AT EXCLUSION AREA BOUNDARY FOREFFLUENTS RELEASED THROUGH SGTS VENTSECTOREXCLUSIONAREABOUNDARY(km)0-1 HOUR0-2 HOURS0-8 HOURS8-24 HOURS1-4 DAYS4-30 DAYS5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENTN.513.742-061.090-123.437-063.872-131.467-081.749-131.080-068.583-146.338-077.702-143.727-073.645-08NNE.513.861-067.831-133.525-063.135-131.714-061.315-131.043-064.555-141.125-063.254-144.187-072.772-08NE.511.448-064.399-209.135-074.899-204.630-079.781-144.644-073.581-142.076-071.938-143.039-079.296-09ENE.512.283-061.373-129.592-074.485-133.942-071.451-133.243-074.510-141.844-072.753-142.832-077.088-09E.513.174-061.784-122.402-066.190-139.502-072.067-137.170-078.632-141.902-075.253-141.531-071.694-08ESE.512.457-061.708-121.739-066.118-139.221-071.842-135.153-076.768-141.885-074.654-141.347-076.219-09SE.512.587-071.476-123.042-074.932-131.640-071.469-131.441-074.495-145.282-073.020-144.025-086.389-14SSE.511.961-071.853-121.942-076.515-136.346-081.957-136.056-086.332-143.195-083.117-143.818-084.341-14S.511.126-061.925-128.626-076.662-133.585-071.888-132.435-075.143-147.359-082.396-144.494-082.387-14SSW.519.038-072.088-126.637-077.448-133.091-071.941-132.217-074.999-146.854-082.421-142.931-082.593-10SW.512.329-062.308-121.407-068.448-135.296-072.863-113.029-078.849-141.106-072.927-143.087-082.357-10WSW.512.501-061.832-121.824-066.264-133.960-071.827-133.279-074.962-141.780-071.995-145.807-081.441-10W.513.476-065.727-132.462-063.524-138.569-071.169-134.724-073.456-141.938-071.682-141.411-071.770-10WNW.513.534-061.137-122.025-063.642-138.928-071.036-136.292-072.965-141.667-079.749-158.197-082.536-10NW.511.311-061.040-127.939-073.672-138.168-071.268-137205-07.4.229-142.944-072.535-141.247-077.655-14NNW.512.370-061.131-121.574-063.872-137.331-071.441-136.352-074.538-141.970-072.558-141.337-071.556-09ALL2.422-061.480-121.446-065.029-136.825-071.598-135.284-074.890-141.950-072.849-141.637-075.328-10 LSCS-UFSARTABLE 2.3-49REV. 0 - APRIL 1984TABLE 2.3-49X/Q VALUES (sec / meter3) AT ACTUAL SITE BOUNDARY FOR EFFLUENTSRELEASED THROUGH SGTS VENTSECTORACTUAL SITEBOUNDARY(km)0-1 HOUR0-2 HOURS0-8 HOURS8-24 HOURS1-4 DAYS4-30 DAYS5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENTN1.021.997-062.914-081.526-061.826-088.078-079.021-093.669-073.622-092.197-072.443-098.132-081.466-08NNE1.332.486-065.498-081.550-065.714-086.815-072.492-083.143-078.577-091.719-075.165-098.277-081.610-08NE2.411.625-062.088-071.281-061.754-075.645-078.562-081.692-072.781-087.367-081.232-083.812-081.388-08ENE4.451.653-065.424-071.352-063.720-075.861-071.429-071.660-073.599-087.389-081.730-083.129-081.645-08E1.971.654-063.266-071.105-062.446-075.458-071.126-071.734-073.591-088.098-081.692-084.003-081.791-08ESE.841.723-066.407-091.528-064.374-097.895-071.526-093.576-074.865-101.545-072.691-107.262-089.553-09SE.881.150-063.960-097.555-077.450-092.814-072.270-091.551-077.103-106.849-063.352-105.318-085.770-10SSE.841.001-069.496-096.791-075.269-092.336-071.772-091.129-075.244-106.577-082.044-106.225-081.986-10S.831.605-068.364-091.317-064.933-094.996-071.654-092.667-074.202-107.427-081.516-102.936-081.403-10SSW.831.719-069.242-091.430-065.544-095.528-071.879-092.410-074.146-101.048-071.628-104.235-081.689-09SW.612.082-067.661-111.495-064.735-115.743-072.093-113.873-074.657-121.097-071.880-125.765-087.541-10WSW.512.164-061.061-121.328-065.118-134.693-072.546-133.057-074.351-141.227-071.523-146.418-081.511-10W.513.250-067.499-132.304-064.583-136.463-071.762-134.416-073.389-141.718-071.222-141.572-071.769-10WNW.632.336-068.104-111.537-065.560-116.036-071.178-113.703-073.939-121.005-071.217-128.936-086.586-10NW.731.501-069.585-101.131-065.879-105.841-072.084-105.318-077.549-111.918-073.153-111.027-079.515-11NNW.851.348-066.861-099.957-073.899-094.917-071.488-092.988-074.443-101.262-071.760-115.410-083.959-09ALL1.651-068.321-091.293-065.682-095.616-072.870-092.437-071.082-099.500-085.929-106.376-085.433-09 LSCS-UFSARTABLE 2.3-50REV. 0 - APRIL 1984TABLE 2.3-50X/Q VALUES (sec / meter3) AT LOW POPULATION ZONE BOUNDARY FOR EFFLUENTSRELEASED THROUGH SGTS VENTSECTORACTUAL SITEBOUNDARY(km)0-1 HOUR0-2 HOURS0-8 HOURS8-24 HOURS1-4 DAYS4-30 DAYS5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENT5 PERCENT50 PERCENTN6.401.286-063.906-079.401-072.793-074.995-071.357-071.182-073.358-085.405-081.635-082.604-081.338-08NNE6.401.470-063.970-071.010-062.656-074.989-071.199-071.119-072.815-085.006-081.286-082.598-081.470-08NE6.401.440-063.607-079.835-072.335-075.042-071.064-071.088-072.547-084.730-081.135-082.003-081.318-08ENE6.401.382-064.317-079.559-073.193-074.773-071.271-071.135-072.674-085.010-081.376-082.705-081.321-08E6.401.369-064.223-079.367-073.257-074.996-071.482-071.270-073.466-086.899-081.612-083.422-081.723-08ESE6.401.206-064.161-079.517-073.301-074.837-071.538-071.357-073.657-087.170-081.628-083.881-081.457-08SE6.401.448-064.699-079.841-073.583-074.852-071.532-071277-073.402-085.332-081.346-082.363-081.243-08SSE6.401.532-065.474-071.162-074.285-075.763-071.817-071.417-074.187-086.348-081.402-082.149-081.120-08S6.401.951-066.389-071.266-064.587-077.176-071.752-071.918-073.335-088.420-081.169-082.874-087.690-09SSW6.402.301-067.155-071.524-065.316-077.984-072.170-072.347-074.754-081.192-071.638-084.388-087.426-08SW6.401.690-066.457-071.218-064.608-076.120-072.026-071.707-074.830-088.473-081.696-082.893-089.201-09WSW6.401.573-065.750-071.321-063.964-076.887-071.672-071.674-073.840-086.181-081.252-082.181-081.061-08W6.401.624-064.921-071.089-063.338-075.016-071.385-071.090-073.055-084.356-081.246-081.608-087.776-09WNW6.401.532-065.040-071.060-063.338-075.516-071.325-071.337-072.756-085.536-089.427-092.172-089.233-09NW6.401.859-064.849-071.383-063.274-077.435-071.514-071.850-073.397-086.810-081.99-082.971-089.340-09NNW6.401.461-064.306-071.011-062.902-074.978-071.236-071.158-072.738-085.250-081.192-082.363-088.464-09ALL1.505-064.633-071.090-663.373-075.630-071.469-071.361-073.291-086.229-081.372-082.826-081.138-08 LSCS-UFSARTABLE 2.3-51REV. 0 - APRIL 1984TABLE 2.3-51FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 0-1 HOUR FOR EFFLUENTS RELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N2.362-061.909-061.535-061.437-061.233-067.933-074.801-073.084-072.143-071.857-07NNE3.055-062.170-061.706-061.673-061.390-069.543-075.489-073.227-072.173-071.878-07NE1.505-061.903-061.659-061.618-061.299-068.743-075.385-073.224-072.427-072.042-07ENE1.557-061.849-061.631-061.599.061.273-068.560-075.266-073.168-072.418-071.966-07E1.733-061.812-061.556-061.576-061.333-069.129-075.156-073.216-072.511-072.041-07ESE1.727-061.720-061.460-061.351-061.111-067.153-074.023-072.773-071.976-071.734-07SE1.170-061.671-061.640-061.620-061.337-069.290-075.552-073.337-072.622-072.175-07SSE9.300-071.918-061.948-061.897-061.438-069.842-075.841-073.378-072.644-072.223-07S1.641-062.238-062.552-062.211-061.773-061.163-066.473-073.951-072.958-072.335-07SSW1.736-062.196-062.660-062.439-062.218-061.653-069.340-075.403-073.985-073.270-07SW2.873-062.173-062.196-062.063-061.692-061.080-066.636-074.133-073.107-072.585-07WSW1.581-062.027-061.989-061.984-061.576-061.037-066.432-073.701-072.784-072.379-07W2.188-062.016-062.085-061.953-061.640-061.005-066.313-073.878-072.871-072.347-07WNW1.969-062.044-061.747-061.799-061.448-069.879-076.271-074.123-073.112-072.707-07NW1.542-062.105-062.275-062.114-061.746-061.173-067.235-074.471-073.235-072.842-07NNW1.407-061.691.061.639-061.654-061.372-069.328-075.677-073.342-072.679-072.198-07ALL1.662-061.979-061.747-061.748-061.422-069.718-075.839-073.408-072.640-072.177-07 LSCS-UFSARTABLE 2.3-52REV. 0 - APRIL 1984TABLE 2.3-52FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 0-2 HOUR FOR EFFLUENTS0-2 HOURS FOR EFFLUENTS RELEASED THROUGH SGTS VENT DISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N1.663-061.395-061.220-061.054-069.072-075.889-073.462-072.159-071.699-071.410-07NNE2.341-061.566-061.380-061.173-069.595-076.327-073.658-072.294-071.690-071.416-07NE1.175-061.145-061.224-061.088-069.441-076.387-073.755-072.369-071.834-071.501-07ENE1.174-061.127-061.188-061.050-069.193-076.137-073.591-072.191-071.689-071.386-07E1.528-061.133-061.119-061.029-069.225-076.148-073.631-072.243-071.742-071.458-07ESE1.568-061.125-061.352-061.063-069.033-075.658-073.365-072.112-071.570-071.322-07SE6.673-071.094-061.181-061.072-069.281-076.307-073.805-072.416-071.871-071.580-07SSE6.780-071.138-061.352-061.264-061.125-067.041-073.975-072.620-071.993-071.658-07S1.397-061.760-061.663-061.371-061.268-067.760-074.013-072.490-071.871-071.607-07SSW1.406-061.828-061.811-061.622-061.662-061.048-065.749-073.590-072.959-072.360-07SW1.629-061.763-061.547-061.305-061.239-067.787-074.082-072.753-071.956-071.673-07WSW1.366-061.618-061.632-061.412-061.263-068.177-073.992-072.493-071.822-071.497-07W1.528-061.284-061.360-061.217-061.068-067.454-074.089-072.674-071.997-071.747-07WNW1.415-061.279-061.314-061.149-069.868-076.685-074.042-072.804-072.039-071.806-07NW1.163-061.563-061.709-061.511-061.348-069.390-074.819-073.196-072.544-072.082-07NNW1.097-061.090-061.214-061.121-069.475-076.443-073.890-072.584-071.907-071.683-07ALL1.378-061.327-061.350-061.198-061.055-066.704-073.868-072.407-071.873-071.568-07 LSCS-UFSARTABLE 2.3-53REV. 0 - APRIL 1984TABLE 2.3-53FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 0-8 HOUR FOR EFFLUENTSRELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N1.032-066.576-076.414-075.376-074.754-073.147-072.085-071.234-079.294-086.919-08NNE1.198-067.287-076.626-075.431-074.758-073.093-072.044-071.200-079.269-086.870-08NE5.910-075.536-075.664-075.387-074.764-073.133-072.192-071.354-071.070-078.188-08ENE5.700-075.392-075.510-075.077-074.565-073.055-071.863-071.100-077.827-086.358-08E6.470-075.678-076.334-075.349-074.805-073.049-072.018-071.224-078.867-086.755-08ESE8.605-075.582-076.089-075.173-074.812-073.053-072.108-071.269-079.758-087.024-08SE2.789-075.435-075.615-074.984-074.617-073.095-072.155-071.335-071.030-078.070-08SSE2.332-075.719-076.826-075.946-075.317-073.439-072.361-071.496-071.193-079.354-08S5.670-078.926-079.462-077.895-076.847-074.103-072.484-071.417-071.052-077.842-08SSW6.146-079.614-079.536-078.279-077.622-075.066-072.797-072.013-071.471-071.151-07SW6.886-077.989-077.582-076.546-075.792-074.092-072.517-071.413-071.040-077.308-08WSW5.741-078.006-078.330-077.432-076.606-074.090-072.476-071.401-079.948-086.959-08W6.249-075.482-075.927-075.248-074.720-073.248-072.243-071.399-071.097-078.595-08WNW5.296-075.890-076.730-075.794-075.274-073.478-072.310-071.372-071.100-077.991-08NW6.825-078.308-078.989-077.772-077.071-074.635-072.654-071.594-071.217-079.739-08NNW5.678-075.188-075.770-075.297-074.932-073.207-072.088-071.284-079.740-087.452-08ALL6.317-076.229-076.781-075.891-075.219-073.406-072.272-071.346-071.030-077.714-08 LSCS-UFSARTABLE 2.3-54REV. 0 - APRIL 1984TABLE 2.3-54FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 8-24 HOUR FOR EFFLUENTS RELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N5.249-072.154-071.678-071.379-071.118-076.487-083.379-081.847-081.283-088.764-09NNE5.446-072.157-071.653-071.315-071.033-076.111-083.826-081.746-081.107-088.055-09NE3.391-071.812-071.393-071.205-071.018-076.188-083.214-081.833-081.295-089.274-09ENE2.794-071.742-071.478-071.282-071.087-076.390-083.302-081.752-081.105-087.855-09E3.905-072.039-071.735-071.443-071.159-076.839-083.360-081.874-081.284-088.431-09ESE4.355-072.132-071.880-071.505-071.226-077.204-083.469-081.922-081.33-089.154-09SE1.478-071.868-071.697-071.436-071.175-076.859-083.383-081.873-081.273-089.329-09SSE1.104-072.133-071.976-071.603-071.279-077.862-083.504-081.979-081.427-089.889-09S3.059-072.319-072.613-072.219-071.757-079.767-084.828-082.139-081.523-081.044-08SSW2.462-072.810-072.985-072.696-072.176-071.196-076.530-083.246-082.279-081.539-08SW3.972-072.451-072.289-071.959-071.599-079.069-085.143-082.199-081.527-081.024-08WSW3.700-072.352-072.163-071.970-071.642-079.522-084.471-082.217-081.490-081.009-08W3.514-071.876-071.466-071.206-079.943-086.353-083.333-081.846-081.297-089.370-09WNW3.327-072.094-071.869-071.557-071.241-077.040-083.479-081.950-081.407-089.467-09NW4.206-072.257-072.366-072.022-071.656-079.959-085.620-082.979-081.906-081.319-08NNW3.380-071.683-071.493-071.299-071.096-076.496-083.285-081.819-081.272-088.830-09ALL3.725-072.136-071.874-071.543-071.240-077.442-083.510-081.964-081.377-089.470-09 LSCS-UFSARTABLE 2.3-55REV. 0 - APRIL 1984TABLE 2.3-55FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 1-4 DAYS FOR EFFLUENTSRELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N3.102-079.516-087.307-086.318-034.932-082.988-081.702-089.173-096.321-094.322-09NNE3.630-071.011-076.702-085.770-084.418-082.769-081.616-087.645-095.631-093.884-09NE1.336-076.191-086.287-085.360-084.458-082.822-081.640-088.940-096.406-094.441-09ENE1.153-076.221-086.772-085.782-084.800-082.845-081.563-087.444-095.004-093.733-09E1.284-079.054-088.426-087.535-086.276-083.831-081.970-081.048-087.087-095.329-09ESE1.707-079.813-088.515-087.756-086.542-084.219-082.048-081.116-087.652-095.614-09SE6.332-088.131-087.055-086.336-084.887-082.912-081.721-087.476-095.584-094.089-09SSE5.338-089.495-088.219-087.145-086.023-083.675-081.886-089.387-096.426-094.443-09S9.258-089.737-081.002-078.031-088.277-085.295-082.622-081.489-089.943-096.710-09SSW9.160-081.233-071.410-071.290-071.085-076.347-083.425-081.717-081.177-088.055-09SW1.335-071.190-071.094-079.381-088.138-084.923-082.236-081.431-089.854-096.789-09WSW1.513-079.471-087.865-087.186-085.838-083.409-081.913-089.664-096.176-094.110-09W1.401-076.640-085.814-084.979-084.059-082.370-081.351-086.660-094.614-093.582-09WNW8.066-087.181-086.950-085.922-085.089-082.921-081.688-088.116-094.823-093.734-09NW1.717-078.369-087.544-087.362-086.308-083.941-082.133-081.182-089.051-096.137-09NNW1.168-076.130-086.671-086.020-084.975-082.938-081.576-087.860-095.110-093.772-09ALL1.350-079.054-087.845-087.033-085.869-083.454-081.885-089.882-096.766-094.578-09 LSCS-UFSARTABLE 2.3-56REV. 0 - APRIL 1984TABLE 2.3-56FIFTH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 4-30 DAYS FOR EFFLUENTSRELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N1.311-073.097-083.368-083.066-082.533-081.621-088.458-094.169-093.339-092.369-09NNE2.728-075.353-083.303-082.724-082.413-081.722-081.245-085.178-093.606-093.194-09NE1.331-074.440-082.747-082.447-082.030-081.298-087.184-093.786-093.090-092.141-09ENE8.938-083.015-083.246-083.126-082.753-081.719-081.010-084.683-093.335-092.697-09E5.284-085.387-084.204-083.658-083.068-081.986-081.614-085.233-093.673-093.225-09ESE1.029-075.117-084.989-084.616-083.825-082.371-081.606-086.098-094.773-093.254-09SE4.722-083.168-083.210-082.707-082.231-081.389-087.220-093.528-092.319-092.101-09SSE6.956-082.988-082.723-082.452-082.036-081.264-087.009-093.246-092.239-091.765-09S5.140-082.835-083.290-083.061-082.980-081.886-081.378-085.407-093.255-092.844-09SSW5.262-085.513-085.062-084.711-084.004-082.559-081.462-087.214-094.389-092.875-09SW5.564-085.473-083.816-083.613-082.887-081.651-081.057-084.522-093.440-093.030.09WSW8.488-083.091-082.642-082.490-082.103-081.315-089.097-094.686-092.948-092.440-09W1.032-072.739-082.132-081.788-081.479-089.357-096.727-092.551-092.038-091.583-09WNW5.720-082.813-082.635-082.439-082.012-081.294-086.946-093.415-092.312-091.904-09NW7.914-084.736-084.098-083.517-082.986-081.971-081.401-085.131-093.541-093.010-09NNW7.902-083.020-083.195-082.568-082.140-081.355-087.151-093.660-092.695-092.070-09ALL1.034-074.207-083.493-083.189-082.750-081.739-081.117-084.812-093.394-092.730-09 LSCS-UFSARTABLE 2.3-57REV. 0 - APRIL 1984TABLE 2.3-57FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 0-1 HOUR FOR EFFLUENTS RELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N3.098-092.763-074.317-074.125-073.675-072.522-071.410-079.069-086.394-085.102-08NNE2.874-092.669-074.325-074.063-073.748-072.584-071.486-079.567-086.759-085.487-08NE1.585-122.331-074.008-073.742-073.453-072.409-071.570-071.031-078.169-086.627-08ENE3.599-093.494-075.049-074.732-074.020-072.791-071.577-079.622-087.027-085.446-08E4.196-094.128-075.148-074.579-073.862-072.553-071.415-078.418-085.720-084.352-08ESE4.048-093.957-075.052-074.621-073.916-072.629-071.427-078.176-085.678-084.236-08SE3.696-094.148-075.514-075.130-074.340-072.885-071.618-079.533-086.562-085.166-08SSE4.401-095.693-076.688-076.034-075.019-073.227-071.659-079.347-085.988-084.556-08S4.955-097.001-077.468-076.775-075.704-073.842-071.923-071.110-077.382-085.617-08SSW5.210-097.913-078.629-077.430-076.496-074.198-072.088-071.118-076.972-085.077-08SW5.404-096.951-077.637-076.672-075.785-073.759-071.776-079.183-085.815-084.282-08WSW4.662-094.936-076.419-076.039-075.353-073.663-071.898-071.115-077.611-085.586-08W2.992-092.942-075.252-075.080-074.570-073.239-071.924-071.227-078.748-086.822-08WNW3.286-093.572-075.732-075.379-074.599-073.337-071.951-071.213-078.589-086.596-08NW3.209-093.947-075.492-075.144-074.462-073.136-071.810-071.114-078.075-086.375-08NNW3.213-092.963-074.793-074.566-074.053-072.716-071.482-079.420-086.854-085.562-08ALL3.820-094.011-075.423-075.015-074.273-072.909-071.618-079.716-086.754-085.289-08 LSCS-UFSARTABLE 2.3-58REV. 0 - APRIL 1984TABLE 2.3-58FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 0-2 HOURS FOR EFFLUENTS RELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N1.734-092.093-073.127-073.048-072.642-071.829-071.077-076.656-084.671-083.710-08NNE1.424-091.939-072.980-072.844-072.577-071.779-071.073-076.850-084.886-084.018-08NE1.388-121.791-072.664-072.495-072.217-071.676-071.084-076.937-084.960-084.274-08ENE2.140-092.630-073.781-073.407-072.941-071.941-071.065-076.438-084.513-083.576-08E2.901-093.051-073.875-073.485-072.944-071.948-071.047-076.051-084.198-083.054-08ESE2.627-093.065-073.915-073.553-073.049-072.014-071.101-076.155-084.257-083.110-08SE2.262-093.074-074.168-073.980-073.355-072.208-071.230-077.133-084.714-083.671-08SSE3.271-094.167-075.119-074.621-073.983-072.531-071.288-077.397-084.769-083.603-08S3.795-094.609-075.262-074.920-074.258-072.757-071.378-078.058-085.394-084.060-08SSW4.448-095.364-076.376-075.604-074.846-073.111-071.524-078.357-085.420-083.934-08SW4.525-094.907-075.585-075.036-074.315-072.766-071.325-077.293-084.688-083.436-08WSW3.363-093.438-074.537-074.383-073.801-072.523-071.304-077.601-084.960-083.846-08W1.738-092.430-073.783-073.658-073.155-072.296-071.347-078.362-085.772-084.491-08WNW1.903-092.482-073.856-073.615-073.135-072.243-071.298-077.916-085.694-084.378-08NW1.817-092.714-073.906-073.607-073.092-072.178-071.306-078.072-085.773-084.516-08NNW1.748-092.264-073.330-073.040-072.728-071.914-071.122-076.951-084.825-083.748-08ALL2.484-092.871-073.937-073.653-073.134-072.115-071.179-077.064-084.797-083.762-08 LSCS-UFSARTABLE 2.3-59REV. 0 - APRIL 1984TABLE 2.3-59FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 0-8 HOURS FOR EFFLUENTSRELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N9.779-101.117-071.519-071.424-071.294-079.177-085.441-083.375-082.425-081.893-08NNE7.482-109.428-081.308-071.237-071.117-078.258-085.125-083.101-082.314-081.823-08NE6.374-108.560-081.185-071.134-071.022-077.548-084.626-082.820-082.089-081.624-08ENE8.580-101.142-071.455-071.336-071.179-078.042-084.836-082.901-082.081-081.618-08E1.119-091.371-071.703-071.548-071.351-079.190-085.280-083.091-082.177-081.598-08ESE1.011-091.328-071.770-071.630-071.425-079.638-085.379-083.109-082.217-081.658-08SE8.849-101.246-071.742-071.610-071.440-079.859-085.719-083.294-082.377-081.762-08SSE1.111-091.779-072.202-071.966-071.673-071.109-076.149-083.556-082.413-081.821-08S1.089-091.783-071.954-071.805-071.614-071.114-076.131-083.593-082.465-081.906-08SSW1.186-092.143-072.654-072.330-072.017-071.302-076.836-083.924-082.671-081.992-08SW1.451-092.274-072.515-072.209-071.865-071.238-076.420-083.381-082.301-081.705-08WSW1.052-091.484-071.936-071.780-071.580-071.036-075.716-083.249-082.269-081.657-08W7.639-101.067-071.464-071.414-071.273-079.498-085.581-083.248-082.428-081.745-08WNW6.798-109.290-081.421-071.385-071.231-079.327-085.836-083.548-082.540-081.952-08NW8.016-101.207-071.704-071.543-071.430-079.935-086.166-083.874-082.871-082.211-08NNW8.204-101.045-071.400-071.284-071.168-078.259-085.092-083.058-082.258-081.736-08ALL9.321-101.253-071.651-071.529-071.356-079.446-085.512-083.228-082.332-081.763-08 LSCS-UFSARTABLE 2.3-60REV. 0 - APRIL 1984TABLE 2.3-60FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 8-24 HOURS FOR EFFLUENTS RELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N3.455-103.853-084.122-083.664-083.067-081.959-089.783-095.306-093.508-092.675-09NNE2.490-102.931-083.350-083.035-082.540-081.647-088.258-094.575-093.271-092.429-09NE2.218-102.842-083.096-082.757-082.359-081.506-087.501-094.128-092.850-092.137-09ENE2.654-103.221-083.520-083.037-082.534-081.571-087.734-094.380-093.089-092.272-09E3.527-104.375-084.393-083.816-083.108-081.976-089.366-095.121-093.473-092.537-09ESE3.229-104.094-084.382-083.913-083.304-082.069-089.572-095.150-093.377-092.421-09SE2.698-103.506-084.145-083.694-083.100-081.914-089.032-095.096-093.304-092.471-09SSE3.203-104.734-085.155-084.572-083.848-082.257-081.080-095.841-093.824-092.825-09S3.101-104.677-084.375-083.688-083.099-081.941-089.528-095.080-093.360-092.526-09SSW3.402-105.675-086.384-085.352-084.440-082.609-081.219-086.403-094.314-093.030-09SW4.033-106.466-086.673-085.459-084.530-032.698-081.235-086.051-093.921-092.782-09WSW3.076-104.409-084.676-084.115-083.493-082.150-081.005-085.283-093.544-092.562-09W2.314-102.943-083.554-083.336-082.833-081.793-089.070-094.790-093.434-092.596-09WNW1.982-102.468-083.136-083.026-082.593-081.678-088.928-095.315-093.686-092.697-09NW2.631-103.651-084.203-083.663-083.093-082.008-081.015-085.745-094.049-092.986-09NNW2.634-103.119-083.476-083.030-082.515-081.632-088.287-094.718-093.258-092.453-09ALL2.890-103.785-084.069-083.607-082.989-081.888-089.042-095.022-093.410-092.528-09 LSCS-UFSARTABLE 2.3-61REV. 0 - APRIL 1984TABLE 2.3-61FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE TIME PERIOD OF 1-4 DAYS FOR EFFLUENTS RELEASED THROUGH SGTS VENTDISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N2.145-102.065-082.058-081.748-081.485-089.230-094.576-092.558-091.759-091.283-09NNE1.575-101.492-081.008-081.397-081.199-087.720-093.997-092.261-091.546-091.180-09NE8.610-101.300-081.409-081.226-081.022-086.211-093.226-091.890-091.271-099.141-10ENE1.236-101.685-081.840-081.489-081.232-087.775-093.650-091.989-091.339-091.004-09E1.848-102.066-082.114-081.743-081.452-088.907-094.630-092.373-091.636-091.170-09ESE1.619-101.989-082.105-081.751-081.437-088.805-094.398-092.360-091.620-091.175-09SE1.207-101.456-081.651-081.506-081.194-087.947-094.041-092.273-091.532-091.128-09SSE1.305-101.642-081.753-081.590-081.282-087.815-093.758-091.988-091.363-099.483-10S1.117-101.486-081.555-081.302-081.040-086.719-093.125-091.722-091.132-098.520-10SSW1.277-101.836-082.107-081.814-081.506-088.825-094.193-092.190-091.447-091.026-09SW1.548-102.228-082.231-081.916-081.587-089.084-094.124-092.224-091.483-099.773-10WSW8.952-111.387-081.584-081.365-081.130-087.280-093.725-091.962-091.210-098.873-10W8.178-111.160-081.461-081.352-081.163-087.165-093.609-092.081-091.403-091.009-09WNW6.601-117.965-091.103-081.081-089.296-095.849-092.806-091.782-081.224-098.965-10NW1.152-101.458-081.502-081.306-081.100-087.354-093.622-092.043-091.405-091.059-09NNW1.028-101.354-081.512-081.260-081.080-086.562-093.333-091.889-091.304-099.193-10ALL1.308-101.566-081.748-081.307-081.246-087.808-093.856-092.215-091.434-091.043-09 LSCS-UFSARTABLE 2.3-62REV. 0 - APRIL 1984TABLE 2.3-62FIFTIETH PERCENTILE X/Q VALUES (sec / meter3) FOR THE PERIOD OF 4-30 DAYS FOR EFFLUENTS RELESED THROUGH SGTS VENT DISTANCE FROM THE SITE (mi)SSECTOR0.51.52.53.54.57.515.025.035.045.0N1.854-081.877-081.721-081.487-081.235-087.657-094.132-092.092-091.405-091.093-09NNE2.206-082.103-081.867-081.550-081.275-088.129-094.626-092.260-091.618-091.146-09NE1.188-081.435-081.596-081.433-081.212-087.848-094.224-092.165-091.559-091.127-09ENE1.133-081.598-081.697-081.459-081.196-087.310-093.610-091.892-091.330-099.513-10E1.141-082.281-082.156-081.864-091.545-089.537-094.888-092.547-091.661-091.327-09ESE1.171-081.819-081.811-081.556-081.318-068.482-094.234-092.147-091.433-099.560-10SE2.163-081.740-081.647-081.349-081.124-086.932-093.330-091.856-091.282-098.952-10SSE1.848-101.296-081.501-081.252-091.014-086.216-092.774-091.542-091.005-097.603-10S1.104-101.032-081.081-089.222-097.581-094.535-092.239-099.363-106.490-104.615-10SSW2.394-091.253-081.035-088.485-097.033-094.216-092.052-099.425-107.343-105.235-10SW1.967-091.141-081.261-081.095-088.937-095.439-092.461-091.282-098.261-106.479-10WSW6.935-109.999-091.387-081.113-089.155-095.847-092.428-091.478-099.106-106.456-10W1.029-099.616-091.032-088.763-097.267-084.600-092.198-091.155-097.924-105.883-10WNW1.608-099.867-091.220-081.007-088.475-095.105-092.487-091.448-099.823-107.042-10NW5.268-101.135-081.159-081.031-088.666-095.395-092.750-091.430-091.025-097.279-10NNW4.716-091.066-081.081-089.437-097.802-094.910-092.342-091.329-098.697-106.932-10ALL2.643-091.394-081.484-081.250-081.036-086.417-092.978-091.652-091.130-098.311-10 LSCS-UFSARTABLE 2.3-63 REV. 0 - APRIL 1984TABLE 2.3-63ANNUAL AVERAGE X/Q VALUES (sec/meter3)FOR EFFLUENTS RELEASED FROM PLANT COMMON STACK AND SGTS VENT*DISTANCE FROM THE SITE (mi)SSECTORSITE BOUNDARY0.51.52.53.54.57.515.025.035.045.0N16.418.425.023.819.916.510.45.012.821.911.43NNE16.416.123.723.219.716.510.75.293.022.071.55NE24.015.624.022.018.115.09.44.522.561.761.32ENE23.715.026.124.820.617.010.54.882.691.801.33E30.717.632.830.224.519.912.15.543.022.021.49ESE18.018.131.329.124.520.112.35.623.042.011.47SE11.511.321.820.216.513.58.33.842.111.421.05SSE7.17.021.620.917.214.18.63.922.121.411.03S16.016.122.420.015.112.87.53.271.721.120.81SSW14.114.027.225.619.917.110.24.532.381.551.12SW17.316.924.722.317.114.68.83.952.111.391.01WSW15.912.119.618.113.811.87.03.061.601.030.75W17.511.515.314.611.610.16.43.061.691.140.84WNW12.48.913.713.010.3 9.05.62.721.531.030.77NW8.28.020.820.316.214.18.84.232.361.591.18NNW11.612.318.017.514.112.37.83.832.191.501.13 LSCS - UFSARTABLE 2.3-67(Sheet 1 of 3)LASALLE POWER STATION JOINT WIND-STABILITY CLASS OCCURRENCEFREQUENCY DISTRIBUTION (1999-2003)33 FT WIND SPEED AND DIRECTION200 - 33 FT DELTA TEMPERATURETABLE 2.3-67REV. 19 - APRIL 2012WWind Direction CategoryWind Speed Category(1)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTotal2000000000000000003000000000000000004000000000000000005000000000000000006000000000000000007000000000000000008000000000101000029221010230765101132104129202114151713541191116388241072313161440111012282111143320605126152162254132041400112415114411301481 (A)140001010382827362007920000000000000000030000000000000000040000000000000000050000000000000000060000000000000000070000000000000000082642135588930241639161615184641282021201452218310241730265126915333422182746288117512217661219362629251714925112145111076514174363443344141334313407370131835324212141862022 (B)1410100433771658112068200000000000000000300000000000000000400000000000000000500000000000000000600000001000001002700311100711111252581330452313151523242628303121716360953704428182034163328333830493025549103337252518132223243240483640303548111141314201717141721265649425635214323 (C)122091111191414284045605157774232530 LSCS - UFSARTABLE 2.3-67(Sheet 2 of 3)LASALLE POWER STATION JOINT WIND-STABILITY CLASS OCCURRENCEFREQUENCY DISTRIBUTION (1999-2003)33 FT WIND SPEED AND DIRECTION200 - 33 FT DELTA TEMPERATURETABLE 2.3-67REV. 19 - APRIL 2012WWind Direction CategoryWind Speed Category(1)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTotal13306074351831363515331610222140000021211226592561902000000000001000013100101000020101074010121013144210223559193561154335456961413136712710772210449715275158613828304128364240373926333362182482501571189410291839281104901151477210919539303319131113139989179107103110137152167150205240410242202194127124767056105981211531792051972662415111561092091751046445769810416415319022118927023271215663287316135878610816918622218532643229746235171339813510183491739921161079318028215421617114 (D)14502964272811145169505215213942587912002000010000001153210000013111101012430311139452653555659109435568486448396610123511911514910121261371497455113922223322263327323626342845982422346743133127899085691049198132111107182291631461147924410782959110513014013516517713721101098581311602236886861221561881351261411381062022113217116148148826873155188180115107107765916711261243131111566310424530324513313813844241796130119211316323212418386581211522178865 (E)1400104177136175192211617962522200000000000000000301110120110100009420434125012341223655351422357191127370651724495994815121181137243857192622232122261840471816372811857101111316413212913310813011411916776791660923121124711096911351561411581411131125215896 (F)10441119024467785951511387558477913 LSCS - UFSARTABLE 2.3-67(Sheet 3 of 3)LASALLE POWER STATION JOINT WIND-STABILITY CLASS OCCURRENCEFREQUENCY DISTRIBUTION (1999-2003)33 FT WIND SPEED AND DIRECTION200 - 33 FT DELTA TEMPERATURETABLE 2.3-67REV. 19 - APRIL 2012WWind Direction CategoryWind Speed Category(1)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTotal110302231621356610614983513513260512000128171947991353232121040513000203021126339101600112140000031132001500162000000000000000003000000000000000114110122413000031019500131140333110412662110254534647455587120011161720181815276138127263835207461311982451721461631222161783222171597003561131301862522532652051718347317741000101628336497150222178821561893110000109112862126521712030912000001328223248700012313000000011410200097 (G)1400000000102000003Notes:(1) Wind Speed Categories defined as follows:CategoryWind Speed (mph)1 (Calm)<0.702>=0.7 to <1.123>=1.12 to <1.684>=1.68 to <2.245>=2.24 to <2.806>=2.80 to <3.367>=3.36 to <4.478>=4.47 to <6.719>=6.71 to <8.9510>=8.95 to <11.1811>=11.18 to <13.4212>=13.42 to <17.9013>=17.90 to <22.4014>=22.40 LSCS - UFSARTABLE 2.3-68(Sheet 1 of 3)LASALLE POWER STATION JOINT WIND-STABILITY CLASS OCCURRENCEFREQUENCY DISTRIBUTION (1999-2003)375 FT WIND SPEED AND DIRECTION375 - 33 FT DELTA TEMPERATURETABLE 2.3-68REV. 19 - APRIL 2012WWind Direction CategoryWind Speed Category(1)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTotal20000000000000000030000000000000000040000000000000000050000000000000000060000000000000000070000000000000000080000000000000000090000000000000000010000000000000000001100000000000000000120000000000100000113000000001000000011 (A)140000000000000000020000000000000000030000000000000000040000000000000000050000000000000000060000000000000000070000000000000000080000000000000000090000000000000000010000000000000100011100000000000000000120111000005642400241300200000110352110252 (B)1400000001317122200037200000000000000000300000000000000000400000000000000000500000000000000000600000000000000000700000000000000000800000000000000000900000000011010104101102201204263102273 (C)114856030014961031060 LSCS - UFSARTABLE 2.3-68(Sheet 2 of 3)LASALLE POWER STATION JOINT WIND-STABILITY CLASS OCCURRENCEFREQUENCY DISTRIBUTION (1999-2003)375 FT WIND SPEED AND DIRECTION375 - 33 FT DELTA TEMPERATURETABLE 2.3-68REV. 19 - APRIL 2012WWind Direction CategoryWind Speed Category(1)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTotal1257146070210151016865011113551536302143032656731421441201024155758157462178200000000000000000300011000010000003412220101211023001853105317430634244506536861465449776687728232227151921221921141618141315307810810515810273717781696878709865848613939160197145108771017992103899299115131133119184010189221129133111889289112991201301291401421602084112052301491449386818611898134141149177203165225912321281438397183122110154196222326286334363366271437013248131362344142867711817824930224729840043930539264 (D)1417160313258153142731043214724193044605946703124826200000000000000000300100100100010105414325212141212013255326212346322215496244453222126425553711115105108101110814841012147837343242383531182728352327303536508943725846595144482527454752424627732105468797072714645404149655657714392711539982118905151454948596868536865106712154195170227189133828611210813612914517816510823171314559133136166105939615615419915617621719712823165 (E)1462156766135153150178524989663272476571235734629200000000000000000310100001100000004411021000102031101351522111110002111206141111254020230229734546652648112534786 (F)810131513191517141319142417211510249 LSCS - UFSARTABLE 2.3-68(Sheet 3 of 3)LASALLE POWER STATION JOINT WIND-STABILITY CLASS OCCURRENCEFREQUENCY DISTRIBUTION (1999-2003)375 FT WIND SPEED AND DIRECTION375 - 33 FT DELTA TEMPERATURETABLE 2.3-68REV. 19 - APRIL 2012WWind Direction CategoryWind Speed Category(1)NNNENEENEEESESESSESSSWSWWSWWWNWNWNNWTotal101625881628364033302831343832204231129182110223846404040454150393620535125541321953751068474771027793129117601194132971563873577790112130103123158136681222141903103489109132284458511302231149772124292000000000000000003001010000001001044000000000000101025000000000001000126010000000020201177031000032102203017801104126618666345591210111458111217642761031005226241511141489411811441202519231520211414103157125431493267655562383238211244813134300734687170684139352384847 (G)143000027449719220424518754491561123Notes:(1) Wind Speed Categories defined as follows:CategoryWind Speed (mph)1 (Calm)<0.702>=0.7 to <1.123>=1.12 to <1.684>=1.68 to <2.245>=2.24 to <2.806>=2.80 to <3.367>=3.36 to <4.478>=4.47 to <6.719>=6.71 to <8.9510>=8.95 to <11.1811>=11.18 to <13.4212>=13.42 to <17.9013>=17.90 to <22.4014>=22.40 LSCS-UFSAR2.4-1REV. 14, APRIL 20022.4 HYDROLOGIC ENGINEERING2.4.1 Hydrologic Description2.4.1.1 Site and FacilitiesThe LaSalle County Station site is located in the southeastern part of LaSalle County, 6 miles southeast of Marseilles, Illinois, 3 miles west of State Highway 170, and 1/2 mile north of the Grand Ridge-Mazon Road (LaSalle County Highway 6) as shown in Figure 2.4-1.Condenser water is cooled by means of a cooling lake forming a part of the closed cooling system. The surface area of the cooling lake at its normal poolelevation of 700 feet MSL is 2,058 acres. The lake is created by constructing dikes totaling 37,942 feet in length on three sides.Makeup water for the cooling lake is pumped from the Illinois River. A small part of the lake water is blown down to the Illinois River to prevent the dissolved solids in the lake from building up to excessive levels. Three baffle dikes are constructed within the lake to channel the flow of water and to increase the flow path for efficient heat dissipation.In the unlikelyevent of a breach in the peripheral dike, emergency shutdown water supply would be obtained from the ultimate heat sink (UHS), which is an excavated pond as shown in Figure 2.5-59. The UHS is also characterized as the core standby cooling systems (CSCS) pond.The LSCS site and the cooling lake cover an area of approximately 3,060 acres. The station is located approximately 5.0 miles south ofthe Illinois River. The cooling lake is approximately 2 miles south of the Illinois River at its closest point.The river screen house is located at 249.5 river miles upstream from the mouth of the Illinois River at Grafton, Illinois. The normal pool elevation of the Marseilles pool is 482.8 feet MSL.The terrain around the plant site is gently rolling, with ground surface elevations varying from 700 feet to 724 feet MSL, which is 217 feet above the normal pool elevation in the Illinois River. The plant grade and floor elevations are 710 feet and 710.5 feet MSL respectively. The plant floor is 188 feet above a postulated probable maximum flood (PMF) with coincident wind waves in the Illinois River. The station site may therefore be characterized as "floodproof" or "dry" regarding floods in the Illinois River. Safety-related structures at the plant site are similarly unaffected by wave runup due to winds coincident with a postulated probable maximum water LSCS-UFSAR2.4-2REV. 13level in the cooling lake. The elevation of the perimeter road around the plant buildings (including all the safety-related structures) is 709 feet MSL or above.The river screen house and the outfall structure, both non-safety-related structures, are the only plant facilities that are potentially affected by floods in the Illinois River. The river screen house is capable of withstanding a 100-year flood in the Illinois River.The Illinois River is a perennial stream with a drainage area of 7,640 mi2near the station site. Makeup requirements are less than 14% of the all-time recorded low flow in the Illinois River. It is therefore unlikely that the river flow would ever be so low as to affect makeup pumping to the cooling lake.Access to transportation facilities around the station site is readily available under all hydrologic conditions. The Illinois River is navigable and forms a part of the Illinois Waterway, as shown in Figure 2.4-5.None of the highways or railroads in the site vicinity would be affected by floods in the Illinois River or by a probable maximum precipitation condition on the cooling lake.Figures 2.4-4 and 2.4-2 show the natural drainage features in the station site vicinity. Details of site drainage are discussed in Subsection 2.4.2.3.2.4.1.2 HydrosphereThe LSCS site is located in the Illinois River basin, which is drained by the main stem of the Illinois River and its tributaries, including thecanal system in the Chicago area. The upper part of the basin includes the north and south branches of the Chicago River, the canal from Wilmette to the Chicago River, the Chicago Sanitary and Ship Canal, the Calumet-Sag Channel, and the Des Plaines and Du Page Rivers. The lower part includes the Kankakee, Mazon, Fox, Vermilion, Mackinaw, Spoon, Sangamon, and La Moine Rivers and their tributaries. The Illinois River is the largest tributary of the Mississippi River above the mouth of the Missouri River. It flows in a westerly, southwesterly, and southerly direction a distance of 273 miles to its confluence with the Mississippi River.The natural drainage area of the Illinois River is 28,200 mi2, including 1,000 mi2in Wisconsin and 3,200 mi2in Indiana. Diversions from the Lake Michigan watershed by reversal of the flow of the Chicago and Calumet Rivers increase the natural drainage area of the Illinois River from 28,200 mi2to 29,010 mi2. The drainage area of the Illinois River near the LSCS site is 7640 mi2.Details on the principal tributaries of the Illinois River are presented in Table 2.4-1. Locally, South Kickapoo Creek discharges into the Illinois River from the south 0.5 LSCS-UFSAR2.4-3REV. 13mile downstream of the river screen house. Other streams in the site vicinity are Spring Brook, Deadly Run, Armstrong Run, and Hog Run. These streams discharge into the Illinois River from the south at 2.4 miles, 3.7 miles, 4.5 miles, and 4.8 miles upstream of the screen house, respectively. North Kickapoo Creek and Rat Run discharge into the Illinois River from the north at 0.5 mile and 2 miles upstream of the screen house, respectively (Reference 1). Figure 2.4-2a shows the surface water bodies within a 5-mile radius of the plant site.In the site vicinity, the Illinois River has a U-shaped cross section, with a width and depth at normal pool of 800 feet and 12 feet respectively, and a floodplain 1.5 mile wide.The nearest U.S. Geological Survey (USGS) stream-gauging station downstream of the site is at Marseilles, Illinois, 3 miles from the river screen house. This gauge became operational on October 1, 1939. Flow records for the years 1919 to 1939 are available for Morris, Illinois, 14 miles upstream of the river screen house. Corresponding to a drainage area of 7,640 mi2at Marseilles, Illinois, the average discharge of the Illinois River is 10,750 cfs for the 55-year period of record. The maximum and minimum flows recorded at Marseilles are 93,900 cfs on July14,1957, and 1,460 cfs on October 15, 1943, respectively (Reference 2).The nearest USGS stream-gauging stations upstream of the site are on the Mazon River near Coal City, Illinois, on the Kankakee River near Wilmington, Illinois, on the Du Page River at Shorewood, Illinois, on Hickory Creek at Joliet, Illinois, and on the Chicago Sanitary and Ship Canal at Lockport, Illinois.Of all the locks on the Illinois River and on its tributaries upstream of the site, that at Lockport, Illinois is the highest, with a lift of 39.5 feet (References 3 and 4) and a dam height above the foundation of 51 feet (Reference 5).Water resources development by the U.S. Corps of Engineers upstream of the site consists of the improvement of navigational facilities in the Illinois River, shore protection works, channel improvements, and construction of ditches and levees for drainage and flood control (References 3 and 6).Although many potential reservoir sites in the headwater areas have been investigated by different agencies (References 7, 8, and 9), there are no projects underconstruction or planned in the Illinois River basin upstream of the LSCS site, as indicated in Reference 5.Major hydrologic features of the region are shown in Figure 2.4-2. A list of Illinois River water users within 50 river miles downstream of the river screen house is presented in Table 2.4-2. The extent and the pattern of groundwater use are discussed in Subsection 2.4.13.2.

LSCS-UFSAR2.4-4REV. 132.4.2 Floods2.4.2.1 Flood HistoryThe most significant historical flood events for the Illinois River near the site are those of May 1943, July 1957, and December 1982.The May 1943 flood was a record for the Illinois River Basin (Reference 9). At Marseilles, Illinois, the flood was characterized by two peaks, one on May 12 and one on May 21, the latter being more severe, with a discharge of 73,800 cfs and the crest stage at elevation 476.7 feet MSL. The water surface profile corresponding to the 1943 flood is shown in Figure 2.4-5.The July 1957 flood was not basin-wide. It exceeded the May 1943 flood at Marseilles, Illinois, and had a discharge of 93,900 cfs and a flood stage of 478.1 feet MSL (Reference 2). Flood stages at stations along the Illinois Waterway are shown in Table 2.4-3.The December 1982 flood exceeded all previous floods. It had a discharge of 94,100 cfs. The crest stage elevation peaked on December 4 at 479.69 feet MSL (Reference83).A flood stage of 504.7 feet MSL occurred in the Illinois River at Morris, Illinois, in 1831.On January 21, 1916, a stage of 488.3 feet MSL occurred in the Illinois River at Marseilles, Illinois, as a result of an ice jam. However, the likelihood of the repetition of such an extreme event is remote because of the reduction in winter ice caused by heated discharges from upstream power plants and industrial operations (Reference 11). Furthermore, all-season navigation is available on the Illinois Waterway.Since there are no large bodies of water in the immediate vicinity of the site, surges, seiches, and tsunami floods are not relevant. A review of the literaturehas revealed no major dam failures affecting the surrounding region.2.4.2.2 Flood Design ConsiderationsOf the following flood events considered, Item 3 is the controlling event: (1) a postulated probable maximum flood (PMF) in the Illinois River, (2) a probable maximum precipitation (PMP) with antecedent standard project storm (SPS) on the cooling lake and its drainage area, and (3) a local PMP at the plant site.

LSCS-UFSAR2.4-5REV. 14, APRIL 2002Effect of PMP on the adjacent drainage areas of South Kickapoo Creek and Armstrong Runis included in Item 2 above and is addressed in Subsection 2.4.8. PMP in the drainage basin of any other creek does not affect the site.Failure of upstream dams on the Illinois River or its tributaries is also not relevant, since these are low dams fornavigation and hydropower generation, and their failure would not exceed the severity of Item 1. Failure of the cooling lake dikes would not cause flooding of the LSCS site.2.4.2.3 Effects of Local Intense PrecipitationNatural grade elevation at thesite varies from 700 feet to 724 feet MSL. The plant grade and floor elevations are 710 feet and 710.5 feet MSL respectively.Natural drainage at the station site is generally toward the cooling lake, as shown in Figures 2.4-3 and 2.4-4. Elevations of the ground surface, of the plant grade, of the roads, and of the railroads in the site vicinity are shown in Figure 2.4-6. The lowest elevation of the road around the laydown area north of railroad track number 5 is 708 feet MSL. The top elevation of the road on the west of the laydown areas varies from 708.0 feet to 709.0 feet MSL. The top elevation of railroad track number 3, which enters the plant building, varies between 709.5 and 710.5feet MSL. The site drainage system is designed for a precipitation intensity of 4 in./hr.

The areas to the northwest and south of Zones I and II of the plant area are drained away by existing creeks and gullies (Figure 2.4.6). Therefore, the runoff from the areas to the north, west, and south of the plant area cannot contribute to plant flooding in the event PMP occurs at the site.On the east side of the switchyard, the finished grade is at elevation 713.0 feet, beyond which there are lower elevations towards the lake on the east. Therefore, storm runoff from the switchyard area flows east towards the lake and does not reach the plant buildings. A portion of the switchyard, however, is included in Zone II as shown in Figure 2.4-6. The total drainage area contributing runoff, which could potentially cause floodingnear the plant buildings, is shown in Figure 2.4-6. The probable maximum precipitation falling on different zones in this area has been considered in the analysis of local intense precipitation on the plant site.The offsite drainage ditches are designed to discharge a 50-year storm runoff. The offsite drainage culverts crossing access roads or railroad tracks are designed to discharge a 10-year storm runoff without any static head at the entrance of culverts and to discharge a 50-year storm runoff utilizing available head at the entrance of culverts.

LSCS-UFSAR2.4-6REV. 20, APRIL 2014AnalysisThe 24-hour PMP at the site is 32.1 inches (Reference 13). To route the runoff from the rainfall over the plant area, the 24-hour PMP is divided into smaller time intervals (References 14, 15, and 19). Distribution of the PMP into smaller time periods is given in Table 2.4-4. The corresponding distribution for the winter PMP is also shown in Table 2.4-4. Since the winter PMP is much less severe than the summer PMP, the potential of plant flooding is analyzed for the latter.It was conservatively assumed in the analysis that the infiltration losses are negligible, the site drainage system is not functioning, and the precipitation falling on different portions of the site area is assumed to reach the peripheral roads simultaneously.The rational formula was used in estimating the peakrunoff from the area and a coefficient of runoff equal to 1 was used. The time of concentration was computed from Kirpich's formula (Reference 14) and channel flow travel time. For the peak flow over the peripheral roads and railroad tracks a broad crested weir formulaQ = CLH3/2was used where: Q = Discharge over the road or railroad track (cfs)L = Length over which flow takes place (feet)H = Head over the weir (feet)C = Coefficient of discharge.In this analysis, a coefficient of discharge of 2.64 was used (Reference 84).The plant area was divided into two zones, Zone I and Zone II (Figure 2.4-6). The maximum runoff from each of the zones was assumed to flow over the peripheral roads and railroads acting as weirs, to obtain the maximumwater level upstream of the peripheral roads and railroads. The storm runoff from Zone I flows west between the plant building and the parking lot and flows over the 367-foot long north-south access road, that has a crest elevation of 709.0 feet, west of the plant building, and reaches the cooling lake. The water level upstream of the north-south access road was calculated with the peak runoff flowing over the access road. The obstruction to flow due to the gatehouse upstream of the access road was considered. A step-backwater calculation was performedusing the HEC-RAS computer program(Reference 85)from the north-south access road upstream to the location downstream of Track No. 3, where a 175-foot segment of the track has a low elevation of 709.5 feet, for overflow. The runoff from Area D of Zone I (Figure 2.4-6) flowsover this 175 foot LSCS-UFSAR2.4-7REV. 22, APRIL 2016long track. The maximum water level upstream of Track No. 3 and near the plant building was estimated considering the submergence effect of the calculated maximum water level downstream of the 175 foot overflow section of Track No. 3.The total area of Zone I is 66.4acres. A runoff coefficient of 1 was conservatively used. The estimated time of concentration was 14 minutes and the corresponding maximum intensity of rainfall due to PMP would be 34.5inches per hour and the corresponding peak runoff was calculated to be 628 cubic feet per second. This peak runoff would produce a water level of less than 707.5feet upstream of the north-south access road and a maximum water level of 710.1feet near the east side of the plant building. The storm water runoff due to PMP from Zone II flows south and over railroad Track No. 1, then turns west and flows over the North-South Access Road, then into the wide PMP Channel west of the Access Road, then north into the Cooling Lake. This flow path has undergone several alterations. Buildings No. 34, 35, 36, and 37 have been removed and the adjoining grades have been lowered. Track No. 1 has been lowered to elevations ranging from 708.95 feet to 709.52 feet over a length of 820 feet. The access road has a crest elevation of 707.0 feet over a length of 2297 feet, so Track No. 1 acts as a weir controlling the water surface elevations upstream. For Zone II, step-backwater analysis was performed using the HEC-RAS computer program (Reference 85) andup-to-date cross sections. Thecriticaldrainage area between the Reactor Building and Track No. 1 is 19.79acres. The Time of Concentration for this area is 11.8 minutes and the PMP intensity is 36.7 inches per hour for this duration. Using the Rational Formula with a runoff coefficient of 1, the peak discharge at Track No. 1 is 726cfs. The backwater model results in a water level of less than 710feet MSL at Track No. 1 and less than 710.3feet MSL adjacent to the east side of the Plant.Therefore,a conservative estimate of the water surface elevation near the plant buildings due to local intense precipitation at the plant area would be 710.1 feetin Zone I and 710.3 feet in Zone II. Theseelevationsarebelow the plant floorelevation and would not cause flooding to the plant buildings.The roof drains are designed for a precipitation intensity of 4 in./hr based on Reference 12. The roofs of safety-related structures are designed to withstand the snow and ice loads due to a winter PMP with a 100-year recurrence interval antecedent snowpack. Conservatively assuming that the roof drains are clogged at the time of the PMP, the maximum accumulation of water on the roofs of safety-related structures is limited by the height of parapet walls, viz 16 inches. The corresponding water load is therefore 83.2 lb/ft2. The roofs of safety-related structures can withstand this load. The load due to accumulated snowpack and winter PMP would be less than 83.2 lb/ft2.The effect of PMP on the lake and its drainage area is discussed in Subsection 2.4.8.2.

LSCS-UFSAR2.4-8REV. 132.4.2.4 Site Drainage System2.4.2.4.1 Storm Sewer SystemDischarge CalculationsThe design discharge is calculated using the rational method. The storm sewer system is designed to discharge the runoff from a 4-in./hr storm and is checked to verify that water levels in the manholes will not rise above grade elevations.Storm Sewers, Inlets and ManholesThe storm sewer system consists of either corrugated metal pipe or reinforced concrete pipe with manholes located at all changes in direction, grade, or pipe size or at 350-foot maximum intervals. Manholes are precast concrete or cast in place concrete with grated covers at inlet locations. Inlets are located in depressed areas with adequate provision for silting. A separate storm sewer system is provided for draining runoff from the transformers and oil tank areas.Design MinimumsA.Minimum size of pipes: 12-inch diameter B.Minimum velocity: 2.0 fps2.4.2.4.2 CulvertsDischarge CalculationsThe design discharge is calculated using the rational method. Culverts are designed to discharge the runoff from a 4-in./hr storm without any static head at the entrance of culverts.Design LimitationsA.Type -Corrugated metal pipe or reinforced concrete pipe B.Minimum Size inch diameterC.Maximum Velocity -8.0 fps LSCS-UFSAR2.4-9REV. 132.4.2.4.3 DitchesDischarge CalculationsThe discharge capacity of ditches conforms to culvert discharges.Design LimitationsA.Minimum Bottom Width -1.0 foot B.Minimum Side Slopes -3:1C.Minimum Longitudinal Slopes -0.20%

D.Maximum Velocity -3.0 fps2.4.3 Probable Maximum Flood (PMF) on Streams and RiversThe station site is "floodproof" or "dry" with regard to a postulated PMF in the Illinois River, since the plant floor at elevation 710.5 feet MSL is 188 feet higher than the probable maximum flood plus wave runup elevation of 522.5 feet MSL obtained by superimposing the maximum (1%) wave characteristics of sustained 40-mph overland winds on the probable maximum water level.A separate discussion of PMF on South Kickapoo Creek and Armstrong Run is not required, since the lake drainage area of 1200 acres does include the drainage areas of these streams.Approximate estimates of standard project flood (SPF) and PMF made by the U.S. Army Corps of Engineers (Reference 16) for some Illinois River stations are presented in Table 2.4-5. Based on these estimates, the extrapolated PMF discharge corresponding to a drainage area of 7,640 mi2near the LSCS site is 316,000 cfs. Allowing for the effect of urbanization, a conservative maximum value of 350,000 cfs is obtained for the PMF flow in the Illinois River near the plant site.Using cross-section data obtained from References 10 and 17, the PMF stillwater level inthe Illinois River is estimated as 521.8 feet MSL in the site vicinity following the slope-area method (Reference 14).Corresponding to an effective fetch of 2.4 miles for the most critical point on the Illinois River shoreline, wind wave characteristicscorresponding to 40 mph overland winds were investigated using Reference 18. The wave heights estimated are 3.3 feet for the significant wave and 5.5 feet for the maximum (1%) wave. The height of runup of the maximum wave is 0.7 feet. Adding this value to the PMF stillwater level of 521.8 feet MSL yields a probable maximum wave runup elevation LSCS-UFSAR2.4-10REV. 13of 522.5 feet MSL, which is 188 feet below the plant floor elevation of 710.5 feet MSL. A postulated PMF on the Illinois River, therefore, does not affect any safety-related facility.2.4.4 Potential Dam Failures, Seismically InducedThe LSCS site is "floodproof" or "dry".

Figure 2.4-5 shows the locations and heights of dams on the Illinois Waterway. Of all the dams on the Illinois River and on its tributariesupstream of the site, that at Lockport, Illinois is the highest, with a lift of 39.5 feet (References 3 and 4) and a dam height above the foundation of 51 feet (Reference 5).In the event of a seismically induced dam failure, it is unlikely that the resulting flood stage would exceed the Illinois River PMF stage at the site.Breaching of the peripheral dikes of the cooling lake at the time of a postulated seismic event would cause the impounded water to discharge directly into local creeks that meet the Illinois River. Since the plant grade is set at elevation 710 feet MSL, and the plant floor is at elevation 710.5 feet MSL, there is no likelihood of flooding of the plant facilities due to this phenomenon.Since cooling of the power plant condensers is accomplished by pumping from the cooling lake and not from the Illinois River directly, plant safety is not affected by postulated blockage of the Illinois River or by any other concurrent flooding condition. Failure of cooling lake dikes would not affect the UHS, as described in Subsection 2.4.11.6.2.4.5 Probable Maximum Surge and Seiche FloodingFlooding due to surges or seiches is not relevant for LSCS.

2.4.6 Probable Maximum Tsunami FloodingFlooding due to tsunami is not relevant to LSCS.

2.4.7 Ice FloodingAlthough ice formation takes place on all rivers in the Illinois River basin, flooding caused by ice jams is a rare event, as described in Subsection 2.4.2.1. Essential for ice jam formation is a constriction to passage of flowing ice. Such a constriction does not exist in the Illinois River near the site, since the river is approximately 800 feet wide and is kept navigable by dredging when required.

LSCS-UFSAR2.4-11REV. 16, APRIL 2006The lake screen house is protected against icing in the lake by provision of warming linesnear the screen house.2.4.8 Cooling Water Canals and Reservoirs2.4.8.1 Capacity and Operating Plan for Cooling LakeAt normal pool, the lake has a water surface elevation of 700 feet MSL, a surface area of 2,058 acres, and a capacity of 31,706 acre-feet. Drainage area of the lake is 1,200 acres.Makeup water is pumped from the Illinois River using three pumps with a total capacity of 90,000 gpm. The rate of pumping varies depending upon the plant operating load level and the weather conditions. It is designed to maintain a constant lake level and a total dissolved solids (TDS) level of less thanthe applicable State of Illinois water quality standard for receiving waters and effluents discharged to the watersof Illinoisinthe blowdown. The minimum operating lake level is 697.75 feet MSL. Lake level is continuously monitored in the main control room of the power plant.2.4.8.2 Probable Maximum Flood DesignIn the hydrologic design of the 2058-acre cooling lake, a standard project storm (SPS) is postulated to occur prior to the probable maximum precipitation (PMP), with three rainless days between them. The freeboard and riprap requirements for the peripheral dike are determined by superimposing significant wave characteristics of sustained 40-mph overland winds on the probable maximum water level in the lake. Wave runup elevation at the plant site is obtained by superimposing the maximum (1%) wave characteristics of sustained 40-mph overland winds on the probable maximum water level in the lake.Safety-related facilities at the plant site are unaffected by the probable maximum water level in the lake with coincident wind wave activity.Details of the design are presented in the following subsections. These include a discussion of design precipitation, unit hydrograph of 15-minute duration, standard project flood (SPF) and probable maximum flood (PMF) hydrographs, area and capacity of lake, outflow rating, auxiliary spillway design, wave runup, and height of peripheral dikes.2.4.8.2.1 Design PrecipitationThe design precipitation consists of SPS of 48-hour duration followed by three rainless days and then PMP of 48-hour duration. Values of PMP are obtained from Reference 13. Precipitation data for SPS are obtained from Reference19. This publication is also used in the distribution of SPS and PMP into 6-hour intervals as shown in Table 2.4-6.

LSCS-UFSAR2.4-12REV. 14, APRIL 2002In order to maximize the peak discharge rate, the maximum 6-hour rainfalls shown in Table 2.4-6, 10.28 inches for SPS and 25.3 inches forPMP, are redistributed into 15-minute periods and higher intensities assumed for the shorter intervals based on Curve C, Figure 18 of Reference 20. For all other 6-hour periods, the SPS and PMP rainfalls are also redistributed into 15-minute periods, buta uniform distribution of rainfall is assumed for the shorter intervals.2.4.8.2.2 Infiltration Losses and Rainfall ExcessThe drainage basin of the cooling lake consists of Swygert and Rutland silt loams for 80% of the area and Bryce Silty clay for the rest of the area (Reference 70). The classification for the drainage basin would therefore be hydrologic soil group C (Reference 20, Appendix A). The infiltration rate for soil group C varies between 0.08 inch per hour to 0.15 inch per hour, and an average rate of 0.12 inch per hour is recommended by the Bureau of Reclamation (Reference 20, Chapter III, B-51). Discussion with the U.S. Army Corps of Engineers indicated that the flood studies made for the tributaries in the Illinois River basin in the past used an initial loss of 1.5 inches and an average infiltration loss of 0.1 inch per hour.Conservatively, an initial loss of 0.5 inch and a subsequent average infiltration loss of 0.1 inch per hour are applied to the rainfall due to SPS. No initial loss is considered for the PMP, since the soil is assumed fully saturated by the antecedent SPS. Only an average infiltration loss of 0.1 inch per hour is applied to the PMP.

Rainfall excess is obtained by subtracting the losses from the SPS and PMP values for all the 15-minute increments.2.4.8.2.3 Unit HydrographA unit hydrograph of 15-minute duration applicable to the 1200-acre drainage area of the cooling lake is shown in Figure 2.4-7. It is synthetically derived following Snyder's method described in Reference14. No record of unit hydrographs developed from observed flood hydrographs is available for small drainage areas in the general vicinity of the cooling lake.

LSCS-UFSAR2.4-13REV. 14, APRIL 2002As a certain amount of judgment was involved in developing the unit hydrograph, a comparison was made with a unit hydrograph developed for the 1200-acre basin by the procedure outlined in Reference 71. This unit hydrograph is shown in Figure 2.4-7 for comparison with the unit hydrograph used for the development of flood hydrographs. The peak discharge and time to peak obtained from Reference 71 are 720 cfs and 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> as compared to 768 cfs and 0.875 hour0.0101 days <br />0.243 hours <br />0.00145 weeks <br />3.329375e-4 months <br /> used in the flood hydrograph development. Hence the unit hydrograph used for the development of flood hydrographs for the drainage basin of the cooling lake is conservative.2.4.8.2.4 Development of SPF and PMF HydrographsThe hydrograph of surface runoff resulting from incremental precipitation during each 15-minute period is obtained by multiplying the unit hydrograph ordinates by the rainfall excess during that period. Tables 2.4-7 and 2.4-8 and Figure 2.4-8 show the SPF and PMF hydrographs obtained by adding the surface runoff, assumed base flow of 2 cfs from the 1200-acre drainage area, and direct precipitation on the lake.

LSCS-UFSAR2.4-14REV. 132.4.8.2.5 Reservoir RoutingRouting of PMF with antecedent SPF through the lake is performed using the U.S. Army Hydrologic Engineering Center's computer program 22-J2-L210, "Spillway Rating and Flood Routing", 1966. Input to the program consists of the elevation-capacity data shown in Figure 2.4-9 and derived from topographic maps of the area with a scale of 1 inch to 200 feet and a contour interval of 2 feet. The initial water level used for routing is the normal lake level. A listing of the input data to the program is provided in Table 2.4-8a.The energy head over the spillway is equal to the water surface elevation minus the spillway crest elevation minus the spillway approach loss. The spillway approach loss at the design head was specified as 0.102 foot in the program. It was found that the maximum still water elevation is essentially the same for different approach losses of 0.01, 0.05, and 0.10 and 0.30 foot.The program calculates the outflow from the lake shown in Figure 2.4-10 for the 300-foot (crest length) auxiliary spillway having side slopes of 10:1 (horizontal:vertical) and crest elevation of 702.5 feet MSL and for the service spillway described in Subsection 2.4.8.5. Auxiliary spillway rating is based on critical flow conditions at the crest.2.4.8.2.6 Stillwater Levels in LakeThemaximum lake level corresponding to the SPF is 701.6 feet MSL, which is lower than the auxiliary spillway crest elevation.When the SPF is followed by the PMF, with three rainless days between the SPS and the PMP, the lake level varies from a maximum of 701.6 feet MSL during SPF to 701 feet MSL before the rise due to PMF, and to a maximum of 704.3 feet MSL during PMF as shown in Figure 2.4-8. Subsequent to the PMF, the lake level continues to fall and reaches 702.5 feet MSL in 10 days from the start of SPS.The effect of distributing the rainfall for all 6-hour periods into 15-minute values in the same manner as was done for the maximum 6-hour rainfall as discussed in Subsection 2.4.8.2.1 was also examined. The peak discharge for SPF and PMF increased only by 3% by this new distribution, and the maximum still water level obtained by routing this PMF with antecedent SPF through the lake was the same as 704.3 feet.2.4.8.2.7 Auxiliary Spillway DesignThe 300-foot auxiliary spillway is an integral part of the peripheral dikes as shown in Figures 2.4-3 and 2.4-11. The maximum outflow through the spillway having a crest elevation of 702.5 feet MSL is 2380 cfs when the probable maximum water LSCS-UFSAR2.4-15REV. 13level in the lake is 704.3 feet MSL. This flow is naturally directed toward South Kickapoo Creek, which joins the Illinois River.The velocity at the crest is a maximum of 6.2 fps. To prevent potential erosion at the spillway crest, a 9-inch bituminous concrete pavement and an upstream concrete cutoff wall are provided along the crest as shown in Figures 2.4-12 and 2.4-13. To prevent frost action on the pavement, a drainage blanket is provided under the crest in accordance with recommendations of the U.S. Army Corps of Engineers (Reference 21).The spillway channel downstream of the spillway has a longitudinal slope of 10:1 (horizontal:vertical). Banks of 2 feet 6 inches on both sides of the spillway channel keep the flow confined to the channel. During peak PMF flow, the depth and velocity of flow in the channel are0.8 foot and 10.1 fps respectively, assuming a value of 0.04 for Manning's roughness coefficient. To prevent potential erosion, the spillway channel was designed with 24-inch thick stone riprap placed on 12 inch thick crushed stone bedding. The bedding is placed on a subgrade of compacted cohesive material. The gradation for the bedding is given in Table 2.5-33. The individual stones of the auxiliary spillway riprap were designed to fall between the following gradation limits:Approximate Weight (lb)Percent Passing by Weight69010034040-100 16520-53 450-15 150-2This gradation satisfies the guidelines for gradation limits stated in References 22, 23, and 24.The gradation of the riprap as originally measured in the field was asfollows:Approximate Weight (lb)Percent Passing by Weight140010090087 70064 34036 16521458151.5 LSCS-UFSAR2.4-16REV. 13Thickness at the riprap was measured during placement of 24 inches. The as-placed riprap contained larger size stones than specified;therefore, remedial actions were taken so that the stone size was appropriate for the 24-inch layer thickness.

These remedial actions included breaking the largest individual stones, addition of peripheral dike riprap to provide more stone-to-stone contact and a more uniform riprap thickness, and reworking of the riprap surface to provide a more even downstream surface to the auxiliary spillway.After completion of the above remedial measures, a gradation test of the in-place riprap indicated that the gradation does not satisfy the required average stone size of 16 inches. The in-place riprap had an average size of 8 inches.At this stage of construction, the decision was made to alter the design of the downstream slope of the spillway as described below:a.The downstream slope of the spillway was flattened to 30:1 to reduce the velocity of flow to 7.5 fps and to use the easily available riprap whose average size was about 8 inches.b.A rock trench was provided at the demonstration end of the modified spillway. The purpose of this rock trench was for protection against potential scour at the end of the spillway.c.A wedge shaped concrete pavement was provided at the upstream end of the slope of the spillway. This pavement was installed because the existing riprap at that location could not resist the higher velocities and the coarser riprap could not be placed there without restricting the flow over the spillway. Downstream of this pavement, a minimum thickness of 30 inches of new riprap was provided.The main purpose of the above modification was to make the riprap design consistent with the 8 fps limiting flow for the available riprap.The slope of the spillway was flattened to 30:1 to reduce the velocity of flow from 10.1 fps to 7.5 fps. These modifications are shown in Figure 2.5-12a. The space between new layer of riprap and the existing riprap was filled with bedding material. The gradations of this bedding material and the new riprap are tabulated below:

LSCS-UFSAR2.4-17REV. 13New RiprapSize in InchesPercent Passing by Weight2490-1001430-7060-35 40-10Bedding LayerSieve SizePercent Finer by Weight2-1/2 inch1002 inch90-1001 inch60-901/2 inch35-65#420-40#165-35#2004-12The modification to the spillway was completed in the field during the winter of 1980-81.A bedding layer may have two functions: as a filter material, and as a load-transferring gravel blanket. The bedding layer is not required to act as a filter material because the auxiliary spillway subgradeis composed of a compacted cohesive material (LL > 30) resistant to surface erosion (Reference 83). The bedding layer, therefore, was provided to satisfy the requirements of a well-graded, load transferring gravel blanket with gradation limits as outlined in Reference 84.The approach section of the spillway has 18-inch thick stone riprap protection on 9-inch thick crushed stone bedding. Gradation of riprap for the approach section is the same as the peripheral dike riprap gradation number described in Subsection 2.5.6.4.3.The material and soundness tests for the riprap and bedding used in the auxiliary spillway are the same as for the peripheral dike described in Subsection 2.5.6.4.3.2.4.8.2.8 Coincident Wind Wave ActivityTo determine the freeboard allowance for various points along the peripheral dike, significant wave characteristics associated with 40-mph overland winds coincident with the PMF and the wave runup on the riprapped interior slopes (3:1, horizontal:vertical) of the peripheral dikes are computed at several locations shown LSCS-UFSAR2.4-18REV. 13in Figure 2.4-14. The calculations of the effective fetch, average depth, over water wind speed, significant wave height and period are made using the procedures developed by the U.S. Army Corps of Engineers (References 18 and 18a). The results of the analysis are given in Table 2.4-8b.Figure 2.4-14 shows the wave runup including setup at critical locations, the largest value being 2.9 feet. Adding this to the probable maximum water level of 704.3 feet MSL yieldsa wave runup elevation of 707.2 feet MSL at the most critical point on the peripheral dike.To prevent wave overtopping during PMF, the elevation of the top-of-road on the peripheral dike is provided to be higher than the wave runup elevation all around the lake. Accordingly, the top-of-road and the top-of-dike elevations vary from 705.7 to 707.3 feet MSL, and from 705 to 706.6 feet MSL respectively, as shown in Figure2.4-15.2.4.8.3 Water Level at Plant SiteWave runup including setup at the plant site is computed to be 1.3 feet, corresponding to maximum (1%) wave characteristics associated with 40-mph overland winds coincident with the PMF using the methodology of Reference 18.

The wave runup elevation obtained by adding the wave runup to the probable maximum water level is 705.6 feet MSL. Since the plant grade and floor elevations are 710 feet and 710.5 feet MSL respectively, there is no flooding at the plant due to 40-mph overland winds coincident with the probable maximum water level in the lake.2.4.8.4 Blowdown WaterlineThe lake blowdown line has a discharge capacity of 200 cfs. It originates in the cooler portion of the lake. The blowdown pipe is laid under the interior dike, under the lake, and under the exterior dike, as shown in Figure 2.4-3. It is a 66-inch diameter welded steel pipe encased in concrete and provided with antiseep concrete collars. The centerline elevations of the pipe are 694.75 feet MSL at the inlet and 682 feet MSL near the toe of the exterior dike. Beyond the exterior dike, a prestressed concrete pipeline carries the discharge to the Illinois River, with the diameter reducing to 54 inches before reaching the river outfall structure. The blowdown pipe is designed to have a gravity flow. A motor-operated shutoff valve at both the river and lake ends permits maintenance on the pipeline as required, as well as flexibility in the lake operation. Since the intake of the pipe is under water and the remainder of the line up to the outfall structure is buried below frost depth, ice blockage during the winter months is not a problem.The lake blowdown line is required to perform several functions during normal plant operation. The most significant of these is to blow down a small portion of the LSCS-UFSAR2.4-19REV. 18, APRIL2010total water volume of the cooling lake to control the dissolved solids level of the water. A second use for the lake blowdown line during normal operation of the plant is to dilute and discharge low-level radioactive wastes to the river. The liquid radwaste system for LSCS Units 1 and 2 operates as a maximum recycle system, but a minimum periodic discharge is necessary to maintain the plant water inventory in balance.In addition, this discharge blowdown line is used for the following purposes during normal plant operation: dilution and discharge of treated sanitary wastes, control of water level in the cooling lake, and dilution and discharge of nonradioactive wastes from the makeup demineralizer system (abandoned-in-place). In all cases these discharges satisfy the requirements established by federal and state laws governing liquid discharges to public waterways.2.4.8.5 Service SpillwayA gated, reinforced concrete service spillway is provided at the southwestern end of the Number 1 interior dike to pick up and direct the lake water into the blowdown line to the Illinois River.The design discharge of this control structure is 200 cfs; the crest is at elevation 697.75 feet MSL. Three 11-foot by 2-foot, 3-inch steel roller gates are provided. The plan and sections of the service spillway are shown in Figures 2.4-13a and 2.4-13b.2.4.8.6 Makeup Water Discharge StructureA reinforced concrete discharge structure is provided at the northern portion of the peripheral dike to discharge the makeup water from the Illinois River into the lake.

The makeup water pipe embedded in the dike is a 60-inch diameter welded steel pipe encased in concrete and provided with antiseep concrete collars. The pipe has a centerline elevation of 702.5 feet MSL at the outlet and of 682 feet MSL near the toe of the dike. The makeup water is discharged through a concrete chute designed to pass a flow of 200 cfs without erosion of the upstream slope of the dike.2.4.9 Channel DiversionsThe Illinois River flows in the same general location as its predecessor of nearly a million years ago, the Ticona River (Reference 4). Presence of navigation locks and dams over the entire length of the river has further stabilized the river course. Based on the available evidence, no change in the regime of the river is expected.

LSCS-UFSAR2.4-20REV. 13Illinois River flow near the site has increased since January 17, 1900, because of the reversal in the flow of the Chicago and Calumet Rivers (resulting in the addition of an area of 810 mi2 to the natural drainage area of the Illinois River basin) and because of diversion from Lake Michigan.Due to the considerable width of the Illinois River and the well-developed flood plain, there is little likelihood that rock falls, ice jams, or subsidence would completely divert the flow from the river screen house location.Cooling of the power plant condensers is accomplished by pumping from the cooling lake and not directly from the Illinois River. Emergency supply of cooling water is always available for use from the submerged UHS.2.4.10 Flooding Protection RequirementsThe plant floor is 4.9 feet higher than the probable maximum wave runup elevation of 705.6 feet MSL in the cooling lake and is therefore not subjected to flooding from the lake.The lake screen house is affected by static and dynamic consequences of wave activity. As described in Subsection 3.4.2, the walls of the lake screen house are designed for the hydrodynamic forces superimposed on the hydrostatic forces. The maximum cooling lake level at the lake screen house due to a 40-mph overland wind superimposed over the PMF pool elevation of 704.3 feet MSL is estimated as 706.11 feet MSL. This elevation is obtained considering the maximum (1%) wave activity, using the corps methods (References 18 and 18a). The pertinent wind wave characteristics are tabulated in Table 2.4-8c.Details of flood-protection measures are discussed in Subsection 3.4.1.2.4.11 Low Water Considerations2.4.11.1 Low Flows in StreamsFlow rates in the Illinois River at Marseilles, Illinois, corresponding to a 100-year recurrence interval drought, are presented in Table 2.4-9 based on Reference 25.

The 1-day, 100-year low flow of 1592 cfs is 8 times the total capacity of 200 cfs for the makeup pumps at the river screen house. Therefore, postulated droughts in the Illinois River do not affect the makeup pumping to the cooling lake.Performance of the ultimate heat sink is similarly unaffected by low flows in the Illinois River.

LSCS-UFSAR2.4-21REV. 13The 7-day, 10-year low flow in the Illinois River near the site is 3228 cfs (Reference26).2.4.11.2 Low Water Resulting From Surges, Seiches, or TsunamiThis topic is not pertinent to the LSCS station.

2.4.11.3 Historical Low WaterThe minimum recorded flow of the Illinois River atMarseilles, Illinois, is 1,460 cfs on October 16, 1943. Based on Reference 25, this flow can be expected for 1 day once in approximately 150 years.According to Reference 27, the minimum low water elevation recorded by a U.S. Corps of Engineers' gauge is 480.5 feet MSL on January 2, 1943, at river mile 247.1, and 482.5 feet MSL on February 14, 1954, at river mile 271.4. The normal pool elevation is 482.8 feet MSL.2.4.11.4 Future ControlsNo future water uses are expected to affect the ability of safety-related facilities to function adequately.2.4.11.5 Plant RequirementsThe safety-related cooling water flow rates are discussed in Subsection 9.2.6. Details of the lake intake structure are shown in Figure 2.5-59. The minimum design operating level in the lake is 697.75 feet MSL.The makeup pumps on the Illinois River have a total capacity of 200 cfs. Adequate water supply to the cooling lake would be available during a 100-year drought.2.4.11.6 Heat Sink Dependability RequirementsThe source of normal water supply is the cooling lake. In the unlikely event of a breach in the peripheral dike, emergency shutdown water supply would be obtained from the ultimate heat sink (UHS), which is an excavated pond with a capacity and surface area of 460acre-feet and 83 acres, respectively, at the design level of 690 feet MSL as shown in Figure 2.5-59. The UHS is also characterized as the core standby cooling system (CSCS) pond. There are no retaining structures for the UHS. The intake flume is a partof the excavated UHS. Loss of the cooling lake has no effect on the UHS.

LSCS-UFSAR2.4-22REV. 13The analysis presented in Subsection 9.2.6 supporting the availability of a 30-day supply of water during which design temperatures are not exceeded is based on worst period of record weather conditions.The emergency shutdown capability of the plant is not dependent on water input from the main cooling lake or from the Illinois River. Furthermore, it is not affected by postulated low water conditions in the Illinois River.The use of UHS water supply for fire protection and service water purposes is described in Subsection 9.2.6.Design bases that establish the structural integrity of the UHS are described in Subsection 2.5.5.Probable loss of the UHS capacity due to suspended sediment carried by makeup water pumped from the Illinois River was estimated. Based on an average turbidity of 67 Jackson Turbidity Units from the Illinois River water obtained from Reference28, a conservative estimate of the volume of sediment deposited in the lake during a plant life of 40 years is 59 acre-feet. Almost all of this sediment will be deposited in the deeper parts of the lake, where the average velocity is as low as 0.04 fps. However, assuming that 5% of the total sediment carried by themakeup water is deposited in the UHS, a loss of approximately 3 acre-feet to the UHS capacity is possible during plant life.Probable loss of UHS capacity due to runoff from the 315-acre drainage area of the UHS was estimated. Based on an average annualsediment yield of 100 tons/ mi2obtained from Reference 9, a conservative estimate of the volume of sediment deposited in the UHS is approximately 2.3 acre-feet during the plant life.The probable loss to the UHS pond capacity due to sediment deposition therefore totals 5.3 acre-feet, which is a negligible amount compared to the UHS volume. A surveillance program to monitor changes in the UHS capacity is described in Subsection 2.5.5.In the event of a postulated loss of the cooling lake, the high groundwater conditions prevailing in the surrounding region might result in some inflow to the UHS due to seepage. This inflow has been ignored in the capacity analysis presented in Subsection 9.2.6.The effect of a postulated 200-foot breach of the peripheral dike on flow conditions at the eastern edge of the UHS was analyzed. The maximum velocity of flow is estimated to be approximately 4.6 fps. To protect against potential erosion, a 9-inch thick gravel layer with stones of 1.5-inch average size is provided along the eastern edge of the UHS.

LSCS-UFSAR2.4-23REV. 132.4.12 Dispersion, Dilution, and Travel Times of Accidental Releases of Liquid Effluents in Surface WaterNormal release rates and dilution factors for radioactive effluents to the Illinois River are discussed in Subsection 11.2.3.3. A list of surface water users on the Illinois River within 50 river miles downstream of the site is presented in Table2.4-2.There are no outside radwaste tanks; all are housed in the main plant structures. The radwaste tanks are housed in concrete cells below grade level except for two small concentrated waste tanks in the drumming station where solid waste is processed.Those radwaste tanks which are below grade level are housed in the basement of the turbine building atelevation 663 feet 0 inch. The design groundwater elevation is 700 feet 0 inch and the plant grade elevation is 710 feet 0 inch. Therefore, the effluents due to a postulated spill cannot move out of the basement of the turbine building.The two small concentrated waste tanks in the drumming station have a capacity of 5000 gallons each and are housed in separate rooms. The floor and the bottom portion of the walls of these two rooms have a metallic liner which would prevent any leakage of liquid radwaste due to a postulated radwaste tank spillage.2.4.13 GroundwaterThe discussion of regional groundwater hydrology includes the hydrogeologic systems within a 25-mile radius circle centered at the LaSalle County Station, Units 1 and 2. The discussion ofsite groundwater hydrology includes the hydrogeologic systems within the LSCS property lines.The physical and hydrogeologic characteristics, yields, recharge and discharge, and groundwater quality are described for each hydrogeologic system in Subsection 2.4.13.1. The regional and site hydraulic gradients and directions of groundwater flow are discussed in Subsection 2.4.13.2. In addition, onsite use of groundwater is described in Subsection 2.4.13.1.3; the effects of groundwater use at LSCS on groundwater users in the vicinity of the plant are described in Subsection 2.4.13.2.2.3.5.2.4.13.1 Description and Onsite Use2.4.13.1.1 Regional Hydrogeologic SystemsThe regional area is defined as the area within a 25-mile radius circle centered at LSCS (Figure 2.4-16). This radius was selected to include the major groundwater LSCS-UFSAR2.4-24REV. 13pumping centers which have reversed the hydraulic gradient in the Cambrian-Ordovician Aquifer in the vicinity of the site (Subsections 2.4.13.2.1.3.3 and 2.4.13.2.2.3.5). The site is situated on the east limb of the LaSalle Anticline; however, the discussion of regional hydrogeologic systems also includes the changes in hydrogeologic characteristics on the west limb of the anticline.The hydrogeologic systems in the regional areainclude the alluvial aquifer along the Illinois River, the glacial drift aquitard, the glaciofluvial aquifers in buried bedrock valleys, the Pennsylvanian aquitard, the Cambrian-Ordovician Aquifer, the Eau Claire aquitard, and the Mt. Simon Aquifer. The hydrogeologic characteristics of each system are summarized in Figure 2.4-17.2.4.13.1.1.1 Alluvial AquiferThe alluvial aquifer along the Illinois River is developed within alluvium and outwash deposits that have infilled an erosional bedrock valley developed in Ordovician strata on the crest of the LaSalle Anticline and Pennsylvanian strata on the limbs of the anticline. These alluvial deposits include silty clay, silt, sand, and gravel. To the east of Utica, the Illinois River flows on a bedrock floor, and the thickness of the alluvium, as shown on well logs on file with the Illinois State Geological Survey, is generally less than 25 feet. In this area, the well logs indicate that sand and gravel deposits in this area occur only locally within the predominantly silty or clayey alluvium. To the west of Utica, the thickness of alluvium and outwash in the channel may be greater than 50 feet. The combined thickness of the alluvium and outwash in the city of LaSalle well field was as much as 56 feet, with nearly 30 feet of outwash gravels reported beneath the alluvium in well No. 6 (Reference 29, Illinois Environmental Protection Agency).Recharge to the alluvial aquifer occurs by inflow from the Illinois River during periods of high river levels, by direct infiltration of precipitation through the silty or clayey alluvium, and by seepage of groundwater through the bedrock valley walls.

Discharge from the aquifer is primarily by evapotranspiration losses and by seepage to the Illinois River when the water table in the aquifer is above the level of the river. Discharge may also occur by seepage to the underlying bedrock and by withdrawals of pumping wells. Drawdowns resulting from groundwater withdrawals may induce local recharge to the aquifer from theriver.To the east of Utica, yields in the alluvial aquifer are limited by the restricted areal extent and thickness of the permeable sand and gravel deposits within the alluvium. Small dependable yields suitable for domestic purposes are only locally available. To the west of Utica, large groundwater withdrawals can be sustained in those areas where the aquifer is thicker and more continuous. The combined average pumping rate of the city of LaSalle well field, which consists of five production wells inthe alluvial aquifer, is more than 5680 gpm (Reference 29, Illinois Environmental Protection Agency).

LSCS-UFSAR2.4-25REV. 13Groundwater quality analyses for the alluvial aquifer at the city of LaSalle indicate that the hardness ranges from 325 to 561 ppm, total dissolved solids range from 404 to 751 ppm, and iron content ranges from 0.1 to 3.4 ppm. Additional data for one composite water sample from wells number 2 and 3, collected in 1947, indicate an alkalinity of 308 ppm, a chloride concentration of 24 ppm, a sulfate concentration of 263 ppm, and a nitrate content of 11 ppm (Reference 30, Hanson, 1950).2.4.13.1.1.2 Glacial Drift AquitardGlacial drift is present throughout most of the regional area. Drift thicknesses range from nearly 200 feet over the buried Ticona Bedrock Valley to locally absent in the Illinois River valley. The glacial drift aquitard, as described in this subsection, does not include the valley fill deposits of the buried bedrock valley aquifers. The physical characteristics, distribution, stratigraphy, and depositional history of the glacial drift are presented in Subsections 2.5.1.2.2.1 and 2.5.1.2.6.3.2.With the exception of the alluvium and outwash in the Illinois River valley and the glaciofluvial fill in the buried bedrock valleys, the drift consists primarily of silty clay tills with a thin loess cover. The tills are generally impermeable except in the uppermost 20 feet, where some permeability has resulted from development of the soil profile and jointing in the till. Studies of sanitary landfill leachate migration in similar tills in northeastern Illinois have indicated typical permeabilities of 1.0 x 10-7cm/sec (0.1 feet per year) (Reference 31, Kempton, 1975). Within the tills, there are thin, discontinuous pockets of sand and gravel; between the lower tills, there may be a thin, discontinuous layer of sand and gravel (Subsection2.5.1.2.2.1.1.1.1.1.4.2).Groundwater in the glacial drift aquitard occurs predominantly in the thin, discontinuous sands and gravels within and between the tills. These sands and gravels are recharged slowly by the infiltration of precipitation through the overlying, relatively impermeable silty clay. Groundwater is discharged from the sand and gravel pockets to the underlying glacial drift or bedrock, to the surface streams where they intersect these deposits, and to pumping wells. The tills serve to confine groundwater in the underlying bedrock aquifers.Well yields from the glacial drift aquitard are quite variable and typically low due to the limited vertical and lateral extent of the sand and gravel pockets within the till and the slow rate of recharge. Reported yields are suitable only for domestic or low-demand farm purposes, ranging between 2.5 and 15 gpm (Reference 32, Randall, 1955).Chemical analyses were performed from 1937 to 1947 on ground-water samples collected from municipal wells in the glacial drift at Lostant, located approximately 21 miles southwest of the site. Total dissolved solids for these wells varied from 431 to 455 ppm, alkalinityranged from 310 to 324 ppm, and hardness ranged from 107 LSCS-UFSAR2.4-26REV. 13to 166 ppm. The following ranges for selected constituents were also reported: chlorides, 24.0 to 117.0 ppm; sulfates, 33.9 to 40.7 ppm; nitrates, 3.3 to 5.8 ppm; sodium, 97.2 to 138.9 ppm; and iron, 0.4 to 3.7 ppm (Reference 30, Hanson, 1950; Reference 33, Randall, 1955). These wells are no longer in use. In 1970, a chemical analysis was performed on a water sample from a dug well used for public water supply at Leonore, located about 17 miles west of the site. The results of the analysis are as follows: total dissolved solids, 565 ppm; hardness, 426 ppm; total alkalinity, 258 ppm; chlorides, 19 ppm; sulfates, 130 ppm; nitrates, 24.0 ppm; and iron, none (Reference 29, Illinois Environmental Protection Agency).2.4.13.1.1.3 Buried Bedrock Valley AquifersThe buried bedrock valley aquifers in the regional area consist of sand and gravel fill in valleys cut into the Pennsylvanian bedrock. The major buried bedrock valley systems with respect tothe LaSalle County Station are the east-west trending Ticona Bedrock Valley and the northwest-southeast trending Kempton Bedrock Valley (Figure 2.5-28). The discussion of buried bedrock valley aquifers is limited to the Ticona Valley, since data are generally not available for the upper portion of the Kempton Valley in the vicinity of the site. The physical characteristics, distribution, stratigraphy, and depositional history of the glaciofluvial deposits in the buried Ticona Valley are discussed in Subsections 2.5.1.2.2.1.1.1.1.1.5 and 2.5.1.2.6.3.2.The glaciofluvial deposits in the buried Ticona Valley are quite variable and consist of clean to clayey sand, gravelly sand, and sandy gravel with some interbedded silt layers (Reference 34, Randall, 1955). The width of the buried Ticona Valley ranges from 1.5 to 3 miles and is greatest near Grand Ridge (Reference 35, Randall, 1955).

The elevation of the top of the valley fill decreases to the west from approximately 540 to 560 feet MSL north of the LaSalle County Station to approximately 540 to 550 feet MSL at Grand Ridge (Reference 36, Randall, 1955).Although the glaciofluvial deposits are overlain by essentially impermeable tills, groundwater in the buried bedrock valley aquifers is reported to occur under water table conditions (Reference 37, Randall, 1955). Randall explained the occurrence of water table conditions as the result of limited recharge due to the presence of the overlying, relatively impermeable till and the proximity of discharge areasat both ends of the buried bedrock valley. Groundwater levels, direction of groundwater movement, and hydraulic gradients within this aquifer are discussed in Subsection2.4.13.2.1.3.2.The buried bedrock valley aquifers are recharged primarily by seepage through the overlying clayey tills. In addition, groundwater apparently enters the aquifers from the adjacent Pennsylvanian bedrock (Reference 38, Randall, 1955). Recharge may also occur from the Vermilion River where it intersects the upper portion of the LSCS-UFSAR2.4-27REV. 13buried Ticona Valley during periods of high surface water levels. The aquifer discharges groundwater at both ends where the buried bedrock valley intersects the Illinois River valley at Seneca and Hennepin. Groundwater is also discharged to pumping wells finished in the aquifer.Yields from the buried bedrock valley aquifers are dependent upon the physical characteristics of the glaciofluvial deposits and type of well construction. Where the glaciofluvial deposits are clean and relatively well sorted, well yields of 100 gpm or more can be expected (Reference 37, Randall, 1955). The production well at Grand Ridge (Well Number 3) yielded 285 gpm for 11 hours1.273148e-4 days <br />0.00306 hours <br />1.818783e-5 weeks <br />4.1855e-6 months <br /> in 1975, with a drawdown of only 6 feet; the water level returned to the normal static level one-half hour after pumping ceased (Reference 39, Knecht, 1975).Groundwater in the glaciofluvial deposits of the buried Ticona Valley is moderately soft to hard (hardness ranges from 77 to 175 ppm). Alkalinity ranges from 276 to 356 ppm and total dissolved solids range from 285 to 376 ppm (Reference 40, Randall, 1955). The following concentration ranges were given for chemical analyses on wells in the vicinity of Grand Ridge between 1925 to 1954: chloride, 0.3 to 8 ppm; iron, trace to 7.2 ppm; and nitrate, 0.1 to 6 ppm (Reference 40, Randall, 1955). In 1975, a chemical analysis was performed by the Illinois Environmental Protection Agency on a sample from Well Number 3 at Grand Ridge. The reported values of hardness, alkalinity, total dissolved solids, chloride, iron, and nitrate fall within the ranges given above.2.4.13.1.1.4 Pennsylvanian AquitardThe Pennsylvanian aquitard consists predominantly of impermeable shale with some interbedded underclay, sandstone, limestone, and coal. The physical characteristics, stratigraphy, and depositional history of the Pennsylvanian strata are discussed in Subsections 2.5.1.2.2.2.1.1 and 2.5.1.2.6.1.4.Groundwater occurs primarily in the sandstone beds and occasionally in joints in the limestone beds. Groundwater occurs locally under leaky artesian conditions where the sandstone and limestone beds are recharged by vertical seepage through the overlying glacial deposits or Pennsylvanian shales (Reference 41, Randall, 1955; Reference 42, Csallany, 1966). In those areas where these sandstones or limestones are exposed at the surface, they are recharged by the direct infiltration of precipitation, and groundwater occurs under water table conditions. Groundwater is discharged in springs along the river valleys cut into these formations or to the underlying strata. In addition, groundwater is discharged locally to the overlying glacial drift in those areas where the potentiometric surface in the Pennsylvanian aquitard is higher than the potentiometric surface in the drift (Subsection2.4.13.2.2.3.4).

LSCS-UFSAR2.4-28REV. 13The Pennsylvanian formations are generally unfavorable as aquifers and are used where the overlying glacial deposits are thin or absent (Reference 42, Csallany, 1966). Well yields are low, averaging 6.4 gpm, and are suitable only for domestic or farm supplies (Reference 43, Randall, 1955). Groundwater quality in the upper 100 to 200 feet of the Pennsylvanian strata is acceptable for most domestic and farm purposes (Reference 44, Randall, 1955). These formations are generally cased off in wells drilled to deeper formations because the groundwater quality is better in the underlying Cambrian-Ordovician Aquifer. Gas, usually methane, has been reported in some Pennsylvanian wells in the regional area (Reference 44, Randall, 1955).2.4.13.1.1.5 Cambrian-Ordovician AquiferThe Cambrian-Ordovician Aquifer is composed of the following strata, in descending order: the Ordovician-age Galena, Platteville, Ancell, and Prairie du Chien Groups and the Cambrian-age Eminence Formation, Potosi Dolomite, Franconia Formation, Ironton Sandstone, and Galesville Sandstone. The lithology, physical characteristics, and depositional history of these strata are described in Subsections2.5.1.2.2.2.1.2, 2.5.1.2.2.2.1.3, 2.5.1.2.6.1.1, and 2.5.1.2.6.1.2.These sandstone and dolomite strata are grouped into hydrogeologic units based upon similar lithologic and hydrogeologic characteristics between adjacent units.

The hydrogeologic units include, in descending order: the Galena-Platteville dolomite; the Glenwood-St. Peter sandstone; the Prairie du Chien, Eminence, Potosi, and Franconia dolomites; and the Ironton-Galesville sandstone (Figure 2.4-17). Available data in northeastern Illinois indicate that, on a regional basis, these hydrogeologic units behave hydraulically as one aquifer (Reference 45, Suter et al.;

Reference 46, Papadopulos, Larsen, and Neil, 1969). Hoover and Schicht (Reference 47, 1967) indicate that these hydrogeologic units also function as one aquifer in LaSalle County.The strata that comprise the Cambrian-Ordovician Aquifer have been folded during the development of the LaSalle Anticlinal Belt (Subsection 2.5.1.1.5.1.1.5). East of the anticline, the Glenwood-St. Peter sandstone is exposed at the surface at Starved RockState Park, whereas west of the anticline, the top of the Glenwood-St. Peter sandstone is encountered in wells at Peru at depths of 1367 to 1455 feet. Typical well depths east of the anticline range between 400 to 1200 feet; in contrast, typical well depths west of the anticline range between 1000 to 2800 feet (Reference 48, Hoover and Schicht, 1967).The Galena-Platteville dolomite and portions of the Glenwood-St. Peter sandstone may be locally absent resulting from erosion east of the crest of the LaSalle Anticline. Where the Galena-Platteville dolomite is present and immediately underlies permeable glacial deposits, joints in the dolomite may be solution-enlarged. The dolomite in these areas is fairly permeable and yields small to moderate quantitiesof groundwater to wells. Where the Galena-Platteville LSCS-UFSAR2.4-29REV. 13dolomite is overlain by the Maquoketa Shale, such as west of the LaSalle Anticline, or by the Pennsylvanian shales, the joints are tight, and the dolomite is less favorable as a source of groundwater.Groundwater in the Glenwood-St. Peter sandstone occurs in the intergranular pore spaces. The productivity of this hydrogeologic unit is determined by the primary permeability of the sandstone, which is quite variable and is controlled by the texture and the cementation of the sand. The upper part of the Glenwood-St. Peter sandstone is often shaly or dolomitic; the lower part is commonly composed of shale and conglomerate (Reference 49, Walton and Csallany, 1962). The middle portion is the most permeable and, consequently, the most productive. When the Glenwood-St. Peter sandstone and overlying Galena-Platteville dolomite are not cased off, these hydrogeologic units supply approximately 15% of the total yield of wells penetrating the entire thickness of the Cambrian-Ordovician Aquifer (Reference 50, Hoover and Schicht, 1967).Groundwater in the Prairie du Chien, Eminence, Potosi, and Franconia dolomites occurs predominantly in joints. The Potosi dolomite is locally highly jointed and partially accounts for the high yields of several deep wells in the Cambrian-Ordovician Aquifer (Reference 51, Walton and Csallany, 1962). However, if the joints are tight and if interbedded shales are common, as in the Prairie du Chien and Franconia dolomites, the dolomites are less favorable as sources of groundwater. The Prairie du Chien, Eminence, Potosi, and Franconia dolomites may supply as much as 35% of the total yield of wells penetrating the entire thickness of the Cambrian-Ordovician Aquifer (Reference 50, Hoover and Schicht, 1967).The Ironton-Galesville sandstone is regionally the most consistently permeable and productive hydrogeologic unit of the Cambrian-Ordovician Aquifer (Reference 52, Hoover and Schicht, 1967). The average permeability of this sandstone is about 3 times greater than the average permeability of the Glenwood-St. Peter sandstone (Reference 53, Walton and Csallany, 1962). The basal zone of the Ironton-Galesville sandstone is the least cemented and is the most favorable source of groundwater in the Cambrian-Ordovician Aquifer (Reference 52, Hoover and Schicht, 1967). Yields from the Ironton-Galesville sandstone constitute approximately 50% of the total yield of wells penetrating the entire thickness of the Cambrian-Ordovician Aquifer (Reference 50, Hoover and Schicht, 1967).Groundwater in the Cambrian-Ordovician Aquifer generally occurs under artesian conditions. In the regional area, the aquifer is recharged primarily by through-flow and by vertical leakage through the overlying glacial drift or bedrock confining beds. The primary area of recharge is located in Boone, DeKalb, Kane, Kendall, and McHenry Counties, Illinois, and in southeastern Wisconsin (Reference 54, Sasman et al., 1973). Recharge also occurs by the direct infiltration ofprecipitation in those LSCS-UFSAR2.4-30REV. 13areas where the Galena-Platteville dolomite and Glenwood-St. Peter sandstone are exposed at the surface (Figure 2.5-4).The Illinois River may recharge the aquifer in the vicinity of major pumping centers where the groundwater withdrawals have drawn the water level in the aquifer below the level of the river (Reference 55, Hoover and Schicht, 1967). Potentiometric surface maps for the Cambrian-Ordovician Aquifer in 1963 and 1971 are presented in Figures 2.4-18 and 2.4-19 and discussed in Subsection 2.4.13.2.1.3.3. Comparison of these maps shows the change in groundwater levels in the Cambrian-Ordovician Aquifer in response to pumping during this interval.The potentiometric surface map for 1963 indicates that the Cambrian-Ordovician Aquifer normally discharged groundwater to the Illinois River, with the exception of those areas within the cones of depression where the potentiometric surface has been lowered below the river level. By 1971, however, much of the groundwater flowing toward the river was being diverted to the cones of depression, and the major groundwater discharge is to pumping wells. Groundwater is probably not discharged to the underlying bedrock formations because the potentiometric levels in the underlying Mt. Simon Aquifer are more than 50 feet higher than the potentiometric levels in the Cambrian-Ordovician Aquifer (Reference 56, Walton and Csallany, 1962).Hoover and Schicht (Reference 57, 1967) list the results of 13 aquifer pump tests performed on wells penetrating the Cambrian-Ordovician Aquifer in LaSalle County. Values for the coefficient of transmissivity ranged between 13,400 and 22,000 gpd/ft. The value for the coefficient of storage was assumed to be 0.0006 for periods of pumping of several years or longer. Observed specific capacities of wells uncased in the Cambrian-Ordovician Aquifer in LaSalle County ranged from 5.3 to 19.8 gpm per foot of drawdown, with an average of 10.5 gpm/ft (Reference 58, Hoover and Schicht, 1967). In general, specific capacities are greater for those wells penetrating the deeper hydrogeologic units of the aquifer.The quality of groundwater in the Cambrian-Ordovician Aquifer is not uniform. Water quality varies with the well location either east or west of the LaSalle Anticline. In addition, for those wells east of the anticline, the water quality varies between areas where the aquifer is exposed or overlain by glacial deposits and those areas where the aquifer is overlain by the Pennsylvanian aquitard. Most wells in theaquifer produce water from more than one hydrogeologic unit within the aquifer; therefore, the water quality can be determined only for the aquifer as a whole. Maximum, minimum, and mean concentrations of selected chemical constituents are given in Table2.4-10.In general, groundwater quality in the Cambrian-Ordovician Aquifer in LaSalle County is better east of the LaSalle Anticline where the Pennsylvanian aquitard is absent and there is direct recharge to the aquifer by the infiltration of precipitation.

LSCS-UFSAR2.4-31REV. 13Typically, the concentrations of chlorides, sulfates, hardness, and total dissolved solids are significantly higher where the Pennsylvanian aquitard is present. In fact, Hoover and Schicht (Reference 59, 1967) indicate that the southern limit of potable water in the Cambrian-Ordovician Aquifer (1,500 ppm total dissolved mineral concentration) lies only several miles south of the Illinois River. This area generally corresponds with the occurrence of a continuous, confining layer of Pennsylvanian shales overlying the aquifer.The groundwater quality west of the LaSalle Anticline does not differ significantly from that east of the LaSalle Anticline where the Pennsylvanian aquitard is absent. However, due to the increased depths of wells west of the anticline, the temperature of groundwater east of the anticline averages 54.6° F, whereas the temperature west of the anticline averages 73!F (Reference 60, Hoover and Schicht, 1967).2.4.13.1.1.6 Eau Claire AquitardThe Eau Claire aquitard is composed of the upper and middle beds of the Eau Claire Formation. These beds consist of shales, dolomites, and shaly dolomitic sandstones which grade laterally from one to another. The Eau Claire aquitard forms an essentially impermeable confining bed between theoverlying Cambrian-Ordovician Aquifer and the underlying Mt. Simon Aquifer.2.4.13.1.1.7 Mt. Simon AquiferThe Mt. Simon Aquifer consists of the lower sandstone beds of the Eau Claire Formation and the Mt. Simon Sandstone. There are no wells in the regional area that extend to the Mt. Simon Aquifer because the groundwater is too highly mineralized for most purposes, and adequate supplies are more easily obtained from shallower aquifers. Walton and Csallany (Reference 56, 1962) report that the potentiometric levels in the Mt. Simon Aquifer are more than 50 feet higher than in the Cambrian-Ordovician Aquifer.2.4.13.1.2 Site Hydrogeologic SystemsThe hydrogeologic systems at the site consist of the alluvial aquifer, the glacial drift aquitard, the buried bedrock valley aquifers, the Pennsylvanian aquitard, the Cambrian-Ordovician Aquifer, the Eau Claire aquitard, and the Mt. Simon Aquifer. The hydrogeologic characteristics of these systems are summarized in Figure 2.4-17. The physical and hydrogeologic characteristics, yields, recharge and discharge, and groundwater quality of each aquifer are discussed in the following subsections.

Since the Mt. Simon Aquifer is not used for groundwater supplies within 25 miles of the site, the Mt. Simon Aquifer and the overlying Eau Claire aquitard will not be discussed relative to the site.

LSCS-UFSAR2.4-32REV. 132.4.13.1.2.1 Alluvial AquiferThe alluvial aquifer at the site is located along the Illinois River about 4 miles north of the main plant buildings. Although alluvial depositsoccur along both sides of the Illinois River valley, the river functions as a hydrogeologic discharge boundary, thereby separating the alluvial aquifers on opposite sides of the river. The alluvial aquifer at the site extends along the river and is bounded on the north by the Illinois River and on the south by the valley walls. The width of the aquifer ranges from a minimum of 600 feet to a maximum of 7000 feet; in the vicinity of the river screen house, the width of the aquifer ranges from 3500 to 4800 feet.Based upon information from 24 borings performed and logged by Dames & Moore from November 1970 to July 1972 (Figure 2.5-2, Sheet 1), the alluvial aquifer at the site can generally be divided into two layers. The upper layer is alluvium and consists of silty clay or clayey silt and may contain organic material near the top of the layer. The lower layer, present in 17 borings, is outwash and consists of silty sand, gravelly sand, and sand and gravel mixtures. The total thickness of the alluvium andoutwash in the 24 borings varied from 0.9 feet (Boring R-18) to 37 feet (Boring 34-B-01), with an average of 16.7 feet. The outwash is locally absent in the vicinity of the river screen house and becomes thicker to the east. In borings in which both layers are present, the alluvium averages 6.6 feet thick, and the outwash averages 15.1 feet thick.Groundwater in the alluvial aquifer occurs under water table conditions predominantly in the intergranular pore spaces of the permeable sand and gravel layer. The aquifer receives recharge primarily by the direct infiltration of precipitation and by inflow from the Illinois River during periods of high river levels. Infiltration rates have been determined for the upper 5 feet of weathered soil by the USDA Soil Conservation Service for the agricultural soil series in LaSalle County. For the soil series mapped in the vicinity of the river screen house (Reference 61, Alexander and Paschke, 1972), reported infiltration rates range from less than 43 ft/yr to more than 14,500 ft/yr; the infiltration rates occurring most frequently are 434 to 1,448 ft/yr. High infiltration rates are common in those areas where the parent material for the soil series consists predominantly of sand and gravel, that is, where the lower, permeable layer of alluvium is close to the surface.

Groundwater from the alluvial aquifer is discharged directly to the Illinois River when the water table is above the river level and to the underlying Pennsylvanian bedrock by slow seepage.Yields from the alluvial aquifer at the site are not known. The yields are probably adequate for domestic use only, owing to the limited recharge, the small saturated thickness, and the lateral discontinuity of the sand and gravel deposits. Higher yields may be sustained if drawdowns resulting from the groundwater withdrawals are large enough to induce recharge from the river. The chemical quality of groundwater in the alluvial aquifer at the site is not known.

LSCS-UFSAR2.4-33REV. 132.4.13.1.2.2 Glacial Drift AquitardThe glacial drift aquitard is present throughout the upland portion of the site and consists of relatively impermeable silty clay or clay tills with occasional discontinuous pockets of well-graded sand and gravel. The thickness of the drift in those site borings which completely penetrated the till on the upland ranged from 77.0 to 180.0 feet. A more complete description of the lithologic and stratigraphic characteristics of the glacial drift is presented in Subsection 2.5.1.2.2.1.1.1.1.The results of field permeability tests conducted in five borings indicate low permeabilities for the upper 5 to 15 feet of glacial drift, ranging from 1.61 x 10-8to 2.75 x 10-7cm/sec (1.66 x 10-2to 2.84 x 10-1ft/yr) (Table 2.5-27). The tested intervals consisted of silty clay with some sand and fine gravel. In laboratory tests of selected undisturbed samples, the permeabilities ranged from 5.26 x 10-9to 7.33 x 10-7cm/sec (5.44 x 10-3to 7.58 x 10-1ft/yr) (Table 2.5-23, Sheet 1).Groundwater in the glacial drift aquitard occurs primarily in discontinuous sand and gravel pockets within the tills and in a well-graded sand and gravel unit present between the Malden and Tiskilwa tills (Subsection 2.5.1.2.2.1.1.1.1.1.4.2). Because of the limited recharge resulting from the impermeable nature of the tills, groundwater in the drift occurs predominantly under water table conditions; however, groundwater levels in five of the piezometers installed at deeper levels in the drift indicate apparent artesian conditions.Groundwater was observed seeping from some of the sand and gravel pockets exposed during excavation of the intake flume. Many of the pockets were drained within a few days, which suggests a limited areal extent for those deposits. Others, however, continue to seep long after being exposed; these pockets may be of greater areal extent or may be receiving small amounts of recharge, or both. The amount of groundwater seeping from the sand and gravel pockets exposed in the flume is sufficient only to wet the slopes of the flume beneath the seep.During winter 1975-76, the excavations for the CSCS intake flume and pond partially filled with water from precipitation to a depth of approximately 12 feet in the flume and 3 feet in the pond. Water level and rainfall measurements were made for a 2-week period during March 1976 in order to determine the rate at which the water level declined due to seepage into the sand deposits and/or evaporation. The rate of seepage may be used to estimate indirectly the relative degree of interconnection and lateral continuity of the sand deposits in the glacial drift. The water levels showed virtually no change over the 2-week period. Even though the water levels indicate that there would be essentially no seepage out of the CSCS intake flume and pond over a 30-day period, the sand deposits exposed in the excavations were removed.

LSCS-UFSAR2.4-34REV. 13The permeable zones within the glacial drift aquitard are recharged by the slow infiltration of precipitation through the tills to the water table. The USDA Soil Conservation Service has published soil interpretation data sheets for each soil series at the site which list the infiltration rates for the upper 5 feet of agricultural soil (Figure 2.5-26). For all of the soil series present in the upland portion of the site, the infiltration rates range from 43 to 4,343 ft/yr; the infiltration rates occurring most frequently on the data sheets are 434 to 1,448 ft/yr (Table 2.5-13).

The permeability of the tills below the weathered zone is probably on the order of 10 ft/yr (Reference 31, Kempton, 1975). Faint vertical jointing may occur locally in the upper 20 feet of the till; this phenomenon is somewhat typical in silty and clayey tills and may result in higher rates of infiltration in this zone (Reference 31, Kempton, 1975).Upon reaching the water table, groundwater moves under gravity flow to discharge areas in nearby stream valleys. Groundwater in the glacial drift aquitard is also discharged to the underlying bedrock, to the glaciofluvial deposits of the buried bedrockvalley aquifers, or to pumping wells.The thin, discontinuous nature of the sand and gravel pockets and the low recharge rate through the tills limit the quantity of water available from the glacial drift aquitard to amounts suitable only for domestic orlow-demand farm purposes. The quality of groundwater in the glacial drift aquitard at the site is not known.2.4.13.1.2.3 Buried Bedrock Valley AquifersThe buried bedrock valley aquifers at the site include glaciofluvial deposits in the east-west trending Ticona Bedrock Valley and in a northwest-southeast trending tributary of the Kempton Bedrock Valley. The site is located over a saddle in the bedrock topography that functions as a drainage divide between these two buried drainage systems (Figure 2.5-28). Based upon bedrock elevations reported in site borings, the bedrock surface beneath the main plant buildings slopes to the northeast toward the center of the buried Kempton Valley tributary. The buried drainage divide appears to be located less than 1 mile north of the main plant buildings. Both valley systems are cut into the Pennsylvanian strata that form the bedrock surface beneath the site. The glaciofluvial deposits of the buried Ticona Valley are exposed along the Illinois River near Hennepin and Seneca.The glaciofluvial deposits generally consist of silty, fine to coarse sand with some gravel and occasional pockets of silt, clayey silt, or silty clay. Thick layers of clean, well-sorted, fine to medium sand are more common in the buried Ticona Valley than in the tributary of the buried Kempton Valley or over the divide; gravels are also more prevalent in the buried Ticona Valley. Based upon the results of grain size analyses performed on two samples from Boring 3, the permeability of the glaciofluvial deposits is estimated to range from 1.4 x 10-3to 7.8 x 10-3cm/sec (1400 to 8300 ft/yr).

LSCS-UFSAR2.4-35REV. 13The thickness of the glaciofluvial deposits in the buried Ticona Valley in site borings that reached bedrock varied from 65 to 115 feet. Bedrock in theburied Ticona Valley was generally encountered near elevation 460 feet MSL in these borings. Glaciofluvial deposits over the drainage divide and in the tributary of the buried Kempton Valley were much thinner, ranging from 7 to 50 feet thick. The bedrockelevations ranged from about 510 feet MSL over the saddle to 551 feet MSL near the east edge of the tributary valley.Groundwater in the glaciofluvial deposits of the buried Ticona Valley apparently occurs under water table conditions. "Dry" sand or gravel is reported at the top of the glaciofluvial deposits in four wells north of the site (Reference 62, Illinois State Geological Survey). Groundwater levels in the piezometer installed in Boring 3, which is located over the divide, also indicate apparentwater table conditions (Table 2.4-17). The conditions under which groundwater occurs in the glaciofluvial deposits of the buried Kempton Valley tributary are not known, since piezometers were not installed in these deposits.The buried bedrock valley aquifers are recharged slowly by infiltration of precipitation through the thick overlying glacial tills (Subsection 2.4.13.1.2.2). The Pennsylvanian strata may also provide some recharge (Subsection 2.4.13.2.2.3.4). Randall (Reference 38, 1955) suggests the presence of a groundwater divide at elevation 535 feet MSL in the buried Ticona Valley between Grand Ridge and the Vermilion River. In the vicinity of the site, groundwater in the glaciofluvial deposits of the buried Ticona Valley apparently moves eastward to discharge where the Illinois River intersects the buried Ticona Valley at Seneca. Groundwater flow in the glaciofluvial deposits of the buried Kempton Valley tributary is probably to the southeast, following the bedrock topography. Groundwater in these deposits discharges at some point downgradient to a surface stream, to the underlying bedrock, or to the buried Mahomet Bedrock Valley, of which the Kempton Valley is a tributary.The potential for groundwater development from the buried Ticona Valley aquifer in the vicinity of the site is limited by the low recharge rate to the aquifer. The potential for groundwater development from the aquifer in the tributary of the buried Kempton Valley which extends beneath part of the site is even more limited because of the reduced thickness, areal extent, and permeability of the aquifer.

Wells in the buried bedrock valley aquifers near the site are used only for domestic or farm purposes. Groundwater quality in these aquifers at the site is not known.2.4.13.1.2.4 Pennsylvanian AquitardThe Pennsylvanian aquitard consists of alternating beds of shale, siltstone, underclay, sandstone, limestone, coal, and many gradational units. Relatively impermeable shale and siltstone comprise more than 90% of the strata of the Pennsylvanian System (Subsection 2.5.1.2.2.2.1.1). The thickness of the LSCS-UFSAR2.4-36REV. 13Pennsylvanian aquitard was 189 feet in the only site boring that reached the underlying Platteville Group (Boring 2) and 180 to 187 feet in the two water wells drilled at the site (Subsection 2.4.13.1.2.5). However, the thickness of the aquitard is probably quite variable over the site, as both the top and base of the Pennsylvanian System are marked by erosional contacts.Groundwater in the Pennsylvanian aquitard occurs under artesian conditions. Wells finished in Pennsylvanian rocks obtain water predominantly from the thin sandstone and limestone beds which are recharged by seepage through the overlying shales and glacial drift. In general, the Pennsylvanian rocks supply less than 10 gpm; these yields are suitable only for domestic or farm uses. The quality of groundwater in the Pennsylvanian aquitard at the site is not known. The Pennsylvanian strata are usually cased off in wells finished in the underlying Cambrian-Ordovician Aquifer, as in the two water wells at the site.2.4.13.1.2.5 Cambrian-Ordovician AquiferThe Cambrian-Ordovician Aquifer at the site consists of the following stratigraphic units: the Ordovician-age Platteville, Ancell, and Prairie du Chien Groups, and the Cambrian-age Eminence Formation, Potosi Dolomite, Franconia Formation, Ironton Sandstone, and Galesville Sandstone. The lithologic characteristics and approximate thicknesses of these units are given in Subsection 2.5.1.2.2.2.1.2 and 2.5.1.2.2.2.1.3; the hydrogeologic characteristics of the units are summarized in Subsection 2.4.13.1.1.5.Two groundwater wells were drilled into the Cambrian-Ordovician Aquifer at the site during 1972 and 1974. The characteristics of each well and its subsequent development are summarized in Table 2.4-12. Well No. 1 is 1629 feet deep and Well No. 2 is 1620 feet deep. Both wells are finished in the Ironton-Galesville sandstone, the most productive hydrogeologic unit of the aquifer (Subsection 2.4.13.1.1.5). The wells are cased into the Oneota Dolomite (Prairie du Chien Group), Well No. 1 to a depth of 921 feet and Well No. 2 to a depth of 989 feet. The contact between the Platteville Group and the overlying Pennsylvanian aquitard is at elevation 367 feet MSL in Boring 2. The elevation of the static water level in the wells after completion ranged between 450 and 460 feet MSL, indicating that groundwater in the aquifer occurs under artesian conditions. The specific capacities for Well No. 1 and Well No. 2, as determined from pumping tests following the development of each well, are 1.88 and 9.24 gpm/ft, respectively.Chemical analyses were performed on groundwater samples from each of the onsite wells. The results of the analyses for major chemical constituents are summarized in Table 2.4-13. These analyses apply to the entire Cambrian-Ordovician Aquifer.

The concentrations of the various constituents cannot be determined for the LSCS-UFSAR2.4-37REV. 15, APRIL 2004individual hydrogeologic units of the aquifer, since the wells are open to allof the units below the Oneota Dolomite (Figure 2.4-17).2.4.13.1.3 Onsite Use Of GroundwaterGroundwater will be used at LSCS to supply the water requirements for the following plant systems: makeup demineralizer; potable supply. Groundwater will be obtained from two deep wells in the Cambrian-Ordovician Aquifer (Subsection 2.4.13.1.2.5); each well is equipped with a deep well submersible pump with a rated capacity of 300 gpm. The water will be stored in a 350,000-gallon, ground level tank prior to distribution to the demineralizer and domestic systems.Maximum groundwater use is presently estimated to be approximately 521,600 gpd. The maximum water requirements for each system and the percentage of the total used are as follows: makeup demineralizer, 479,600 gpd (92%); potable supply, 15,000 gpd (3%); sand filter backwash, 11,500 gpd (2%); and recreational supply, 15,500 gpd (3%). The average pumping rate will be 300 gpm for one well and 500 gpm (combined) for both wells operating simultaneously. (Note: Makeup-demineralizer is abandoned-in-place and replaced by a vendor trailer).2.4.13.2 Sources2.4.13.2.1 Regional GroundwaterThe regional area for the evaluation of groundwater conditions is shown in Figure2.4-16.2.4.13.2.1.1 Present UseMajor municipal and industrial pumping centers within 25 miles of LSCS are shown in Figure 2.4-16 and are listed in Table 2.4-14. All public groundwater supplies within 10 miles are listed in Table 2.4-15 and are also shown in Figure2.4-16. Domestic groundwater supplies are discussed in Subsection2.4.13.2.2.Groundwater for public use within 10 miles of the site is obtained predominantly from wells in the Cambrian-Ordovician Aquifer. Water supplies for Seneca, Kinsman, Marseilles, and Illini State Park are taken entirely from this aquifer. Ransom withdraws groundwater from both the Cambrian-Ordovician Aquifer and from the more permeable zones in the Pennsylvanian aquitard. Grand Ridge is the only municipality within 10 miles to obtain water from the glaciofluvial deposits of the buried Ticona Bedrock Valley. Table 2.4-14 gives the available data on wells in each public system and the average daily consumption from each system. The remainder of the small communities shown on Figure 2.4-16 are not served by public water supply systems. Residents of these communities and the surrounding LSCS-UFSAR2.4-38REV. 13rural areas obtain groundwater from individual wells in the glacial drift, the Pennsylvanian strata, or the upper portion of the Cambrian-Ordovician Aquifer.Total pumpage from deep wells of the major municipal and industrial pumping centers listed in Table 2.4-14 was approximately 15 mgd in 1974. The largest withdrawals occurred at Ottawa, where 3.80 mgd were pumped from municipal and industrial wells, and at Marseilles, where 3.37 mgd were pumped. Pumpage for the public water supply systems within 10 miles of the site (Table 2.4-15) totaled less than 1 mgd.A large cone of depression has developed in the potentiometric surface of the Cambrian-Ordovician Aquifer (Subsection 2.4.13.2.1.3.3) in response to continuous and increasing withdrawals of groundwater at the major municipal and industrial pumping centers along the Illinois River (Figure 2.4-16). Of the pumping centers listed in Table 2.4-14, only the city of LaSalle does not use groundwater from the Cambrian-Ordovician Aquifer, but rather obtains groundwater from wells in the coarse alluvial deposits along the Illinois River. Groundwater used by industries in the regional area is either purchased from the nearest municipal supply system or pumped from private industrial wells. Except for the five large industrial users listed in Table 2.4-14, most industrial wells provide groundwater only for potable purposes and pump less than 25,000 gpd.2.4.13.2.1.2 Projected Future UseThe city of Peru has drilled an additional well that will be tied into the existing municipal system upon completion of pumphouse construction. A new well installed at Utica should be in service by May 1976. There are no other known plans for additional municipal or industrial wells in the regional area.2.4.13.2.1.3 Regional Flow and Gradients2.4.13.2.1.3.1 Alluvial AquiferAlluvial aquifers in the regional area are confined to the valleys of the Illinois River and its tributaries. The aquifers are hydraulically connected to the adjacent river or stream, and groundwater levels fluctuate with changes in the river or stream level. Groundwater levels will also vary with the amount and seasonal distribution of precipitation.Groundwater normally moves toward the river or stream, with a smaller component of flow in the downstream direction. Groundwater flow toward the river or stream may be reversed when the river or stream level exceeds the groundwater level in the alluvial aquifer; during these periods, the alluvial aquifers are recharged by seepage through the banks of the river or stream. The direction of groundwater movement may also be reversed in the vicinity of pumping wells in response to LSCS-UFSAR2.4-39REV. 13groundwater withdrawals. Pumping from the alluvial aquifers will neither affect nor be affected by groundwater use at LSCS.2.4.13.2.1.3.2 Buried Bedrock Valley AquifersThe buried bedrock valley aquifers in the regional area consist of the Ticona Bedrock Valley and a tributary of the KemptonBedrock Valley. In most places, the bedrock valleys have been cut into Pennsylvanian strata. However, over the crest of the LaSalle Anticline, the floor of the buried Ticona Valley is formed by the underlying Galena and Platteville dolomites or, in someareas, the St. Peter Sandstone (Reference 35, Randall, 1955).The Illinois River intersects the buried Ticona Valley near Seneca and Hennepin. Static water levels reported by Randall (Reference 41, 1955) indicate the presence of a groundwater divide at elevation 535 feet MSL, about halfway between Grand Ridge and the Vermilion River (about 11 miles west of LSCS). East of the divide, groundwater moves toward Seneca under a hydraulic gradient of about 3.2 ft/mi, whereas west of the divide, groundwater moves toward Hennepin under a hydraulic gradient of about 3.8 ft/mi. The direction of groundwater flow may be locally reversed in response to large groundwater withdrawals. Grand Ridge is the only community within 10 miles of LSCS to withdraw groundwater forpublic supply from the buried Ticona Valley (Table 2.4-15). The magnitude and the direction of the hydraulic gradient were not determined in the glaciofluvial deposits of the buried Kempton Valley tributary; however, the direction of groundwater flow probably follows the south-southeast trend of the bedrock valley (Figure 2.5-28).Groundwater levels in the Cambrian-Ordovician Aquifer at the site will not be affected by the offsite use of groundwater from the buried bedrock valley aquifers.

The cooling lake will not affect groundwater levels in the buried bedrock valley aquifers because, where present, these aquifers are overlain by 100 to 150 feet of relatively impermeable glacial drift. Groundwater use at the site will not affect the water levels in the buried bedrock valley aquifers, since these aquifers are separated from the Cambrian-Ordovician Aquifer by the Pennsylvanian aquitard.2.4.13.2.1.3.3 Cambrian-Ordovician AquiferThe Cambrian-Ordovician Aquifer is widely used in the regional area to supply groundwater for municipal, industrial, and some domestic uses. The largest withdrawals are concentrated at pumping centers along the Illinois River (Table2.4-14 and Figure 2.4-16). The following history of changes in the potentiometric surface of the Cambrian-Ordovician Aquifer in the regional area is summarized from Hoover and Schicht (Reference 63, 1967) and Sasman et al.

(Reference 64, 1973). Static water levels in municipal and industrial wells in 1963 and 1971 are included in Tables 2.4-14 and2.4-15.

LSCS-UFSAR2.4-40REV. 13Prior to extensive groundwater development of the Cambrian-Ordovician Aquifer, the potentiometric surface in the regional area sloped to the south and southeast. A groundwater ridge existed just north of the Illinois River valley, and potentiometric surface contours near the Illinois River were bent in the upstream direction around the river in LaSalle and Grundy Counties, indicating leakage from the aquifer into the river. Many communities along the Illinois River using this aquifer for water supply had flowing wells. In 1895, the estimated potentiometric surface along the Illinois River in the regional area ranged from an elevation slightly greater than 500 feet MSL to 550 feet MSL; the static water level was 506 feet MSL (flowing) at Ottawa and 560 feet MSL (flowing) at Peru. By 1915, groundwater withdrawals had modified the potentiometric surface and, although the wells were still flowing, the water levels had declined 21 feet at Ottawa and 75 feet at Peru. The elevation of the potentiometric surface at Marseilles in 1915 was 505 feet MSL (flowing).Groundwater withdrawals from the Cambrian-Ordovician Aquifer for municipal and industrial purposes increased significantly (more than 5 times) from 1915 to 1963 at pumping centers along the Illinois River. The increased level of use is reflected in the potentiometric surface in 1963 (Figure 2.4-18); the map indicates a groundwater trough along the Illinois River and a large cone of depression centered at Ottawa. From 1915 to 1963, the potentiometric surface declined 30 feet at Ottawa, from elevation 485 feet MSL to 455 feet MSL, and 18 feet at Marseilles, from elevation 505 feet MSL to 487 feet MSL. Over this same period, static water levels at Oglesby dropped 56 feet, from elevation 539 feet MSL to 483 feet MSL.

Hoover and Schicht (Reference 65, 1967) defined an area of diversion of groundwater flow based on the potentiometric surface in 1963 (Figure 2.4-18). Based upon flow lines (not shown) drawn at right angles to the potentiometric surfacecontours, groundwater flows from potentiometric highs north and south of the Illinois River toward the river and the cones of depression developed at the major pumping centers. The hydraulic gradient in the Cambrian-Ordovician Aquifer north of the Illinois River was 7.5 ft/mi north of the 650-foot potentiometric surface contour and 12.5 ft/mi south of the 650-foot contour; south of the river the hydraulic gradient was about 4 ft/mi (Reference 60, Hoover and Schicht, 1967).

Hoover and Schicht (Reference 65, 1967) calculated recharge to the Cambrian-Ordovician Aquifer through the overlying glacial drift and bedrock formations in the vicinity of the Illinois River to be about 10,800 gpd/mi2; recharge from the Illinois River was considered to be minimal.Groundwater levels have continued to decline since 1963 in response to increasing groundwater withdrawals from the Cambrian-Ordovician Aquifer along the Illinois River, as shown in Figure 2.4-19. At Ottawa, the potentiometric surface declined 24 feet between1963 and 1971, from elevation 455 to 431 feet MSL. Over this same period, static water levels dropped 17 feet at Marseilles, from elevation 487 to 470 feet MSL, and 18 feet at Seneca, from elevation 443 to 425 feet MSL. The largest decline was recorded at Oglesby, where the potentiometric surface fell 38 feet from elevation 483 to 445 feet MSL. The most recent water level elevations in municipal LSCS-UFSAR2.4-41REV. 13and industrial wells are given in Tables 2.4-14 and 2.4-15. Comparison of these levels with those in 1963 (Figure 2.4-18) and 1971 (Figure 2.4-19) indicates that the area of diversion has expanded to the west and east and now includes the LaSalle County Station site. Hydraulic gradients near the river have increased in response to greater use of groundwater in this region. In 1971, the hydraulic gradient north of the Illinois River was 5.9 ft/mi north of the 650-foot potentiometric surface contour and 14.3 ft/mi south of the 650-foot contour; south of the river, the hydraulic gradient ranged from 6.25 to 10.0 ft/mi.Flowing artesian conditions, once prevalent in the Cambrian-Ordovician Aquifer along the Illinois River, now occur only locally where the ground surface is below the present static water level, most notably at Utica. Elsewhere, groundwater withdrawals may have lowered static water levels to within the St. Peter Sandstone; in these areas, groundwater no longer occurs under artesian conditions.

Pumping at continually increasing rates will eventually dewater the upper portions of the aquifer, which will reduce the saturated thickness and, therefore, the transmissivity of the aquifer.Using a model aquifer and a mathematical model, Hoover and Schicht (Reference60,1967) estimated that water levels in the Cambrian-Ordovician Aquifer will decline an additional 195 feet (from the 1963 level) at the Ottawa pumping center and 98 feet in the LaSalle-Peru-Oglesby area by the year 2000, assuming the rate of increase in pumpage shown in 1963 continues. Currently, the potentiometric surface of the Cambrian-Ordovician Aquifer at Ottawa is approximately 110 feet above the base of the St. Peter sandstone. Continued pumpage will eventually completely dewater the St. Peter Sandstone and a portion of the underlying formations, with a resultant decrease in the coefficient of transmissivity of approximately 20% (Reference 60, Hoover and Schicht, 1967).

Thus, the cone of depression centered on the Ottawa pumping center will continue to deepen and expand through the year 2000 due to both increased pumping rates and decreased transmissivity. Similarly, the cone of depression associated with the LaSalle-Peru-Oglesby pumping center will continue to deepen and expand until equilibrium is reached. Recharge from the Illinois River may increase as the potentiometric levels in the Cambrian-Ordovician Aquifer decrease, especially where the St. Peter Sandstone crops out near Ottawa.2.4.13.2.1.3.4 Mt. Simon AquiferThe Mt. Simon Aquifer is not used for groundwater supply in the regional area. Data are not available on water levels or hydraulic gradients in this aquifer.

LSCS-UFSAR2.4-42REV. 132.4.13.2.2 Site GroundwaterGroundwater conditions for the site, which is defined as the area within the property lines of the LaSalle County Station, are evaluated in the following subsections. The site is shown in Figure 2.4-4.2.4.13.2.2.1 Present UseGroundwater for construction purposes at LaSalle County Station was supplied from the two LSCS wells in the Cambrian-Ordovician Aquifer (Subsection 2.4.13.1.2.5 and Table 2.4-12). The average daily use is40,000 gpd.An inventory of domestic wells was conducted by Dames & Moore in 1970 in the following sections of Township 32N, Range 5E: 7, 8, 9, 16, 17, 18, 19, 20, and 21 (Figure 2.4-20). Domestic well data for the remainder of the area shown in Figure2.4-20 was obtained from an inventory made in 1934 by the Illinois State Water Survey (Reference 66). The results of both inventories are summarized in Table 2.4-16.Domestic water supplies are most commonly obtained from either the sand and gravel zones within the glacial drift or the sandstone and limestone beds of the underlying Pennsylvanian strata. Wells in these strata generally yield enough water for domestic or low-demand farm purposes. After prolonged pumping, some drift wells may require longrecovery periods, and some wells reportedly pump air. About 75% of the drift wells in Table 2.4-16 are actually cisterns and range from 11 to 55 feet in depth.Only 11 domestic wells in the inventoried area reach the Cambrian-Ordovician Aquifer. The distance to these wells from the main plant buildings varies from less than 1 mile to approximately 3.8 miles. The effects of plant groundwater use on these wells are discussed in Subsection 2.4.13.2.2.3.5.2.4.13.2.2.2 Projected Future UseMaximum groundwater use at LaSalle County Station is estimated to be 521,600 gpd from the two wells in the Cambrian-Ordovician Aquifer (Subsection 2.4.13.1.3).

The effects of plant groundwater use on domestic wells in the inventoried area are discussed in Subsection 2.4.13.2.2.3. Domestic wells within the cooling lake (Figure 2.4-20 and Table 2.4-16) were sealed with concrete grout during the construction of the cooling lake dikes.

LSCS-UFSAR2.4-43REV. 132.4.13.2.2.3 Site Flow and Gradients2.4.13.2.2.3.1 Alluvial AquiferThe thicknessof the alluvial aquifer in the vicinity of the river screen house ranges from 0.9 to 19.3 feet and averages 7.6 feet. Groundwater was encountered in eight of the 14 R-series borings taken on the floodplain at depths of 3.2 to 6 feet.

Groundwater was not encountered in the other borings, where the upper fine-grained alluvium directly overlies the Pennsylvanian bedrock.Groundwater elevations in the alluvial aquifer decrease from the bluff toward the river, indicating that groundwater flows toward the river, with localized flow toward South Kickapoo Creek. The hydraulic gradient in the alluvial aquifer was not determined, since groundwater levels in the various borings were not measured on the same dates. Groundwater use at LaSalle County Station will have no effect on groundwater levels in the alluvial aquifer.2.4.13.2.2.3.2 Glacial Drift AquitardThe glacial drift aquitard is present throughout the upland portion of the site as glacial till. The till ranged in thickness from 77.0 feet (Boring D-4) to 180.0 feet (Boring 6) in borings that completely penetrated the till. Piezometers were installed in the glacial drift aquitard in 29 borings from 1970 to 1973. Dates of installation, tested intervals, and records of measurement are given in Table 2.4-17. The piezometer locations are shown in Figure 2.4-21. The records of daily precipitation and potentiometric levels for 13 piezometers installed near the surface of the aquitard are presented in Figure 2.4-22. Water levels in the remaining piezometers,which were installed at different levels in the glacial drift, were measured infrequently or only over short periods of time; these data are therefore not suitable for graphical presentation and are summarized in Table 2.4-18.Twenty additional piezometers were installed during December 1974 to measure normal ground water fluctuations around the cooling lake (Figure 2.4-21, Table2.4-11). These piezometers are hereinafter called ground water observation wells to distinguish them from the piezometers installed earlier. A typical observation well is 25 feet deep, and the tested interval consists of the lower 8 feet.

Water levels were measured on a monthly basis and the results are presented with daily precipitation data in Figure 2.4-23 (Table2.4-18). NUREG-0486 "Final Environmental Statement" dated November1978, Section 6.3.3 specifies these observation wells will be monitored during filling of the lake and for at least two years thereafter. After completion of the ground water monitoring program as specified in NUREG-0486 "Final Environmental Statement", the number of observation wells monitored, frequency of monitoring and documentation requirements will be as described in the plant surveillance program.

LSCS-UFSAR2.4-44REV. 13Water levels measured in the near-surface piezometers and observation wells indicate that the water table generally lies within 10 feet of the surface and suggest that the water table conforms to the surface topography. Groundwater levels do not appear to respond uniformly to precipitation events (Figures 2.4-22 and 2.4-23).

The absence of rapid fluctuations or a direct relationship to precipitation events probably reflects both the time lag for the infiltration of precipitation through the till to the water table and/or the infrequent water level measurements. The permeability of the upper 15 feet of till, excluding the agricultural soil, ranges from 5.26 x 10-9to 7.33 x 10-7cm/sec (5.44 x 10-3to 7.58 x 10-1ft/yr) (Subsection2.4.13.1.2.2).Occasional sand and gravel pockets were noted within the glacial till in boreholes and in the excavations. These pockets act as storage zones for infiltrating groundwater. Wells or cisterns that intercept one or more of these zones may exhibit high short-term yields. Most of the sand and gravel pockets exposed in the excavations appear to be discontinuous; groundwater seepage from these pockets generally ceased in a matter of hours or days after the pockets were exposed.

However, groundwater flowed continuously from one sand and gravel pocket exposed in the key trench excavation for the main peripheral dike at Station 291 + 00 until it was excavated and backfilled with clay fill (Figure 2.5-78). The pocket was approximately 200 feet long, 60 feet wide, and 25 to 35 feet thick. Groundwater flow decreased with time as the deposit was dewatered.Seams of sand were also noted in the tested intervals of piezometers installed in Borings 36, 37, and 41 beneath the main plant buildings. The following water level elevations were recorded on May 25, 1971 (Table 2.4-18): 594 feet MSL in Boring 37, 634.6 feet MSL in Boring 41, and 646.5 feet MSL in Boring 36. The variation in water levels indicates that the sand seams present within the till are apparently hydraulically separated. Measured water levels in Borings 36 and 41 suggest that groundwater in these sand seams apparently occurs under artesian conditions, whereas water levels in Boring 37 indicate apparent water table conditions.The tested interval of the piezometer installed in Boring 37 intersects the sandlayer between the Malden and Tiskilwa tills noted in 26 borings near the main plant buildings at an approximate elevation of 595 feet MSL (Subsection 2.5.1.2.2.1.1.1.1.1.4.2). The only other piezometer at the level of this sand layer is the shallow piezometer installed in Boring 6 (6-S in Table 2.4-18). Groundwater conditions cannot be determined on the basis of these two piezometers, since the piezometer in Boring 37 was not installed until November 30, 1970, and water level data are not available for the piezometer installed in Boring 6 after July 15, 1970.Groundwater levels in the till will not be affected by groundwater withdrawals from the LSCS wells. Groundwater levels around the cooling lake were monitored in observation wells on a monthly basisto determine water table fluctuations prior to filling the lake. The records obtained from the monitoring program were compared LSCS-UFSAR2.4-45REV. 13with groundwater levels after the lake was filled to determine changes in water levels due to seepage from the lake. Seepagethrough the dike surrounding the cooling lake is estimated to be 1 gpd per lineal foot of dike, or approximately 38,000 gpd (Subsection 2.5.6.6). Seepage through the upper till to the underlying tills and bedrock strata is expected to be minimal owing tothe low permeability and thickness of the till (Subsection 2.4.13.1.2.2).2.4.13.2.2.3.3 Buried Bedrock Valley AquifersThe major portion of the buried Ticona Bedrock Valley lies about 2 miles north of the main plant buildings (Figure 2.5-28). The site is located over a buried preglacial drainage divide which separates the east-west trending buried Ticona Valley from a northwest-southeast trending tributary of the buried Kempton Valley. A piezometer was installed over the divide in permeable sand and gravel in Boring 3.

The top of the sand and gravel occurs at elevation 549.5 feet MSL; the piezometer is slotted from elevation 527.5 to 547.5 feet MSL. One month after installation of the piezometer, the groundwater level was 12.3 feet below the top of the sand and gravel, at elevation 536.8 feet MSL, indicating that groundwater is under water table conditions.Groundwater in the buried bedrock valley aquifers is probably under water table conditions, as suggested by the water levels measured in Boring 3 and the "dry" sand reported at the top of the valley fill in the buried Ticona Valley (Subsection 2.4.13.1.2.3). Since piezometers were not installed in either the major portion of the buried Ticona Valley or in the tributary of the buried Kempton Valley, the magnitude and direction of the hydraulic gradients in these aquifers were not determined. Based upon the bedrock topography, however, groundwater in the valley fill deposits south of the divide probably moves toward the southeast, and groundwater in the valley fill deposits north of the divide probably moves to the northwest to the buried Ticona Valley and then to the east toward the Illinois River.Groundwater use at LSCS will not affect groundwater levels in the buried bedrock valley aquifers.2.4.13.2.2.3.4 Pennsylvanian AquitardPennsylvanian strata form the bedrock surface throughout the site. One piezometer was installed in the Pennsylvanian aquitard beneath the site in Boring 6 (6-D in Table 2.4-17). The water level elevation on July 15,1970, was 589.9 feet MSL (Table 2.4-18), more than 60 feet above the top of the Pennsylvanian strata. This water level suggests that the groundwater in the aquitard is under artesian conditions. Water levels in wells finished in Pennsylvanian strata also indicate artesian conditions (Reference 62, Illinois State Geological Survey).

LSCS-UFSAR2.4-46REV. 13A downward hydraulic gradient exists between the glacial drift aquitard and the underlying Pennsylvanian aquitard, as evidenced by higher groundwater levels in the drift thanin the Pennsylvanian strata (Table 2.4-17). Groundwater seepage through the drift in response to this hydraulic gradient accounts for the limited recharge to the Pennsylvanian aquitard at the site. Similarly, a downward hydraulic gradient exists between the Pennsylvanian aquitard and the Cambrian-Ordovician Aquifer at the site (Subsection 2.4.13.2.2.3.5). The Cambrian-Ordovician Aquifer is confined under leaky artesian conditions, and the rate of recharge to the aquifer by leakage is approximately 10,800gpd/mi2(Subsection2.4.13.2.1.3.3).Groundwater use at LSCS should have an insignificant effect on groundwater levels in the Pennsylvanian aquitard. Plant groundwater withdrawals from the Cambrian-Ordovician Aquifer will lower the potentiometric surface in the vicinity of the pumping wells, thereby locally increasing the downward hydraulic gradient from the Pennsylvanian aquitard. Groundwater levels in the Pennsylvanian aquitard may decline locally with time in response to increased leakage. The magnitude of the water level decline cannot be determined from the available data; however, the decline is expected to be small and localized, since the vertical permeability of the Pennsylvanian aquitard is low.2.4.13.2.2.3.5 Cambrian-Ordovician AquiferGroundwater in the Cambrian-Ordovician Aquifer beneath the site occurs under leaky artesian conditions. Static water level measurements in the onsite wells by the Illinois State Water Survey on November 21, 1975, indicate that the potentiometric surface is approximately 426 feet MSL, while the elevation of the top of the aquifer is about 367 feet MSL (Subsection 2.4.13.1.2.5). Hoover and Schicht (Reference 65, 1967) estimate the amount of recharge by leakage reaching the Cambrian-Ordovician Aquifer in the vicinity of the site to be 10,800 gpd/mi2(Subsection 2.4.13.2.1.3.3). The vertical permeabilities of the individual stratigraphic formations that comprise and overlie the Cambrian-Ordovician Aquifer are not known.The direction of groundwater movement inthe Cambrian-Ordovician Aquifer beneath the site in 1963 was apparently to the east-southeast (Figure 2.4-18).

Groundwater withdrawals from this aquifer at the pumping centers along the Illinois River between 1963 and 1971 have reversed the direction of the hydraulic gradient at the site, with resultant groundwater movement to the north-northwest (Figure 2.4-19). The magnitude of the hydraulic gradient at the site in 1971 was approximately 6.25 feet/mi. The increasing withdrawals of groundwater projected through the year 2000 by Hoover and Schicht (Subsection 2.4.13.2.1.3.3) will cause the area of diversion shown in Figure 2.4-18 to continue to expand until recharge to the aquifer within the area equals the volume of groundwater withdrawn. The LSCS-UFSAR2.4-47REV. 13hydraulicgradients will continue to increase toward the municipal and industrial pumping centers in response to the greater withdrawals of groundwater.The maximum groundwater withdrawal at LSCS will be approximately 521,600gpd. Assuming a recharge rate of 10,800 gpd/mi2, this withdrawal is equivalent to the natural recharge to the Cambrian-Ordovician Aquifer by leakage through the overlying glacial drift and Pennsylvanian shales over the area within a circle of radius 4 miles (Reference 65, Hoover and Schicht,1967). This radius does not consider additional recharge to the aquifer due to throughflow in the aquifer or due to induced recharge resulting from the increased hydraulic gradient over the areal extent of the cone of depression. Assuming an anticipatedcone of depression with a radius somewhat less than 4 miles at steady state, where steady state is defined as no change in groundwater flow conditions with respect to time (Reference 67, Todd, 1955), the plant groundwater withdrawals would not affect water levels in either the nearest municipal wells (Seneca, distance 5 miles) or industrial wells (Beker Industries, distance 5 miles).The shape of the anticipated cone of depression has been calculated using the leaky artesian well formula developed by Hantush and Jacob (Reference 68, 1955). For these calculations, groundwater withdrawals at the plant wells were assumed to be from a single well pumping continuously at a constant rate of 350 gpm (504,000 gpd). Hydrogeologic characteristics of the Cambrian-Ordovician Aquifer and overlying confining beds were taken from Hoover and Schicht (Reference 69, 1967) as follows:Cambrian-Ordovician Aquifertransmissivity12,000 gpd/ftstorage coefficient0.0004 Confining bedsvertical permeability0.00078 gpd/ft2thickness350 ftBased on these assumed values, the radius of the cone of depression associated with the plant wells would reach 4 miles after approximately 45 days, with anticipated drawdowns at the plant wells of approximately 36 feet, at wells 1 mile from the plant of approximately 9 feet, at wells 2 miles from the plant of approximately 4.5 feet, and at wells 3 miles from the plant of approximately 1.5 feet. These data indicate the anticipated effects on domestic wells in the Cambrian-Ordovician Aquifer within the radius of influence are water level changes of only a few feet. These calculations represent a conservative analysis (i.e., greater drawdown than actually anticipated) of the effects of the plant groundwater withdrawals on water levels in the Cambrian-Ordovician Aquifer.However, the drawdowns and radius of influence anticipated here do not consider the continued expansion of the cones of depression associated with the municipal LSCS-UFSAR2.4-48REV. 13and industrial pumping centers along the Illinois River. The continued expansion, the result of an increased volume of groundwater withdrawal, indicates that steady-state conditions do not exist within the aquifer and that the natural recharge by leakage and throughflow in the vicinity of LaSalle County Station are already diverted to these existing pumping centers. Increased throughflow and induced recharge within the cone of depression resulting from the plant groundwater withdrawals may minimize the effect of these withdrawals on potentiometric levels beyond the 4-mile radius; however, the present expansion and deepening of the regional cone of depression in the Cambrian-Ordovician Aquifer along the Illinois River is expected to continue.2.4.13.3 Accident EffectsAn accidental spill of radioactive materials would have no effect on the public groundwater supplies. The principal aquifer in the area is overlain by approximately 350 feet of impervious till and underlying shales. The permeability of the till ranges from 5.26 x 10-9to 7.33 x 10-7cm/sec; therefore, fluids infiltrating the till alone would require more than 600 years to move vertically through the till to bedrock (underlying shales).Effects of an accidental release of liquid radwaste are discussed in Subsection2.4.12.2.4.13.4 Monitoring orSafeguard RequirementsMonitoring or safeguard requirements will not be necessary for the protection of existing or future groundwater users due to the effective, essentially impermeable horizontal and vertical seal formed by the glacial till and underlying Pennsylvanian strata. Changes in groundwater levels in the till resulting from seepage from the cooling lake will be monitored using the 20 existing groundwater observation wells shown in Figure 2.4-21 (Subsection 2.4.13.2.2.3.2).2.4.13.5 Design Bases for Hydrostatic LoadingThe groundwater level assumed for calculation of hydrostatic loading on the power plant foundations is elevation 700 feet MSL. This design groundwater level is equivalent to the design cooling lake level. The design groundwaterlevel is based upon the assumptions that: 1) the granular fill around the plant foundations will be hydraulically connected with the cooling lake due to the granular fill around the intake pipelines; and, 2) that the groundwater level in the granular fill around the plant foundations would therefore reflect the cooling lake level.Since the granular fill around the plant foundations will be covered with 20 feet of essentially impermeable, compacted clay and the surrounding clayey till is also essentiallyimpermeable at depths below the soil profile, the infiltration of LSCS-UFSAR2.4-49REV. 13precipitation through the compacted clay cover or the seepage of groundwater from the clayey till should be minimal.2.4.14 Technical Specification and Emergency Operation RequirementsIn the event that the cooling lake level drops to an elevation of 690 feet MSL or lower, the nuclear reactors are shut down as described in Subsection 9.2.6.A surveillance program to monitor potential sedimentation of the UHS is described in Subsection 2.5.5.2.6.2.4.15 References1.U.S. Army Corps of Engineers, "Charts of the Illinois Waterway," U.S. Army Engineer District, Chicago, Illinois, 1974.2.U.S. Geological Survey, "Water Resources Data for Illinois," Champaign, Illinois, 1974.3.U.S.Army Corps of Engineers, "Water Resources Development in Illinois," U.S. Army Engineer District, Chicago, Illinois, 1973.4.State of Illinois, "Kankakee River Basin Study -A Comprehensive Plan for Water Resources Development," Department of Public Works and Buildings, Springfield, Illinois, 1967.5.U.S. Committee of the International Commission on Large Dams, World Register of Dams, Paris, 1973.6.U.S. Army Corps of Engineers, "Chicago District Project Maps: Flood Control, Shore Protection, River and Harbor Works -Lake Area,"

Revised to June 30, 1974.7.H. H. Dawes and M. L. Terstriep, "Potential Surface Water Reservoirs of Northern Illinois," Report of Investigation 58, Illinois State Water Survey, Urbana, Illinois, 1967.8.H. H. Dawes and M. L. Terstriep, "Potential Surface Water Reservoirs of North-Central Illinois," Report of Investigation 56, Illinois State Water Survey, Urbana, Illinois, 1966.9.U.S. Army Corps of Engineers, "Upper Mississippi River Comprehensive Basin Study," Appendix D: Surface Water Hydrology, U.S. Army Engineer District, St. Louis, Missouri, 1970.

LSCS-UFSAR2.4-50REV. 1310State of Illinois, "Map Atlas of Upper Illinois River," Department of Public Works and Buildings, Springfield, Illinois, 1971.11. T. A. Butts, R. E. Evans, and S. Lin, "Water Quality Features of the Upper Illinois Waterway," Report of Investigation 79, Illinois State Water Survey, Urbana, Illinois, 1975.12.State of Illinois, "Revised Plumbing Code," Article 13.6.2, Department of Public Health, Division ofSanitary Engineering, 1969.13.National Oceanic and Atmospheric Administration, "Seasonal Variation of the Probable Maximum Precipitation East of the 105thMeridian for Areas from 10-1000 Square Miles and Durations of 6, 12, 24 and 48 Hours," Hydrometeorological Report Number 33, 1956.14.V. T. Chow, Editor, Handbook of Applied Hydrology, McGraw-Hill Book Company, New York, 1964.15.National Oceanic and Atmospheric Administration, "Rainfall Frequency Atlas of the U.S. for Durations from 30 Minutesto 24 Hours and Return Periods from 1 to 100 Years," Technical Paper Number40,1961.16.U.S. Army Corps of Engineers, "Illinois River, Illinois and Tributaries," Survey Report for Flood Control and Allied Water Uses, Volume 2: "Basic Data, Project Development, Cost Estimates," Unpublished Report, U.S. Army Engineer Divisions-North Central and Lower Mississippi Valley, 1961.17.U.S. Army Corps of Engineers, "Illinois Waterway-Marseilles Pool Soundings," Sheet 8/40 from River Miles 248.8 to 249.5, U.S. Army Engineer District, Chicago, Illinois, 1951.18.U.S. Army Corps of Engineers, "Computation of Freeboard Allowances for Waves in Reservoirs," Engineer Technical Letter ETL-1110-2-8, 1966.18a.U.S. Army Corps of Engineers, "Waves in Inland Reservoirs," Technical Memorandum No. 132, Beach Erosion Board, November1962.19.U.S. Army Corps of Engineers, "Standard Project Flood Determinations," Civil Engineering Bulletin No. 52-8, EM-1110-2-1411, 1952, Revised 1965.

LSCS-UFSAR2.4-51REV. 1320.U.S. Bureau of Reclamation, "Design of Small Dams," Denver, Colorado, 1974.21.U.S. Army Corps of Engineers, "Hydraulic Design of Spillways," EM-1110-2-1603, March 1965.22.U.S. Army Corps of Engineers, "Criteria for Riprap Channel Protection," ETL-1110-2-60, 1969.23.U.S. Army Corps of Engineers, "Hydraulic Design of Flood Control Channels," EM-1110-2-1601, 1970.24.U.S. Army Corps of Engineers, "Additional Guidance for Riprap Channel Protection," ETL-1110-2-120, 1971.25.S. L. Wilbourn, Hydrologic Technician, U.S. Geological Survey, Champaign, Illinois, Unpublished Data on Illinois River at Marseilles transmitted to P. B. Singh, Sargent & Lundy Water Resources Engineer, October 7, 1975.26.K. P. Singh and J. B. Stall, "The 7-Day 10-Year Low Flows of Illinois Streams," Bulletin 57, Illinois State Water Survey, Urbana, Illinois, 1973.27.H. Krampitz, U.S. Corps of Engineers, Chicago, Illinois, Unpublished Tabulation of River Stages on the Illinois Waterway given to P. B.

Singh, Sargent & Lundy Water Resources Engineer, August 14, 1975.28.State of Illinois, "Summary of Data, 1971, Water Quality Network," Environmental Protection Administration, Volume 1: all Illinois basins except Lake Michigan Basin, Sanitary and Ship Canal Basin, and Des Plaines Basin, Springfield, Illinois, 1971.29.Illinois Environmental Protection Agency, Inventory Sheets and Public Water Supply Data Sheets, from Illinois State Water Survey, open file.30.R. Hanson, "Public Ground-Water Supplies in Illinois," Bulletin 40, Illinois State Water Survey, 1950.31.J. P. Kempton, Geologist, Illinois State Geological Survey, Written Communication to D. L. Siefken, Sargent & Lundy, July 17, 1975, p. 3.32.A. D. Randall, "Glacial Geology and Groundwater Possibilities in Southern LaSalle and Eastern Putnam Counties, Illinois," unpublished M. S. Thesis, University of Illinois, Urbana, Illinois, 1955, p. 58.

LSCS-UFSAR2.4-52REV. 1333.Ibid., p. 151.34.Ibid., pp. 59-60.35.Ibid., p. 14.36.Ibid., Plate 2.37.Ibid., p. 61.38.Ibid., p. 62.39.M. Knecht, Assistant Superintendent, Water and Streets, Grand Ridge, Illinois, Written Communication to A. Brewster, Geologist, Sargent & Lundy, September 15, 1975, p. 3.40.Randall, p. 149.41.Ibid., pp. 61-62.42.S. Csallany, "Yields of Wells in Pennsylvanian and Mississippian Rocks in Illinois," Report of Investigation 55, Illinois State Water Survey, 1966, p. 4.43.Randall, p. 72.44.Ibid., p. 93.45.M. Suter et al., "Preliminary Report on Ground-Water Resources of the Chicago Region, Illinois," Cooperative Groundwater Report 1, Illinois State Water Survey and Illinois State Geological Survey, 1959, p. 48.46.I. S. Papadopulos, W. R. Larsen, and F. C. Neil, "Ground-Water Stations--Chicagoland Deep Tunnel System," Ground Water, Vol.,

No.5, October 1969, pp. 3-15, p. 5.47.L. R. Hoover and R. J. Schicht, "Development in Deep Sandstone Aquifer along the Illinois River in LaSalle County," Report of Investigation 59, Illinois State Water survey, 1967, p. 8.48.Ibid., p. 1.

LSCS-UFSAR2.4-53REV. 1349.W. C. Walton and S. Csallany, "Yields of Deep Sandstone Wells in Northern Illinois," Report of Investigation 43, Illinois State Water Survey, 1962, p. 11.50.Hoover and Schicht, p. 4, Table 1.51.Walton and Csallany, p. 22.52.Hoover and Schicht, p. 6.53.Walton and Csallany, p. 21.54.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, p. 4.55.Hoover and Schicht, pp. 18-19.56.Walton and Csallany, p. 8.57.Hoover and Schicht, pp. 9-10.58.Ibid., p. 12.59.Ibid., p. 21.60.Ibid., p. 60.61.J. D. Alexander and J. E. Paschke, "Soil Survey: LaSalle County, Illinois," Soil Report 91, Illinois Agricultural Experiment Station, 1972,Sheet 60.62.Illinois State Geological Survey, well logs, open file.63.Hoover and Schicht, pp. 15-17.64.Sasman et al., pp. 21, 31, and 35.65.Hoover and Schicht, p. 18.66.Illinois State Water Survey, domestic water well logs, open file.

67.D. K. Todd, Groundwater Hydrology, John Wiley & Sons, Inc., New York, 1955, p. 62.

LSCS-UFSAR2.4-54REV. 1368.M. S. Hantush and C. E. Jacob, "Non-steady Radial Flow in an Infinite Leaky Aquifer," Vol. 36, No. 1, pp.95-100, Transactions American Geophysical Union, 1955.69.Hoover and Schicht, p. 10, pp. 18-19.70.University of Illinois Agricultural Experimental Station, "LaSalle County -Soil Survey," May 1972.71.W. D. Mitchell, "Unit Hydrographs in Illinois," State of Illinois, Division of Waterways, 1948.72.R. P. Feser, Illinois Nitrogen Corporation, Telephone Conversation with J. Montgomery, Sargent & Lundy Cultural Resource Analyst, October16,1975.73.R. P. Feser, Illinois Nitrogen Corporation, Telephone Conversation with J. Ruff, Sargent & Lundy Cultural Resource Analyst, December20,1976.74.A. Burton, National Biscuit Company, Telephone Conversation with J. Montgomery, Sargent & Lundy Cultural Resource Analyst, October16,1975.75.A. Burton, National Biscuit Co., Telephone Conversation with J. Ruff, Sargent & Lundy Cultural Resource Analyst, December 22, 1976.76.R. Walden, Supervisor of Air and Water Pollution Control, Illinois Power Company, Telephone Conversation with A. Brearley, Sargent & Lundy Radioecologist, October 30, 1975.77.R. Walden, Supervisor of Air and Water Pollution Control, Illinois Power Company, Telephone Conversation with J. Ruff, Sargent & Lundy Cultural Resource Analyst, December 20, 1976.78.Foster Grant Company, Telephone Conversation with J. Montgomery, Sargent & Lundy Cultural Resource Analyst, September 3, 1975.79.R. St. Martin, Westclox Corporation, Telephone Conversation with J. Montgomery, Sargent & Lundy Cultural Resource Analyst, October16,1975.80.J. Renkosik, Westclox Corporation, Telephone Conversation with J. Ruff, Cultural Resource Analyst, Sargent & Lundy, December21,1976.

LSCS-UFSAR2.4-55REV. 18, APRIL 201081.P. Slingman, Jones & Laughlin Steel Corporation, Telephone Conversation with J. Montgomery, Sargent & Lundy Cultural Resource Analyst, October 16, 1975.82.P. Slingman, Jones & Laughlin Steel Corporation, Telephone Conversation with J. Ruff, Cultural Resource Analyst, Sargent &

Lundy, December 21, 1976.83.U.S. Geological Survey, "Water Resources Data for Illinois," Champaign, Illinois, 1983.84.U.S. Army Corps of Engineers, "Hydraulic Design of Reservoir Outlet Structures", EM-1110-2-1602, plate 13, 1963. 85.Hydrologic Engineering Center, 1997, HEC-RAS River Analysis System, U. S. Army Corps of Engineers, Davis, CA. Version 3.0 distributed by Haestad Methods, Waterbury, CT.Additional References Not Cited in Text1.H. W. King and E. F. Brater, Handbook of Hydraulics, Fifth Edition, McGraw-Hill Book Company, New York, 1963.2.U.S. Army Corps of Engineers, "Flood Hydrograph Analysis and Computations," EM-1110-2, 1405, 1959.3.Conestoga-Rovers & Associates, "Hydrogeologic Investigation Report Fleetwide Assessment LaSalle Generating Station Marseilles, Illinois.",Ref. No. 045136(16), September 2006.

LSCS-UFSAR TABLE 2.4-1 TABLE 2.4-1 REV. 0 - APRIL 1984 CHARACTERISTICS OF ILLINOIS RIVER TRIBUTARIES* STREAM LOCATION ABOVE MOUTH OF PARENT STREAM (mi) LENGTH OF STREAM (mi) DRAINAGE AREA (mi2) ELEVATION OF SOURCE (ft MSL) AVERAGE SLOPE (ft/mi) Kankakee River 273 130 5,280 820 1.5 Iroquois River 38 94 2,175 680 0.8 Yellow River 101 70 560 860 2.9 Singleton Ditch 51 32 290 820 1 Des Plaines River 273 111 2,176 750 2.2 Du Page River 3 74 326 820 4.3 Hickory Creek 13 25 110 750 9.7 Spring Creek 2 13 20 785 19.6 Salt Creek 44 33 170 860 8.0 Mazon River (including East Fork) 264 50 548 710 4.5 West Fork 17 31 168 740 6.5 Gum Creek 248 3 3 720 40 Fox River 240 185 2,600 950 3 Ottawa Ravines 239 2 2 600 70 Vermilion River (including North Fork) 226 110 1,379 790 3.3 South Fork 75 21 188 780 6.4 Little Vermilion River 225 24 124 870 18.1 Bureau Creek 209 60 502 960 8.6 Coffee Creek 207 9 12 730 40 Brown Run 192 8 11 675 36 Crow Creek (West) 191 26 90 740 14 Gimlet Creek 189 6 6 700 45 Crow Creek (East) 182 38 126 730 8 Richland Creek 180 17 33 770 29 Ten Mile Creek 167 9 17 800 43 Farm Creek 162 19 60 800 19 Kickapoo Creek (Peoria County) 160 42 319 830 8.3 Mackinaw River 148 112 1,200 815 3.3 Copperas Creek 138 16 42 760 20.9 Spoon River 120 150 1,817 800 1.5 Sangamon River 98 250 5,410 836 1.6 Salt Creek 33 105 1,859 835 3.4 Sugar Creek 11 46 438 815 3.5 Kickapoo Creek (Logan County) 25 45 337 836 3.5 Lake Fork 32 39 279 720 1.4 North Fork 76 23 138 840 8.5 South Fork 86 87 1,130 690 2.1 Flat Branch 61 34 283 660 3.0 La Moine River (Crooked Creek) 84 97 1,360 750 1.4 Indian Creek 79 40 166 580 5.4 Willow Creek 72 8 6 580 20.1 McKee Creek 67 73 347 760 5.8 Mauvaise Terre Creek 63 40 168 700 7.0 Sandy Creek 50 29 139 690 7.2 Hurricane Creek 43 14 40 660 17.1 Apple Creek 38 62 440 690 4.4 Macoupin Creek 23 90 947 650 2.4 Otter Creek 15 14 116 640 15.8

• Source: Reference 1 LSCS-UFSAR TABLE 2.4-2 TABLE 2.4-2 REV. 0 - APRIL 1984 INTAKES ON THE ILLINOIS RIVER WITHIN 50 RIVER MILES DOWNSTREAM OF THE SITE RIVER MILE INDUSTRY WATER USAGE AVERAGE** WATER USE (gpm) POPULATION ASSOCIATED REFERENCE 248.7 Illinois Nitrogen Corp. Industrial --- 72, 73 Potable 12000 90 employees Sanitary --- 246.7 National Biscuit Co. Industrial 450 -- 74, 75 246.6 Marseilles Hydroelectric Plant Industrial Negligible -- 76, 77 223.2 Foster Grant Co.* -- -- -- 78 223.0 Westclox Corp. Industrial 300 -- 79, 80 Sanitary -- 211.9 Hennepin Power Station Industrial 164,350 -- 76, 77 208.9 Jones & Laughlin Steel Corp. Industrial 3000-3500 -- 81, 82

• Water intake is not currently being used. ** References 72 through 82.

TABLE 2.4-3 REV. 0 - APRIL 1984 LSCS-UFSAR TABLE 2.4-3 MAXIMUM READlNGS ON ILLINOIS RIVER GAUGES PERIOD 1940-73* GAUGE MILE MAXIMUM READING AT 8:00 a.m. (ft MSL) DATE Lockport Upper 291.1 580.8 1/2/71 Lower 291.0 544.4 4/5/47 Brandon Road Upper 286.0 540.5 7/13/57 Lower 285.9 513.3 7/13/57 Dresden Island Upper 271.5 506.6 7/14/57 Lower 271.4 504.7 7/14/57 Marseilles Dam Upper 247.1 484.6 4/26/50 Lower 247.0 480.5 7/14/57 - 7/15/57 Lock Upper 244.6 485.0 4/26/50 Lower 244.5 472.1 4/26/50 & 5/16/70 Ottawa 239.7 467.3 4/26/50 Starved Rock Upper 231.0 463.9 5/16/70 Lower 230.9 462.4 5/16/70 Utica Hwy. Bridge 229.6 461.8 5/22/43 La Salle Hwy. Bridge 224.7 461.0 5/22/43 Spring Valley 218.4 459.6 5/22/43 Hennepin 207.6 458.6 5/22/43

• Source: Reference 27 LSCS-UFSAR TABLE 2.4-4 TABLE 2.4-4 REV. 0 - APRIL 1984 LOCAL PROBABLE MAXIMUM PRECIPITATION AT THE LSCS SITE* CUMULATIVE PRECIPITATION DURATION (min. ) SUMMER PMP (AUGUST) (in. ) WINTER PMP (NOVEMBER) (in.) 5 4.3 1.7 10 6.6 2.7 15 8.3 3.3 30 11.6 4.6 60 14.8 5.9 120 18.6 7.5 360 26.9 10.8 12 (hours) 29.2 13.7 24 (hours) 32.1 17.4

• Source: References 13, 14 and 15.

LSCS-UFSAR TABLE 2.4-5 TABLE 2.4-5 REV. 0 - APRIL 1984 STANDARD PROJECT FLOOD AND PROBABLE MAXIMUM FLOOD ESTIMATES FOR ILLINOIS RIVER STATIONS* PEAK FLOOD DISCHARGE STATION RIVER MILEAGE DRAINAGE AREA(mi2 ) SPF (cfs) PMF (cfs.) Meredosia 71.1 25,300 225,000 452,000 Beardstown 88.6 23,400 210,000 420,000 Peoria 157.7 13,500 163,000 --

• Source: Reference 16.

LSCS-UFSAR TABLE 2.4-6 TABLE 2.4-6 REV. 0 - APRIL 1984 DESIGN PRECIPITATION FOR COOLING LAKE* STANDARD PROJECT STORM PROBABLE MAXIMUM PRECIPITATION TIME(hr.) 24-HOUR RAINFALL (in.) 6-HOUR RAINFALL (in.) TIME (hr.) 24-HOUR RAINFALL (in.) 6-HOUR RAINFALL (in.) 6 0.08 126 0.06 12 0.21 132 0.24 18 1.20 138 1.87 24 1.60 0.11 144 2.3 0.13 30 0.68 150 0.85 36 1.78 156 3.20 42 10.28 162 25.30 48 13.70 0.96 168 31.05 1.70 48-Hour TOTALS 15.30 15.30 48-Hour TOTALS 33.35 33.35

• Source: References 13 and 19 and 2.4 - 22. ** There is a 3-day rainless period between the end of SPS and the beginning of PMP.

LSCS-UFSAR TABLE 2.4-7 (SHEET 1 OF 3) TABLE 2.4-7 REV. 0 - APRIL 1984 STANDARD PROJECT INFLOW FLOOD HYDROGRAPH FOR COOLING LAKE TIME (hr) DISCHARGE FROM DRAINAGE AREA (cfs) DIRECT PRECIPITATION ON LAKE (cfs)BASEFLOW (cfs)TOTAL DISCHARGE (cfs) .25 0 27229 .50 0 27229 .75 0 27229 1.00 0 27229 1.25 0 27229 1.50 0 27229 1.75 0 27229 2.00 0 27229 2.25 0 27229 2.50 0 27229 2.75 0 27229 3.00 0 27229 3.25 0 27229 3.50 0 27229 3.75 0 27229 4.00 0 27229 4.25 0 27229 4.50 0 27229 4.75 0 27229 5.00 0 27229 5.25 0 27229 5.50 0 27229 5.75 0 27229 6.00 0 27229 6.25 0 73275 6.50 0 73275 6.75 0 73275 7.00 0 73275 7.25 0 73275 7.50 0 73275 7.75 0 73275 8.00 0 73275 8.25 0 73275 8.50 0 73275 8.75 0 73275 9.00 0 73275 9.25 0 73275 9.50 0 73275 9.75 0 73275 10.00 0 73275 10.25 0 73275 10.50 0 73275 10.75 0 73275 11.00 0 73275 11.25 0 73275 11.50 0 73275 11.75 0 73275 12.00 0 73275 12.25* 0 4182420 12.50 0 4182420 12.75 0 4182420 13.00 0 4182420 13.25 7 4182427 13.50 21 4182441 13.75 39 4182459 14.00 58 4182479 14.25 72 4182492 14.50 82 4182502 14.75 90 4182510 15.00 96 4182517 15.25 102 4182522 15.50 107 4182527 15.75 111 4182531 16.00 114 4182535 16.25 117 4182537 16.50 119 4182539 16.75 120 4182541 17.00 121 4182541 17.25 121 4182541 17.50 121 4182541 17.75 121 4182541 18.00 121 4182541 18.25 114 382154 LSCS-UFSAR TABLE 2.4-7 (SHEET 2 OF 3) TABLE 2.4-7 REV. 0 - APRIL 1984 STANDARD PROJECT INFLOW FLOOD HYDROGRAPH FOR COOLING LAKE TIME (hr) DISCHARGE FROM DRAINAGE AREA (cfs) DIRECT PRECIPITATION ON LAKE (cfs)BASEFLOW (cfs) TOTAL DISCHARGE (cfs)18.50 100 38214018.75 82 38212219.00 63 38210219.25 49 3828919.50 39 3827919.75 31 3827120.00 25 3826420.25 19 3825920.50 14 3825420.75 10 3825021.00 7 3824621.25 4 3824421.50 2 3824221.75 1 3824022.00 0 3724022.25 0 3824022.50 0 3824022.75 0 3824023.00 0 3824023.25 0 3824023.50 0 3824023.75 0 3824024.00 0 3824024.25 0 230223224.50 0 230223224.75 0 230223225.00 0 230223225.25 0 230223225.50 0 230223225.75 0 230223226.00 0 230223226.25 0 230223226.50 0 230223226.75 0 230223227.00 0 230223227.25 0 230223227.50 0 230223227.75 0 230223228.00 0 230223228.25 0 230223228.50 0 230223228.75 0 230223229.00 0 230223229.25 7 230223929.50 21 230225329.75 39 230227130.00 58 230229030.25 78 627270830.50 103 627273230.75 129 627275831.00 155 627278431.25 174 627280331.50 188 627281831.75 201 627283032.00 211 627284032.25 219 627284832.50 226 627285532.75 231 627286133.00 235 627286533.25 238 627286733.50 240 627286933.75 241 627287134.00 242 627287134.25 242 627287134.50 242 627287134.75 242 627287135.00 242 627287135.25 242 627287135.50 242 627287135.75 242 627287136.00 242 6272871 LSCS-UFSAR TABLE 2.4-7 (SHEET 3 OF 3) TABLE 2.4-7 REV. 0 - APRIL 1984 STANDARD PROJECT INFLOW FLOOD HYDROGRAPH FOR COOLING LAKE TIME (hr) DISCHARGE FROM DRAINAGE AREA (cfs) DIRECT PRECIPITATION ON LAKE (cfs)BASEFLOW (cfs) TOTAL DISCHARGE (cfs) 36.25 250 8602111236.50 293 17202201536.75 372 17202209437.00 468 17202219037.25 561 17202228337.50 627 17202234937.75 705 25802328738.00 804 25802338638.25 940 34402438338.50 1136 43612550038.75 1517 946021097939.00 2279 1548121776239.25 3154 1033421349039.50 3820 681921064239.75 4040 43002834240.00 3778 34402722040.25 3382 25802596440.50 3005 25802558740.75 2676 17202439841.00 2382 17202410441.25 2133 17202385541.50 1908 17202363041.75 1691 8602255342.00 1465 8602232742.25 1222 3352155942.50 968 3352130542.75 743 3352107943.00 553 335289043.25 428 335276543.50 344 335268143.75 285 335262144.00 239 335257644.25 205 335254244.50 178 335251544.75 159 335249545.00 143 335248045.25 132 335246945.50 125 335246245.75 122 335245946.00 121 335245846.25 121 335245846.50 121 335245846.75 121 335245847.00 121 335245847.25 121 335245847.50 121 335245847.75 121 335245848.00 121 335245848.25 114 0211648.50 100 02I0248.75 82 028449.00 63 026549.25 49 026149.50 39 024149.75 31 023350.00 25 022750.25 19 022150.50 14 021650.75 10 021251.00 7 02951.25 4 02651.50 2 02451.75 1 023 TOTALS 58475 127981414186870 cfs-intervals 14619 3199510346718 cfs-hours 1208 264493861 acre-ft LSCS-UFSAR TABLE 2.4-8 (SHEET 1 OF 3) TABLE 2.4-8 REV. 0 - APRIL 1984 PROBABLE MAXIMUM INFLOW FLOOD HYDROGRAPH FOR COOLING LAKE TIME*(hr) DISCHARGE FROM DRAINAGE AREA (cfs) DIRECT PRECIPITATION ON LAKE (cfs) BASEFLOW (cfs) TOTAL DISCHARGE (cfs) .25 0 21 2 23

.50 0 21 2 23 .75 0 21 2 23 1.00 0 21 2 23 1.25 0 21 2 23 1.50 0 21 2 23 1.75 0 21 2 23 2.00 0 21 2 23 2.25 0 21 2 23 2.50 0 21 2 23 2.75 0 21 2 23 3.00 0 21 2 23 3.25 0 21 2 23 3.50 0 21 2 23 3.75 0 21 2 23 4.00 0 21 2 23 4.25 0 21 2 23 4.50 0 21 2 23 4.75 0 21 2 23 5.00 0 21 2 23 5.25 0 21 2 23 5.50 0 21 2 23 5.75 0 21 2 23 6.00 0 21 2 23 6.25 0 84 2 86 6.50 0 84 2 86 6.75 0 84 2 86 7.00 0 84 2 86 7.25 0 84 2 86 7.50 0 84 2 86 7.75 0 84 2 86 8.00 0 84 2 86 8.25 0 84 2 86 8.50 0 84 2 86 8.75 0 84 2 86 9.00 0 84 2 86 9.25 0 84 2 86 9.50 0 84 2 86 9.75 0 84 2 86 10.00 0 84 2 86 10.25 0 84 2 86 10.50 0 84 2 86 10.75 0 84 2 86 11.00 0 84 2 86 11.25 0 84 2 86 11.50 0 84 2 86 I1.75 0 84 2 86 12.00 0 84 2 86 12.25 14 648 2 665 12.50 44 648 2 694 12.75 82 648 2 733 13.00 122 648 2 773 13.25 150 648 2 801 13.50 171 648 2 822 13.75 188 648 2 839 14.00 202 648 2 853 14.25 214 648 2 865 14.50 224 648 2 875 14.75 233 648 2 883 15.00 240 648 2 890 15.25 246 648 2 896 15.50 250 648 2 900 15.75 253 648 2 903 16.00 254 648 2 904 16.25 254 648 2 904 16.50 254 648 2 904 16.75 254 648 2 904 17.00 254 648 2 904 17.25 255 669 2 926 17.50 256 669 2 927 17.75 258 669 2 929 18.00 260 669 2 931 18.25 246 42 2 290

• To find time from the start of SPS, add 120 to the time indicated.

LSCS-UFSAR TABLE 2.4-8 (SHEET 2 OF 3) TABLE 2.4-8 REV. 0 - APRIL 1984 PROBABLE MAXIMUM INFLOW FLOOD HYDROGRAPH FOR COOLING LAKE TIME (hr) DISCHARGE FROM DRAINAGE AREA (cfs) DIRECT PRECIPITATION ON LAKE (cfs) BASEFLOW (cfs) TOTAL DISCHARGE (cfs) 18.50 216 42 2 260 18.75 177 42 2 221 19.00 135 42 2 179 19.25 107 42 2 151 19.50 85 42 2 129 19.75 68 47 2 112 20.00 53 42 2 97 20.25 41 42 2 85 20.50 31 42 2 75 20.75 22 42 2 66 21.00 15 42 2 59 21.25 9 42 2 53 21.50 4 42 2 48 21.75 1 42 2 45 22.00 0 42 2 44 22.25 0 42 2 44 22.50 0 42 2 44 22.75 0 42 2 44 23.00 0 42 2 44 23.25 0 63 2 65 23.50 0 63 2 65 23.75 0 63 2 65 24.00 0 63 2 65 24.25 3 293 2 298 24.50 8 293 2 303 24.75 16 293 2 310 25.00 23 293 2 318 25.25 29 293 2 323 25.50 33 293 2 327 25.75 36 293 2 331 26.00 39 293 2 333 26.25 41 293 2 336 26.50 43 293 2 338 26.75 44 293 2 339 27.00 46 293 2 341 27.25 47 293 2 342 27.50 48 293 2 342 27.75 48 293 2 343 28.00 48 293 2 343 28.25 48 293 2 343 28.50 48 293 2 343 28.75 48 293 2 343 29.00 48 293 2 343 29.25 49 314 2 365 29.50 50 314 2 366 29.75 52 314 2 368 30.00 54 314 2 370 30.25 81 1109 2 1192 30.50 136 1109 2 1247 30.75 206 1109 2 1317 31.00 280 1109 2 1390 31.25 331 1109 2 1441 31.50 369 1109 2 1480 31.75 400 1109 2 1511 32.00 426 1109 2 1537 32.25 448 1109 2 1558 32.50 466 1109 2 1577 32.75 482 1109 2 1593 33.00 495 1109 2 1605 33.25 505 1109 2 1616 33.50 513 1109 2 1623 33.75 518 1109 2 1628 34.00 520 1109 2 1631 34.25 520 1109 2 1631 34.50 520 1109 2 1631 34.75 520 1109 2 1631 35.00 520 1109 2 1631 35.25 522 1146 2 1670 35.50 524 1146 2 1672 35.75 527 1146 2 1675 36.00 531 1146 2 1679 36.25 565 2117 2 2683 36.50 701 4233 2 4936 36.75 931 4233 2 5166 *

• To find time from the start of SPS, add 120 to the time indicated LSCS-UFSAR TABLE 2.4-8 (SHEET 3 of 3) TABLE 2.4-8 REV. 0 - APRIL 1984 PROBABLE MAXIMUM INFLOW FLOOD HYDROGRAPH FOR COOLING LAKE TIME* (hr) DISCHARGE FROM DRAINAGE AREA (cfs) DIRECT PRECIPITATION ON LAKE (cfs) BASEFLOW (cfs) TOTAL DISCHARGE (cfs) 37.00 1204 4233 2 5439 37.25 1461 4233 2 5696 37.50 1642 4233 2 5878 37.75 1850 6350 2 8202 38.00 2108 6350 2 8460 38.25 2455 8466 2 10923 38.50 2946 10734 2 13682 38.75 3891 23283 2 27176 39.00 5773 38099 2 43875 39.25 7932 25433 2 33367 39.50 9575 16782 2 26360 39.75 10117 10583 2 20702 40.00 9474 8466 2 17943 40.25 8500 6350 2 14852 40.50 7571 6350 2 13923 40.75 6763 4233 2 10998 41.00 6040 4233 2 10275 41.25 5427 4233 2 9663 41.50 4871 4233 2 9107 41.75 4338 2117 2 6457 42.00 3782 2117 2 5900 42.25 3170 586 2 3758 42.50 7515 586 2 3103 42.75 1921 586 2 2509 43.00 1414 586 2 2002 43.25 1079 586 2 1667 43.50 850 586 2 1438 43.75 687 586 2 1274 44.00 561 586 2 1149 44.25 465 586 2 1053 44.50 389 586 2 976 44.75 332 586 2 920 45.00 287 586 2 875 45.25 254 586 2 842 45.50 232 586 2 820 45.75 223 586 2 810 46.00 218 586 2 805 46.25 218 586 2 805 46.50 218 586 2 805 46.75 218 586 2 805 47.00 218 586 2 805 47.25 219 627 2 849 47.50 222 627 2 851 47.75 226 627 2 855 48.00 229 627 2 859 48.25 219 0 2 221 48.50 192 0 2 194 48.75 157 0 2 159 49.00 120 0 2 122 49.25 95 0 2 97 49.50 76 0 2 78 49.75 61 0 2 63 50.00 48 0 2 50 50.25 37 0 2 39 50.50 28 0 2 30 50.75 20 0 2 22 51.00 13 0 2 15 51.25 8 0 2 10 51.50 4 0 2 6 51.75 1 0 2 3 TOTALS 144822 279026 414 424263 cfs-inte 36206 69757 103 106066 cfs-hour 2992 5765 9 8766 acre-ft *To find time from the start of SPS, add 120 to the time indicated LSCS-UFSAR TABLE 2.4-8a REV. 0 - APRIL 1984 TABLE 2.4-8a (SHEET 1 OF 2) LISTING OF INPUT DATA TO SPILLWAY RATING AND FLOOD ROUTING PROGRAM CARD A ITYSP INDCON ISPITW IABCOA ISPILN ISRCD ISPECTW ITABLE 0 10 10 0 0 10 0 0 ABUTMENT CONTRACTION COEFFIECIENT KA .005 .030 .053 .074 .092 .112 .123 KA .137 .150 1.62 .174 .182 .189 .184 CARD B NUMEL NUMTW NUMIN QMIN1 QMIN2 CONMIN 16 2 300 180. 180. 0.

C CARDS ELEVATION - CAPACITY TABLE ELEV CT ELEV CT ELEV CT ELEV CT ELEV CT 680.00 1883. 690.00 13211. 696.00 23717. 698.00 27632. 700.00 31706.

700.50 32761. 701.00 33816. 701.50 34871. 702.00 35926. 702.50 37015. 703.00 38104. 703.50 38218. 704.00 40332. 706.00 44875. 708.00 49465. 710.00 54055. D CARDS TAILWATER ELEVATION - DISCHARGE CURVE TWEL TWQ TWEL TWQ TWEL TWQ TWEL TWQ TWEL TWQ 500.00 0. 505.00 40000. E CARDS DESIGN FLOOD INFLOWS 29. 29. 29. 29. 29. 29. 75. 75. 75. 75. 75. 75. 420. 452. 505. 529. 540. 541. 129. 76. 52. 41. 40. 40. 232. 232. 232. 232. 232. 263.

746. 823. 857. 870. 871. 871. 1853. 2827. 9656. 9923. 5013. 3091. 1208. 661. 508. 462. 458. 458. 92. 38. 14. 4. 2. 2. 2. 2. 2. 2. 2. 2.

2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2.

2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2.

LSCS-UFSAR TABLE 2.4-8a REV. 0 - APRIL 1984 TABLE 2.4-8a (SHEET 2 OF 2) LISTING OF INPUT DATA TO SPILLWAY RATING AND FLOOD ROUTING PROGRAM 23. 23. 23. 23. 23. 23. 86. 86. 86. 86.

86. 86. 716. 828. 878. 901. 904. 929. 238. 122. 71. 48. 44. 65. 307. 329. 338. 343. 343. 367. 1286. 1492. 1583. 1624. 1631. 1674. 4556. 7059. 23914. 24593.

12512. 7782. 2843. 1382. 956. 819. 805. 854. 174. 72. 27. 5. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2.

2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2.

2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2.

2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2.

CARD F SS FLTFC STFC FLST PER TIME CHCAP AUXSE AUXSW AUXSS 10.00 .00 0. 700.00 1.0 1.00 .0 .00 .0 .00 CARD G ELTSUR FLSURO QSURO TS C CLINEP PERHD ERRHD 708.00 .00 0. .00 13.80 530.00 100. .50 CARD H NGATES SPWID DESHD FLSPI APEL APWID APLOSS PDPTH .0 300.00 3.00 702.50 .00 .00 .102 .0 NOTE:

La Salle Lake of area 2058 acres. Routing of PMF with antecedent SPF in accord with Regulatory Guide 1.59. Redistribution of SPS and PMP per Corps, except for the largest 6-hour precipitations that were subdivided into 15 minute intervals using Bur. of Rec. Procedure. 15-minute unit hydrograph used to develop SPT and PMF. Hourly averaged orid- nates of inflow used in E cards.

LSCS-UFSAR TABLE 2.4-8b TABLE 2.4-8b REV. 0 - APRIL 1984 WIND WAVE CHARACTERISTICS ON COOLING LAKE LOCATION* EFFECTIVE FETCH (mi) AVERAGE WATER DEPTH (ft) SIGNIFICANT WAVE HEIGHT (ft) WAVE PERIOD (sec) A' 0.30 11.0 1.20 1.82 B' 0.18 11.0 0.80 1.54 C' 0.10 19.0 0.60 1.31 C1 0.44 30.0 1.26 2.04 C2 0.90 25.0 1.88 2.54 D 0.85 23.5 1.81 2.50 D2 1.35 23.0 2.36 2.89 E 1.41 23.3 2.40 2.93 E1 1.28 23.0 2.29 2.83 F 1.32 22.3 2.33 2.88 F1 0.93 24.0 1.90 2.56 F2 0.92 24.0 1.90 2.56 G1 0.72 18.0 1.65 2.36

• Location designations refer to Figure 2.4 - 14 LSCS-UFSAR TABLE 2.4-8c TABLE 2.4-8c REV. 20 - APRIL 2014 WIND WAVE CHARACTERISTICS AT LAKE SCREENHOUSE WITH PROBABLE MAXIMUM FLOOD Effective fetch (mi) 0.270Average depth (ft) 23.500 Overland wind speed (mph) 40.000Significant wave height (HS) (ft) 0 960Wave period (sec) 1.750Wave length (ft) 15.700Maximum (1%) wave height (l 67 HS ) (ft) 1.600Depth at structure (ft) 30.350 Slope of structure (°) 90,000 Wave runup for maximum wave:

wave steepness 0.102 relative runup 1.100 wave runup (ft) 1.760Wave setup (ft) 0.030PMF level (ft MSL) 704.320 PMF level with setup plus runup (ft MSL) 706.110 LSCS-UFSAR TABLE 2.4-9 TABLE 2.4-9 REV. 0 - APRIL 1984 100-YEAR RECURRENCE INTERVAL LOW FLOWS OF ILLINOIS RIVER AT MARSEILLES, ILLINOIS: 1921-1971, 12- MONTH PERIOD ENDING -MARCH 31* DURATION (days) DISCHARGE (cfs) 1 1,592 3 2,109 7 2,324 14 2,464 30 2,679

• Source: Reference 25 LSCS-UFSAR TABLE 2.4-10 TABLE 2.4-10 REV. 0 - APRIL 1984 GROUNDWATER QUALITY IN THE CAMBRIAN-ORDOVICIAN AQUIFER* NUMBER OF ANALYSES IRON (Fe) CHLORIDE (Cl) SULFATE (SO4) ALKALINITY (as CaCO3) HARDNESS (as CaCO3) TOTAL DISSOLVED SOLIDS West of Max. 12 6.5 572 95 332 344 1369 La Salle Min. 0.2 174 50 274 226 685 Anticline Mean 1.6 272 77 302 279 869 East of Max. 23 10.4 402 208 348 533 1104 La Salle Min. 0.0 3 6 12 220 328 Anticline Mean 2.2 98 50 287 353 582 (Pennsylvanian aquitard absent) East of Max. 20 10.0 2425 403 344 1485 5912 La Salle Min. 0.0 8 23 190 312 486 Anticline Mean 1.4 659 168 274 636 1709 (Pennsylvanian aquitard present)

• Data modified from Hoover and Schicht (Reference 47, pp. 20-21). All concentrations reported as ppm.

LSCS-UFSAR TABLE 2.4-11 TABLE 2.4-11 REV. 0 - APRIL 1984 SURFACE ELEVATIONS AND MEASUREMENT DATES FOR OBSERVATION WELLS WELL NO.1 ELEVATION, TOP OF WELL (ft, MSL) WELL NO.1 ELEVATION, TOP OF WELL (ft, MSL) 1 684.1 11 659.7 2 688.8 12 663.0 3 692.0 13 663.2 4 691.1 14 678.8 5 673.5 15 693.6 6 670.6 16 727.2 7 673.3 17 728.2 8 672.3 18 714.7 9 651.4 19 682.3 10 679.9 20 686.1 DATES OF MEASUREMENT 2 1-17-75 7-21-75 2-13-75 8-23-75 3-17-75 9-22-75 4- 7-75 10-17-75 4-21-75 11-20-75 5-21-5 12-17-75 6-17-75 NOTES

1. Observation wells were installed by Dames & Moore during December 1974. 2. Water levels in the observation wells are presently measured on a monthly basis.

3. Locations of observation wells are shown on Figure 2.4-21. 4. Water level fluctuations are plotted with daily precipitation in Figure 2.4 - 23 LSCS-UFSAR TABLE 2.4-12 TABLE 2.4-12 REV. 0 - APRIL 1984 PHYSICAL CHARACTERISTICS OF LSCS WATER WELLS* WELL NO. 1** WELL NO. 2 Location, plant coordinates 13,350N/4,615E 12,700N/5,350N Date completed 1-11-74 5-25-72 Depth (ft) 1629 1620 Deepest hydrogeologic unit penetrated Ironton-Galesville Ironton-Galesville Depth to bottom of casing (ft) 921 989 Lowest formation cased Oneota Oneota Diameter below casing (in. ) 12 11 3/4 Pump test data Date of test 2-11-74 5-25-72 Static water level (ft) 260 250 Pumping water level (ft) 498 305 Pumping rate (gpm) 447 508 Length of pump test (hr) 24 24 Specific capacity (gpm/ft) 1.88 9.24 Static water level (ft), November 21, 1975 271 284

• Water quality analyses for the LSCS water wells are presented in Table 2 4-13. ** Locations of the LSCS water wells are indicated on Figure 2.4-20.

LSCS-UFSAR TABLE 2.4-13 TABLE 2.4-13 REV. 0 - APRIL 1984 WATER QUALITY ANALYSES FOR LSCS WATER WELLS* CHEMICAL CONSTITUENT** WELL NO. 1+** WELL NO. 2+ pH 8.1 7.0 Total Hardness (as CaCO3) 420 450 Total Alkalinity (as CaCO3) 239 288 Chloride 303 490 Sulfate 310 390 Sodium 250 340++ Iron 0.2 0.5 Silica 3.3 8.2 Total Dissolved Solids 1232 1200

• Locations of onsite water wells are indicated on Figure 2.4-20. ** All concentrations except pH are given in parts per million (ppm). *** Analysis performed by Commercial Testing and Engineering Company on samples taken February 11, 1974 + Analyses performed by NALCO Chemical Company on samples taken on May 31, 1972. The concentrations in the table are averages of five samples. ++ Sodium reported as Na2O.

LSCS-UFSAR TABLE 2.4-14 (SHEET 1 OF 2) TABLE 2.4-14 REV. 0 - APRIL 1984 MAJOR MUNICIPAL AND INDUSTRIAL PUMPING CENTERS WITHIN 25 MILES MUNICIPAL PUMPING CENTER* DISTANCE FROM SITE (mi) NUMBER OF PRODUCING WELLS AQUIFER AVERAGE DAILY USE (mgd) TOTAL PUMPAGE, 1974 (mg) POTENTIOMETRIC LEVELS (ft, MSL/date)** REMARKS La Salle 22 5 Alluvial 3.30 1,204 NA*** Peru 24 3 Cambrian- Ordovician 1.83 666 Well no. 5: 427/10-63 412/10-71 333/6-75 New well, not yet in service, pumphouse under construction; potentiometric level in 1975 may be affected by adjacent pumping wells Includes Jonesville Public Water District Oglesby 20 2 Cambrian-Ordovician 0.51 186 Well no. l: 483/8-63 Well no. 3: 403/1974 Well no. 4: 445/10-71 Utica 18 1 Cambrian- Ordovician 0.20 73 Well no. 1: 480+(flowing)/8-63 480+(flowing)/10-71 Well no. 2: 480+(flowing)/9-75 New well (No. 2) should be in service by May 1976 Naplate 12 1 Cambrian-Ordovician 0.04 15 Well no. 1: 431/10-71 426/11-75 Cross-connection with Ottawa water supply system Ottawa 11 3 Cambrian-Ordovician 1.33 484 Well no. 9: 444/10-71 Well no. 10: 455/10-63 443/9-70 Morris 15 3 Cambrian- Ordovician 1.00 365 Well no. 4: 429/10-71 370/1-75

• Locations of pumping centers are shown on Figure 2.4-16 ** Potentiometric levels were obtained from published and unpublished (open file) data collected by the Illinois State Water Survey or from a letter survey conducted by Sargent & Lundy during 1975 *** NA indicates data are not available LSCS-UFSAR TABLE 2.4-14 (SHEET 2 OF 2) TABLE 2.4-14 REV. 0 - APRIL 1984 MAJOR MUNICIPAL AND INDUSTRIAL PUMPING CENTERS WITHIN 25 MILES INDUSTRIAL PUMPING CENTER* DISTANCE FROM SITE (mi) NUMBER OF PRODUCING WELLS AQUIFER AVERAGE DAILY USE (mgd) TOTAL PUMPAGE, 1974 (mg.) POTENTIOMETRIC LEVELS(ft, MSL/date)** REMARKS Union Carbide Corporation (Ottawa) 12 2 Cambrian- Ordovician 2.00 725 Well No. 1: 415+/-/1-75 Well No. 2: 445/10-63 (Ottawa) 413/10-71 Libbey-Owens-Ford Company (Ottawa) 12 2 Cambrian-Ordovician 0.43 157 Well No. 5: 445/1967 440/10-71 420 +/- /1972 Borg-Warner Chemical Co. (Marseilles) 7 3 Cambrian-Ordovician 1.89 690 Well No. 1: 411/12-75 Well No. 2: 415/12-75 Well No. 3: 467/1972 428/8-73 417/11-75 Beker Industries (Marseilles) 5 1 Cambrian-Ordovician 1.00 350 Well No. 1: 435 +/- /6-75 Not metered; average daily use and total pumpage are estimated E. I. du Pont de Nemours & Company (Seneca) 7 4 3 Cambrian- Ordovician Glacial drift 1.46 0.54 730 Well No. 1: 446/10-71 412/7-75 Approximately 72.8% of total pumpage was from the Cambrian-Ordovician Aquifer

• Locations of pumping centers are shown on Figure 2.4-16 ** Potentiometric levels were obtained from published and unpublished (open file) data collected by the Illinois State Water Survey or from a letter survey conducted by Sargent & Lundy during 1975.

LSCS-UFSAR TABLE 2.4-15 TABLE 2.4-15 REV. 0 - APRIL 1984 PUBLIC GROUNDWATER SUPPLIES WITHIN 10 MILES PUMP TEST DATA PUBLIC WATER SUPPLY* DISTANCE FROM SITE (mi) WELL NO. DATE DRILLED TOTAL DEPTH (ft) LOWEST HYDROSTRATI-GRAPHIC UNIT PENETRATED SMALLEST DIAM.,(in) CASING DEPTH (ft) ELEVATION OF POTENTIOMETRIC SURFACE (ft, MSL/date) DATE DRAW DOWN(ft) PUMPING RATE (gpm) SPECIFIC CAPACITY (gpm/ft) AVERAGE DAILY USE (gpd) REMARKS Seneca 5 1 1927 700 Oneota 10 0-132 425/10-71 NA** Wells are pumped alternately on 2 1942 704 Oneota 10 0-135 443/11-63; 424/5-74 1975 100 285 2.9 200,000 12-hour intervals Marseilles 6 2 1920 670 Oneota 10 0-368 NA NA Standby 3 1952 850 Potosi 12 0-365 460/1968; 470/10-71 NA 475,000 Wells No. 3 and 4 are pumped simultaneously 4 1972 1466 Ironton-Galesville 12 0-548 487/9-63; 457/1972 1972 89 850 9.6 Illini State Park 6 1 1934 440 NA 6 0-365 NA NA NA Not used since 1972 may be used for new camp 2 1936 500 New Richmond 6 0-365 477/10-71 NA Not metered; pump column lowered below 140 ft after well went dry in 1974 Kinsman 6 3 1936 710? St. Peter 6 137-335 510/10-71 NA 4 1972? 785 St. Peter NA NA NA NA 30,000 Ransom 7 1 1907 325 Pennsylvanian 8 0-148 NA NA Standby 2 1932 500 Galena-Plattevilie 10 0-366 NA NA 35,000 Standby 3 1946 280 Pennsylvanian 6 NA 555 +/-/1974 or 1975 NA wells No. 3 and 4 are pumped simultaneously 4 1971 815 St. Peter 6 0-684 455 +/-/1974 or 1975 1971 119 40.5 0.5 Grand Ridge 9 1 1915 162 "Ticona" 10 0-150 526/1-75 1974 3 110 36.7 Standby, not metered 2 1926 156 "Ticona" 10 0-145 NA 1943 9 75 8.3 105,000 Not operating; to be removed shortly 3 1962 190 "Ticona" 12 0-165 522/2-75 1975 6 285 47.5 Gravel-pack well

• Locations of public water supplies within 10 miles are shown on Figure 2.4-16.

• • NA indicates data are not available.

LSCS-UFSAR TABLE 2.4-16 (SHEET 1 of 7) TABLE 2.4-16 REV. 0 - APRIL 1984 DOMESTIC WELL INVENTORY WELL NO. OWNER1 LOCATION2 (T, R, Sec) DATE DRILLED DEPTH (ft) AQUIFER 3 SMALLEST CASING DIAMETER/DEPTH (in./ft) REMARKS 7 1 Commonwealth Edison Company4 32N, 5E, 17.6h NA 181 P 6/NA 2 Commonwealth Edison Company 5 32N, 5E, 18.1h NA 22 D 60/brick-lined 3 Commonwealth Edison Company 5 32N, 5E, 17.8h NA 28.5 D NA/brick-lined Can be pumped dry, will fill overnight 4 Everett Caldwell 4 32N, 5E, 18.1g NA NA NA NA/NA Land owned by M. F. Prentice. 5 Mrs. Lloyd Carr 5 32N, 5E, 18.1d 1912 255 P 3/120-160 6 Commonwealth Edison Company 4 32N, 5E, 17.8c NA NA NA NA/NA 7 Unknown 4 32N, 5E, 20.8h NA NA NA NA/NA Land owned by Robert and Doris Gage 8 L. F. Gage 5 32N, 5E, 20.8g NA 288 P 3/NA Land owned by Robert and Doris Gage 9 W. T. Cordial 5 32N, 5E, 20.6h 1880 32 D 48/stone-lined Land owned by William and Louise Patterson 10 Mrs. Alma C. Olsen 32N, 5E, 20.5h 1908 265 P 6/NA Land owned by William and Louise Patterson; well yield increased after cleaning; yield appears to decrease with time 11 Vacant 4 32N, 5E, 20.1h NA NA NA NA/NA Land owned by Truman Esmond; vacant house, no sign of well 12 Commonwealth Edison Company 4 32N, 5E, 17.1h NA 190 D 6/NA 13 Commonwealth Edison Company 4 32N, 5E, 16.5g 1959 560 -0 6/0-216 14 Guillory & Hepner 4 32N or 33N, 5E, 19 1963 375 NA 5/0-315 Location uncertain. not plotted on Figure 2.4-20 15 Commonwealth Edison Company 4 32N, 5E, 17.7c 1964 175 P 6/0-163 LSCS-UFSAR TABLE 2.4-16 (SHEET 2 of 7) TABLE 2.4-16 REV. 0 - APRIL 1984 DOMESTIC WELL INVENTORY WELL NO. OWNER1 LOCATION2 (T, R, Sec) DATE DRILLED DEPTH (ft) AQUIFER 3 SMALLEST CASING DIAMETER/DEPTH (in./ft) REMARKS 7 16 R.H. Schroeder 4 32N, 5E, 6.7f 1964 310 T 6/0-290 17 Commonwealth Edison Company 4 32N, 5E, 16.1b 1947 562 -0 6/0-210 18 J. Purdue 4 32N, 5E, 3.7a 1946 226 P 6/0-163 Land owned by Arthur Nelson 19 Franklin E. Read 4 32N, 5E, 18.8f 1954 265 P 6/0-238 20 Commonwealth Edison Company 4 32N, 5E, 16.5g 1963 555 -0 6/0-218 21 Commonwealth Edison Company 32N, 5E, 16.5g NA 300 P 6/NA 22 Commonwealth Edison Company 4 32N, 5E, 16.1d 1947 562 -0 6/0-210 23 Herman B. Olsen 4 32N, 5E, 19.4h 1904 200 P 4/NA Furnishes plenty of water 24 Commonwealth Edison Company 4 32N, 5E, 16.8h NA 200 D 6/0-192 25 Commonwealth Edison Company 4 32N, 5E, 9.7h NA 216 P 6/NA 26 Alvin Biros 4 32N, 5E, 5.5a NA 160 D NA/NA 27 C. Gage Estate 32N, 5E, 7.1h NA 30 D NA/stone-lined Land owned by Bryon F. Gage 28 C. Gage Estate 32N, 5E, 7.1h 1884 220 T 2/0-205 Land owned by Bryon F. Gage 29 I. N. Baughman 32N, 5E, 7.8h NA 191.5 T 6/NA Land owned by George and Margaret Foster 30 John Kuhn 32N, 5E, 7.8d 1894 255 P 4/NA 31 Commonwealth Edison Company 32N, 5E, 8.4h 1911 187 P 5/NA 32 Commonwealth Edison Company 32N, 5E, 9.6h NA 55 D 42/stone- and tile-lined Smells sulfurous 33 Commonwealth Edison Company 32N, 5E, 9.8a NA 45 D 42/brick-lined 34 Commonwealth Edison Company 32N, 5E, 9.1d NA 183 P NA/NA LSCS-UFSAR TABLE 2.4-16 (SHEET 3 of 7) TABLE 2.4-16 REV. 0 - APRIL 1984 DOMESTIC WELL INVENTORY WELL NO. OWNER1 LOCATION2 (T, R, Sec) DATE DRILLED DEPTH (ft) AQUIFER 3 SMALLEST CASING DIAMETER/DEPTH (in./ft) REMARKS 7 35 L. W. Laatz 32N, 5E, 19.6h NA 320? P 3/100-200 Land owned by G. E. Laatz; well capacity not sufficient during dry summer for domestic and farm purposes; will pump air 36 Dave Stevenson 32N, 5E, 20.8b 1907 188 P 3/NA Land owned by James Budach 37 Commonwealth Edison Company 32N, 5E, 21.8h NA 28 D 48/brick lined 38 Commonwealth Edison Company 32N, 5E, 21.1b 1914 265 P 5/0-225 39 Colleen Alvarado 32N, 5E, 18.8a 1966 254 P NA/NA 40 Commonwealth Edison Company 32N, 5E, 19.1a 1975 231 P 5/154-221 41 Commonwealth Edison Company 32N, 5E, 21.2d 1974 580 -0 5/0-380 42 E. Larson 32N, 5E, 1.1e 1924 240? P 6/NA Land owned by Edwin Farmer 43 E. Malady 32N, 5E, 1.8e 1919 187 P? 3/NA Land owned by Dr. William M. Greenspan 44 E. Malady 32N, 5E, 1.8e NA 40 D 48/brick lined Land owned by Dr. William M. Greenspan 45 Edwin Farmer 32N, 5E, 1.1e 1954 130 P? 6/0-125 46 Commonwealth Edison Company 32N, 5E, 2.7b NA 200? P NA/NA 47 Peter Kennedy 32N, 5E, 2.5c 1913 488 -0 6/0-232? 48 Commonwealth Edison Company 32N, 5E, 2.8c 1919 217 P 6/0-200 49 James Talty 32N, 5E, 2.1c 1914 560 -0 3/300-500 Land owned by Thomas Fitzgerald 50 Commonwealth Edison Company 32N, 5E, 3.1f NA 30 D 72/stone-lined 51 Thor Olson 32N, 5E, 3.2a NA 186 P 6/NA Land owned by Mrs. Thor Olson 52 Simon Barlo 32N, 5E, 4.4e 1929 275 P 6/NA Land owned by Lewis Musear 53 Lambert Bros. 32N, 5E, 4.4d NA 226 T? 4/NA Land owned by Arthur Nelson LSCS-UFSAR TABLE 2.4-16 (SHEET 4 of 7) TABLE 2.4-16 REV. 0 - APRIL 1984 DOMESTIC WELL INVENTORY WELL NO. OWNER1 LOCATION2 (T, R, Sec) DATE DRILLED DEPTH (ft) AQUIFER 3 SMALLEST CASING DIAMETER/DEPTH (in./ft) REMARKS 7 54 William Madaus 32N, 5E, 5.8e NA 22 D 30/tile lined Land owned by State of Illinois 55 Commonwealth Edison Company 32N, 5E, 5.7a NA 45 D 36/tile lined 56 V. L. Briner 32N, 5E, 5.5a NA 11 D 48/brick lined Land owned by Alvin Biros 57 J. Jugd 32N, 5E, 6.4g NA 28 D 48/brick lined Land owned by Charles and Anita Bernardini 58 F. N. Shaver 32N, 5E, 6.6a NA 46 D 27/brick lined Land. owned by Floyd Shaver 59 Commonwealth Edison Company 32N, 5E, 10.5h 1929 238 P 6/0-238 60 Commonwealth Edison Company 32N, 5E, 10.8h 1915 232 P 6/NA 61 Commonwealth Edison Company 32N, 5E, 10.1d NA 220 P 6/NA 62 Tim Crowley 32N, 5E, 11.1f NA 215 P 6/NA Land owned by Clarence Killelea, et al. 63 Commonwealth Edison Company 32N, 5E, 11.6a 1894 200 P 3/NA 64 E. Henry 32N, 5E, 12.1g NA NA NA 6/NA Land owned by John F. Prafcke, Estate 65 Talty Estate 32N, 5E, 12.6b NA 90 P 5/NA Land owned by Mary F. O'Laughlin 66 Dr. Twohey 32N, NE, 12.1c 1952 197 P 6/0-135 Land owned by Francis P. Twohey 67 C. Malady 32N, 5E, 13.1c NA 40 D 48/Iined Land owned by A. W. Kuhn 68 Commonwealth Edison Company 32N, 5E, 14.8h NA 160 P 6/0-150 69 Commonwealth Edison Company 32N, 5E, 14.8d 1912 240 P 6/NA 70 Commonwealth Edison Company 32N, 5E, 15.1h NA 160 D 6/0-150? 71 Commonwealth Edison Company 32N, 5E, 15.4a NA 301 P 3/NA 72 W. Spaulding 32N, 5E, 22.1h NA 35 D 48/lined Land owned by Roy Spaulding LSCS-UFSAR TABLE 2.4-16 (SHEET 5 of 7) TABLE 2.4-16 REV. 0 - APRIL 1984 DOMESTIC WELL INVENTORY WELL NO. OWNER1 LOCATION2 (T, R, Sec) DATE DRILLED DEPTH (ft) AQUIFER 3 SMALLEST CASING DIAMETER/DEPTH (in./ft) REMARKS 7 73 Commonwealth Edison Company 32N, 5E, 22.8h NA 235 P 3/NA 74 Joe Mair 32N, 5E, 22.4a NA 35 D 48/lined Land owned by Donald Muffler 75 George Darby 32N, 5E, 23.8g 1902 314 P 2.5/160-240 Land owned by Max and Colleen Ungolini 76 R. D. Mills 32N, 5E, 23.4a 1904 115 D 6/NA Land owned by Clarence Frye 77 John J. Sheedy 32N, 5E, 24.5h NA 675 -0 6/NA Land owned by Elmer Sheedy 78 T. J. Dunn 32N, 5E, 24.8d 1904 100 D 6/NA Land owned by William P. Dunn 79 Commonwealth Edison Company 32N, 5E, 4.5e 1974 410 -0 5/0-276 80 Bruce Laatz 32N, 5E, 6.5h 1972 435 -0 5/0-280 Land owned by Linda Laatz 81 Kuhn 32N, 5E, 13.1c 1961 113 P 4/NA Land owned by A. W. Kuhn 82 Tim Sheedy 32N, 5E, 13.5a 1970 180 P 5/0-118 83 Commonwealth Edison Company 32N, 5E, 17.1g NA 38 D 48/brick-lined Well caved in 1931; 12-inch pipe driven through material; fast pumping produces air 84 Commonwealth Edison Company 32N, 5E, 17.1h NA 212 P 6/NA Plugged 85 Commonwealth Edison Company 32N, 5E, 16.7h NA 17 D 36/lined Partially plugged 86 Commonwealth Edison Company 32N, 5E, 9.8a NA 22 D 36/lined Partially plugged 87 Commonwealth Edison Company 32N, 5E, 9.8a NA NA NA NA/NA Not plugged 88 Commonwealth Edison Company 32N, 5E, 16.1d NA 24 D 48/lined Partially plugged 89 Commonwealth Edison Company 32N, 5E, 16.1d NA NA D NA/NA This is a cistern. not plugged 90 Commonwealth Edison Company 32N, 5E, 9.6b NA NA NA NA/NA Not plugged 91 Commonwealth Edison Company 32N, 5E, 9.6b NA 179 D 6/NA Plugged LSCS-UFSAR TABLE 2.4-16 (SHEET 6 of 7) TABLE 2.4-16 REV. 0 - APRIL 1984 DOMESTIC WELL INVENTORY WELL NO. OWNER1 LOCATION2 (T, R, Sec) DATE DRILLED DEPTH (ft) AQUIFER 3 SMALLEST CASING DIAMETER/DEPTH (in./ft) REMARKS 7 92 Commonwealth Edison Company 32N, 5E, 9.1b NA 252? P 6/NA Obstruction at 252 ft, plugged 93 Commonwealth Edison Company 32N, 5E, 9.1b NA NA D NA/NA This is a cistern, not plugged 94 Commonwealth Edison Company 32N, 5E, 10.1b NA 189 P 6/NA Plugged 95 Commonwealth Edison Company 32N, 5E, 11.6a NA NA D NA/NA This is a cistern, not plugged 96 Commonwealth Edison Company 32N, 5E, 14.8h NA 97? D? 5/NA Obstruction at 97 ft, plugged 97 Commonwealth Edison Company 32N, 5E, 9.6h NA 204 P 6/NA Plugged 98 Commonwealth Edison Company 32N, 5E, 9.6h NA 32 D 60/lined Partially plugged 99 Commonwealth Edison Company 32N, 5E, 9.7g NA NA NA NA/NA Not plugged 100 Commonwealth Edison Company 32N, 5E, 17.6h NA NA NA NA/NA Not plugged 101 Commonwealth Edison Company 32N, 5E, 10.1d NA NA NA NA/NA This is a cistern, not plugged 102 Commonwealth Edison Company 32N, 5E, 11.8h NA 164 P 5/NA Plugged 103 Brookfield Township 32N, 5E, 21.1h 1974 540 -0 5/0-409 NOTES 1. Commonwealth Edison Company is listed as the owner if the well is located on land owned by Commonwealth Edison Company at the end of 1974 as shown on the La Salle County plat sheet for Brookfield Township. 2. Locations within each section are based upon the system used by the Illinois State Water Survey illustrated below:

Well located in Sec. 17.3e "See image for figure" LSCS-UFSAR TABLE 2.4-16 (SHEET 7 of 7) TABLE 2.4-16 REV. 0 - APRIL 1984 DOMESTIC WELL INVENTORY 3. The following abbreviations are used: D is glacial drift; T is outwash deposits of the buried Ticona Bedrock Valley; P is Pennsylvanian strata; and -0 is Cambrian-Ordovician Aquifer.

4. Data are from an inventory conducted by Dames & Moore during July 1970. 5. These wells were also inventoried by Dames & Moore in 1970; however. data are from 1934 inventory by the Illinois State Water Survey. The remainder of the well data in the table is taken from the 1934 survey or from recent logs on file with the Illinois State Geological Survey. The owner's name, unless it is given as Commonwealth Edison Company. is from the 1934 inventory. 6. NA indicates that the data are not available.

7. Current land ownership, based upon the La Salle County plat sheet for Brookfield Township at the end of 1974, is given where it differs from the well owner's name.

LSCS-UFSAR TABLE 2.4-17 (SHEET 1 of 2) TABLE 2.4-17 REV. 0 - APRIL 1984 PIEZOMETER INSTALLATION RECORDS AND MEASUREMENT DATES BORING SURFACE ELEVATION (ft, MSL) DATE OF INSTALLATION TESTED INTERVAL,1 DEPTH/ELEVATION (ft/ft MSL) TIME INTERVAL FOR MEASUREMENT OF WATER LEVELS TOTAL NUMBER OF MEASUREMENTS 2 708.3 5-28-70 20.0- 80.0/688.3-628.32 6-29-70 to 7-15-70 3 3 677.5 6-9-70 130.0-150-0/547.5-527-52 6-11-70 to 7-15-70 10 4 704.3 6-12-70 0- 80.0/704.3-624.32 6-25-70 1 6-S 708.9 6-23-70 120.0-135.0/588.9-573.92 6-30-70 to 7-15-70 3 6-D 708.9 6-23-70 180.0-260.0/528.9-448-92 6-30-70 to 7-15-70 3 36 707.0 12-1-70 70.0-80.0/637.0-627.0 12-16-70 to 12-8-71 8 37 708.5 11-30-70 116.0-140.0/592.5-568.52 12-3-70 to 5-25-71 7 41 708.6 12- 3-70 90.5-100.0/618.1-608.6 12-4-70 to 12-8-71 10 42 704.9 12-14-70 14.5-20.0/690.4-684.9 12-14-70 to 12-8-71 10 43 705.5 10-17-70 55.0- 60.0/650.5-645.5 12-17-70 to 12-8-71 8 44 704.8 12-14-70 35.0-40.0/669.8-664.8 12-14-70 to 12-8-71 10 82 682.5 10-22-73 1.0- 23.0/681.5-659.5 12-3-73 to 3-5-74 3 94 680.1 10-25-73 0- 26.0/680.1-654.1 12-3-73 to 3-5-74 3 105 665.8 10-15-73 1.0- 26.5/664.8-639.3 12-3-73 to 3-5-74 3 120 688.6 10-30-73 1.0- 21.0/687.6-667.3 12-3-73 to 3-5-74 3 129 674.8 10-26-72 1.0- 27.0/673.8-647.8 12-3-73 to 3-5-74 3 139 687.5 10-19-73 1.0- 25.5/686.5-662.0 12-3-73 to 3-5-74 3 8-B-01 677+/- 11-20-70 28-32/649-645 11-20-70 to 5-25-71 7 8-B-02 676+/- 11-23-70 28-32/648-644 11-23-70 to 5-25-71 8 9-A-01 679+/- 11-25-70 21-30/658-649 11-25-70 to 5-25-71 6 10-D-01 678+/- 11-19-70 1-32/677-646 11-19-70 to 5-25-71 10 10-D-02 678+/- 11-20-70 1-15/677-663 11-20-70 to 5-25-71 9 16-B-01 691+/- 11-24-70 3-30/688-661 11-24-70 to 2-17-71 9 16-B-02 705+/- 11-24-70 1-25/704-680 11-24-70 to 5-25-71 10 21-D-01 695+/- 11-17-70 1-27/694-668 11-17-70 to 5-25-71 13 21-D-02 691+/- 11-18-70 1-30/690-661 11-18-70 to 5-25-71 11 27-C-02 689+/- 11-17-70 1-21/688-668 11-17-70 to 5-25-71 9 27-D-01 692+/- 11-18-70 20-33/672-659 11-18-70 to 1-26-71 7 28-C-01 704+/- 11-16.70 1-21/703-683 11-16-70 to 5-25-71 14 D-5 667.3 7-14-71 61.0- 67.7/606.3-599.6 7-14-71 to 8-71 3 D-12 670.8 8-2-71 60.0-67.0/610.8-603.8 10-9-71 to 12- 8-71 2 LSCS-UFSAR TABLE 2.4-17 (SHEET 2 of 2) TABLE 2.4-17 REV. 0 - APRIL 1984 PIEZOMETER INSTALLATION RECORDS AND MEASUREMENT DATES NOTES 1. Except for the piezometer installed in Boring 3 and the deep piezometer in Boring 6 (6-D), the tested interval lies within the glacial drift aquitard. The piezometer in Boring 3 is installed in sand and gravel over the divide between the buried bedrock valleys that underlie part of the site; the deep piezometer in Boring 6 (6-D) is installed in the Pennsylvanian aquitard. 2. The depth and elevations are given for the slotted interval of the piezometer. 3. Locations of these piezometers are shown on Figure 2.4-21.

4. Potentiometric levels are plotted with daily precipitation in Figure 2.4-22 for the piezometers installed in the following borings: 42, 8-B-01, 8-B-02, 9-A-01, 10-D-01, 10-D-02, 16-B-01, 16-B-02, 21-D-01, 21-D-02, 27-C-02, 27-D-01 and 28-C-01. Groundwater levels for the other piezometers are presented in Table 2.4-18.

LSCS-UFSAR TABLE 2.4-18 (SHEET 1 of 3) TABLE 2.4-18 REV. 0 - APRIL 1984 ADDITIONAL UNPLOTTED PIEZOMETER DATA BORING1 SURFACE ELEVATION (ft, MSL) DATE OF MEASUREMENT DEPTH TO WATER (ft) WATER LEVEL ELEVATION (ft, MSL) 2 708.3 6-29-70 21.0 687.3 7-9-70 21.6 686.7 7-15-70 22.0 686.3 3 677.5 6-11-70 85.5 592.0 6-12-70 95.5 582.0 6-12-70 113.0 564.5 6-18-70 122.0 555.5 6-23-70 131.0 546.5 6-25-70 122.0 555.5 6-26-70 132.0 545.5 6-29-70 136.0 541.5 7-7-70 139.0 538.5 7-15-70 140.7 536.8 4 704.3 6-25-70 21.0 683.3 6-S 708.9 6-30-70 32.0 676.9 7-9-70 33.4 675.5 7-15-70 33.0 675.9 6-D 708.9 6-30-70 118.0 590.9 7-9-70 118.0 590.9 7-15-70 119.0 589.9 36 707.0 12-16-70 60.0 647.0 12-17-70 60.0 647.0 12-21-70 63.3 643.7 12-28-70 60.9 646.1 1-26-70 61.0 646.0 2-17-71 61.3 645.7 5-25-71 60.5 646.5 12- 8-71 60.8 646.2 37 708.5 12-3-70 116.0 592.5 12- 7-70 116.3 592.2 12-16-70 114.5 594.0 12-17-70 114.5 594.0 12-21-70 114.5 594.0 2-17-71 115.0 593.5 5-25-71 114.5 594.0 12- 8-71 blocked at 70 ft LSCS-UFSAR TABLE 2.4-18 (SHEET 2 of 3) TABLE 2.4-18 REV. 0 - APRIL 1984 ADDITIONAL UNPLOTTED PIEZOMETER DATA BORING1 SURFACE ELEVATION (ft, MSL) DATE OF MEASUREMENT DEPTH TO WATER (ft) WATER LEVEL ELEVATION (ft, MSL) 41 708.6 12- 4-70 88.0 620.6 12- 7-70 78.5 630.1 12-16-70 75.9 632.7 12-17-70 75.9 632.7 12-21-70 77.5 631.1 12-28-70 76.6 632.0 1-26-71 76.0 632.6 2-17-71 75.5 633.1 5-25-71 74.0 634.6 12- 8-71 73.9 634.7 43 705.5 12-17-70 dry ---- 12-18-70 49.5 656.0 12-21-70 43.6 661.9 12-28-71 43.1 662.4 1-26-71 43.1 662.4 2-17-71 43.0 662.5 5-25-71 42.5 663.0 12- 8-71 43.4 662.1 44 704.8 12-14-70 dry ---- 12-15-70 40.1 664.7 12-17-70 39.8 665.0 12-18-70 38.2 666.6 12-21-70 37.6 667.2 12-28-70 30.9 673.9 1-26-71 20.0 684.8 2-17-71 19.5 685.3 5-25-71 19.5 685.3 12- 8-71 21.3 683.5 D-5 667.3 7-14-71 dry ---- 7-30-71 dry ---- 12- 8-71 26.0 641.3 D-12 670.8 10- 9-71 dry ---- 12- 8-71 65.0 605.8 LSCS-UFSAR TABLE 2.4-18 (SHEET 3 of 3) TABLE 2.4-18 REV. 0 - APRIL 1984 ADDITIONAL UNPLOTTED PIEZOMETER DATA NOTES

1. Locations of piezometers are shown on Figure 2.4-21. 2. Date of installation and tested interval of each piezometer are given in Table 2.4-17.

3. Water levels in these piezometers were measured infrequently or over only short periods of time (Table 2.5-17); therefore, these data are not suitable for graphic presentation.

LSCS-UFSAR 2.5-1 REV. 13 2.5 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL INFORMATION 2.5.1 Basic Geologic and Seismic Information The LaSalle County Nuclear Generating Station - Units 1 and 2 is located at the north end of the Illinois Basin, in eastern LaSalle County, Illinois, approximately 5 miles south of the Illinois River in sections 20, 28, 29, 32, 33 of T33N, R5E and in sections 8, 9, 10, 11, 14, 15, 16, 17, 20, and 21 of T32N, R5E (Figure 2.5-1; Figure 2.5-2, Sheets 1 and 2). The LSCS site is divided into a large southern gently rolling upland portion containing the plant buildings and cooling lake and a small portion to the north, in the Illinois River valley, containing the intake works. The maximum topographic relief between the two parts is about 250 feet. Soil deposits in the upland portion of the LSCS site consist predominantly of 120 to 140 feet of Pleistocene till resting on Pennsylvanian bedrock or, in northern and southern portions of the site, on valley fill of the Ticona and Kempton Buried Bedrock Valleys. The till is locally interbedded with outwash deposits and locally covered by alluvium and colluvium, generally thinner than 10 feet, and by loess 0 to 4 feet thick. Soil deposits in the valley bottoms portion of the LSCS site include Pleistocene alluvium, colluvium, terraces, and swamp deposits along the Illinois River valley (Figure 2.5-3). The alluvium is generally less than 20 feet thick, the terraces 10 to 40 feet thick, and the swamp deposits less than 3 feet thick (Reference 1, Willman, 1973). These units are not found in any strict stratigraphic sequence in the Illinois River valley, and locally any one of them may lie directly on Pennsylvanian bedrock. The bedrock units at the LSCS site include nearly flat-lying Pennsylvanian cyclothem sequences (limestones, shales, sandstones, coals) unconformably overlying Ordovician limestones, shales, dolomites, and sandstones (Figure 2.5-4). These units are part of very gently dipping (less than 1°), broad folds related to the LaSalle Anticlinal Belt. The Pennsylvanian Carbondale Formation is exposed in narrow strips along the bluffs of the Illinois River (Figure 2.5-3). As predicated in the PSAR, the tills of the Wedron Formation have provided excellent foundation material in which only a small volume of isolated sand pockets had to be replaced. The only significant new situations that developed in construction were the discovery of liquefaction-prone sands in the flume excavation (Subsections 2.5.4.5.1.3 and 2.5.4.3.1.3.1) and the decision to assume, conservatively, that these sands remain continuous under the main plant structures (Subsection 2.5.4.8.1).

LSCS-UFSAR 2.5-2 REV. 13 In the first case, all sands were replaced by clay backfill; in the second, a special analysis proved that liquefaction was impossible under stresses imposed by SSE. Table 2.5-1 is a list of geotechnical investigations which have been conducted and the companies which performed the investigations.

2.5.1.1 Regional Geology The regional area is herein defined as the area included within a 200-mile radius of the LaSalle County Station as shown in Figure 2.5-1. A distinction is made between the regional area, the site area (the area within a 20-mile radius of LSCS), and the site vicinity (the area within a 5-mile radius of the LSCS power block).

2.5.1.1.1 Regional Physiography LSCS is located in the Bloomington Ridged Plain Subsection of the Till Plains section of the Central Lowland Physiographic Province. The Bloomington Ridged Plain is a region of relatively flat, undissected uplands of Wisconsinan till and terminal moraines that are cut by steep-sided valleys of major through streams. Topography is largely controlled by glacial deposition.

A few miles east of the site is the flat lake and outwash plains of the Kankakee Plain, Great Lakes Section. Further to the east is the Wheaton Morainal Country. Compared to the Wheaton Morainal Country, where drainage is poorly developed, drainage in the Bloomington Ridged Plain is well integrated. The most conspicuous physiographic feature within the site vicinity is the east-west oriented Illinois River Valley. This valley was a major drainage way for melt waters of Woodfordian glaciers of the Lake Michigan lobe. The following subsections present details of physiographic classification of the regional area. The regional area includes portions of two physiographic divisions, the Interior Plains and the Interior Highlands (Figure 2.5-5; Reference 2, Fenneman, 1946; Reference 3, Howe, 1969; Reference 4, Leighton, Ekblaw, and Horberg, 1948; Reference 5, Schneider, 1966). Each division is subdivided into provinces, sections, and subsections (Figure 2.5-5) based upon distinguishing physiographic features. The characteristics used to define the physiographic sections and subsections are often arbitrary and interpretive. Each state geological survey has developed its own criteria for the subdivision of provinces within its borders. Consequently, the physiographic sections and subsections of one state may or may not correspond to those of an adjacent state. To facilitate the discussion, a physiographic classification and correlation chart is presented in Table 2.5-2.

LSCS-UFSAR 2.5-3 REV. 13 2.5.1.1.1.1 Interior Plains Physiographic Division The regional area lies almost entirely within the Interior Plains Physiographic Division, except for the southwest corner, which lies in the Interior Highlands Physiographic Division (Figure 2.5-5). In the regional area, the Interior Plains Division is divided into the Central Lowland Province and the Interior Low Plateaus Province. 2.5.1.1.1.1.1 Central Lowland Province The topography of the Central Lowland Province in the regional area is dominated by plains of low relief. These are depositional landforms resulting from Pleistocene glaciation. This distinguishes the Central Lowland Province from the Interior Low Plateaus Province, where the topography within the regional area is not controlled by deposits of glacial drift, but rather by exposures of bedrock. The Pleistocene deposits of the Central Lowland Province are underlain by generally flat-lying Paleozoic sedimentary strata. In the regional area, the Central Lowland Province is divided into the Till Plains, the Great Lakes, the Dissected Till Plains, and the Western Young Drift Section (Reference 6, Fenneman, 1935; Reference 7, Thornbury, 1965). The Till Plains Section is distinguished from the dissected Till Plains Section primarily by the degree of erosional dissection and secondarily by the differing ages of the glacial drift. In the Till Plains Section, glaciation was primarily Wisconsinan and Illinoian in age, whereas the glaciation was mostly Kansan in the Dissected Till Plains Section (Reference 6, Fenneman, 1935).

Although the glacial deposits in the Great Lake Section and the northern portion of the Till Plains Section are the same age, the conditions of deposition were different (Reference 6, Fenneman, 1935). This difference in depositional environment is reflected in the topography and provides the basis for differentiation of these sections. Generally, the topography of the Great Lakes Section is developed on late Wisconsinan glacial moraines which are concentric with the present basins of the Great Lakes. The drainage in this section is not yet well defined, and closed depressions are frequently present. In contrast, the topography of the Till Plains Section is developed on older Wisconsinan glacial drift and is characterized by a well-integrated drainage pattern with streams confined within steep-walled valleys (Reference 8, Willman, 1971). 2.5.1.1.1.1.1.1 Till Plains Section The Till Plains section in the regional area (Table 2.5-2) includes the Bloomington Ridged Plain, the Springfield Plain, the Mt. Vernon Hill Country, the Galesburg Plain, the Green River Lowland, and the Rock River Hill Country in Illinois LSCS-UFSAR 2.5-4 REV. 13 (Reference 9, Leighton, Ekblaw, and Horberg, 1948), and the Tipton Till Plain, the Muscatatuck Regional Slope, the Scottsburg Lowland, and the Wabash Lowland in Indiana (Reference 10, Schneider, 1966). The LaSalle County Station site is in the Bloomington Ridged Plain (Figure 2.5-5). The following paragraphs describe these physiographic subsections. In some cases the physiographic subsections continue across state boundaries but have different names in each state. In these cases the contiguous subsections are described as one. The Bloomington Ridged Plain and the Tipton Till Plain are characterized by low, broad morainic ridges with intervening wide stretches of relatively flat or gently undulatory ground moraine (Reference 11, Leighton, Ekblaw, and Horberg, 1948). Drainage development is generally in the initial stage. The glacial deposits are relatively thick throughout the area and include Wisconsinan, Illinoian, and older drift. Undrained basins are much less numerous than in the Wheaton Morainal Country (Great Lakes Section). The valleys of principal streams are larger and more numerous than in the Great Lakes Section (Reference 12, Leighton, Ekblaw, and Horberg, 1948). The Springfield Plain is characterized by essentially flat upland areas developed on glacial drift; relatively broad, steep-walled valleys along major streams; and relatively shallow tributary valleys in the uplands. The glacial deposits are relatively thick throughout the area and, in general, completely conceal the underlying bedrock surface (Reference 13, Leighton, Ekblaw, and Horberg, 1948). The Springfield Plain is developed largely on Illinoian glacial deposits. It is differentiated from the Bloomington Ridged Plain, developed on Wisconsinan glacial deposits, primarily by the greater degree of dissection. Strongly developed moraines are also less common in the Springfield Plain than in the Bloomington Ridged Plain. The Mt. Vernon Hill Country and the Wabash Lowlands are characterized by rolling to undulating upland areas and broad alluviated valleys along larger streams (Reference 13, Leighton, Ekblaw, and Horberg, 1948; Reference 14, Schneider, 1966). These areas are developed on Pennsylvanian sandstones, siltstones, and shales; the topography generally reflects the erosional bedrock surface. The uplands are capped by relatively thick deposits of loess which are locally underlain by till. The bedrock valleys are backfilled with lacustrine, outwash, and alluvial sediments. The Galesburg Plain is level to undulatory with a few morainic ridges formed on Illinoian drift. The Illinoian drift is generally thick and is underlain by extensive Kansan and Nebraskan deposits, especially along buried preglacial valleys. Most of the irregularities of the preglacial surface are drift-filled so that in contrast with the Rock River Hill Country, only gross features of the bedrock topography are reflected in the present landscape (Reference 15, Leighton, Ekblaw, and Horberg, 1948).

LSCS-UFSAR 2.5-5 REV. 13 The Green River Lowland is a topographically low, poorly drained plain with prominent sand ridges and dunes formed on the outwash plain related to the Bloomington moraine (Reference 12, Leighton, Ekblaw, and Horberg, 1948). The present lowland coincides with the broad bedrock lowland which was occupied by the Mississippi River up to the time of Wisconsinan glaciation.

The Rock River Hill Country is characterized by subdued rolling hills developed on a thin cover of Illinoian drift overlying bedrock. The Illinoian drift is without marked ridges, and most landforms are very localized. Major streams flow through relatively broad, steep-walled valleys to the Mississippi River on the west and the Rock River on the east and south. Most of the minor streams are narrow and V-shaped (Reference 16, Leighton, Ekblaw, and Horberg, 1948).

The Muscatatuck Regional Slope is characterized by steep-sided, moderately deep valleys and nearly flat to undulatory topography on the broad upland areas. It is a structural plain developed on resistant, gently dipping Devonian and Silurian carbonate rocks. The formational dip of the rock strata is approximately 20 ft/mi to the west. Relatively thin Illinoian till blankets the entire area such that the underlying rock strata are exposed only in dissected areas. Stream entrenchment and drainage development are noticeably less advanced in the eastern or upstream part of the area than farther west (Reference 17, Schneider, 1966). The Scottsburg Lowland is characterized by low relief and broad, flat valleys with gently sloping valley walls. It is developed on westward-dipping nonresistant shales of Late Devonian and Early Mississippian age. The bedrock is overlain by a thin veneer of Illinoian till, and the extent and shape of the lowland are controlled by the bedrock structure and lithology (Reference 18, Schneider, 1966). The underlying rock strata are exposed only in strongly dissected areas. 2.5.1.1.1.1.1.2 Great Lakes Section In the regional area, the Great Lakes section includes the Kankakee Plain, the Wheaton Morainal Country, and the Chicago Lake Plain in Illinois (Reference 9, Leighton, Ekblaw, and Horberg, 1948); the Calumet Lacustrine Plain, Valparaiso Morainal Areas, Kankakee Outwash and Lacustrine Plain, Steuben Morainal Lake Area, and the Maumee Lacustrine Plain in Indiana (Reference 10, Schneider, 1966); the Central Plain and the Eastern Ridges and Lowlands in Wisconsin (Reference 19, Martin, 1965); and the Lake Border Morainal Area, Valparaiso Morainal Area, Kankakee Morainal Area, and the Steuben Morainal Lake Area in Michigan. The following paragraphs describe these subsections. In some cases the physiographic subsections continue across state boundaries, but have different names in each state. In these cases the contiguous subsections are described as one. The Kankakee Plain and the Kankakee Outwash and Lacustrine Plain are characterized by essentially flat topography that is developed predominantly on LSCS-UFSAR 2.5-6 REV. 13 outwash and lacustrine sand and silt. The surface topography has been locally modified by wind action which has reworked and distributed the sand into dunes (Reference 20, Schneider, 1966). The glacial deposits are relatively thick and, in general, completely conceal the underlying rock strata. The Wheaton Morainal Country (Illinois) and the Valparaiso Morainal Area (Indiana-Michigan) are characteristically a complex area of broad, parallel moraines encircling the southern shoreline of Lake Michigan. The topography is determined essentially by 150 to 200 feet (Reference 21, Wayne, 1956) of Wisconsinan drift underlain by Illinoian age deposits in some areas and by bedrock in others. Small basins of extinct lakes and ponds underlain by stratified silts and clays are found throughout the area (Reference 22, Leighton, Ekblaw, and Horberg, 1948; Reference 23, Schneider, 1966).

The Calumet Lacustrine Plain (Indiana), the Lake Border Morainal Area (Michigan), and the Chicago Lake Plain (Illinois) are a generally flat surface of lacustrine deposits underlain largely by till (Reference 24, Leighton, Ekblaw, and Horberg, 1948). During the Pleistocene, these two areas formed the floor or bottom of glacial Lake Chicago (Reference 8, Willman, 1971). The nearly featureless plain is interrupted only by massive sand dunes which represent former beach lines of glacial Lake Chicago (Reference 25, Malott, 1922; Reference 26, Schneider, 1966). Rivers on the plain are without true valleys, and their courses are primarily determined by the position of the beach ridges (Reference 21, Wayne, 1956; Reference 22, Leighton, Ekblaw, and Horberg, 1948). The Steuben Morainal Lake Area is characterized by knob-and-kettle topography developed on morainic ridges. Kettles or iceblock depressions serve as basins for thousands of lakes and peat bogs in the area. Local relief is commonly in excess of 100 to 150 feet. Small lacustrine plains are relatively common between the moraines (Reference 27, Schneider, 1966). The glacial deposits are relatively thick throughout the area and completely conceal the underlying rock strata. Most streams follow constructional depressions (Reference 11, Leighton, Ekblaw, and Horberg, 1948).

The Maumee Lacustrine Plain is characterized by nearly level topography developed on lacustrine deposits of sand and silt. These deposits are part of the abandoned floor of a large glacial lake which occupied the Lake Erie basin and spread across northwestern Ohio and northeastern Indiana in late Pleistocene time. The glacial deposits are relatively thick and completely conceal the underlying rock strata. Except for beaches which mark abandoned shorelines, the plains are virtually featureless (Reference 28, Schneider, 1966).

The Central Plain of Wisconsin is a relatively flat, arcuate area with many buttes and mesas formed by resistant sandstone beds overlying the carbonate rocks. It has LSCS-UFSAR 2.5-7 REV. 13 been extremely dissected by Holocene and glacial streams and was the site of glacial Lake Wisconsin (Reference 29, Martin, 1965). The Eastern Ridges and Lowlands are characterized by a series of drift-covered cliffs and valleys formed on rocks of varying resistance which dip gently toward Lake Michigan (Reference 30, Fenneman, 1935). The more resistant layers form cuestas with steep western faces and gentle eastern backslopes. Glacial action has amplified these ridges and valleys, but glacial deposits have partially obscured the steep slopes. 2.5.1.1.1.1.1.3 Wisconsin Driftless Section The Western Upland of Wisconsin is a region of high narrow ridges and deep, steep-sided valleys. The original flat-topped upland or plateau has been so thoroughly dissected that smooth upland areas of any extent are now absent (Reference 31, Martin, 1965). The higher elevations are normally formed on resistant sandstones and limestones. The dominant features of this region are the deeply incised valleys of the Wisconsin and Mississippi Rivers. The boundary of the Wisconsin Driftless section has been drawn to coincide with the boundary of the Western Upland, with extensions into eastern Iowa and northwestern Illinois. The Driftless Area is a dissected low plateau formed largely by stream erosion. The area apparently escaped the major effects of glaciation due to its position with respect to bordering uplands and troughs (Reference 32, Thornbury, 1965). 2.5.1.1.1.1.1.4 Dissected Till Plains Section The Dissected Till Plains Section is characterized by a well-dissected glacial plain with a loess cover. Nebraskan and Kansan deposits have been eroded more extensively than the younger Wisconsinan and Illinoian tills of the Till Plains section, resulting in the lack of morainic topography found in the Till Plains section. The drift in the area is thin, and the topography closely reflects the ruggedness of the underlying bedrock upland (Reference 33, Leighton, Ekblaw, and Horberg, 1948).

2.5.1.1.1.1.1.5 Western Young Drift Section The Western Young Drift Section is characterized by a partially dissected, immature glacial plain. The glacial plain is composed of Wisconsinan drift overlying Paleozoic bedrock. The Western Young Drift Section is readily distinguished from the more highly dissected Dissected Till Plains Section to the south. In the Young Drift section, topography is controlled by the pronounced terminal moraines separated by wide ground moraines (Reference 34, Fenneman, 1935).

LSCS-UFSAR 2.5-8 REV. 13 2.5.1.1.1.1.2 Interior Low Plateaus Province The Interior Low Plateaus Province is characterized by plateaus developed on relatively flat-lying strata of Pennsylvanian through Ordovician age. Surface topography is controlled by the bedrock structure and lithology (Reference 35, Fenneman, 1935). The province includes the Mitchell Plain, Crawford Upland (Subsection 2.5.1.1.6.2), and the Norman Upland in Indiana. The Crawford Upland, Norman Upland, and the Mitchell Plain are characterized by undulating to rolling topography developed on Mississippian carbonates, sandstones, and shales. The Mississippian carbonates of the Mitchell Plain exhibit a high degree of karst development with extensive subsurface drainage (Reference 36, Schneider, 1966). The Crawford Upland is a maturely dissected westward-sloping plateau characterized by abundant stream valleys with wide floodplains and steep walls. The topography of the Norman Upland closely resembles that of the Crawford Upland, which has somewhat greater overall relief (Reference 37, Schneider, 1966). The Crawford and Norman Uplands are separated by the Mitchell Plain. 2.5.1.1.1.2 Interior Highlands Physiographic Division The Interior Highlands Physiographic Division is represented in the regional area by the northeast corner of the Ozark Plateaus Province. 2.5.1.1.1.2.1 Ozark Plateaus Province The Ozark Plateaus Province consists of an asymmetrical dome-shaped plateau which is moderately dissected and surrounded by lowlands. The Ozark Dome is the dominant topographic feature of the province (Reference 38, Fenneman, 1935). In the regional area, the Ozark Plateaus Province forms a discontinuous upland along the southeastern margin of Illinois and represents the northeastern corner of an extensive upland in northern Missouri. These uplands are cuestas on pre-Pennsylvanian rocks ranging from driftless to thinly drift-covered. In the regional area, the Ozark Plateaus Province includes the Lincoln Hills Section and the Salem Plateau Section (Reference 38, Leighton, Ekblaw, and Horberg, 1948). 2.5.1.1.1.2.1.1 Lincoln Hills Section The dominant topographic feature of the Lincoln Hills Section is the partially drift-covered, dissected plateau north of the junction of the Mississippi and Illinois Rivers in western Illinois. The surface of the plateau is generally rugged and broken by closely-spaced valleys and ridges. The eastern boundary of the Lincoln Hills Section follows the Illinoian drift border, and the southern boundary follows the Cap au Gres Faulted Flexure (Reference 39, Leighton, Ekblaw, and Horberg, 1948).

LSCS-UFSAR 2.5-9 REV. 13 2.5.1.1.1.2.1.2 Salem Plateau Section The portion of the Salem Plateau Section in the regional area is roughly dissected due to its proximity to the Mississippi River valley. Away from the regional area, the plateau is a modified peneplain whose original surface is marked by cuestas capped with resistant chert (Reference 40, Leighton, Ekblaw, and Horberg, 1948). 2.5.1.1.2 Regional Geologic Setting The regional study area is centered almost entirely within the interior lowlands of the Central Stable Region as defined by King (Reference 41, 1951).

The interior lowlands are characterized by broad gentle arches and basins of regional extent developed in gently dipping sedimentary sequences and underlying Precambrian basement. To the north the interior lowlands are bordered by the Laurentian (Canadian) shield of exposed Precambrian crystalline basement; to the southeast and southwest respectively are the Paleozoic orogenic belts of the Appalachian and Ouachita-Wichita Mountains. On the south the interior lowlands are covered by Mesozoic and Cenozoic deposits of the Mississippi Embayment; on the west are the folded mountains of the Cordillera. In all but its northernmost portion, the bedrock geology of the regional study area is dominated by Paleozoic systems. The history of crustal deformations has been determined from the distribution and thickness of key stratigraphic units and from the structural configuration of principal stratigraphic horizons. These data indicate that the region has experienced several transgressions and regressions of the sea. Basins and arches were produced by gentle differential movement of areas within the region. Isolated basinal deposition continued until the end of the Paleozoic. The major faulting and folding on the Central Stable Region was contemporaneous with the Alleghenyan Orogeny, at the close of the Paleozoic Era.

2.5.1.1.3 Regional Stratigraphy Over most of the regional area, bedrock is covered with Quaternary surficial deposits consisting of Pleistocene glacial drift, loess, lake sediments, and residual soils. The bedrock stratigraphic sequence in the regional area consists primarily of Paleozoic sedimentary rocks ranging in age from Pennsylvanian to Cambrian, with a major hiatus between Pennsylvanian and Ordovician in the site vicinity. In the northern portion of the regional area, Precambrian basement rocks are exposed at the surface.

LSCS-UFSAR 2.5-10 REV. 13 The distribution and stratigraphic relationship of Pleistocene units in Illinois are shown in Figure 2.5-22. The distribution and stratigraphic relationship of the rock units in the regional area are shown in Figure 2.5-6. Maps depicting the generalized systemic distribution in both the surface and subsurface are presented in Figure 2.5-7. Geologic cross sections across the regional area are presented in Figure 2.5-8. A discussion of the regional historical geology is presented in Subsection 2.5.1.1.4. The ages given (Reference 42, Faul, 1966) represent broad time spans and are not intended to indicate only those portions of the time interval represented within the regional area. 2.5.1.1.3.1 Cenozoic Erathem (Present to 65 2 Million Years Old) 2.5.1.1.3.1.1 Quaternary System (Present to 2 1 Million Years Old) Quaternary deposits within the regional area are largely glacial, aeolian, alluvial, and lacustrine in origin. The youngest sediments are the veneer of Holocene alluvial sediments deposited by presently active streams. All four major glacial advances covered most of the regional area with varying thicknesses of loess and glacial drift, with glacial drift being the major deposit. The Driftless Area lacks the features of erosion and deposition normally resulting from glaciation, although it has been suggested that the Driftless Area was glaciated (Reference 43, Trowbridge, 1966).

2.5.1.1.3.1.2 Tertiary System (2 1 to 65 2 Million Years Old) There are scattered patches of alluvial chert gravels in northern and western Illinois. These deposits may contain some reworked early Pleistocene or Cretaceous gravels and are assigned a Pliocene-Pleistocene age (Reference 44, Willman et al., 1975). The gravels generally unconformably overlie Paleozoic bedrock of varying age and are overlain by Quaternary loess or drift.

2.5.1.1.3.2 Mesozoic Erathem (65 2 to 225 5 Million Years Old) 2.5.1.1.3.2.1 Cretaceous System (65 to 2 to 135 5 Million Years Old) Within the regional area, Cretaceous deposits are present only in western Illinois, unconformably overlying Mississippian and Pennsylvanian age strata. These deposits are an outlier of similar deposits west of the regional area and consist exclusively of the Baylis Formation. The Baylis Formation is comprised of a basal gravel, overlain by sand, with lenses of silt and clay. Maximum thickness of these deposits is 100 feet (Reference 45, Frye, Willman, and Glass, 1964).

LSCS-UFSAR 2.5-11 REV. 13 2.5.1.1.3.2.2 Jurassic System (135 to 5 to 190 5 Million Years Old) There are no known deposits of Jurassic age in the regional area. 2.5.1.1.3.2.3 Triassic System (190 5 to 225 5 Million Years Old) There are no known deposits of Triassic age in the regional area. 2.5.1.1.3.3 Paleozoic Erathem (225 5 to 600 (?) Million Years Old) 2.5.1.1.3.3.1 Permian System (225 5 to 270 5 Million Years Old) There are no known deposits of Permian age in the regional area. 2.5.1.1.3.3.2 Pennsylvanian System (270 5 to 320 10 Million Years Old) Strata of Pennsylvanian age within the regional area crop out widely in the Illinois and Michigan Basins but are absent in the structurally higher region between the two basins (Figures 2.5-6 through 2.5-9). The Pennsylvanian System in the regional area consists largely of cyclothemic sequences comprised of sandstones, shales, coals, and limestones. These strata rest unconformably on Mississippian, Devonian, Silurian, and Ordovician strata (Reference 46, Cohee, 1965; Reference 47, Kosanke et al., 1960). The Pennsylvanian strata are overlain in much of the area by Pleistocene surficial deposits. 2.5.1.1.3.3.3 Mississippian System (320 10 to 340 10 Million Years Old) Strata of the Mississippian System crop out along the outer margins of the Illinois and Michigan Basins within the regional area, as well as being present in the subsurface of the basins. The Mississippian strata along the margins of the basins are very similar to the strata in the subsurface of the basins. Upper Mississippian strata consist of interbedded clastics and limestones. These grade into thick Middle Mississippian limestones and dolomites that include some interbedded sandstones.

The Middle Mississippian strata are conformable with the underlying extensive shale unit of the Lower Mississippian Series, except in western Illinois, where the contact is marked by local unconformities (Reference 48, Willman et al., 1975). 2.5.1.1.3.3.4 Devonian System (340 10 to 400 10 Million Years Old) In the regional area, strata of the Devonian System crop out in narrow belts along the outer margins of the Illinois and Michigan Basins. Devonian strata are also present beneath younger strata toward the basin interiors (Reference 49, Buschbach, 1971; Reference 50, Cohee, 1965). Within the regional area, the Upper and upper-Middle Devonian strata are composed of an extensive shale unit that spans the Mississippian-Devonian time boundary. There are extensive Devonian LSCS-UFSAR 2.5-12 REV. 13 evaporite deposits in the Michigan Basin. The mid-Middle Devonian strata consist of limestones and dolomites which unconformably overlie Lower Devonian and Middle and Upper Silurian strata (Reference 51, Kummel, 1970). If Lower Devonian strata were deposited within the Michigan Basin, they were subsequently eroded (Reference 50, Cohee, 1965). Lower Devonian strata are present in the subsurface of the Illinois Basin, but they do not crop out in the regional area.

2.5.1.1.3.3.5 Silurian System (400 10 to 430 10 Million Years Old) Strata of Silurian age within the regional area crop out along the Kankakee Arch, the LaSalle Anticlinal Belt, in the Mississippi River region west and northwest of the Illinois Basin, and along the western edge of the Michigan Basin. Strata of the Silurian System are also present in the subsurface throughout most of the regional area (Reference 49, Buschbach, 1971; Reference 52, Cohee, 1965; Reference 53, Kummel, 1970). Generally, the lower and middle Silurian strata consist of thick sequences of limestones and dolomites, with some interbedded shales. Extensive evaporite deposits of late Silurian age occur in the subsurface of the Michigan Basin (Reference 52, Cohee, 1965). Along the arches which bound the Illinois Basin on the east and along the Wisconsin Dome to the north, middle Silurian strata (Niagaran Series) are characterized by large reef structures (Reference 53, Kummel, 1970; Reference 54, Buschbach, 1971).

2.5.1.1.3.3.6 Ordovician System (430 10 to 500 (?) Million Years Old) Within the regional area, Ordovician strata crop out along the margins of the Wisconsin Dome, with the outcrop pattern extending southward along the Wisconsin and Kankakee Arches. Ordovician strata are present throughout the southern two-thirds of the region in the subsurface (Reference 55, Eardley, 1962). The Upper and upper-Middle Ordovician Series consist of interbedded shales, limestones, dolomites, and a few bentonite beds (Reference 56, Templeton and Willman, 1963). The lower-Middle Ordovician Series is dominated by the St. Peter Sandstone. The St. Peter Sandstone unconformably overlies Lower Ordovician sandstones, dolomites, and Upper Cambrian dolomites (Reference 57, Buschbach, 1964). 2.5.1.1.3.3.7 Cambrian System (500 (?) to 600 (?) Million Years Old) Within the regional area, outcrops of Cambrian strata are confined to the flanks of the Wisconsin Dome and along the Sandwich Fault in northern Illinois. Thickness and extent of the Cambrian deposits throughout the remainder of the region are known from deep boreholes. In northeastern Illinois, nearly 3,000 feet of Cambrian strata are present (Reference 58, Buschbach, 1971). The Upper Cambrian Series consists of sandy dolomites which grade downward to sandstones. These lower sandstones unconformably overlie Precambrian igneous and metamorphic basement rocks (Reference 57, Buschbach, 1964).

LSCS-UFSAR 2.5-13 REV. 13 2.5.1.1.3.4 Precambrian Basement Complex (Over 600 (?) Million Years Old)

Within the regional area, Precambrian igneous and metasedimentary rocks are exposed along the Baraboo Syncline and in the valley of the Wisconsin River on the Wisconsin Dome. Throughout the remainder of the regional area, the structure and composition of the Precambrian complex are based upon interpretation of borehole data and geophysical investigations. Except for the Sangamon Arch, the basins, arches, and domes recognized in the Paleozoic strata in the regional area (Figure 2.5-9) reflect the bedrock surface of the basement complex (Figure 2.5-10). The Precambrian complex in the region generally consists of granite and rhyolite, with some basalts in Indiana (Reference 59, Muehlberger, Denison, and Lidiak, 1967). In the Baraboo area, the outcrops consist of varicolored quartzites, and in the Wisconsin River valley, they consist of volcanic rocks. 2.5.1.1.4 Historical Geology The geologic history of the regional area is discussed by geologic eras, which are subdivided into periods. The strata formed during the periods are classified as time-rock units and are designated as systems. In the following discussions, the periods are divided into early, middle, and late; the corresponding strata are designated as series and referred to as lower, middle, and upper, respectively. Regional stratigraphy is discussed in Subsection 2.5.1.1.3, and regional tectonic features are discussed in Subsection 2.5.1.1.5.1. A chart depicting the relative movement of tectonic features since Precambrian time is presented in Figure 2.5-11. Generalized systemic distribution maps for the regional area are presented in Figure 2.5-7. The regional area is within the Central Stable Region (see Subsection 2.5.1.1.2). In general, the geological surveys of the states in the regional area agree that the region as a whole is in a period of relative tectonic quiescence. Most structural deformation is believed to have ceased by the close of the Paleozoic Era, approximately 225 5 million years ago (Figure 2.5-11). The ages given represent the broad time spans and are not intended to indicate only those portions of the time interval represented within the regional area. 2.5.1.1.4.1 Precambrian Era (Over 600 (?) Million Years Ago)

During the Precambrian there were numerous cycles of orogeny, igneous activity, erosion, and deposition (Reference 60, Kummel, 1970). The close of the Precambrian was marked by thick accumulations of sediment in downwarped areas developed on the periphery of the stable, continental interior, and by the general absence of orogenic activity (Reference 61, Kummel, 1970).

LSCS-UFSAR 2.5-14 REV. 13 Except for a few isolated exposures in central Wisconsin, the Precambrian basement complex within the regional area is covered by younger strata. North of the regional area, the Precambrian surface has a relief of several hundred feet. South of the Precambrian exposures, draping and differential compaction of overlying Paleozoic sediments have resulted in structures that reflect the influence of the Precambrian surface (Reference 62, Atherton, 1971). There was a long period of erosion on the continental interior prior to Cambrian deposition. 2.5.1.1.4.2 Paleozoic Era (225 5 to 600 (?) Million Years Ago) 2.5.1.1.4.2.1 Cambrian Period (500 (?) to 600 (?) Million Years Ago)

The Early Cambrian seas were confined to the periphery of the stable continental interior, leaving the vast central region emergent (Reference 63, Kummel, 1970). Within the regional area, deposition of sediments did not begin until Late Cambrian time, when the sea transgressed from the south. The development of the Michigan and Illinois Basins began in Late Cambrian time when the two basins were connected. During this time a sequence of sandstones was deposited over the regional area. These were probably derived from the Precambrian surfaces to the north and west (Reference 64, Atherton, 1971; Reference 65, Cohee, 1965). These basal Cambrian clastics grade southward and upward into carbonates. 2.5.1.1.4.2.2 Ordovician Period (430 10 to 500 (?) Million Years Ago)

The pattern of Late Cambrian sedimentation continued into the Early Ordovician with no appreciable break in deposition (Reference 66, Cohee, 1965; Reference 67, Kummel, 1970). In the regional area, the Lower Ordovician Series is almost entirely limestones and dolomites (Reference 68, Ham and Wilson, 1967). The locus of deposition in the Illinois Basin during the Early Ordovician was centered in the Reelfoot Basin (Appendix A). This situation continued until Late Ordovician, when the center of deposition migrated northward to the Fairfield Basin (Reference 69, Schwalb, 1969). Lower Ordovician units are overlain unconformably by an extensive, clean quartz sandstone (St. Peter Sandstone) probably derived from the Canadian Shield or the Cambrian sandstones deposited along the margins of the shield (Reference 70, King, 1951). The unconformity at the base of the St. Peter is a result of pre-St. Peter emergence and erosion. Subsidence throughout the regional area during Ordovician time was not uniform. Many of the positive structural features acquired structural relief by greater relative subsidence of the intervening basins rather than by actual uplift (Reference 71, Eardley, 1962; Reference 72, Kummel, 1970). During Middle Ordovician time, growth of the Kankakee Arch in northern Indiana began to separate the Illinois LSCS-UFSAR 2.5-15 REV. 13 Basin from the Michigan Basin (Reference 73, Atherton, 1971). The Wisconsin Dome also underwent significant uplift before deposition of the St. Peter Sandstone (Reference 74, Eardley, 1962). These tectonic features influenced sedimentation within the regional area during Middle and Late Ordovician. Late Ordovician deposition over much of the continental interior was largely confined to clastic sequences and more specifically to dark shales (Reference 75, Atherton, 1971).

2.5.1.1.4.2.3 Silurian Period (400 10 to 430 10 Million Years Ago) During Silurian time, the continental interior was occupied by a vast, shallow sea. The Lower Silurian Series are predominantly dolomites with interbedded shales, whereas middle Silurian strata are characterized by organic reefs and bioherms which developed along the arches that bound the Illinois Basin (Reference 76, Kummel, 1970). Isolation of the Michigan Basin in late Silurian time caused deposition of thick evaporite sequences throughout most of the basin (Reference 77, Cohee, 1965). Some erosion took place on the structurally higher areas in the region during Late Silurian (Reference 78, Atherton, 1971). The Wisconsin Dome underwent a second period of significant uplift after deposition of Silurian beds. The Wisconsin Arch was formed as an extension of the Wisconsin Dome during this episode of the uplift (Reference 74, Eardley, 1962). Initial upwarp of the Sangamon Arch (2.5.1.1.5.1.1.6) in western Illinois may have occurred in the Late Silurian (Reference 79, Whiting and Stevenson, 1965). The development of the Lincoln Fold in eastern Missouri may have begun during the Silurian period (Reference 80, Krey, 1924). 2.5.1.1.4.2.4 Devonian Period (340 10 to 400 10 Million Years Ago) Early Devonian sedimentation was restricted to deposition of limestones and cherts in the southern part of the Illinois Basin and thick evaporite deposits within the Michigan Basin (Reference 50, Cohee, 1965; Reference 78, Atherton, 1971). The positive structural areas were exposed and significantly eroded during this time. The major unconformity in the Devonian System is at the base of the Middle Devonian. This extensive unconformity is the result of regional uplift and withdrawal of the seas.

Early Middle Devonian sedimentation in the Illinois and Michigan Basins was primarily of limestones and evaporites. In the late-Middle and Late Devonian, organic shales derived from material eroded from the Acadian highland to the east were deposited in the Illinois Basin (Reference 81, Willman et al., 1975). In the Late Devonian, extensive organic shales and limestones were deposited in the Michigan Basin (Reference 50, Cohee, 1965). The Kankakee, Sangamon, and Wisconsin Arches acted as barriers to the advancing sea and caused deposition to occur basinward from them (Reference 78, Atherton, 1971).

LSCS-UFSAR 2.5-16 REV. 13 2.5.1.1.4.2.5 Mississippian Period (320 10 to 340 10 Million Years Ago) In the continental interior, deposition of the Late Devonian shales continued into the Early Mississippian. The primary sources of the shales were the Acadian highlands to the east (Reference 82, King, 1951) and the Wisconsin Dome to the north and west (Reference 50, Cohee, 1965). Deposition in the Middle Mississippian was dominated by accumulation of limestone and dolomite sequences (Reference 83, Kummel, 1970). By Late Mississippian, the patterns of basins and arches in the continental interior had become accentuated and strongly affected sedimentation in the basins, as evidenced by the thicknesses and types of sediments deposited and by unconformities. Several transgressions and regressions of the continental seas are evidenced by cyclical alterations of sandstones and limestones (Reference 83, Kummel, 1970; Reference 84, Atherton, 1971; Reference 85, King, 1951). Late Mississippian deposition was largely alternating sandstones and limestones (Reference 83, Kummel, 1970). The close of the Mississippian was marked by a retreat of the sea and an interval of erosion. This interval saw the beginning of movement of the LaSalle Anticlinal Belt in the Illinois Basin, with the locus of deformation migrating southward from the LaSalle area (Reference 84, Atherton, 1971). Development of the Mississippi River Arch also began during the Mississippian and continued into the Pennsylvanian. The principal folding of the Cap Au Gres Faulted Flexure began in the Mississippian (Reference 84, Atherton, 1971). 2.5.1.1.4.2.6 Pennsylvanian Period (270 5 to 320 10 Million Years Ago) In the regional area, Pennsylvanian strata lie unconformably on Mississippian and older strata. During Early Pennsylvanian time, deposition was restricted to the margins of the continent, giving rise to an unconformity throughout the continental interior (Reference 83, Kummel, 1970). Middle and Late Pennsylvanian strata were once very widespread, but present distribution is the product of erosion rather than deposition. The Pennsylvanian strata which have not been eroded are primarily cyclothemic sequences, both marine and nonmarine in origin (Reference 84, Atherton, 1971; Reference 86, King, 1951). Sedimentation probably continued from Pennsylvanian into Permian time, but these strata were subsequently removed by erosion (Reference 87, Atherton, 1971). Deformation along the LaSalle Anticlinal Belt within the Illinois Basin continued into the Pennsylvanian, with the locus of deformation migrating southward (Reference 84, Atherton, 1971; Reference 88, Eardley, 1962). Downwarping and deposition in the Fairfield Basin area of the Illinois Basin continued in the Pennsylvanian (Reference 87, Atherton, 1971). 2.5.1.1.4.2.7 Permian Period (225 5 to 270 5 Million Years Ago) No deposits of Permian age have been found in the regional area. The apparent absence of deposits indicates that the Permian was a period of nondeposition or that Permian deposits in the area were eroded.

LSCS-UFSAR 2.5-17 REV. 13 2.5.1.1.4.3 Mesozoic Era (65 2 to 225 5 Million Years Ago) 2.5.1.1.4.3.1 Triassic Period (190 5 to 225 5 Million Years Ago) There are no deposits of Triassic age in the regional area. This was largely a period of erosion (Reference 89, Willman et al., 1975). 2.5.1.1.4.3.2 Jurassic Period (135 5 to 190 5 Million Years Ago) There are no deposits of Jurassic age in the regional area. This was largely a period of erosion (Reference 89, Willman et al., 1975). 2.5.1.1.4.3.3 Cretaceous Period (65 2 to 135 5 Million Years Ago) The Triassic and Jurassic periods were largely a time of erosion in Illinois (Reference 89, Willman et al., 1975). This is evidenced by the major unconformity at the base of the Cretaceous. Cretaceous rocks are present in western Illinois (Figure 2.5-6). The Cretaceous rocks of western Illinois are primarily marine nearshore sands which were deposited by the eastward-advancing Cretaceous sea (Reference 90, Willman et al., 1975). 2.5.1.1.4.4 Cenozoic Era (Present to 65 2 Million Years Ago) 2.5.1.1.4.4.1 Tertiary Period (2 1 to 65 2 Million Years Ago) There are no deposits of the Paleocene, Eocene, Oligocene, or Miocene series present in the regional area. This was likely a period of erosion. Late Tertiary gravels of the Pliocene series are present (Reference 91, Willman et al., 1975). The Pliocene was primarily a time of erosion with some local areas of fluvial deposition. This deposition is represented by relict patches of chert and quartz gravel, part of which may be reworked from older Tertiary or Cretaceous gravels. Reworking of these Pliocene gravels may have continued into the early Pleistocene (Reference 91, Willman et al., 1975). 2.5.1.1.4.4.2 Quaternary Period (Present to 2 1 Million Years Ago) Prior to the onset of Pleistocene glaciation, Tertiary erosion cycles had left the Paleozoic sediments as an essentially planar surface dissected by stream valleys (Reference 92, Willman and Frye, 1970). Advances of the continental ice sheets during substages within the Nebraskan (oldest), Kansan, Illinoian, and Wisconsinan (youngest) stages have left a sequence of deposits collectively called drift (Figure 2.5-7; Reference 93, Flint et al., 1959; Reference 94, Willman and Frye, LSCS-UFSAR 2.5-18 REV. 13 1970). The glacial drift consists of till and outwash deposits. Deposits of loess and lacustrine clays are also present. In most cases the glaciofluvial outwash in present stream valleys is covered by Holocene alluvial and terrace deposits. The glacial advances were separated by interglacial periods of weathering and major drainage which generally were of longer duration than the periods of glacial advance. Soil horizons formed during these periods are generally well-known and widely utilized stratigraphic horizons. Glaciations altered the topography throughout much of the region, rearranged drainage patterns (including the Mississippi River), and produced many buried valleys (such as the Mahomet, Kempton, and Ticona Buried Bedrock valleys).

The glaciers which covered the site during the Illinoian and Wisconsinan glacial advances originated mainly from the Lake Michigan lobe of the Labradorean ice sheet. The present Lake Michigan basin was formed during these glaciations. Isostatic rebound from glacial unloading has occurred in the vicinity of Lake Michigan in the regional area. As the Wisconsinan ice sheet advanced, bedrock was slightly downwarped under the load of the ice. As the load slowly decreased with the retreat of the ice sheet, bedrock was uplifted by isostatic rebound. Evidence for isostatic rebound is found along the pre-Holocene shorelines of Lake Michigan and other Great Lakes. Some of these shorelines rise in elevation as they are traced northward around the lake basins. This rise indicates that the shoreline region has been tilted since the beaches were formed (Reference 95, King, 1965). 2.5.1.1.5 Regional Structural Geology The regional area is located within the Interior Lowlands tectonic province of the Central Stable Region as defined by King (Reference 96, 1951). This is an area of plains and plateaus having a cover of sedimentary rock over Precambrian basement. It extends south, southwest, and west from the Laurentian Shield into the central United States and the prairie provinces of Canada toward the Appalachian and Cordilleran ranges (see Subsection 2.5.1.1.2).

The distribution of bedrock strata on the regional bedrock geologic map of the region (Figure 2.5-6) indicates that the interior lowlands are comprised of irregular domes, basins, and arches. The domes are indicated by concentric outcrops of successively older Paleozoic rocks toward the structural centers, with some Precambrian exposures toward the centers; the basins are indicated by outcrop areas of successively younger rocks toward the structural centers; the arches are indicated by linear outcrop areas of successively older rocks toward the axes of the arches.

LSCS-UFSAR 2.5-19 REV. 13 In broad terms, the tectonic history of the Central Stable Region is one of gentle, intermittent subsidence of basins, domes, and arches through the Paleozoic. Over long intervals of time the basins tended to subside more and accumulate greater thicknesses of sediments than the intervening arches and domes. These basins, arches, and domes in the sedimentary strata generally reflect corresponding basins, arches, and domes in the underlying Precambrian basement complex. The Precambrian basement complex has apparently formed the tectonic framework for the overlying Paleozoic strata. The development of tectonic features (basins, arches, and domes), folds, and faults within the regional area is generally restricted to the time interval prior to the close of the Paleozoic Era. More detailed discussions of the regional tectonic features, i.e., basins, arches, domes, faults, and folds in the sedimentary strata, are presented in the following subsections. The boundaries of the tectonic features in the sedimentary strata have been defined in the literature according to the distribution and structure contours of various sedimentary strata and are shown in Figure 2.5-9. The boundary lines of any feature may change depending upon the sedimentary unit used for the definition of the feature. Within the regional area, no single sedimentary unit has been utilized throughout for the definition of the boundaries of the tectonic features.

Structural deformation is the response of the earth's crust to differential stress. The structural geology of an area is considered to be of primary importance in demonstrating the relationship between tectonic features, faulting, and seismicity. 2.5.1.1.5.1 Regional Tectonic Features Establishment of the regional tectonic framework is essential to the evaluation of the tectonic conditions which can be postulated for a specific area. To establish this tectonic framework, an analysis was made of the relationship between the structural geology and seismicity (Subsection 2.5.2.3). The deformation features which are present resulted from the yielding of the crust in response to stress differences. The yielding may have been through plastic deformation or brittle fracture. Features produced by the yielding include areas of downwarping, referred to as basins or synclines, and areas of upwarping, referred to as arches, domes, or anticlines. The yielding that has resulted in the formation of a specific basin, arch, or dome may or may not have been accompanied by faulting and/or seismic events. The tectonic framework within the regional area has been established through an analysis of the structural basins, arches, domes, synclines, anticlines, and faults mapped in the sedimentary sequence of strata.

The discussion of the tectonic features defined in the sedimentary strata is based on a compilation of voluminous surface and subsurface geotechnical data. The interpretations presented represent the presently accepted positions of the LSCS-UFSAR 2.5-20 REV. 13 appropriate state geological surveys. The discussion includes: structural basins, arches, and domes; folds; and faults. 2.5.1.1.5.1.1 Basins, Arches, and Domes The distribution of major structural basins, arches, and domes as defined in the sedimentary strata is shown in Figure 2.5-9. A discussion of the structural characteristics of these features is presented in this section. The geologic history of the development of these structural features is discussed in Subsection 2.5.1.1.4 and presented graphically in Figure 2.5-11. Selected structural features outside of the regional are discussed in Appendix 2.5A. 2.5.1.1.5.1.1.1 Wisconsin Dome The Wisconsin Dome is a broad uplifted area in central Wisconsin and the upper peninsula of Michigan. The broad exposures of Precambrian rocks in the northern portion of this uplift are a southern projection of the Canadian Shield. To the north and west, a Precambrian and Early Paleozoic basin on the basement surface structurally segregates the dome from the main portion of the Canadian Shield. On the eastern and southeastern flanks of the dome, Paleozoic strata dip toward the Michigan Basin. On the southern flanks of the dome, Paleozoic strata dip toward the Illinois Basin. The Wisconsin Dome was probably active at several times during the Paleozoic. Eardley (Reference 74, 1962) proposes two significant pre-Devonian periods of uplift. The first uplift occurred prior to deposition of the St. Peter Sandstone in the Early Ordovician, and the second uplift followed deposition of the Silurian strata.

By Mississippian time, the broad dome had become a significant positive feature supplying clastics to the neighboring Michigan Basin (Reference 50, Cohee, 1965). The Wisconsin Dome may also have been included in the broad regional uplift involving the Great Lakes region that occurred during the late Pennsylvanian (Reference 97, Eardley, 1962). 2.5.1.1.5.1.1.2 Wisconsin Arch The outcrop pattern of lower Paleozoic rocks (Figure 2.5-6) and the topography of the Precambrian basement (Figure 2.5-10) indicate the Wisconsin Arch is a prominent nose-like extension of the Wisconsin Dome. The outline of the arch has not been specifically defined, but it trends southeastward through southern Wisconsin and northeastern Illinois. Strata on the northeastern flank of the arch dip into the Michigan Basin. Strata dip gently into the Illinois Basin along the crest of the arch. Uplift which produced the arch occurred after deposition of Silurian strata (Reference 74, Eardley, 1962).

LSCS-UFSAR 2.5-21 REV. 13 2.5.1.1.5.1.1.3 Ashton Arch The Ashton Arch is a major anticline which trends N 60° W across northern Illinois and exposes Cambrian and Lower Ordovician strata. The arch is bounded on the north by the Sandwich Fault Zone and on the south where strata dip steeply into the Illinois Basin. The Ashton Arch has a total length of 80 miles and a variable width of 17 to 25 miles. The structural relief on the southwestern side is about 1900 feet, and the maximum relief on the northern side is at least 900 feet (Reference 98, Willman and Templeton, 1951). Principal uplift of the Ashton Arch was at least post-Silurian and may be contemporaneous with development of the LaSalle Anticlinal Belt (post-Mississippian to pre-Pennsylvanian). Principal uplift was followed by additional uplift in post-Pennsylvanian time (Reference 99, Buschbach, 1973; Reference 100, Willman and Templeton, 1951).

2.5.1.1.5.1.1.4 Illinois Basin The boundary of the Illinois Basin is shown on Figure 2.5-9 as the edge of the outcrop area of Pennsylvanian strata (Reference 101, Swann and Bell, 1958). The Illinois Basin is fringed by the shelf areas to the east. In the regional area, the LaSalle Anticlinal Belt trends northwest-southeast through the Illinois Basin. The Fairfield Basin is included within the Illinois Basin and is the deepest portion of the Illinois Basin. It is separated from the shallower western portion of the Illinois Basin by the DuQuoin Monocline. 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 is separated from the Appalachian Basin by the eastern shelf and by the Cincinnati Arch, which is outside of the regional area. To the west, the Illinois Basin rises gently to the Mississippi River Arch (Reference 102, Bristol and Buschbach, 1971). The Illinois Basin, as shown in Figure 2.5-9, is a roughly oval-shaped basin with the major long axis trending to N 25° W from northwestern Kentucky, through southwestern Indiana, to northwestern Illinois. The major axis of the basin is approximately 350 miles long and the minor axis approximately 250 miles long. In the site vicinity, east and west of the LaSalle Anticlinal Belt, the rock strata dip from 7 to 10 feet per mile inward toward the deepest portion of the basin, the Fairfield Basin (Reference 103, Bell et al., 1964). In the Fairfield Basin, sediments are 12,000 to 14,000 feet thick (Reference 104, Swann and Bell, 1958). Development of the Illinois Basin as a negative feature began during the Cambrian and continued intermittently to the end of the Pennsylvanian (Reference 105, Swann and Bell, 1958). The Reelfoot Basin (which lies outside the regional area) was the center of Cambrian and Ordovician sedimentation and was ancestral to the Illinois Basin (Reference 69, Schwalb, 1969). By the Late Ordovician, the LSCS-UFSAR 2.5-22 REV. 13 depositional center had migrated northward from the Reelfoot Basin to the developing Fairfield Basin. 2.5.1.1.5.1.1.5 LaSalle Anticlinal Belt The LaSalle Anticlinal Belt is located in the eastern portion of the Illinois Basin and trends N 20° W into north central Illinois. The anticlinal belt is made up of numerous en echelon folds, some of which are shown in Figure 2.5-12. The belt is approximately 250 miles long and ranges from a few miles to approximately 24 miles wide (Reference 106, Bell et al., 1964; Reference 107, Clegg, 1965). It is asymmetrical to the west (almost monoclinal). Locally, strata dip as much as 2000 ft/mi (approximately 20°) to the west, but less than 25 to 50 ft/mi (less than 1°) to the east (Reference 108, Payne, 1942). The crest of the anticlinal belt plunges to the south-southeast (Reference 99, Buschbach, 1973). Development of the LaSalle Anticlinal Belt probably began during post-Mississippian time, with the locus of deformation migrating southward with time; renewed movements occurred intermittently until the close of the Paleozoic (Reference 99, Buschbach, 1973; Reference 109, Clegg, 1970). 2.5.1.1.5.1.1.6 Sangamon Arch The Sangamon Arch is located in central and western Illinois. The crest of the arch trends northeast-southwest across the broad shelf area west of the Illinois Basin and toward the northern center of the Illinois Basin. Buschbach (Reference 99, Buschbach, 1973) defines the arch by the zero isopach of the Cedar Valley Limestone (Middle Devonian). The outline of the arch on Figure 2.5-9 is drawn on this isopach (Reference 110, Whiting and Stevenson, 1965).

The Sangamon Arch was formed by uplift during the Devonian and Early Mississippian. The arch is a relict structure that has been masked by post-Mississippian movement (Reference 99, Buschbach, 1973). Existence of the Sangamon Arch has been questioned (Reference 111, Calvert, 1974). 2.5.1.1.5.1.1.7 DuQuoin Monocline 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 (Figure 2.5-12, Ill. No. 19). A detailed discussion of the DuQuoin Monocline is presented in Subsection 2.5.1.1.5.1.3.2.1. 2.5.1.1.5.1.1.8 Mississippi River Arch The Mississippi River Arch is a broad, corrugated fold which parallels the Mississippi River, with contiguous parts in Illinois, Iowa, and Missouri. Howell (Reference 112, 1935) outlined the arch on structure contours on the base of the LSCS-UFSAR 2.5-23 REV. 13 Mississippian Burlington Limestone (Figure 2.5-9). The eastern flanks of the arch subside into the Illinois Basin, while the western flanks subside into the Forest City Basin (Reference 113, McCracken, 1971). The arch is cut by numerous cross folds which trend northwest-southeast and plunge gently into the Illinois Basin. Development of the arch began in the Mississippian and continued into the Pennsylvanian as indicated by thinning of sedimentary strata which rise onto the arch from adjoining basins (Reference 84, Atherton, 1971). The arch was probably subjected to additional deformation at the close of the Paleozoic (Reference 99, Buschbach, 1973). 2.5.1.1.5.1.1.9 Lincoln Fold The Lincoln Fold is an asymmetrical anticline located in eastern Missouri and western Illinois with a general regional axis striking N 45° W. The fold is not a simple anticlinal structure, but rather is a regional uplift upon which are superimposed anticlines, synclines, domes, and faults. The fold has a maximum structural relief of 1000 feet (Reference 114, McCracken, 1971). The southwest side of the fold is marked by comparatively steep dips and faulting. The northeast flank of the fold is marked by gentle dips, but faults are absent (Reference 114, McCracken, 1971). The fold is bounded on the south by the Cap au Gres Faulted Flexure (Subsection 2.5.1.1.5.1.2.8), on the east by the Illinois Basin, and on the west by the Forest City Basin. The fold plunges north and may extend in the subsurface to Iowa (Reference 115, McCracken, 1971). The Lincoln Fold is believed to have been formed during periods of regional warping from the Silurian through the Pennsylvanian, with major rise during post-Mississippian, pre-Pennsylvanian time (Reference 80, Krey, 1924).

2.5.1.1.5.1.1.10 Cap au Gres Faulted Flexure The Cap au Gres Faulted Flexure is a monoclinal fold, broken by numerous faults, which lies to the west of the Illinois Basin. A detailed discussion of this feature is presented in Subsection 2.5.1.1.5.1.2.8. 2.5.1.1.5.1.1.11 Kankakee Arch The Kankakee Arch branches off the Cincinnati Arch in north central Indiana. It trends approximately N 40° W from east central Indiana to northeastern Illinois, where it merges with the Wisconsin Arch (Reference 116, Bristol and Buschbach, 1971). The junction between the Kankakee Arch and the Cincinnati Arch is marked by the Logansport Sag (Reference 117, Eardley, 1962). The Kankakee Arch developed as a structurally positive area between the Illinois and the Michigan Basins. The Kankakee Arch is approximately 130 miles in length and 40 miles in width. Structural development of the Kankakee Arch began during the Middle Ordovician and continued through the Pennsylvanian (Reference 73, Atherton, 1971; Reference 105, Swann and Bell, 1958). The arch acquired its structural relief LSCS-UFSAR 2.5-24 REV. 13 chiefly by relatively greater subsidence of the adjacent basins rather than by actual uplift (Reference 117, Eardley, 1962). 2.5.1.1.5.1.1.12 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, on the southeast and east by the Findlay Arch and Algonquin Arch (not shown on Figure 2.5-9), 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 118, Cohee, 1965). 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 119, Cohee, 1965). 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 120, Cohee, 1965). 2.5.1.1.5.1.2 Faults The information presented herein regarding faulting in the sedimentary strata within the regional area has been compiled from various published and unpublished sources. It represents the accepted interpretations of the geological surveys of each state. A map showing the distribution of reported faults having traces of 2 miles or greater in length is presented in Figure 2.5-13; the characteristics of these faults are summarized by state in Tables 2.5-3 through 2.5-7. These faults have all been interpreted within the sedimentary rock sequence.

An age is assigned to the faults in the following discussion on the basis of the age of the strata cut and on interpretation of regional geologic history. The faults in the regional area must postdate the youngest strata that they cut. 2.5.1.1.5.1.2.1 Faults in the Mississippi Valley of Wisconsin Faults in the Mississippi Valley Lead-Zinc District are numerous, but most show displacements of less than 10 feet and have lengths of no more than several thousands of feet. These faults are associated with folds in the area, both spatially and genetically (Reference 121, Heyl et al., 1959). An unnamed fault in central LSCS-UFSAR 2.5-25 REV. 13 Grant County, Wisconsin, has a trace of approximately 15 miles trending northwest-southeast parallel to the axis of the Mineral Point Anticline (Figure 2.5-13, Wis. No. 6). Heyl et al. (Reference 121, 1959) described this fault as a thrust with total displacement of 30 feet at most. They postulate an area of much greater displacement at the northwestern end, the greater displacement suggested by a zone of intense fracturing and steeper tilting beds.

The Mifflin Fault is located in Iowa and Lafayette Counties, Wisconsin, and strikes N 40° W (Figure 2.5-13, Wis. No. 2; Reference 122, Dutton and Bradley, 1970). The fault trace is approximately 10 miles long. The southwest side of the fault is downdropped at least 65 feet, and there is about 1000 feet of strike-slip displacement (Reference 123, Heyl et al., 1959). Latest major movement is believed to be Late Paleozoic (Reference 124, Heyl et al., 1959).

2.5.1.1.5.1.2.2 Other Postulated Faults in Wisconsin Thwaites' map of the buried Precambrian surface in Wisconsin (Reference 125, 1957) postulates the existence of four faulted areas in the southern and eastern sections of the state: the Janesville, Appleton, Waukesha, and Madison Faults. The Janesville (Wis. No. 5) and Waukesha (Wis. No. 4) Faults are shown in Figure 2.5-13. Ostrom (Reference 126, 1975)) 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. 2.5.1.1.5.1.2.3 Sandwich Fault Zone The Sandwich Fault Zone is a complex fracture whose trace trends northwest-southeast through Illinois from southern Will County to central Ogle County (Figure 2.5-13, Ill. No. 2; Reference 127, Willman and Templeton, 1951). The nearest approach of the fault zone to the LSCS site is about 26 miles. The fault zone forms the northern boundary of the Ashton Arch and has a maximum downthrow of 900 feet. The throw decreases to 100 feet towards the southeastern end owing to a scissors effect which causes the southwestern block to be downthrown approximately 100 feet along a subsidiary fault (Reference 99, Buschbach, 1973). Movements along the fault zone occurred in the interval between post-Silurian and pre-Pleistocene. 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 LaSalle Anticlinal Belt during post-Mississippian to pre-Pennsylvanian time (Reference 99, Buschbach, 1973; Reference 128, Willman and Templeton, 1951).

LSCS-UFSAR 2.5-26 REV. 13 2.5.1.1.5.1.2.4 Plum River Fault Zone The Plum River Fault Zone (formerly the Savanna Fault and Savanna-Sabula Anticline) is a generally east-west set of possibly en echelon faults extending from Leaf River (Ogle Co.), Illinois, to southeast of Maquoketa (Jackson Co.), Iowa (Figure 2.5-13, Ill. No. 3, Ia. No. 1; Reference 129, Kolata and Buschbach, 1976).

The exact trace of the fault is not known, but it has 100 to 400 feet of displacement, north side down. The age of movement has been limited to post-middle Silurian to pre-middle Illinoian (Reference 130, Kolata, 1975). Four minor structural features are associated with the fault zone (Figure 2.5-12): the Forreston Dome (Ill. No. 29), the Brookville Dome (Ill. No. 30), the Leaf River Anticline (Ill. No. 31), and the Uptons Cave Syncline (Ill. No. 32).

2.5.1.1.5.1.2.5 Faults in the Chicago Metropolitan Area Buschbach and Heim (Reference 131, 1972) present a series of 32 faults in the vicinity of Chicago, Illinois, which are mapped on the top of the Ordovician Galena Group on the basis of an extensive geophysical survey in portions of Cook, Du Page, and Will Counties, Illinois. Traces of the faults vary in length from approximately 2 to 10 miles. Trends of the faults are variable, and the traces are often arcuate.

Displacements are generally less than 50 feet. Three of these faults have also been described by Bristol and Buschbach (Reference 132, 1973; Figure 2.5-13, Ill. Nos. 47, 48, and 49). Two of the faults form an arcuate graben in southern Cook County approximately 10 miles in length. The third fault, located in eastern Du Page County, is approximately 4 miles in length, trends N 60° W, and has been downdropped to the southwest. In accordance with the tectonic history of the Illinois Basin and the Kankakee Arch, movement along these faults is believed to be restricted to the post-Ordovician to post-Pennsylvanian time interval. 2.5.1.1.5.1.2.6 Centralia Fault The Centralia Fault (Figure 2.5-13, Ill. No. 18) 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 133, Bell, 1927). The faulted zone is approximately 20 miles long and displays a maximum displacement of 200 feet, downthrown to the west (Reference 134, Brownfield, 1954). The faults appear to be the result of shear stresses formed after folding of the DuQuoin Monocline, a structure which parallels the fault 1 mile to the west. Faulting is believed to be post-Pennsylvanian but pre-Pleistocene in age (Reference 135, Brownfield, 1954; Reference 99, Buschbach, 1973).

LSCS-UFSAR 2.5-27 REV. 13 2.3.1.1.5.1.2.7 St. Louis Fault The St. Louis Fault (Figure 2.5-13, Mo. No. 2) is a north-south-trending fault (N 5° E) with the west side downthrown 10 feet. The fault is visible only in one exposure in St. Louis, Missouri, but has been traced geophysically for 45 miles north and south of the outcrop (Reference 136, Frank, 1948).

2.5.1.1.5.1.2.8 Cap au Gres Faulted Flexure The Cap au Gres Faulted Flexure (Figure 2.5-13, Ill. No. 51, Mo. No. 1) is a sharp monoclinal fold broken by numerous faults which trend parallel to the strike of the beds (Reference 99, Buschbach, 1973). The traces of the faults trend southeast through Lincoln County, Missouri, then eastward through Calhoun and Jersey Counties, Illinois (Reference 99, Buschbach, 1973; Reference 137, McCracken, 1971; Reference 138, Rubey, 1952). The maximum amount of structural relief is 1000 to 1200 feet, with beds dipping steeply on the southern flank of the structure. The Lincoln Fold abuts the Cap au Gres Faulted Flexure near its northwestern end. The Dupo-Waterloo Anticline is also believed to abut the flexure but has been mapped only south of the trace of the flexure (Figure 2.5-12, Ill. No. 22). The Lincoln Fold and the Dupo-Waterloo Anticline are believed to be left-laterally offset approximately 30 miles by the Cap au Gres Faulted Flexure (Reference 139, McCracken, 1971). Major deformation along the faults occurred in post-Middle Mississippian, pre-Pennsylvanian time, with minor deformation during post-Pennsylvanian, pre-Pleistocene time (Reference 99, Buschbach, 1973). 2.5.1.1.5.1.2.9 Fortville Fault The Fortville Fault (Figure 2.5-13, Ind. No. 1) trends N 30° E through central Indiana from southeastern Marion County to northeast Madison County. Dawson (Reference 140, 1971)) interpreted the fault as a single trace approximately 54 miles long with an estimated vertical displacement of approximately 60 feet, downthrown to the southeast. His interpretation was based on structure contours on the top of the Ordovician Trenton Limestone. None of the wells drilled near the fault trace has cut the fault plane, and the drillers' logs for these wells contain no information which suggests the presence of features often associated with faulting (Reference 141, Becker, 1975). The fault displaces Middle Devonian strata but does not displace the overlying Pleistocene deposits (Reference 142, Gray, 1974). Interpretation of the geologic history of the Illinois Basin and the Cincinnati Arch suggests that crustal movement in Indiana and Illinois terminated sometime between late Paleozoic and early Mesozoic (Reference 87, Atherton, 1971); therefore, movement along the Fortville Fault is considered to have occurred during that time interval.

LSCS-UFSAR 2.5-28 REV. 13 2.5.1.1.5.1.2.10 Royal Center Fault The Royal Center Fault (Figure 2.5-13, Ind. No. 2) is a normal fault which trends approximately N 45° E across north central Indiana from Cass County to Kosciusko County. The Royal Center Fault is interpreted as a single trace approximately 47 miles long. On the basis of structure contours on the top of the Ordovician Trenton Limestone, the fault has a vertical displacement of approximately 100 feet, downthrown to the southeast (Reference 140, Dawson, 1971). None of the wells drilled near the fault trace has cut the fault plane, nor do the drillers' logs for these wells contain any information which suggests the presence of features often associated with faulting (Reference 141, Becker, 1975). The Royal Center Fault cuts Ordovician and Middle Devonian strata but does not displace the overlying Pleistocene deposits (Reference 142, Gray, 1974). Interpretation of the geologic history of the Illinois Basin and the Cincinnati Arch suggests that crustal movement in Indiana and Illinois terminated sometime between late Paleozoic and early Mesozoic (Reference 87, Atherton, 1971); therefore, movement along the Royal Center Fault is considered to have occurred during that time interval.

2.5.1.1.5.1.2.11 Mt. Carmel Fault The Mt. Carmel Fault (Figure 2.5-13, Ind. No. 3) is a normal fault which trends approximately N 25° W across south central Indiana from Washington County, north to Monroe County. The fault generally consists of a single trace. The fault plane dips approximately 70° W, downthrown to the west (Reference 143, Melhorn and Smith, 1959). Vertical displacement is approximately 150 feet and may locally exceed 200 feet (Reference 144, Melhorn and Smith, 1959). Melhorn and Smith (Reference 145, 1959) interpreted this fault on both surface and subsurface mapping and concluded that movement along the fault may have begun in Late Mississippian and probably concluded by Early Pennsylvanian. There is no evidence of faulting in the overlying Pleistocene deposits (Reference 142, Gray, 1974). The Mt. Carmel Fault is parallel to the structural trend of the LaSalle Anticlinal Belt in Illinois, and these structures may be genetically related (Reference 146, Melhorn and Smith, 1959). 2.5.1.1.5.1.2.12 Minor Faulting in the Site Area According to Willman and Payne (Reference 147, 1942), faults of small displacement are not uncommon in the Pennsylvanian strata of the region. The largest displacement reported in the region is one of 10 feet on a fault located about 11 miles northwest of the site (Reference 147, Willman and Payne, 1942). This fault is a normal fault with an approximate north-south strike (Reference 307, Buschbach, 1976). About 9 miles west-northwest of the site, a small thrust fault with about 2 feet of displacement cuts Pennsylvanian strata along the west side of Covel Creek LSCS-UFSAR 2.5-29 REV. 13 (Reference 147, Willman and Payne, 1942). This fault strikes approximately east-west, with approximately 5 feet of throw to the south (Reference 307, Buschbach, 1976). The length of the fault is unknown because of the glacial cover (Reference 327, Buschbach, 1977c). The dip of the fault is to the north (Reference 327, Buschbach, 1977c). None of the documented faults was observed to extend into the overlying Pleistocene deposits (Reference 148, Willman, 1976). There is no recorded evidence of this type of faulting in available boreholes and wells from the site area. In general, small displacements of this type appear to be due to differential compaction and structural adjustments (Reference 307, Buschbach, 1976). In general, structural adjustments along the LaSalle Anticline are divided into two periods (Reference 307, Buschbach, 1976). The first period began in late-Mississippian time and continued to the deposition of the Colchester No. 2 coal in Pennsylvanian time. About one half of the structural adjustment along the LaSalle Anticline took place in this interval. The second period began after the deposition of the No. 2 coal. The upper age limit on this period of structural adjustment is difficult to determine due to the absence of post-Pennsylvanian to pre-Cretaceous strata. No Pleistocene strata are involved in this type of faulting along the LaSalle Anticline, and the end of structural adjustment along the LaSalle Anticline is presumed to be late Paleozoic (Reference 307, Buschbach, 1976). The upper limit for the age of these minor faults is most likely late Paleozoic. Faults recognized at land surface in Illinois have shown no signs of dislocation during post-Cretaceous time (Reference 278, Heigold, 1972). 2.5.1.1.5.1.2.13 Cryptovolcanic or Astroblem Structures There are four cryptovolcanic or astroblem structures within the regional area and its immediate periphery (Figure 2.5-13 and Table 2.5-3, 4, 6). These structures include: the Des Plaines Disturbance (Ill., No. 1), the Kentland Disturbance (Ind., No. 6), the Glovers Bluff Disturbance (Wis., No. 1), and the Glasford Structure (Ill., No. 50). Bucher (Reference 149, 1933) described several known cryptovolcanic structures and noted that they characteristically consist of a central uplift with intense structural derangement and a marginal, ring-shaped depression with irregular and local faulting. Eardley (Reference 150, 1962) noted that the faults composed both a concentric and a radial pattern and that the radial pattern generally is resolved strongly into a northwest-southeast orientation. Bucher (Reference 151, 1933) proposed that the Kentland Structure was probably the result of a sudden liberation of gases under high pressure. Buschbach and Ryan (Reference 152, 1963) attribute the structures at Glasford, Illinois, to meteorite impact. Ekein and Thwaites (Reference 153, 1930) favored the idea of deformation along Precambrian lines of weakness in explaining the Glover Bluff Structure. Emrich and Bergstrom (Reference 154, 1962) stated that the Des Plaines Disturbance could be the result of meteorite impact during post-Pennsylvanian time. These structures are all probably of Late Paleozoic or Mesozoic age LSCS-UFSAR 2.5-30 REV. 13 (Reference 155, Buschbach and Ryan, 1963; Reference 150, Eardley, 1962; Reference 156, Emrich and Bergstrom, 1962). 2.5.1.1.5.1.2.14 Other Postulated Faults Green (Reference 157, 1957) postulated two faults along the western flank of the LaSalle Anticlinal Belt, which he named the Tuscola Fault and the Oglesby Fault (Figure 2.5-80). The western sides of these faults were inferred to be downthrown. Stratigraphic and structural surveys by the Illinois State Geological Survey (Reference 158, Simon, 1974) encountered no faulting along Green's postulated faults. Numerous underground gas storage projects have been developed along the west flank of the LaSalle Anticlinal Belt since 1957. Hundreds of structural test borings, many of them drilled to the top of the Galena Group (Trenton) in southern LaSalle, northern McLean, western Champaign, and western Douglas Counties encountered no faulting along the trace of Green's postulated faults (Reference 158, Simon, 1974). The observed differences in elevations of a structural datum on either side of Green's postulated faults can be explained by dips of a few to 10 degrees. Structure tests between the high and low points show intermediate and predictable depths to a structural datum, thus confirming that dipping beds rather than faults best explain the variations in elevations (Reference 158, Simon, 1974). 2.5.1.1.5.1.3 Folds Information on folding in the sedimentary strata within the regional area has been compiled from various published and unpublished sources. Generalized and detailed maps showing the distribution of reported folds having axial traces of 2 miles or greater in length are presented in Figure 2.5-12. The characteristics of these folds are summarized by state in Tables 2.5-8 through 2.5-12. These folds have all been interpreted on the sedimentary rock sequence. There are four directions of axial traces in the regional area and immediate periphery: a northwest-southeast group, a north-south group, an east-west group, and a northeast-southwest group. This grouping of folds by directional trend is for convenience in discussion and is not meant to imply a tectonic or genetic relationship. 2.5.1.1.5.1.3.1 Northwest-Southeast Folds The folds of this group are those which compose the LaSalle Anticlinal Belt, the Leesville Anticline, the Dupo Anticline, the Pittsfield-Hadley Anticline, and a group of anticlines and synclines in southeast Iowa.

LSCS-UFSAR 2.5-31 REV. 13 2.5.1.1.5.1.3.1.1. LaSalle Anticlinal Belt A general discussion of the LaSalle Anticlinal Belt as a regional tectonic structure is presented in Subsection 2.5.1.1.5.1.1.5; a general discussion of the individual folds follows. The LaSalle Anticlinal Belt is a series of en echelon, northwest-southeast-trending anticlines, some intervening synclines, a monocline, and numerous domes (Reference 159, Clegg, 1970). The major folds are shown on Figure 2.5-12. The folds range from approximately 6 to 56 miles long. The folds trend approximately N 20° W from the northern boundary of Crawford County, Illinois, to the eastern boundary of Bureau County, Illinois. The greater concentration of folds is in the southern portion of the belt in Coles, Douglas, Edgar, and Clark Counties, Illinois. The concentration of folds decreases northward.

The site is located between two minor folds at the northwest end of the LaSalle Anticlinal Belt, the Ransom Syncline and the Odell Anticline (Figure 2.5-14). These two folds are described in detail in Subsection 2.5.1.2.4.1. Development of the LaSalle Anticlinal Belt is probably post-Mississippian (Reference 84, Atherton, 1971), with the locus of deformation migrating progressively southward during the Pennsylvanian (Reference 99, Buschbach, 1973; Reference 109, Clegg, 1970). There was probably renewed intermittent activity of the LaSalle Anticlinal Belt until the close of the Paleozoic (Reference 99, Buschbach, 1973; Reference 109, Clegg, 1970). 2.5.1.1.5.1.3.1.2 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 2.5-12, Ind. No. 1). 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 there is a series of narrow synclines that close against the fault (Reference 160, Melhorn and Smith, 1959).

Melhorn and Smith (Reference 146, 1959) consider the disturbance along the Leesville Anticline and Mt. Carmel Fault to be genetically related to the LaSalle Anticlinal Belt. Therefore, deformation along the Leesville Anticline is Late Mississippian, pre-Mesozoic (Reference 146, Melhorn and Smith, 1959). 2.5.1.1.5.1.3.1.3 Dupo Anticline The Dupo Anticline (or Dupo-Waterloo Anticline) is a fold trending approximately N 20° W which extends from Monroe County, Illinois, through St. Louis, Missouri (Figure 2.5-12, Ill. No. 22, Mo. No. 3). The northern end of the anticline is believed LSCS-UFSAR 2.5-32 REV. 13 to be offset by the Cap au Gres Faulted Flexure (Reference 99, Buschbach, 1973); however, the anticline has been mapped only south of the flexure (Subsection 2.5.1.1.5.1.1.10). Outcrop patterns show dips of 2° to 3° on the gentle eastern flank of the anticline, whereas the western flank dips 30° or more. Structural relief of the anticline is at least 500 feet near Waterloo, Illinois (Reference 99, Buschbach, 1973).

Major movements along the anticline probably occurred from Late Mississippian to pre-Pennsylvanian time, with renewed uplift in post-Pennsylvanian, pre-Pleistocene time (Reference 99, Buschbach, 1973). 2.5.1.1.5.1.3.1.4 Pittsfield-Hadley Anticline The Pittsfield-Hadley Anticline is a fold that trends northwest-southeast (N 45° W) and crosses Lewis County, Missouri, and Adams and Pike Counties, Illinois (Figure 2.5-12, Ill. No. 23, Mo. No. 1). Pennsylvanian strata on the flanks of the anticline dip less steeply than those of the underlying Mississippian, suggesting post-Mississippian, pre-Pennsylvanian uplift. Total uplift exceeds 300 feet in some areas (Reference 99, Buschbach, 1973). Folds with similar directional trends but with uplift of slightly more than 100 feet occur in Adams County, Illinois, in Pike County, Missouri, and in Henderson County, Illinois (Media Anticline). The similarities of orientation and stratigraphy with the Pittsfield-Hadley Anticline suggest that the development of the Media Anticline and similar folds was contemporaneous with that of the Pittsfield-Hadley Anticline (Reference 99, Buschbach, 1973; Reference 161, McCracken, 1971). 2.5.1.1.5.1.3.1.5 Folds in Southeastern Iowa Harris and Parker (Reference 162, 1964) have delineated five anticlines in southeastern Iowa by virtue of borehole data and structure contours on the Burlington Limestone (Early Mississippian). The five structures which generally parallel one another are numbered as follows on Figure 2.5-12: (1) Bentonsport, (2) Skunk River, (3) Burlington, (4) Sperry, and (5) Oquawka Anticlines. Axial trends of these folds vary from N 55° W to N 65° W. Harris and Parker (Reference 163, 1964) place formation of these features as late-Early Mississippian.

2.5.1.1.5.1.3.2 North-South Folds The north-south folds are represented in the regional area by the intrabasinal structures of the Fairfield Basin: the DuQuoin Monocline and the Salem, Louden, and Clay City Anticlines.

2.5.1.1.5.1.3.2.1 DuQuoin Monocline The DuQuoin Monocline is a steep eastward-dipping monoclinal structure that trends north-south from northernmost Jackson County through Perry, Jefferson, LSCS-UFSAR 2.5-33 REV. 13 and Marion Counties, Illinois (Figure 2.5-12, Ill. No. 19). 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 are thicker than equivalent beds to the west (Reference 164, Brownfield, 1954).

The monocline is broken by subordinate faults (Reference 99, Buschbach, 1973). Flexure of the DuQuoin Monocline is considered to have begun in the Late Mississippian and was completed by the Middle Pennsylvanian (Reference 165, Brownfield, 1954). 2.5.1.1.5.1.3.2.2 Salem and Louden Anticlines The Salem and Louden Anticlines (Figure 2.5-12, Ill. Nos. 17 and 18 respectively) are north-south-trending structural highs in the Fairfield Basin. The Salem Anticline extends from central Jefferson County to central Marion County in southern Illinois and is approximately 25 miles in length. The Louden Anticline is located 7 miles northeast of the Salem Anticline. The Louden Anticline extends from the northern county line of Marion County through east-central Fayette County, Illinois, and is approximately 19 miles long.

Pennsylvanian units thin over the Salem and Louden Anticlines, indicating that the two anticlines were uplifted during the Pennsylvanian (Reference 99, Buschbach, 1973). 2.5.1.1.5.1.3.2.3 Clay City Anticline The Clay City Anticline is a prominent structure in the Fairfield Basin (Appendix 2.5A). 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 (Figure 2.5-12, Ill. No. 16). 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 166, Du Bois and Siever, 1955). Du Bois and Siever 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.

2.5.1.1.5.1.3.3 Northeast-Southwest Folds The only northeast-southwest-trending structural feature in the regional area is the Baraboo Syncline.

LSCS-UFSAR 2.5-34 REV. 13 2.5.1.1.5.1.3.3.1 Baraboo Syncline The Baraboo Syncline is a complex, doubly plunging, asymmetric syncline. The fold has a trace of approximately 25 miles through Columbia and Sauk Counties, Wisconsin (Reference 167, Dalziel and Dott, 1970; Figure 2.5-12, Wis. No. 1). The north limb is nearly vertical, and the south limb dips gently to the north (Reference 161, Dalziel and Dott, 1970). The structure, which is Precambrian in age, forms a structural and topographic basin infilled with Paleozoic and Pleistocene sediments. 2.5.1.1.5.1.3.4 East-West Folds East-west folds in the area are represented by a group of structures in southwestern Wisconsin, herein grouped as the Upper Mississippi Valley Folds. 2.5.1.1.5.1.3.4.1 Upper Mississippi Valley Folds Heyl et al. (Reference 169, 1959) have delineated a complexly folded area in the Upper Mississippi Valley Lead-Zinc District. These folds are on a slight regional dip (18 ft/mi) to the south imposed by the Wisconsin Dome to the north. The folds are grouped into three orders of magnitude on the basis of amplitude and dimensions (Reference 170, Heyl et al., 1959). The folds range from 1 to 200 feet in amplitude, from 100 feet to 40 miles in length, and from 10 feet to 6 miles in width (Reference 171, Heyl et al., 1959). The two first-order folds, the Mineral Point and Meekers Grove Anticlines (Figure 2.5-12, Wis. Nos. 2 and 3 respectively), are discussed below.

The Meekers Grove Anticline trends east-west from Dubuque County, Iowa, to Janesville County, Wisconsin. Its amplitude ranges from 100 to 200 feet, and it is approximately 65 miles long. The north limb of the anticline dips much more steeply than the south limb. Most of the first- and second-order folds in the district exhibit this asymmetry.

The Mineral Grove Anticline is believed to be continuous with the Allamakee Anticline in Iowa (Reference 172, Heyl et al., 1959; Figure 2.5-12, Ia. No. 6). Mapped as one on Figure 2.5-12, these two anticlines have a complexly curved axis which trends southeast from Allamakee County, Iowa, to Iowa County, Wisconsin, then east to Dane County, Wisconsin. The amplitude of the Mineral Grove Anticline ranges from 100 to 170 feet, and it is approximately 130 miles long. The north limb of the anticline dips more steeply than the south limb (Reference 173, Heyl et al., 1959).

LSCS-UFSAR 2.5-35 REV. 13 Both the Meekers Grove and the Mineral Point Anticlines cross the Wisconsin Arch to the east. Heyl et al.(Reference 174, 1959) placed formation of these folds as post-Middle Pennsylvanian to pre-Cretaceous. 2.5.1.1.6 Regional Structure 2.5.1.1.6.1 Regional Tectonic Structures The discussions of regional tectonic features (basins, arches, and domes), faults, and folds in the sedimentary strata are presented in Subsections 2.5.1.1.5.1.1, 2.5.1.1.5.1.2, and 2.5.1.1.5.1.3 respectively. The outlines of the basins, arches, and domes are presented in Figure 2.5-9. The regional fold and fault maps are shown in Figures 2.5-12 and 2.5-13 respectively. Descriptions of the faults and folds by states are presented in Tables 2.5-3 through 2.5-7 and 2.5-8 through 2.5-12 respectively. 2.5.1.1.6.2 Regional Karst Karst is the type of topography that forms over carbonate strata as the result of solution activity. In well-developed karst areas, features such as sink holes, solution-enlarged joints, disappearing streams, and caves are common. Any carbonate outcrop may however be subject to solution to some degree. In the regional area, the only true karst areas are the Crawford Upland and the Mitchell Plain of southern Indiana, some 140 miles from the site (Figure 2.5-5). There are areas of carbonate outcrop closer to the site but none within the site vicinity.

2.5.1.1.6.3 Landslides The Illinois State Geological Survey has reported the occurrence of slump or rotational type landslides along the bluffs of the Illinois River, where Pennsylvanian clays and shales crop out (Reference 175, Du Montelle, Hester, and Cole, 1971; Reference 176, Willman, 1973). Five slide areas have been reported along the south bluff of the Illinois River west of LaSalle, more than 20 miles from the site (Reference 175, Du Montelle, Hester, and Cole, 1971). The slope failures occurred in the shales of the Pennsylvanian Bond and Modesto Formations. The slopes which failed were generally steeper than 20 degrees. Pennsylvanian shales, sandstones, and limestones of the Carbondale Formation crop out in the bluffs along the Illinois River 3 miles north of the site (Figure 2.5-3). The slopes on which the exposures are located are moderate to gentle, ranging from 5 to 16 degrees.

Some minor sliding has been observed in Quaternary deposits along the Illinois River near the site (Reference 177, Willman, 1976). The closest of these minor slides occurs approximately 4 miles northeast of the site near the mouth of Deadly Run LSCS-UFSAR 2.5-36 REV. 13 (Reference 177, Willman, 1976). Because of their size, these minor slides present no hazard to the site. 2.5.1.1.6.4 Man's Activities There are no known cases of or potential possibilities for surface or subsurface subsidence, uplift, or collapse resulting from the activities of man within a 5-mile radius from the LaSalle County Station. Present activities within this area include removal of sand and gravel and the domestic use of groundwater. There are sand and gravel pits as well as clay or shale strip mines within 20 miles of the site. All of these surface mines and pits are located along the floodplain and terraces of the Illinois River.

The closest sand and gravel pits to the plant are shown on Figure 2.5-16. The sources of sand and gravel are surface alluvial and terrace deposits. These pits may cover several acres, but are shallow and present no hazard to the plant due to subsidence or collapse. Silica sand for industrial use is removed from quarries in the St. Peter Sandstone near Ottawa, approximately 16 miles west of the plant site (Reference 178, Willman, 1973). These quarries do not represent any possible hazard to the site. The Colchester (No. 2) and Herrin (No. 6) Pennsylvanian coal beds have been removed from both strip mines and shaft mines within 20 miles of the plant. There are extensive strip mines of the Colchester coal near Morris, in Grundy County, approximately 14 miles northeast of the site. There are also strip mines south of Dayton, approximately 10 miles west of the site. The Herrin and Colchester coals have been mined in a shaft mine northeast of Marseilles and at Dayton, approximately 12 miles northwest of the site (Reference 179, Willman, 1973). The approximate elevations of the tops of the Herrin (No. 6) and Colchester (No. 2) coals at the plant site are +570 feet and +370 (MSL) feet respectively (Reference 180, Cady, 1952). At these depths the coal cannot be mined economically within the limits of known technology. There has been no mining of coal in LaSalle County since 1960 (Reference 181, Malhotra, 1974). Clay and shale have been removed from shaft and strip mines within 20 miles of the plant site. In many cases they are underclays and have been mined with the overlying coal in the coal mines discussed previously (Reference 179, Willman, 1973). The closest mine to the plant site is a strip mine southeast of Dayton, approximately 10 miles northwest of the site. At this distance from the site, the mine presents no possible hazard. Not all clay or shale mines are associated with coal mines, and LaSalle County presently produces a substantial tonnage of refractory clay. As with the coal beds, LSCS-UFSAR 2.5-37 REV. 13 the depths to the clay or shale horizons at the plant site are cost-prohibitive for mining. No surface subsidence attributable to consolidation by groundwater withdrawal has been reported near the LSCS site. The largest present demands on the groundwater resource near the site are the municipal wells of Seneca and Marseilles, which pump an approximate average daily volume of 0.2 to 0.5 million gpd (Table 2.4-13). The two municipal wells at Seneca pump groundwater from the Cambrian-Ordovician Aquifer at a depth of 700 feet below the ground surface. The two groundwater production wells at the plant site utilize deeper portions of the Cambrian-Ordovician Aquifer to depths of 1620 and 1629 feet. These aquifer units are not susceptible to consolidation caused by groundwater withdrawal.

There is an underground natural gas storage reservoir (Troy Grove) located approximately 28 miles northwest of the site, but it presents no possible hazard. A map showing the locations of all gas storage facilities located in geologic structures within the radius of 30 miles from the site is presented in Figure 2.5-92. A summary of data on these gas storage fields is presented in Table 2.5-42. The location of the LSCS site does not preclude the development of any known unique mineral deposits. 2.5.1.1.6.5 Regional Warping There are no known instances of, or potential possibilities for, surface or subsurface subsidence, uplift, or collapse resulting from regional warping.

2.5.1.1.6.6 Regional Groundwater Conditions Regional groundwater conditions are presented in various portions of Subsection 2.4.13. For a discussion of possible subsidence due to groundwater withdrawal, see Subsection 2.5.1.1.6.4. 2.5.1.2 Site Geology To provide clarity and consistency in the remainder of Section 2.5, the following terms are defined here: site - the area within the LaSalle County Station property lines; site vicinity - the area within a 5-mile radius from the LaSalle County Station power block; and site area - the area within a 20-mile radius from the LaSalle County Station Units 1 and 2.

Geological and geophysical investigations were performed at the LaSalle County Station site to determine the lithologic, stratigraphic, and structural geologic conditions at the site. The thickness, physical characteristics, laboratory test LSCS-UFSAR 2.5-38 REV. 13 results, and geologic history of the soil and rock units encountered at the site are presented here (Subsection 2.5.1.2). Between May 1970 and December 1975, 293 borings were drilled at the site by Raymond International, Inc., and 11 borings by Layne Western Co. at the locations indicated on Figure 2.5-2, Sheets 1 and 2. Dames & Moore field-logged all Raymond borings, while A&H Engineering logged the Layne Western borings. The boring logs are presented in Figure 2.5-19. The symbols used on the boring logs are explained on Figure 2.5-17. The method used for classifying the material is described in Figure 2.5-18. Approximately 19,000 feet of soil and rock were logged and sampled. The maximum depth penetrated in the boring program was 360 feet (Boring 2), of which about 165 feet was soil and 195 feet was rock. Boring 2 was completed at an elevation of 330 feet MSL. To supplement boring information, 43 test pits were excavated at the locations indicated on Figure 2.5-2 in which approximately 430 feet of soil and rock were sampled and logged. The test pit profiles are presented in Figure 2.5-21, with the notes on test pits shown in Figure 2.5-20. The test pit depths ranged from 7.5 to 12.0 feet and averaged 8.3 feet. Additional lithologic and stratigraphic information was obtained from records and logs of 83 water wells in the site vicinity.

At the LSCS site, there is approximately 150 feet of soil overlying Pennsylvanian bedrock. This is followed by approximately 3500 feet of sedimentary rock overlying the Precambrian basement. Soil at the site is generally Holocene to Wisconsinan in age (Reference 182, Kempton, 1975), with minor amounts of Illinoian, Kansan, and pre-Kansan sediments reported in the area (Reference 183, Willman and Payne, 1942). Holocene sediments at the site are primarily alluvium and colluvium along the Illinois River valley. The Wisconsinan sediments are primarily glacial till and outwash deposits with minor amounts of loess, lacustrine, and ice-contact deposits, as well as some terrace gravels along the Illinois River (Reference 184, Willman and Payne, 1942; Reference 185, Willman, 1973).

The thickness of Pleistocene sediments penetrated in borings in the upland portion of the site ranged from 77 feet in Boring D-4 to 228 feet in Boring 33-C-02. The combined Pleistocene deposits have a maximum thickness of approximately 250 feet (Reference 186, Willman and Payne, 1942). The soil deposits overlie approximately 3500 feet of Pennsylvanian, Ordovician, and Cambrian sedimentary strata, which are in turn underlain by a Precambrian igneous basement complex. No geologic conditions are known to exist, nor were any discovered during the excavation and construction which adversely affected the design or construction of LSCS-UFSAR 2.5-39 REV. 13 LSCS Units 1 and 2. Inspections of the excavations by geologists from Sargent & Lundy, Dames & Moore, and the Illinois State Geological Survey confirm that they are entirely within the Yorkville Till Member of the Wedron Formation, as identified in the PSAR-stage borings. The PSAR borings also indicated scattered occurrences of small sand and gravel pockets throughout the till. Inspections verified that these sand and gravel occurrences were in fact isolated pockets.

Confirmation of this interpretation is presented in correspondence received from the Illinois State Geological Survey, who made site visits on April 11, 1974, and September 27, 1976 (see Appendices 2.5B and 2.5C respectively). These pockets have no effect on the design or construction of the main plant excavation. Three larger isolated deposits of sand and gravel exposed in the CSCS flume and pond are discussed in Subsection 2.5.4.14. Main plant excavation photos are presented in Figures 2.5-89 and 2.5-90.

2.5.1.2.1 Site Physiography The LSCS site is in the Bloomington Ridged Plain subsection of the Till Plains section of the Central Lowland Province (Reference 6, Fenneman, 1935; Reference 187, Leighton, Ekblaw, and Horberg, 1948; Reference 188, Willman and Frye, 1970). The site may be divided into two portions, the upland portion on the Ransom Moraine, and the valley bottom portion on the floodplain of the Illinois River (Figure 2.5-2, Sheet 1). The power block, the discharge flume, and the cooling lake are on the upland portion; the river screen house is on the valley bottom portion. The upland moraine is topographically separated from the valley bottom floodplain by the Illinois River bluff. The maximum topographic relief from the upland moraine to the valley bottom floodplain is approximately 255 feet (Figure 2.5-2, Sheet 1).

2.5.1.2.1.1 Uplands The upland portion of the site is located on the Ransom Moraine, part of the Marseilles Morainic System (Figure 2.5-22). The Ransom Moraine, which is Wisconsinan in age, is the youngest and most prominent moraine in the Marseilles Morainic System. This morainic system is part of the Peoria Sublobe, which belongs to the Lake Michigan Lobe of Woodfordian glacial deposits (Figure 2.5-23). At the site, the Ransom Moraine trends north-south and is deeply incised by the Illinois River. The moraine is 6 to 8 miles wide with a crest approximately 160 feet above the lake plains on either side (Figure 2.5-22). It has an asymmetrical shape, being steeper on the west, or front slope than on the east, or back slope. The contact with the Norway Moraine, which borders the front slope, is distinct, but the change to the ground moraine of the back slope is gradational. The upland portion of the site is located on the east slope of the Ransom Moraine. The uplands topography is gently rolling and slopes gradually to the north and east. Upland topographic relief is low to moderate, with the greatest relief to the north LSCS-UFSAR 2.5-40 REV. 13 and west along tributaries of the Illinois River (Figure 2.5-2, Sheet 1). A maximum elevation of about 732 feet is reached on the west end of the site, towards the crest of the Ransom moraine. At the north end of the site, a minimum elevation of about 485 feet is reached in the Illinois River valley. In the area covered by LSCS Units 1 and 2, the relief is low, with elevation differences generally about 10 to 20 feet. Overall relief from LSCS Units 1 and 2 to the valley bottom along the Illinois River is approximately 250 feet. Upland surface drainage is well developed and flows toward the north and northeast to the Illinois River valley. Surface drainage to the north is through intermittent branches of South Kickapoo Creek, Spring Brook, and an unnamed stream (Figure 2.5-2, Sheet 1). Intermittent branches of Hog Run and Armstrong Run collect surface drainage to the east and northeast. All streams discharge into the Illinois River. Stream valleys in the upland portion of the site are broad, with gradients of approximately 20 feet per mile. Near the bluff of the Illinois River, valleys become more deeply incised and have higher gradients as the streams approach the base level of the Illinois River (elevation 483 feet MSL). Most of the streams on the upland portion of the site have valleys that are eroded entirely in glacial drift. In the north part of the site, some of the stream valleys may be eroded into Ticona Bedrock Valley fill. Valley walls are usually gently sloping because of the rapid erosion of drift by slopewash followed by the deposition of this material in the valley bottoms. These valleys are usually shallow with low walls and frequently develop a meandering course and broad bottom lands. 2.5.1.2.1.2 Valley Bottom At the site, the Illinois River valley is characterized by moderately steep valley walls with slopes ranging from approximately 5° to 16°. Slopes are more gentle east of Marseilles (Figure 2.5-3), where the valley walls are composed largely of drift, although bedrock of Pennsylvanian age is exposed locally along their base (Reference 189, Willman and Payne, 1942). West of Marseilles, where bedrock of Pennsylvanian and Ordovician age comprises most of the valley walls, slopes are steeper (Reference 190, Willman and Payne, 1942). The height of the bluffs along the Illinois River valley at the site ranges from approximately 90 to 140 feet. Within the Illinois River valley, the channel bends from side to side, sometimes impinging against the valley walls. Normal pool elevation of the Illinois River in the reach above the Marseilles Dam is approximately 483 to 484 feet MSL. The valley bottom is usually uniform in width, averaging about 7900 feet. In general it is broadest to the east of the site and narrowest to the west of the site. In the portion of the Illinois River valley at the site, bedrock usually underlies a few inches of sand and gravel in the deepest part of the river channel (Reference 191, Willman and Payne, 1942).

Much of the valley bottom consists of a series of terraces in which the present Illinois River occupies a narrow channel (Reference 192, Willman and Payne, 1942). The terraces are composed of glaciofluvial outwash and have been dissected as a LSCS-UFSAR 2.5-41 REV. 13 result of base level changes of the Illinois River. These terraces range from about 1300 to 2600 feet wide and 5 to 15 feet deep. 2.5.1.2.1.3 Site Karst There is no evidence of karstic features at the site.

2.5.1.2.2 Site Stratigraphy Stratigraphic descriptions of materials at the site are subdivided into two categories: soil and rock. The physical characteristics and the stratigraphic relationships have been determined from literature review, test boring data, inspection of test pits, inspection of plant excavations, data from site water wells, and from laboratory testing. The LaSalle County Station, Units 1 and 2, is founded entirely on soil. The characteristics and engineering properties of the soil and rock are presented in Subsection 2.5.4.2. A map showing the distribution of soil units in the site vicinity is presented in Figure 2.5-3. Soil stratigraphic columns of the site area are presented in Figures 2.5-24 and 2.5-25. A map showing the distribution of agricultural soils, representing weathering modifications in the uppermost soil deposits, is presented in Figure 2.5-26. A description of these agricultural soils is included in Table 2.5-13. A map showing the distribution of the bedrock units in the site area is presented in Figure 2.5-4. A rock stratigraphic column in the site vicinity is presented in Figure 2.5-27. The stratigraphic nomenclature for the soil is based on Reference 90 (Willman and Frye, 1970); the stratigraphic nomenclature for the rock is based on Reference 193 (Willman et al., 1975).

2.5.1.2.2.1 Soil The term soil in this subsection is being used in the engineering sense to indicate those deposits overlying the bedrock. The soil at the site has been subdivided into that present in the uplands and that present in the valley bottoms. Descriptions of the soil deposits include the stratigraphic classification, age, lithologic description, thickness, distribution, mode of origin, and stratigraphic relationships with overlying and/or underlying strata. 2.5.1.2.2.1.1 Uplands The surficial soil stratigraphic units in the upland portion of the site are shown in Figure 2.5-3. The soil stratigraphic units present include the Cahokia Alluvium, Peyton Colluvium, Richland Loess, Wedron Formation, and the undifferentiated buried bedrock valley fill (Figure 2.5-24).

LSCS-UFSAR 2.5-42 REV. 13 2.5.1.2.2.1.1.1 Cenozoic Erathem (Present to 65 2 Million Years Old) 2.5.1.2.2.1.1.1.1 Quaternary System (Present to 2 1 Million Years Old) 2.5.1.2.2.1.1.1.1.1 Pleistocene Series 2.5.1.2.2.1.1.1.1.1.1 Cahokia Alluvium The Cahokia Alluvium is represented in the upland portion of the site by thin, silty, alluvial deposits along the stream valleys. Willman and Frye (Reference 194, 1970) state that the alluvium began to accumulate in many valleys as soon as they were free of ice. The alluvium may therefore range in age from Holocene to late Wisconsinan. Because the deposit is derived from loess and till, it is composed predominantly of silt and clay with a few sand lenses. The Cahokia Alluvium grades or interfingers into the Peyton Colluvium at the edges of stream floodplains and overlies either the Wedron Formation or buried bedrock valley fill. 2.5.1.2.2.1.1.1.1.1.2 Peyton Colluvium The Peyton Colluvium is represented in the upland portion of the site by thin deposits of poorly sorted colluvial sediments along the bottoms of slopes of tributary stream valleys which have dissected the bluff. This formation is dominantly a pebbly, clayey silt, but its composition depends on the adjacent slope material. The Peyton Colluvium may range in age from Holocene to late Wisconsinan and grades or interfingers into the Cahokia Alluvium at floodplain level (Reference 195, Willman and Frye, 1970; Reference 196, Willman, 1973). 2.5.1.2.2.1.1.1.1.1.3 Richland Loess The Richland Loess in the upland portion of the site consists of windblown silt. This unit has been modified by weathering to a slightly clayey silt. The Richland Loess may range in age from Woodfordian to Valderan (Reference 197, Willman and Frye, 1970). This deposit overlies the Wedron Formation and is the uppermost soil stratum in the upland portion of the site. The Richland Loess is locally absent to 4 feet thick. Occasionally, the loess measures up to 8 feet thick (Reference 198, Kempton, 1972).

2.5.1.2.2.1.1.1.1.1.4 Wedron Formation The Wedron Formation is represented in the upland portion of the site by the Woodfordian age Yorkville, Malden, and Tiskilwa Till Members and their associated outwash deposits. In the power block and cooling lake areas, the thickness of the Wedron Formation ranges from 120 to 140 feet. The thickness of the formation decreases northward toward the dissected uplands where the unit has been eroded along tributary ravines and the bluff of the Illinois River.

LSCS-UFSAR 2.5-43 REV. 14, APRIL 2002 The Wedron Formation was not differentiated into members on the boring logs; however, Dr. J. P. Kempton of the Illinois State Geological Survey identified the Yorkville, Malden, and Tiskilwa Till Members of the Wedron Formation using representative soil samples from Boring 4 (General Reference, Kempton, 1975). Within the Wedron Formation in the power block area, some borings encountered a sand and gravel deposit, generally at elevation 595 feet MSL (Figure 2.5-56 and Table 2.5-29). This was described in the boring logs as ranging from a brown to gray, dense, silty sand with gravel to a brownish-gray, fine sandy silt with gravel. This sand and gravel deposit generally occurred in the lower portion of the Malden Till Member or at the contact between the Malden and Tiskilwa Till Members. Inasmuch as these sands and gravels are quite possibly of glacial outwash origin, it is very likely that they occur in scattered disconnected bodies, considering the irregular pattern of glacial meltwater streams near ice fronts. Indeed, 9 of the 31 borings in the area (29%) did not encounter sand and gravel at this elevation. However, as the discontinuity of the sand and gravel deposit cannot be conclusively demonstrated in any practical way, the engineering analyses for design assumed, conservatively, that the granular material between the Malden and Tiskilwa tills is continuous under the main plant structures. As shown in Subsection 2.5.4.8.1, even with this most unfavorable assumption, the sands and gravels pose no threat to site stability. 2.5.1.2.2.1.1.1.1.1.4.1 Yorkville Till Member The Yorkville Till Member is 90 feet thick in Boring 4 (Reference 198, Kempton, 1972), with the elevation of its base at about 610 feet MSL. Grain size and clay mineral analyses of Yorkville till samples collected from the power block excavation and site borings averaged 7% sand, 43% silt, and 50% clay for that portion finer than 2 mm, with 2% expandable clay minerals for that portion finer than two microns (Reference 199, Kempton, 1975). At the top of the Yorkville Till Member and below the Richland Loess is a deposit interpreted to be ablation drift. This is a discontinuous deposit of sandy, gravelly, till-like material which ranges up to 4 feet in thickness along the face of the power block excavation (Reference 199, Kempton, 1975). 2.5.1.2.2.1.1.1.1.1.4.2 Malden Till Member The thickness of the Malden Till Member is 35 feet in Boring 4 (Reference 198, Kempton, 1972). It is bounded above by the Yorkville Till Member and below by the Tiskilwa Till Member.

LSCS-UFSAR 2.5-44 REV. 13 2.5.1.2.2.1.1.1.1.1.4.3 Tiskilwa Till Member The thickness of the Tiskilwa Till Member is 30 feet in Boring 4 (Reference 198, Kempton, 1972). It is bounded above by the Malden Till Member, and over most of the upland portion of the site it unconformably overlies the Pennsylvanian-age Carbondale Formation.

2.5.1.2.2.1.1.1.1.1.5 Buried Bedrock Valley Fill The LSCS site is located over a saddle in the bedrock divide separating the buried Ticona Bedrock Valley to the northwest and a tributary of the buried Kempton Bedrock Valley to the southeast (Figure 2.5-28).

The buried Ticona Bedrock Valley extends east-west across the site between the power block and the Illinois River valley. According to Randall (Reference 200, 1955), the main cutting of the Ticona Bedrock Valley occurred at least as early as Kansan. Although deposits as old as Kansan and pre-Kansan may be present (Reference 183, Willman and Payne, 1942), most of the sediments filling the Ticona Bedrock Valley are probably Wisconsinan and Illinoian (Reference 201, Randall, 1955).

In the site vicinity, the buried Ticona Bedrock Valley is 1.5 to 3 miles wide and is cut to an elevation of approximately 450 feet MSL (Reference 200, Randall, 1955). The valley is filled with glacial outwash to an elevation of roughly 540-560 feet MSL (Reference 202, Randall, 1955). As seen in Borings 5-B-01 and 33-C-02, the outwash consists mainly of sandy gravels and gravelly sands with lesser amounts of silt and clay in the matrix and in scattered thin layers. Randall (Reference 203, 1955) describes an exposure near Seneca (Geologic Section 33-5E-35-1g) which reveals 14 feet of sand and somewhat clayey gravel overlying 20 feet of very clean, very well-sorted medium sand. A tributary of the buried Ticona Bedrock Valley extends under the north side of the site, and a tributary of the buried Kempton Bedrock Valley extends under the south side of the site (Figure 2.5-28). The outwash in these valleys is similar in composition to the outwash in the main buried bedrock valley (see Borings 1, 3, 68, 69, D-5, and D-8). 2.5.1.2.2.1.2 Valley Bottoms The soil stratigraphic units in the valley bottom are shown in Figure 2.5-3. The soil stratigraphic units present include the Peyton Colluvium, Grayslake Peat, Cahokia Alluvium, and Henry Formation (Figure 2.5-25).

LSCS-UFSAR 2.5-45 REV. 13 2.5.1.2.2.1.2.1 Cenozoic Erathem (Present to 65 2 Million Years Old) 2.5.1.2.2.1.2.1.1 Quaternary System (Present to 2 1 Million Years Old) 2.5.1.2.2.1.2.1.1.1 Pleistocene Series 2.5.1.2.2.1.2.1.1.1.1 Grayslake Peat The Grayslake Peat is a discontinuous surficial deposit found on the floodplain of the Illinois River. It often has a high clay or silt content and is usually described as muck or silt rich in organic material, with beds of marl locally. The thickness of the peat in most areas is not known, but the peat deposits in the floodplain lakes and ponds probably do not exceed 5 to 10 feet in thickness (Reference 204, Willman, 1973). The Grayslake Peat ranges in age from Holocene to late Wisconsinan (Reference 205, Willman and Frye, 1970).

2.5.1.2.2.1.2.1.1.1.2 Peyton Colluvium The Peyton Colluvium is represented in the valley bottom by linear deposits of poorly sorted colluvial sediments along the bottoms of the slopes of the Illinois River bluffs. The unit includes alluvial fan material found at the mouths of gullies along the valley walls (Reference 206, Willman, 1973). This formation is dominantly a pebbly, clayey silt, but its composition depends on the adjacent slope material. The thickness of the colluvium is variable, with a maximum thickness of about 40 feet. The Peyton Colluvium may range in age from Holocene to Woodfordian and grades or interfingers into the Cahokia Alluvium or the Henry Formation at floodplain or terrace level (Reference 195, Willman and Frye, 1970; Reference 196, Willman, 1973).

2.5.1.2.2.1.2.1.1.1.3 Cahokia Alluvium The Cahokia Alluvium in the valley bottom is a discontinuous, surface valley fill deposit on the floodplain of the Illinois River. The unit includes alluvial fan material located at the mouths of tributary stream valleys (Reference 207, Willman, 1973). The alluvium is a poorly sorted sandy or clayey silt with lenses of sand and gravel. It ranges in age from Holocene to Woodfordian (Reference 194, Willman and Frye, 1970). In some areas on the floodplain, localized channel scouring has removed the Cahokia Alluvium and older soils and has exposed bedrock of the Pennsylvanian-age Carbondale Formation. Where present, the alluvium is generally 2 to 4 feet thick but may be thicker (4 to 20 feet) in abandoned channels and tributary alluvial fans.

LSCS-UFSAR 2.5-46 REV. 13 2.5.1.2.2.1.2.1.1.1.4 Henry Formation In the Illinois River valley, the Henry Formation occurs principally as low terraces (Reference 208, Willman, 1973). These terraces are composed of predominantly dolomitic, generally cobbly, coarse gravel (10 to 20 feet thick) underlain by finer sandy gravel. The terrace surface, 20 to 30 feet above the floodplain, is rough, with numerous ridges or bars as much as 20 feet high. In the valley bottom, the Henry Formation is mostly underlain by strata of the Carbondale Formation (Reference 209, Willman, 1973). 2.5.1.2.2.1.3 Soil Conservation Service Soil Series Weathering processes have modified the upper portions of the soil units across the site. The U.S. Department of Agriculture, Soil Conservation Service (SCS), has classified the weathering profiles in the soil into soil series. A soil series is defined on the basis of those weathering profiles which are similar except for the texture of the uppermost horizon (A-horizon) and are developed from a particular type of parent material. Soil series in LaSalle County have been mapped by the SCS in cooperation with the University of Illinois Agricultural Experiment Station. Sixteen of these soil series are present within the upland portion of the LaSalle County Station. All of these soil series are developed in loess overlying glacial till. The distribution of these soil series is shown on Figure 2.5-26. The characteristics and general engineering properties of each series are presented in Table 2.5-13. The information is derived from published data made available by the office of the SCS (Reference 210, 1973-1975) and by the U.S. Department of Agriculture, University of Illinois Agricultural Experiment Station (Reference 211, 1972). Descriptions and characteristics of the parent materials are presented in Subsection 2.5.1.2.2.1.1. The upland portion of the LaSalle County Station is comprised predominantly of three soil series: the Swygert silt loam (Map No. 91), the Bryce silty clay (Map No. 235), and the Rutland silt loam (Map No. 375). Swygert soils are developed in loess over silty clay glacial till under prairie native vegetation (Reference 212, Alexander and Paschke, 1972); Bryce soils are developed in loess or silty material over silty clay glacial till under swamp grass native vegetation (Reference 213, Alexander and Paschke, 1972); the Rutland soils are developed in loess over silty clay and clay glacial till under prairie native vegetation (Reference 214, Alexander and Paschke, 1972). 2.5.1.2.2.2 Rock At the LaSalle County Station site, the bedrock units encountered in 54 borings range in age from Pennsylvanian to Ordovician (Pennsylvanian strata unconformably overlie Ordovician strata at the site). Bedrock units below the LSCS-UFSAR 2.5-47 REV. 13 elevation penetrated by these borings are Ordovician and Cambrian sedimentary strata which rest unconformably on the Precambrian basement complex. The geologic column showing the stratigraphic section in the site area is presented in Figure 2.5-27. This stratigraphic column includes several Pennsylvanian and Ordovician formations which may be present within 20 miles of the site but which were not present in the site borings due to periods of erosion in the time intervals between deposition of the various formations. The discussion of site stratigraphy includes a generalized lithologic description of the Carbondale Formation, Spoon Formation, and Platteville Group as penetrated by 6 D-series borings, 24 R-series borings, and 24 plant site borings. Only one test boring (Boring 2) penetrated into the Platteville Group. The descriptions of the underlying units are summaries from Buschbach (Reference 215, 1964); Kosanke et al. (Reference 216, 1960); Willman et al. (Reference 217, 1967); and Willman et al. (Reference 193, 1975). Thicknesses of stratigraphic units below the Pennsylvanian strata are estimated from the logs of two nearby water wells, the Marseilles No. 3 municipal well and the E.I. du Pont No. 6 well (Reference 218, Illinois State Geological Survey), and from available literature (Figure 2.4-13 and Table 2.4-9).

Test borings drilled in the power block area of the site encountered bedrock at depths ranging from 150 to 180 feet (elevation 543 to 529 feet MSL). Borings drilled in the valley bottom portion of the site encountered bedrock at depths ranging from 1 to 13 feet (elevation 503 to 475 feet MSL). Between the power block area and the river, a few borings penetrated the buried Ticona Bedrock Valley and encountered bedrock at an elevation of about 450 feet MSL. Boundaries between strata encountered in the borings are usually gradational. The individual units are for the most part thinly bedded, displaying essentially horizontal bedding. The strata are very competent. Although several zones of joints were recorded on the core logs, no evidence of movement was noted. In the following subsections, descriptions of rock strata are included for those formations penetrated by site borings and those formations which logs of the Marseilles municipal and du Pont industrial wells (Reference 218, Illinois State Geological Survey; Figure 2.4-13) or available literature indicate as underlying the site (Figure 2.5-27). 2.5.1.2.2.2.1 Paleozoic Erathem (225 5 to 600 [?] Million Years Old) 2.5.1.2.2.2.1.1 Pennsylvanian System (270 5 to 320 10 Million Years Old) 2.5.1.2.2.2.1.1.1 Desmoinesian Series 2.5.1.2.2.2.1.1.1.1 Kewanee Group LSCS-UFSAR 2.5-48 REV. 13 2.5.1.2.2.2.1.1.1.1.1 Carbondale Formation The Carbondale Formation forms the erosional bedrock surface for most of the site area (Figure 2.5-4). None of the borings penetrated a complete section of the formation. The unit outcrops north of the site in the Illinois River valley.

The Carbondale Formation is made up of five cyclothems, each of which represents a cycle of marine retreat followed by marine advance. In descending order these are the Brereton, the St. David, the Summum, the Lowell, and the Liverpool cyclothems. These cyclothems are composed of alternating strata of shale, sandstone, clay, coal, limestone, siltstone, and many intergradational types. A highly organic shale was encountered at about elevation 455 to 470 feet MSL and was used as a marker horizon to determine the position of the strata in the cyclothem series and for correlation and structural evaluation (Figures 2.5-29 through 2.5-31). Toward the base of the Lowell cyclothem is a 3-foot-thick coal unit, the Colchester No. 2 Coal. The bottom of this coal unit marks the contact between the Carbondale Formation and the underlying Spoon Formation. Boring 2 was the only boring to reach the base of the Carbondale Formation (elevation 393 feet MSL). The thickness of the unit in this boring was 151 feet. The elevation of the erosional surface on the Carbondale Formation ranged from a maximum of about 550 feet MSL to a minimum of about 450 feet MSL in borings on the site. In the site borings, the formation was made up of approximately 83% shales, 9% siltstones, 4% sandstones, 2% limestones, and 2% coals. 2.5.1.2.2.2.1.1.1.1.2 Spoon Formation The Spoon Formation exists throughout the site as a continuous subsurface unit. This unit forms the erosional bedrock surface in part of the buried Ticona Bedrock Valley about a mile north of the plant area (Figures 2.5-4 and 2.5-28). Outcrops of the unit occur locally in the Illinois River valley northwest of the site. The Spoon Formation has a total thickness of 25 feet in Boring 2, which was the only boring that fully penetrated the unit. The top of the formation was reached at an elevation of 393 feet MSL. In Boring 2, the Spoon Formation is comprised of about 5 feet of underclay of the Colchester No. 2 Coal overlying about 20 feet of gray shale. The underclay is greenish to brownish, soft, and nonbedded. The shale is gray to green, massive, calcareous, fissile, organic, somewhat soft, and silty. The description of the underclay of the Colchester No. 2 Coal by Willman and Payne (Reference 219, 1942) suggests that the entire Spoon Formation at the site may belong to the lower part of the Liverpool cyclothem. In the site area, the base of the Spoon Formation rests unconformably on Ordovician limestone of the Platteville Group (Reference 220, Willman and Payne, 1942).

LSCS-UFSAR 2.5-49 REV. 13 2.5.1.2.2.2.1.2 Ordovician System (430 10 to 500 [?] Million Years Old) 2.5.1.2.2.2.1.2.1 Champlainian Series 2.5.1.2.2.2.1.2.1.1 Blackriveran Stage 2.5.1.2.2.2.1.2.1.1.1 Platteville Group The Platteville Group exists throughout the site as a continuous subsurface unit. It was encountered in Boring 2 but was not fully penetrated. The Platteville Group is composed of mottled light gray to dark gray limestones of Ordovician age. The limestones are dense and fine- to medium-grained with a small amount of clay and chert. Regionally, the group consists of (from top to bottom) the Quimbys Mill Formation, the Nachusa Formation, the Grand Detour Formation, the Mifflin Formation, and the Pecatonica Formation. The depth to the Platteville Group in Boring 2 was 341 feet (elevation 367 feet MSL). The thickness penetrated was only 19 feet. In Boring 2, the Platteville Group is a mottled light gray to gray, massive, slightly argillaceous, slightly dolomitic limestone.

The contact between the Platteville Group and the overlying Pennsylvanian strata represents a pre-Pennsylvanian erosional surface; thus, the thickness of the group is variable. A slightly weathered zone with an accumulation of chert fragments was encountered at the contact. Regional structure maps contoured on the top of the underlying Ancell Group indicate that the Platteville-Ancell contact is at approximately elevation 250 to 300 feet MSL, suggesting that the thickness of the Platteville Group at the site is on the order of 50 to 100 feet (Reference 221, Willman and Payne, 1942). The Platteville Group was 132 feet thick in the du Pont No. 6 well log but was absent in the Marseilles No. 3 well log (Reference 218, Illinois State Geological Survey). The contact with the underlying Ancell Group is unconformable (Reference 222, Willman and Payne, 1942). 2.5.1.2.2.2.1.2.1.1.1.1 Nachusa Formation The Nachusa Formation consists primarily of thick-bedded, vuggy dolomite. The estimated thickness of the Nachusa Formation at the site is 15 feet (Reference 223, Willman et al., 1975). 2.5.1.2.2.2.1.2.1.1.1.2 Grand Detour Formation The Grand Detour Formation consists primarily of medium-bedded, dolomitic, slightly argillaceous limestone. The estimated thickness of the formation at the site is 30 feet (Reference 224, Willman et al., 1975).

LSCS-UFSAR 2.5-50 REV. 13 2.5.1.2.2.2.1.2.1.1.1.3 Mifflin Formation The Mifflin Formation consists primarily of thin-bedded, shaly limestone. The estimated thickness of the Mifflin Formation at the site is 15 feet (Reference 225, Willman et al., 1975).

2.5.1.2.2.2.1.2.1.1.1.4 Pecatonica Formation The Pecatonica Formation consists primarily of medium- to thick-bedded, vuggy dolomite. The estimated thickness of the Pecatonica Formation at the site is 20 feet (Reference 226, Willman et al., 1975). 2.5.1.2.2.2.1.2.1.1.2 Ancell Group 2.5.1.2.2.2.1.2.1.1.2.1. Glenwood Formation The Glenwood Formation consists primarily of gray to white, rounded, pyritic sandstone. The estimated thickness of the formation at the site is 10 feet (Reference 218, Illinois State Geological Survey).

2.5.1.2.2.2.1.2.1.1.2.2 St. Peter Sandstone The St. Peter Sandstone is a light gray to buff, fine- to medium-grained, friable sandstone. The St. Peter Sandstone is predominantly composed of fine to medium, poorly graded, well-rounded, frosted, exceptionally pure quartz sand (Reference 227, Willman et al., 1975). Locally the basal few feet consist mainly of sandy, dolomitic shales containing varicolored chert pebbles and some beds of conglomeratic sandstone (Reference 228, Willman and Payne, 1942). The estimated thickness of the St. Peter Sandstone at the site is 225 feet (Reference 212, Illinois State Geological Survey). The St. Peter Sandstone lies unconformably on the Shakopee Dolomite (Reference 228, Willman and Payne, 1942). 2.5.1.2.2.2.1.2.2 Canadian Series 2.5.1.2.2.2.1.2.2.1 Prairie du Chien Group 2.5.1.2.2.2.1.2.2.1.1 Shakopee Dolomite The Shakopee Dolomite is a light gray to light brown, fine-grained, cherty, somewhat sandy dolomite with some thin beds of dolomitic sandstone and shale (Reference 229, Buschbach, 1964; Reference 230, Willman and Payne, 1942). The estimated thickness of the formation at the site is 35 feet (Reference 218, Illinois State Geological Survey). The Shakopee Dolomite conformably overlies the New Richmond Sandstone.

LSCS-UFSAR 2.5-51 REV. 13 2.5.1.2.2.2.1.2.2.1.2 New Richmond Sandstone At the site, the New Richmond Sandstone consists of white or light gray to buff, friable, porous, somewhat dolomitic sandstone. The sandstone is fine- to coarse-grained, rounded, and slightly oolitic (Reference 231, Buschbach, 1964; Reference 232, Willman and Payne, 1942). The estimated thickness of the formation in the site vicinity is 80 feet (Reference 218, Illinois State Geological Survey). At the site, the New Richmond Sandstone conformably overlies the Oneota Dolomite. 2.5.1.2.2.2.1.2.2.1.3 Oneota Dolomite The Oneota Dolomite is light gray to white, occasionally pink, fine- to coarse-grained, cherty dolomite (Reference 227, Willman and Payne, 1942). At the site, the estimated thickness of the formation is 230 feet (Reference 218, Illinois State Geological Survey). The Oneota Dolomite conformably overlies the Gunter Sandstone. 2.5.1.2.2.2.1.2.2.1.4 Gunter Sandstone The Gunter Sandstone consists primarily of white, loosely cemented, fine- to medium-grained sandstone (Reference 234, Willman et al., 1975; Reference 218, Illinois State Geological Survey). The estimated thickness of the formation at the site is 20 feet (Reference 218, Illinois State Geological Survey). The Gunter Sandstone unconformably overlies the Eminence Formation. 2.5.1.2.2.2.1.3 Cambrian System (500 [?] to 600 [?] Million Years Old) 2.5.1.2.2.2.1.3.1 Croixian Series 2.5.1.2.2.2.1.3.1.1 Trempealeauan Stage 2.5.1.2.2.2.1.3.1.1.1 Eminence Formation The Eminence Formation is a sandy, fine- to medium-grained dolomite with oolitic chert and thin beds of sandstone and shale (Reference 235, Willman et al., 1975). The estimated thickness of the formation at the site is 75 feet (Reference 218, Illinois State Geological Survey; Reference 236, Willman et al., 1975). The Eminence Formation conformably overlies the Potosi Dolomite. 2.5.1.2.2.2.1.3.1.1.2 Potosi Dolomite The Potosi Dolomite, formerly included in the Trempealeau Formation, is a gray to pink, cherty, locally sandy, fine-grained dolomite with a few lenses of medium-grained, dolomitic sandstone. The estimated thickness at the site is 175 feet LSCS-UFSAR 2.5-52 REV. 13 (Reference 237, Willman et al., 1975; Reference 218, Illinois State Geological Survey). The Potosi Dolomite conformably overlies the Franconia Formation, and the contact between the stratigraphic units is gradational. 2.5.1.2.2.2.1.3.1.2 Franconian Stage 2.5.1.2.2.2.1.3.1.2.1 Franconia Formation The Franconia Formation is a varicolored, fine-grained, glauconitic, dolomitic sandstone interbedded with varicolored, glauconitic dolomites and shales. At the site, the estimated thickness of the formation is 160 feet (Reference 238, Willman et al., 1975; Reference 218, Illinois State Geological Survey). The Franconia Formation conformably overlies the Ironton Sandstone.

2.5.1.2.2.2.1.3.1.2.2 Ironton Sandstone The Ironton Sandstone is a medium-grained, well-graded, dolomite-cemented sandstone (Reference 239, Willman et al., 1975). At the site, the estimated thickness of the Ironton Sandstone is 75 feet (Reference 218, Illinois State Geological Survey). The Ironton Sandstone conformably overlies the Galesville Sandstone. The hydrogeologic properties of the Ironton Sandstone are presented in Subsection 2.4.13.1.1.5. 2.5.1.2.2.2.1.3.1.3 Dresbachian Stage 2.5.1.2.2.2.1.3.1.3.1 Galesville Sandstone The Galesville Sandstone is a clean to locally silty, fine-grained, moderately poorly graded sandstone (Reference 240, Willman et al., 1975). At the site, the estimated thickness of the Galesville Sandstone is 80 feet (Reference 218, Illinois State Geological Survey). The hydrogeologic properties of the Galesville Sandstone are presented in Subsection 2.4.13.1.1.5. 2.5.1.2.2.2.1.3.1.3.2 Eau Claire Formation The Eau Claire Formation is gray to pink, fine- to coarse-grained, sometimes glauconitic, dolomitic sandstone with varicolored, dolomitic, silty shale and gray to pink, sometimes sandy, fine-grained dolomite. At the site, the Eau Claire Formation is estimated to be 450 feet thick (Reference 241, Willman et al., 1975). The contact between the Eau Claire Formation and the underlying Mt. Simon Sandstone is slightly disconformable (Reference 242, Willman and Payne, 1942).

LSCS-UFSAR 2.5-53 REV. 13 2.5.1.2.2.2.1.3.1.3.3 Mt. Simon Sandstone The Mt. Simon Sandstone is varicolored, fine- to coarse-grained sandstone with some thinly bedded shale. At the site, the formation has an estimated thickness of 2500 feet (Reference 243, Willman et al., 1975). The Mt. Simon Sandstone unconformably overlies the Precambrian basement complex.

2.5.1.2.2.2.1.4 Precambrian Basement Complex (Over 600 [?] Million Years Old)

The regional Precambrian surface map (Figure 2.5-10) indicates that the elevation of the Precambrian surface at the site is approximately 3500 feet below mean sea level. Three deep boreholes in northern LaSalle County that have reached the Precambrian have encountered granite and granodiorite at 2788 to 3037 feet below mean sea level (Reference 244, Bradbury and Atherton, 1965). 2.5.1.2.3 Bedrock Topography Based on data available from the literature, test borings at the site, and review of well logs on file with the Illinois State Geological Survey, the bedrock topography at the site can be described as an irregular erosional surface on the Pennsylvanian strata. The site is underlain by a bedrock divide (Figure 2.5-28) separating tributaries of the buried Ticona Bedrock Valley to the northwest and the buried Kempton Bedrock Valley to the southeast. Bedrock relief at the site is on the order of 150 to 200 feet. Bedrock relief under the power block is slight, varying from approximately 5 to 15 feet. Over the buried bedrock valleys at the site, the soil deposits may be as much as 300 feet thick, while over the bedrock divide, the soil deposits thin to a minimum of approximately 70 feet thick.

2.5.1.2.4 Site Structural Geology The site lies on the northern end of the Illinois Basin (see Subsection 2.5.1.1.5.1.1.4) and on the eastern flank of the LaSalle Anticlinal Belt (see Subsection 2.5.1.1.5.1.1.5) between two lesser structures belonging to the LaSalle Anticlinal Belt: the Ransom Syncline to the west and the Odell Anticline to the east (Figure 2.5-14). Both are broad features regionally trending northwest to southeast parallel to the LaSalle Anticlinal Belt and plunging to the south into the Illinois Basin. These local structural features are discussed in Subsection 2.5.1.2.4.1. The LaSalle Anticlinal Belt and other regional structural features are discussed in Subsection 2.5.1.1.5.1.1. The strata at the site dip less than 1°, generally to the south and southwest, although some areas dip to the north (Figure 2.5-30). Strata that were encountered during the subsurface exploration program consisted of a thick series of soil deposited during the Pleistocene and underlain by shales, sandstones, siltstones, clays, coals, and limestones of Pennsylvanian age and limestones of Ordovician age. The geologic structure at the site consists of a sequence of gently undulating sedimentary strata (Figures 2.5-30 and 2.5-31). Site structural LSCS-UFSAR 2.5-54 REV. 13 correlations were made based on the organic shale marker bed encountered in the Carbondale Formation. Published structural contour maps of the site area (Reference 245, Willman and Payne, 1942) were also reviewed. 2.5.1.2.4.1 Site Folding Cross sections made from borings at the site (Figures 2.5-30 and 2.5-31) and published structural contour maps of some of the bedrock units in the site vicinity (Reference 246, Willman and Payne, 1942) indicate that the bedrock at the site is characterized by broad, gentle, very minor folding related to the LaSalle Anticlinal Belt. A few miles west of the site, the post-St. Peter axis of the Ransom Syncline trends northwest to southeast (Figure 2.5-14). The syncline plunges less than 1° southeast. The pre-St. Peter axis of the syncline runs under the site, trending north to south (Figure 2.5-14). The axis of the Odell Anticline runs under the eastern edge of the site, trending northwest to southeast (Figure 2.5-14). The anticline plunges less than 1° southeast. The elevation differential measured from the trough of the post-St. Peter Ransom Syncline to the crest of the Odell Anticline (approximately 5 miles apart in the vicinity of the site) is between 50 and 100 feet (Reference 247, Willman and Payne, 1942). Small, localized folds have been reported in the Pennsylvanian strata in the vicinity of the site (Reference 248, Willman and Payne, 1942). 2.5.1.2.4.2 Site Jointing Some fracture zones were present in cores of Pennsylvanian and Ordovician rock taken from the boreholes at the site. There was no evidence of movement along any of the fractures present in the cores taken from the site borings; therefore, these fractures are joints. There was no evidence of any solution enlargement of the joints in any of the core. In the site vicinity, two well-developed trends in the joint systems have been reported: N 50°-60° E and N 40°-60° W (Reference 248, Willman and Payne, 1942). Joints with these trends can be observed at or near the site where bedrock outcrops in the Illinois River valley. Joint systems at the site cannot be seen in aerial photographs because of the glacial cover.

Some faint indications of vertical jointing from the ground surface to about 20 feet in depth were observed in the Yorkville Till Member by Kempton (Reference 199, 1975). The Yorkville Till Member is approximately 90 feet thick and is underlain by an additional 40 to 50 feet of till. The nonsystematic joints die out below a depth of 20 feet and do not continue into the lower till units. Consequently, desiccation rather than tectonic processes is considered a better interpretation for the origin of the joints (Reference 308, Kempton, 1976). Flint (Reference 309, 1971) states that many tills, particularly tills rich in clay and silt, are cut by joints. Some are weakly developed (as are those at the LSCS site), while others are distinct. He further states that many, if not most, joints in till are the result of shrinkage caused by dessication.

LSCS-UFSAR 2.5-55 REV. 13 The vertical joints in the upper 20 feet of the Yorkville Till Member are most likely dessication features, and there is absolutely no evidence to support a tectonic origin. 2.5.1.2.4.3 Site Faulting There was no evidence of faulting in any of the core taken from boreholes at the site, nor is there any surficial evidence of faulting at the site. 2.5.1.2.5 Geologic Map A bedrock geologic map is presented in Figure 2.5-4. A discussion of the stratigraphic units shown on the geologic map is presented in Subsection 2.5.1.2.2.2. 2.5.1.2.6 Site Historical Geology The historical geology of the regional area is presented in Subsection 2.5.1.1.4. The historical geology at the site and its relationship to the regional area are presented in this subsection. Discussions of regional and site stratigraphy are presented in Subsections 2.5.1.1.3 and 2.5.1.2.2, respectively. Knowledge of the strata that underlie the Ordovician Platteville Group (the oldest stratigraphic unit penetrated in the site borings) is extrapolated from deep wells in the general area surrounding the site, from outcrops in the regional area, and from general knowledge of depositional patterns of the various rock units.

The geologic history of the site is related to the history of the continental interior. The depositional environment during the Paleozoic can generally be characterized as a stable shelf-type environment over which several transgressions and regressions of the sea occurred. This was followed by a long period of weathering and erosion during the Mesozoic to Pleistocene time interval. The continental interior was subjected to widespread glaciation during Pleistocene time.

A detailed discussion of the geologic history is presented by geologic periods in the following subsections. Since there are no outcrops of Precambrian rocks and no wells near the site which encountered the Precambrian basement, knowledge of the Precambrian is based upon regional data. A discussion of the Precambrian basement complex is presented in Subsection 2.5.1.2.2.2.1.4.

LSCS-UFSAR 2.5-56 REV. 13 2.5.1.2.6.1 Paleozoic Era (225 5 to 600 [?] Million Years Ago) 2.5.1.2.6.1.1 Cambrian Period (500 [?] to 600 [?] Million Years Ago)

The continental interior was emergent and the Precambrian surface was exposed to erosion until Late Cambrian (Croixian) time. As the late Cambrian seas transgressed onto the continent, the first transgressive facies were sandstones (Mt.

Simon Sandstone). The sandstones grade upward into finer sands, dolomites, and shales of the Eau Claire Formation. The coarse sandstones that were next deposited (Galesville and Ironton Sandstones) probably represent a regressing sea (Reference 249, Buschbach, 1964). The deposition of the Ironton Sandstone was followed by marine deposition of finer sand, shale, dolomite, and abundant glauconite of the Franconia Formation. Subsequent deposition of the relatively pure Potosi Dolomite took place in deeper marine water. During the deposition of the Eminence Formation, there were minor advances and retreats of the sea, giving rise to interbedded dolomites, shales, and sandstones. At the end of the Cambrian period, the area was again emergent, and the surface was exposed to erosion until the beginning of the Ordovician period (Reference 250, Willman and Payne, 1942). 2.5.1.2.6.1.2 Ordovician Period (430 10 to 500 [?] Million Years Ago) By the beginning of the Ordovician period (Canadian time), seas once again transgressed onto the continent depositing sandstones (Gunter Sandstone) and dolomites (Oneota Dolomite), followed by dolomitic sandstones (New Richmond Sandstone), which, in turn, were followed by dolomites with thin sandstone and shale beds (Shakopee Dolomite). To the north of the site, sometime between the end of Oneota deposition and the end of New Richmond deposition, the Marseilles Anticline (Figure 2.5-14) began to rise, causing a thinning of the New Richmond and Shakopee formations (Reference 251, Willman and Payne, 1942). At the close of Canadian time, the development of the Kankakee Arch and related structures caused uplift of the area, and much of the Shakopee Dolomite was removed by the resultant widespread erosion. During Champlainian time, the sea once again transgressed onto the continent, depositing a widespread blanket of sand (St. Peter Sandstone) as a nearly continuous succession of strandline deposits (Reference 252, Krumbein and Sloss, 1963). The source of the sand of this unit was probably the Canadian Shield or the Cambrian sandstones exposed to the north (Reference 70, King, 1951). The continued uplift of the Marseilles Anticline during Glenwood deposition caused a thinning of the formation to the north of the site (Reference 251, Willman and Payne, 1942). At the end of St. Peter deposition, development of a slight local emergence caused the site area to be subjected to a period of subaerial erosion. When the seas readvanced, a series of limestones and dolomites (Platteville Group) was deposited on the eroded surface of the Glenwood Formation. It is probable that carbonate strata of the overlying Galena Group were also deposited at the site and were later removed by erosion. The region was uplifted slightly at the close of Champlainian time and then resubmerged early in LSCS-UFSAR 2.5-57 REV. 13 Cincinnatian time. Sediments that may have been deposited at the site during Cincinnatian time (Maquoketa Shale Group) were later removed by erosion. At the close of the Ordovician period, continuing development of the Kankakee Arch and related structures caused uplift of the entire region. 2.5.1.2.6.1.3 Silurian Period through Mississippian Period (320 10 to 430 10 Million Years Ago) During the Silurian, Devonian, and Mississippian Periods, the seas advanced and retreated several times. Units as young as Late Devonian in age may have been deposited, but these were subsequently removed by erosion. The major folding of the LaSalle Anticlinal Belt took place sometime between the close of the Devonian and the beginning of the Pennsylvanian (Reference 253, Willman and Payne, 1942). Evidence to the south of the site area suggests that most of the deformation took place in Late Mississippian (post-Chesterian) time (Reference 254, Payne, 1940). 2.5.1.2.6.1.4 Pennsylvanian Period (270 5 to 320 10 Million Years Ago) During the Pennsylvanian Period, the site area was part of a vast plain that was repeatedly submerged by the sea. When the plain was submerged, rivers and streams carried clastic materials into a usually shallow sea where they accumulated as various marine deposits. When the sea receded, material continued to be deposited in brackish to freshwater swamps which covered the plain. Each sequence of deposits, or cyclothem, is usually composed of alternating strata of shale, sandstone, siltstone, clay, coal, limestone, and many intergradational types. During the deposition of the Spoon and Carbondale formations, the site area was subjected to as many as 15 cycles of marine advance and retreat. A considerable thickness of Pennsylvanian strata was deposited above the Carbondale Formation, but was subsequently removed by erosion (Reference 255, Willman and Payne, 1942). Deformation along the LaSalle Anticlinal Belt continued to take place intermittently throughout the Pennsylvanian Period. 2.5.1.2.6.1.5 Permian Period (225 5 to 270 5 Million Years Ago) During the Permian Period, the last recognizable folding of the LaSalle Anticlinal Belt took place (Reference 255, Willman and Payne, 1942). Because of the lack of Mesozoic and Tertiary deposits, it cannot be determined if there was later deformation. It is possible that some Permian sediments were deposited in the area and were subsequently removed by erosion. 2.5.1.2.6.2 Mesozoic Era (65 2 to 225 5 Million Years Ago) Throughout the Mesozoic Era, the dominant geologic processes in the site area were weathering and erosion. Although the site is believed to have been slightly above sea level for most of the Mesozoic Era (Reference 256, Willman and Payne, 1942),

LSCS-UFSAR 2.5-58 REV. 13 there may have been a period of submergence during the Cretaceous Period. If any Cretaceous sediments were deposited in the area, they were subsequently removed by erosion. At the close of the Mesozoic Era, the site area was emergent (Reference 257, Willman and Payne, 1942). 2.5.1.2.6.3 Cenozoic Era (Present to 65 2 Million Years Ago) 2.5.1.2.6.3.1 Tertiary Period (2 1 to 65 2 Million Years Ago) During most of the Tertiary Period, the site area was subjected to subaerial erosion. By Late Tertiary (or Early Pleistocene), the area was reduced to a peneplain, termed the Dodgeville peneplain (Reference 258, Willman and Payne, 1942). A subsequent change in base level prior to Kansan glaciation caused the Dodgeville peneplain in the site area to be dissected (Reference 259, Willman and Payne, 1942).

2.5.1.2.6.3.2 Quaternary Period (Present to 2 1 Million Years Ago) The original bedrock topography at the LaSalle County Station site has been modified by many glacial advances and by interglacial weathering and erosion during the Pleistocene (Figure 2.5-11). Some Quaternary deposits that may have been left at the site by various glacial and interglacial events were subsequently removed by later glaciations. In order to describe these events and their effects on the site, some deposits outside of the site boundaries are discussed. During the Nebraskan and Aftonian Ages (Figure 2.5-33), the site was subjected to subaerial erosion. The uplift of the Dodgeville peneplain and subsequent dissection in the site area occurred by this time. During the Kansan Age, or possibly the Nebraskan Age, the Ticona Valley originated as a glacial drainage system created as ice advanced from the east (Reference 260, Horberg, 1950).

Glacial ice covered the site during the Kansan Age (Figure 2.5-33). Originating in the Labradorean center, the ice moved over the site area from east or southeast and removed all of the soil and weathered material (Reference 261, Willman and Frye, 1970). During its retreat, the Kansan ice deposited a layer of drift at the site. Following Kansan glaciation, the site was subjected to a long period of subaerial erosion (Yarmouthian Age) during which the Yarmouth Soil was formed.

In the Illinoian Age, the site was successively covered by three major glacial advances, which originated in the Labradorean center (Figure 2.5-33). All or most of the Kansan drift was removed except in the bedrock valleys (Ticona and Kempton) (Reference 262, Willman and Payne, 1942). During the Sangamonian Age, the site area was subjected to a period of weathering and erosion during which the Sangamon Soil developed. Loess was deposited in the site area during Altonian, Farmdalian, and early Woodfordian time in the Wisconsinan Age, but was LSCS-UFSAR 2.5-59 REV. 13 subsequently eroded by advancing glaciers. During the first Woodfordian glacial advance (Shellbyville glaciation), up to 30 feet of sand and gravel outwash may have been deposited in preexisting valleys. As the glacier retreated, the Shelbyville Morainic System served as a dam across the Illinois River valley at Peoria behind which glacial Lake Kickapoo was formed (Reference 263, Willman and Payne, 1942). Some lacustrine deposits from the lake may have been deposited in the Ticona Valley at the site. During Bloomington glaciation, the Tiskilwa Till Member of the Wedron Formation was deposited (Reference 264, Willman and Frye, 1970). The moraine of a subsequent glaciation (probably Dover or Mt. Palatine) made a dam across the Illinois River valley near Hennepin and formed Lake Illinois, which extended at one time to near Joliet (Reference 265, Willman and Frye, 1970). This lake may have deposited laminated silts and clays in the valleys near the site during several different glacial retreats. The Malden Till Member of the Wedron Formation was deposited in the site area by eight successive Woodfordian glaciations: Normal, Eureka, Fletchers, El Paso, Varna, Minonk, Strawn, and Chatsworth (Reference 264, Willman and Frye, 1970). By the time of the retreat of Strawn glaciation (Middle Woodfordian), the present drainage of the Illinois River was established (Reference 266, Willman and Payne, 1942). Glacial ice readvanced over the site at the onset of Marseilles glaciation and deposited a thick sequence of tills that make up the Yorkville Till Member of the Wedron Formation at the site (Reference 199, Kempton, 1975; Reference 264, Willman and Frye, 1970). Toward the end of Marseilles glaciation, Lake Illinois was drained when the Fox River Torrent eroded the drift dam (Reference 267, Willman and Payne, 1942). The Marseilles glacier was the last Woodfordian glacier to reach the site. In late Woodfordian time, an unusually large volume of meltwater was issued by the Valparaiso glacier into the Kankakee, Des Plaines, Du Page, and Fox River valleys. This torrent, termed the Kankakee Flood (Reference 268, Willman and Frye, 1970), caused a backup of water in the Illinois River valley at both the Marseilles and Farm Ridge Moraines, which created Lake Wauponsee, Lake Ottawa, Lake Pontiac, and Lake Watseka. At many places along the Illinois River valley, the Kankakee Flood eroded intensively to carve benches and strip off glacial drift. In other places, terraces were developed, and in backwater areas, lacustrine silts and sands were deposited (Reference 269, Willman and Payne, 1942). The Illinois River became entrenched after the Kankakee Flood subsided. Subsequent late Woodfordian glaciations may have produced meltwater floods that formed lower terraces (Henry Formation) and widened the existing channel (Reference 270, Willman and Payne, 1942).

LSCS-UFSAR 2.5-60 REV. 13 In the upland portion of the site, which was unaffected by glacial flooding, loess (Richland Loess) accumulated steadily following the retreat of the Marseilles glacier. Loess deposition continued through Twocreekan and Valderan time (Reference 271, Willman and Frye, 1970). During late Wisconsinan and Holocene time, the Cahokia, Peyton, and Grayslake formations developed contemporaneously. The Cahokia Alluvium (Reference 272, Willman and Frye, 1970) is deposited in stream valleys on the site. This alluvium overlies or is unconformable laterally with the Richland Loess in the upland portion of the site and overlies the Henry Formation or Pennsylvanian bedrock in the valley bottom portion of the site. The Peyton Colluvium developed along slope bottoms on the site (Reference 196, Willman, 1973). The colluvium overlies the Richland Loess or the Cahokia Alluvium. The Grayslake Peat is formed in lakes and ponds that occur on the floodplain of the Illinois River (Reference 273, Willman, 1973) and may overlie either the Cahokia Alluvium or the Henry Formation. Agricultural soils on the site have been developed due to weathering on the Richland Loess and the Cahokia Alluvium from late Wisconsinan through Holocene time (Reference 274, Kempton, 1975; Reference 275, Willman and Frye, 1970; Reference 276, Willman and Payne, 1942). 2.5.1.2.7 Plot Plan The locations of the Seismic Category I structures of the power plant and the locations of all borings and test pits are shown in Figure 2.5-2. Logs of the borings are presented in Figure 2.5-19. Logs of the test pits are presented in Figures 2.5-21. 2.5.1.2.8 Geologic Profiles Geologic profiles of major foundations of the nuclear power plant are presented in Figure 2.5-51 and discussed in Subsection 2.5.4.5.

2.5.1.2.9 Excavation and Backfill The excavations and backfill at the site are discussed in Subsection 2.5.4.5. 2.5.1.2.10 Engineering Geology This subsection provides a discussion of those geologic factors which are significant to the design of the power plant. Where these factors are more appropriately discussed in other sections, the cross reference is provided.

LSCS-UFSAR 2.5-61 REV. 13 2.5.1.2.10.1 Soil and Rock Behavior During Prior Earthquakes The behavior of the soil and rock on the site during prior earthquakes is discussed in Subsections 2.5.2.1 and 2.5.2.3. 2.5.1.2.10.2 Evaluation of Joints Relative to Structural Foundations Joints observed in the upper 20 feet of the Yorkville till (see Subsection 2.5.1.2.4.2) are most likely dessication features and will have no effect on structural foundations. 2.5.1.2.10.3 Evaluation of Weathering Profiles and Zones of Alteration or Structural Weakness There are no known weathering profiles or zones of alteration or structural weakness at the site which will adversely affect the power station. The only documented weathering profile at the site is the Modern Soil profile, which is discussed in Subsection 2.5.1.2.2.1.3. The weathering of the tills within the soil profile may have increased their permeabilities. The permeabilities of the site soils are listed in Table 2.5-13.

2.5.1.2.10.4 Unrelieved Residual Stresses in Bedrock Unrelieved residual stresses in the bedrock of the site region are discussed in Subsection 2.5.1.1.4.4.2. There is no evidence of unrelieved residual stresses in the strata underlying the LSCS site. The foundation excavation was entirely within the Yorkville Till Member of the Wedron Formation, with approximately 80 feet of till below the base of the foundation excavation. No indications of uplift, heave, or rebound of the excavation floor were observed by personnel conducting field surveillance at the site. A monitoring program was not installed for the purpose of obtaining in situ measurements of uplift, heave, or rebound of the excavation floor. 2.5.1.2.10.5 Stability of Soil and Rock The stability of soil and rock at the site is discussed in Subsection 2.5.4. 2.5.1.2.10.6 Effects of Man's Activities The effects of man's activities at the site are discussed in Subsection 2.5.1.1.6.4. 2.5.1.2.11 Site Groundwater Conditions Site groundwater conditions are discussed in Subsection 2.4.13.

LSCS-UFSAR 2.5-62 REV. 13 2.5.1.2.12 Geophysical Investigations Geophysical investigations conducted at the LaSalle County Station site are discussed in Subsection 2.5.4. 2.5.1.2.13 Soil and Rock Properties The soil and rock properties as determined in the field and in the laboratory are discussed in Subsection 2.5.4.2. 2.5.2 Vibratory Ground Motion A discussion and evaluation of the seismic and tectonic characteristics of the site and surrounding region within 200 miles of the site is presented in this subsection. In order to facilitate the discussion of earthquake history and correlation of earthquakes with geologic structure, some areas outside the region are mentioned. The purpose of this investigation was to determine seismic design criteria for LSCS 1 and 2. The conclusions regarding the SSE and OBE are the same as those originally presented in the PSAR.

2.5.2.1 Seismicity The site is located in an area of relative seismic stability. Within a 50-mile radius of the site, there have been only four epicenters recorded in the last 200 years (Figure 2.5-34). The largest and most recent of these was the 1972 event in Lee County (approximately 40 miles northwest of the site), which had an intensity of VI on the Modified Mercalli Intensity Scale (MM) (Table 2.5-14). The earthquake nearest the site (1912, approximately 20 miles northeast) had an epicentral intensity of VI (MM). The regional area around the site is similarly stable, ranging from 0 to 3 epicenters per 10,000 km2 in the last 200 years (Reference 277, King, 1965). Since the region has maintained a moderate population for the last 200 years, it is probable that all earthquakes of intensity V or greater have been reported during this period. Prior to this period, when the population was sparse, it is likely that all earthquakes of intensity IV or greater would have been reported in private journals or diaries. The absence of such documentation suggests that no significant earthquakes occurred in the region during this period. All the recorded earthquake epicenters within 200 miles of the site are listed in Table 2.5-15, and their locations are plotted in Figure 2.5-34.

All the epicentral intensities V or greater within the area bounded by 84.7° to 92.7° west longitude and 38.3° to 44.3° north latitude are shown in Figure 2.5-34 and listed in Table 2.5-17. All documented epicenters within the New Madrid area and areas peripheral to the New Madrid area bounded by 87.0° to 90.0° west longitude LSCS-UFSAR 2.5-63 REV. 13 and 36.5° to 39.5° north latitude are listed in Table 2.5-18 and are plotted in Figure 2.5-35. There is no physical evidence of landslides, sand boils, subsidence, other mass movements, ground breakage, or any other feature at the site that would have resulted from past earthquakes.

2.5.2.2 Geologic Structures and Tectonic Activity A discussion of the tectonic structures underlying the regional area is presented in Subsection 2.5.1.1.5.1. Seismicity within each tectonic structure is discussed in Subsection 2.5.2.3. A map showing epicenter locations and geologic structures is shown in Figure 2.5-36.

No capable faults are known to exist within 200 miles of the site. In Illinois, faults recognized at the surface have shown no signs of dislocation during post-Cretaceous time (Reference 278, Heigold, 1972). Faults in the region are identified in Subsection 2.5.1.1.5.1.2. 2.5.2.3 Correlation of Earthquake Activity with Geologic Structures or Tectonic Provinces The LaSalle County site lies to the west of the LaSalle Anticlinal Belt within the Illinois Basin, which forms part of the Central Stable Region. The Central Stable Region is a vast area of low-lying country bounded to the north by the exposed Canadian Shield and to the south by the Gulf Coastal Plain. It consists of Precambrian basement rocks covered by a thin veneer of Paleozoic and later sedimentary rocks. Broad, slow movements have molded the sedimentary strata into arches (e.g., Cincinnati, Findlay, and Kankakee), basins (e.g., Illinois) and domes (Reference 310, Eardley, 1962). Seismotectonic regions can be defined from the relationship of historic seismicity to basement structure, folds, faults, and other tectonic features. In the midwestern U.S., these regions generally correspond to the domes, basins, and arches. The largest earthquakes in the Illinois Basin Region have been Intensity VII. The Cincinnati, Findlay, and Kankakee Arches form a stable seismotectonic region in which the largest historic earthquakes, excluding those in the Anna, Ohio area, have been Intensity VI. The Anna, Ohio area is a distinct seismogenic region, located at the intersection of the Cincinnati, Findlay, and Kankakee Arches. Five localized seismic zones characterized by large intensity earthquakes (Intensity V (MM) or greater) are described in the following subsections. Three of these seismic zones are relevant to the discussion of the seismicity of the LaSalle County site. The distinct seismic activity in the Keweenaw and Anna areas is also LSCS-UFSAR 2.5-64 REV. 13 discussed. The tectonic features in the following subsections which are not discussed in Subsection 2.5.1.1.5.1 are included in Appendix 2.5A. 2.5.2.3.1 The New Madrid Area This area includes southeast Missouri, western Tennessee, extreme western Kentucky, and extreme southern Illinois (Figures 2.5-35 and 2.5-37). This area has been the source of very large earthquakes such as those of 1811-12 (Table 2.5-18). The New Madrid area is a band 25 to 50 kilometers wide, extending approximately from Memphis, Tennessee, to just north of Cairo, Illinois. This area generally parallels the axis of the Mississippi Embayment (Figure 2.5-37). It crosses the Pascola Arch and continues north along the edge of the Reelfoot Basin-Ozark Dome to the approximate northern extent of these two features. The pattern of seismicity within the New Madrid area indicates a complex generating mechanism which seems to be centered at the intersection of the Pascola Arch-Ozark Dome-Reelfoot Basin with the axis of the Mississippi Embayment Syncline (Reference 279, Stearns and Wilson, 1972). The nearest approach of this area to the site is approximately 300 miles.

2.5.2.3.2 The Wabash Valley Area Some earthquakes in southern Illinois and Indiana are clustered about the Wabash Valley Fault Zone (Figure 2.5-35). The Wabash Valley Fault Zone trends N 27° E, roughly parallel to the Wabash River in southeastern Illinois and southwestern Indiana. Theories regarding earthquake generation here (Reference 280, Schwalb, 1974) suggest that the activity is due to interaction along the flanks of the Fairfield Basin and may not be directly related to Wabash Valley surficial faults. The nearest approach of this area to the site is 200 miles. 2.5.2.3.3 The St. Louis Area Many earthquakes are clustered in St. Louis County in Missouri and neighboring Madison and St. Clair Counties in Illinois (Figure 2.5-34). This area is located near the Cap Au Gres Faulted Flexure and the St. Louis Fault, which are located between the Illinois Basin and the Ozark Dome. The earthquakes are believed to originate in the Precambrian basement complex at a depth of approximately 3000 feet (Reference 281, Heinrich, 1941). 2.5.2.3.4 Keweenaw Peninsula This area lies approximately 400 miles north of the LaSalle County site. An event associated with a mining area occurred in the Keweenaw Peninsula, Michigan, in 1906 (Reference 311, Hobbs, 1911). This type of event has been called LSCS-UFSAR 2.5-65 REV. 13 a rockburst. Rockbursts result exclusively from impulsive failure of rocks induced by mining operations and are not unique to northern Michigan. For example, a series of rockbursts occurred at Kirkland Lake, Ontario, in the Canadian Shield (Reference 312, Hodgson, 1953). Damage from the 1906 Keweenaw event was probably enhanced near the epicenter by the presence of underground mine workings. This resulted in classification as an epicentral Intensity MM VIII, whereas the total felt area was no greater than that of an average MM III-IV (Reference 313, Coffman and Von Hake, 1973; Reference 314, Nuttli and Zollweg, 1974). 2.5.2.3.5 Anna, Ohio, Seismogenic Region This area lies approximately 235 miles east of the LaSalle County site.

The area around Anna, Ohio, has been quite seismically active. The largest event in this area occurred in 1937 and has been assigned a maximum intensity of VII-VIII by several authors (see e.g., Reference 313, Coffmann and Von Hake, 1973). However, as discussed in Subsection 2.5.2.4, it is the Applicant's position that the actual maximum intensity did not exceed VII.

The occurrence of several Intensity VII earthquakes and a larger number of lesser events, together with the absence of such activity in adjacent regions in the period 1776 to 1964 (Reference 315, Bradley and Bennett, 1965), suggests that the Anna events are associated with localized geologic structure at the intersection of the Cincinnati, Findlay, and Kankakee Arches. Geophysical and geological work (Reference 316, McGuire, 1975; Reference 317, Dames & Moore, 1976; Reference 318, Seismograph Service Corporation, 1976) indicates that the Anna seismogenic zone is bounded to the south by basement faulting, to the east by north-south-trending magnetic highs and lows, and to the north and west by basement geologic contacts. From studies of seismic reflection data and stratigraphy from well logs, Stone & Webster (Reference 328, Stone & Webster, 1976) has independently concluded that the Anna seismogenic zone is bounded to the south by the 50-mile long, east-west trending Anna fault. They locate this feature slightly to the north of the fault location proposed by Seismograph Service Corporation (Reference 318, 1975). Stone & Webster interpret two other faults, the Auglaize and Logan-Hardin faults, as trending north from the Anna fault in Shelby and Logan counties and joining together 50 miles to the north in Hancock County. Until recently it has not been possible to tie down the seismicity in the Anna area to any particular proposed fault, since the historic earthquake information is in the form of felt reports.

However, a telemetered array of six vertical short period seismometers was installed in the Anna area in 1976 by the University of Michigan Seismological Observatory under the direction of Drs. H. Pollack and F. Mauk. Results from the array show that at present the area is largely aseismic and only two events have LSCS-UFSAR 2.5-66 REV. 13 been positively identified: a February 2, 1976 magnitude 3 earthquake near Detroit-Windsor, and the recent June 17, 1977 3.2 event 30 miles from Anna at Salina, Ohio. The University of Michigan has recorded quarry blasts and has a reasonably accurate crustal model for p-wave velocities of 3.48 km/sec in the uppermost crust and 6.61 km/sec in the lower crust. As a result, the June 17, 1977 earthquake travel times have very small residuals, and the epicenter has been accurately located using HYPO71. The event coincides exactly with the Champaign-Anna fault proposed by Stone & Webster and the direction of motion on the fault plane is the same as that predicted (Stone & Webster, Reference 328, 1976) although insufficient data were recorded to form a full fault plane solution (Reference 329, Mauk, 1977). Therefore, the only recent earthquake in the Anna area has been tied to the Champaign-Anna fault.

By contrast, there are no known capable faults within 200 miles of the LSCS site. The site is located in a largely aseismic zone in which only four earthquakes are known to have occurred within a 50-mile radius of the site in the last 200 years (Subsection 2.5.2.1). Figure 2.5-13 shows only one known fault system close to the site at a minimum distance of 26 miles, the Sandwich Fault Zone System. From the above discussion and the discussion of tectonic structures underlying the site region (Subsection 2.5.1.1.5.1) it is quite clear that the LSCS site lies in a tectonic environment completely different from the Anna seismogenic zone. 2.5.2.4 Maximum Earthquake Potential The most significant earthquakes that have affected the plant site are listed in Table 2.5-20.

The Fort

Dearborn-Chicago earthquake of 1804 was reported as "quite a strong shock" (Reference 282,

Shaler, 1869). It was also felt at Fort Wayne, Indiana (Reference 283, Coffman and Von Hake, 1973). A zone of major activity is in the vicinity of New Madrid, Missouri, more than 300 miles to the south (Figure 2.5-37). The three earthquakes in 1811-1812 near New Madrid are considered to be the largest ever to have occurred in the central and eastern United States. It is reported that these shocks (epicentral intensities probably as high as Intensity XII) were felt in an area of 2,000,000 mi2 and changed the surficial topography in an area of about 30,000 to 50,000 mi2 (Reference 284, Coffman and Von Hake, 1973). The structural damage resulting from these earthquakes was small due to the lack of construction and habitation in the region. It is estimated that the intensities felt in the vicinity of the site from these shocks were the largest from any known seismic event and were probably on the order of VI (Reference 285, Nuttli, 1973a). The northernmost extent of the large intensity New Madrid-type earthquakes was reevaluated in much greater detail after the LSCS PSAR was submitted. This LSCS-UFSAR 2.5-67 REV. 13 reevaluation has been documented in the Sargent & Lundy report dated May 23, 1975, and entitled, "Supplemental Discussion Concerning the Limit of the Northern Extent of Large Intensity Earthquakes Similar to the New Madrid Events," (Reference 319). In addition, a meeting on this subject was held on January 26, 1976, in the offices of the Illinois State Geological Survey, Urbana, Illinois, at the request of Public Service Indiana. Representatives were present from the NRC, 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. It remains the applicant's interpretation, based on tectonic, geophysical, and seismic data, that the New Madrid-type events should not be extended along the Wabash Valley Fault System. These conclusions were also previously presented to the NRC on the following occasions: a. AEC staff review meeting in Bethesda, Maryland, for the Clinton Power Station, on June 17, 1974;

b. ACRS Subcommittee Hearing in Urbana, Illinois, for the Clinton Power Station, on March 19, 1975; c. ACRS Subcommittee Hearing in Bethesda, Maryland, for the Clinton Power Station, on April 4, 1975; d. ACRS Subcommittee Hearing in Madison, Indiana, for the Marble Hill Nuclear Generating Station, on October 1, 1976; and e. ACRS Full Committee meeting in Washington, D.C., for the Marble Hill Nuclear Generating Station, on October 14, 1976. More recent geophysical and seismological data also support the applicant's position. Interpretations of gravity and magnetic data in Illinois (Reference 320, McGinnis, et al., 1976; Reference 321, Heigold, 1976) support the view that the Rough Creek Fault Zone separates distinct crustal provinces. Interpretations of seismic data from a total of 330 earthquakes during the first 21 months of operation of a regional microearthquake network in the New Madrid seismic zone (Reference 322, Stauder, et al., 1976) indicate that there is little likelihood of a New Madrid-type event extending from New Madrid along the Wabash Valley Fault System. Furthermore, preliminary evidence from an NRC-funded ongoing study of the New Madrid region does not support the view that the New Madrid seismogenic region extends north of the Rough Creek Fault Zone (Reference 323, Buschbach, 1977b).

LSCS-UFSAR 2.5-68 REV. 13 However, in order to expedite the licensing, the applicant evaluated, as requested by the NRC, the effect of a New Madrid 1811-12 type earthquake occurring at Vincennes, Indiana, approximately 180 miles from the site. Using the same analytical procedure as for the Clinton and the Marble Hill power stations, the applicant estimated that a sustained maximum acceleration of 0.06g may be experienced at the LSCS site in response to a New Madrid type event centered at Vincennes. By comparing the spectra for the 0.2g regional earthquake and that of a distant earthquake which produces 0.1g sustained maximum acceleration at the site at a distance of only 110 miles, it was shown in the Marble Hill PSAR, Appendix 3C, that the distant event did not govern the design of the station. Clearly then, the distant earthquake at Vincennes, 180 miles from the LSCS site, causing a sustained maximum acceleration of 0.06g at the site would not govern the LSCS design, since the acceleration due to the regional earthquake used for design purposes is 0.2g. The Charleston, Missouri earthquake of 1895 is considered the most severe shock in the site region since the New Madrid shocks of 1811-1812. The earthquake was felt over an area of 1,000,000 mi2 and had an epicentral intensity of VIII (Reference 286, Coffman and Von Hake, 1973). The intensity observed at the site was probably IV or less.

The 1906 Keweenaw event, addressed in Subsection 2.5.2.3.4, is uniquely located in an area that is highly faulted and heavily mined. Recurrence of Keweenaw rockburst activity is rather unlikely. The greatest felt distance of any of the rockbursts was only 70 miles (Reference 324, Von Hake, 1973). Resumption of rockburst activity would not affect the LaSalle County Station 400 miles away.

Two significant earthquakes which occurred north of the site are the 1912 (Epicentral Intensity VI) northeastern Illinois shock, located approximately 20 miles northeast of the site, and the 1909 (Epicentral Intensity VII) shock occurring 85 miles to the north near Beloit, Wisconsin. Isoseismal maps of these two events are shown on Figure 2.5-38. The site intensity from these quakes is estimated to be VI. Detailed investigations of the shocks were conducted by J. A. Udden (1910) and A. D. Udden (1912). The isoseismal maps are drawn using the then current Rossi-Forel (1910 and 1912) intensities. The intensities of interest do not vary significantly from the Mercalli Scale in use today. To normalize the map to the Modified Mercalli Scale, see Table 2.5-14 for the corresponding Rossi-Forel intensities. As stated in Subsection 2.5.2.3.5, all available evidence points to localized structural control of the Anna, Ohio, events. The largest Anna event of 1937 was felt over no more than 200,000 mi2 (Reference 313, Coffmann and Von Hake, 1973; Reference 325, Docekal, 1970) which on the basis of empirical results (Reference 326, Nutti, 1974), should correspond to an epicentral intensity of less than VII (Reference 317, Dames & Moore, 1976). The LSCS site lies in the Illinois Basin LSCS-UFSAR 2.5-69 REV. 13 seismotectonic region, in which maximum events of MM VII occur. The Anna, Ohio area, on the east flank of the Cincinnati Arch, is separated from the LSCS site by other seismotectonic provinces: the Cincinnati Arch, the Eastern Shey of the Illinois Basin, and the LaSalle Anticlinal Belt. An intensity VII-VIII earthquake at Anna, 235 miles away from the LSCS site, would produce smaller ground accelerations than a random MM VII event in the Illinois Basin.

Another midcontinent shock affecting a large area of the central United States occurred on November 9, 1968. This earthquake, which was felt in 23 states, had a measured magnitude of 5.5 on the Richter scale and a maximum epicentral intensity of VII (MM). The instrumental epicenter was in south-central Illinois 50 miles west of Evansville, Indiana, and 105 miles northeast of New Madrid. Its epicentral distance from the plant site was 230 miles, and its observed site intensity in the site area was IV (Reference 287, Gordon et al., 1970). On September 15, 1972, the Lee County, Illinois earthquake occurred. This earthquake had a measured magnitude of 4.6 on the Richter scale and a maximum epicentral intensity of VI (MM). Its epicentral distance from the plant site is approximately 47 miles, and the intensity in the site area was probably IV (MM) (Reference 288, Heigold, 1972).

Within the past 200 years, maximum reported earthquake intensity felt at the site has not exceeded VI on the Modified Mercalli Scale (MM) (Table 2.5-21). All earthquakes with epicentral intensities greater than VII (MM) can be correlated with geologic structures that are peripheral to the regional area. The maximum site intensity produced by any of these events was VI (MM). The possibility exists that the 1909 shock at South Beloit, Illinois, (VII - MM) as well as other Intensity VI and VII shocks, may not be associated with any known or inferred geologic structures. Therefore, it is conceivable that earthquakes such as the one that occurred at South Beloit could occur in the vicinity of the site. The safe shutdown earthquake (SSE) for the site assumes the possibility of the occurrence of an earthquake of this type and intensity near the site. This assumption results in the maximum calculated ground motion for the site (see Subsection 2.5.2.6).

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; these properties are discussed in Subsections 2.5.4.4 and 2.5.4.2.2 respectively.

Geophysical investigations performed at the plant site are presented in Subsection 2.5.4.4 and consisted of a seismic refraction survey and a surface wave survey. The velocity of compressional and surface wave propagation and other dynamic properties of the natural subsurface conditions were evaluated from these LSCS-UFSAR 2.5-70 REV. 14, APRIL 2002 investigations and 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. In general, reasonable agreement was obtained between these two methods. 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 289, McGinnis, 1966). These data confirmed field measurements and were used in studies of site dynamic behavior. 2.5.2.6 Safe Shutdown Earthquake (SSE) The assumption is made that an Intensity VII event similar to the South Beloit shock could occur in the vicinity of the site. Seismic Category I structures are designed for safe shutdown due to maximum horizontal ground accelerations at the foundation level of 20% of gravity, and the corresponding maximum vertical ground acceleration is 2/3 of horizontal. Based on an evaluation of the degree of ground motion that is remotely possible and considering both seismic and tectonic history and geologic structure, the applicant believes these accelerations are too high, but has accepted them in order to expedite licensing and construction of the facilities.

The response spectra for the safe shutdown earthquake are shown in Figure 2.5-39. 2.5.2.7 Operating-Basis Earthquake (OBE) The operating-basis earthquake is that event which the site could likely experience during the life of the facility. The OBE for this site is an earthquake that will have a maximum horizontal acceleration of 10% of gravity and a maximum vertical acceleration of 2/3 of horizontal. It is defined in the response spectra shown in Figure 2.5-40. 2.5.3 Surface Faulting No evidence for surface faulting was noted at the site or the area surrounding the site. Further, faults recognized at land surface in Illinois have shown no sign of dislocation during post-Cretaceous time (Reference 278, Heigold, 1972). Some evidence of an "ice-shove" feature was seen in a borrow pit in the eastern part of the lake area by Sargent & Lundy personnel and members of the Illinois State Geological Survey during their site visit on September 27, 1976. The view that this feature, which occurs in the Wedron Formation, was caused by glacial advance is confirmed by the ISGS staff (General Reference, Buschbach, 1977). The nearest known fault in the region is approximately 9 miles west-northwest of the site and has a displacement of about 2 feet (Reference 290, Willman and Payne, 1942). The LSCS-UFSAR 2.5-71 REV. 14, APRIL 2002 nearest major fault in the region is the Sandwich Fault Zone; its nearest approach to the site is approximately 26 miles. There are no known capable faults in the regional area (200-mile radius). 2.5.3.1 Geologic Conditions of the Site A discussion of the lithologic, stratigraphic, and structural geologic conditions and the geologic history of the site and the surrounding region is presented in Subsection 2.5.1. 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 nearest known fault to the site (see Subsection 2.5.1.1.5.1.2.12) is approximately 9 miles to the west-northwest with a displacement of about 2 feet (Reference 290, Willman and Payne, 1942). The structural geology at the site and surrounding region is discussed in Subsections 2.5.1.1.5 and 2.5.1.2.4.

2.5.3.3 Earthquakes Associated with Capable Faults There have been no historically reported earthquakes within 200 miles of the site. No capable faulting is known to exist within 200 miles of the site. 2.5.3.4 Investigation of Capable Faults No capable faulting is known to exist within 200 miles of the site.

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. 2.5.3.6 Description of Capable Faults No capable faulting is known to exist within 200 miles of the site. 2.5.3.7 Zone Requiring Detailed Faulting Investigation Geologic investigations of the site have not indicated evidence of capable faulting; therefore, the detailed fault investigation required for a capable fault is not needed.

2.5.3.8 Results of Faulting Investigation Geologic investigations of the site and the area surrounding the site have indicated that a study of surface faulting is not required at the site.

LSCS-UFSAR 2.5-72 REV. 13 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. An overall general site plan is shown on Figure 2.5-41.

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, test pits, geophysical surveys, field reconnaissance, 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. 2.5.4.2 Properties of Subsurface Materials This subsection presents the static and dynamic engineering properties of the underlying materials encountered in the borings and excavations at the LaSalle County Station site.

The soil properties are based upon a review and analysis of: a. available data from field and laboratory tests performed during this investigation, b. geophysical surveys performed during this investigation,

c. latest available literature, and d. similar studies recently performed for nuclear power stations in the general area. The soil material underlying all of the Seismic Category I structures, including the plant, the CSCS pipelines, and the CSCS pond and flume is similar except for isolated pockets of sand or clayey silt; thus, the general properties for the underlying material were considered to be similar. 2.5.4.2.1 Field Investigations A program of field investigations was undertaken to evaluate the materials underlying the station site. A detailed discussion of the results of these investigations is given in Subsections 2.5.4.3 and 2.5.4.4.

LSCS-UFSAR 2.5-73 REV. 13 2.5.4.2.2 Laboratory Tests The laboratory testing program was conducted using procedures similar to the referenced ASTM designation where appropriate. Where no standard existed, the method used is explained in the text. The program consisted of the following:

a. static tests: 1. direct shear (ASTM D3080); 2. unconfined compression (ASTM D2166, D2938, and D3148);

3. triaxial compression (ASTM D2850); 4. compaction (Modified Proctor ASTM D1557 and Relative Density ASTM D2049 were performed); 5. consolidation (ASTM 2435);

6. permeability (ASTM D2434, except both falling and constant head tests were performed); 7. particle size analysis (ASTM D422); 8. Atterberg limits (ASTM D423 and D424);

9. moisture determinations (ASTM D2216); and 10. density determinations (ASTM D2937). b. dynamic tests: 1. cyclic triaxial compression,

2. resonant column, and 3. shockscope. 2.5.4.2.2.1 Static Tests 2.5.4.2.2.1.1 Direct Shear Tests Direct shear tests were performed on selected samples of the underlying Wedron silty clay till to evaluate their shearing strength. The samples were sheared under LSCS-UFSAR 2.5-74 REV. 13 normal pressures approximately corresponding to their in situ vertical pressures. The test results, in terms of the normal pressure and maximum shearing strength, are given on the boring logs (Figure 2.5-19). 2.5.4.2.2.1.2 Unconfined Compression Tests Unconfined compression tests were performed on representative rock cores from the Pennsylvanian and Ordovician strata to evaluate their strength and elasticity characteristics. The test results, including associated density determinations, are given in Table 2.5-22. Unconfined compression tests were performed on representative Richland Loess and Wedron silty clay till samples to evaluate their strength characteristics. The test results are presented on the boring logs, Figures 2.5-19 and 2.5-79. Unconfined compression tests were also performed on undisturbed Wedron silty clay till samples obtained from directly under the Seismic Category I mat foundations on an approximate 50-foot x 50-foot grid as shown in Figure 2.5-42. The samples were obtained by pushing 2-inch OD Shelby tubes into the freshly cut foundation materials. The results of these tests are also presented in Figure 2.5-42.

2.5.4.2.2.1.3 Triaxial Compression Tests Representative undisturbed and disturbed samples of the uniform Wedron silty clay obtained at various elevations from several borings and test pits located throughout the site were used for triaxial compression tests to evaluate their in situ strength characteristics. Table 2.5-39 provides a summary of the data pertinent to each test sample, including the boring number, depth of sample, and index properties. Boring and test pit locations are shown in Figure 2.5-2. Typical stress-strain curves for the strength tests are shown on Figure 2.5-84. The failure criterion used for the strength tests was the maximum effective stress ratio, 13, where 1 is defined as the effective major principal stress and 3 is defined as the effective minor principal stress. Unconsolidated-undrained tests were performed on undisturbed samples. The test results, in terms of confining pressure and one-half maximum deviator stress, are given in the boring logs, Figures 2.5-19 and 2.5-79. Consolidated-undrained tests were also performed. The results of those tests in terms of effective parameters are shown on Figure 2.5-43, Sheet 1.

Consolidated-undrained triaxial compression tests were also performed on representative recompacted samples of the Wedron silty clay till to be used as backfill around the Seismic Category I structures compared to 95% of Modified LSCS-UFSAR 2.5-75 REV. 13 Proctor density. Their results in terms of effective parameter are shown in Figure 2.5-43, Sheet 2. Consolidated-undrained triaxial compression tests were also performed on representative recompacted samples of the Wedron silty clay till to be used as embankment fill for the dikes compared to 90% of Modified Proctor density. Their results in terms of effective parameters are shown in Figure 2.5-43, Sheet 3. 2.5.4.2.2.1.4 Compaction Tests Modified Proctor compaction tests were performed on the Wedron silty clay till to be used as backfill around the Seismic Category I structures and dike fill to determine the maximum density and the optimum moisture content of the material. The results of these tests are presented graphically in Figure 2.5-44, Sheet 1. Relative density tests were performed on the granular backfill to determine the maximum (wet or dry) and the minimum densities to be used for controlling the granular earthwork in the field. The results of these tests are presented graphically in Figure 2.5-44, Sheet 2.

Modified Proctor compaction tests were performed on the sand from an offsite source to be used for the drainage blanket in the dike. The purpose of the tests was to determine the maximum density and the optimum moisture content of the material. The results are shown in Figure 2.5-44, Sheet 3. 2.5.4.2.2.1.5 Consolidation Tests Consolidation tests were performed on selected undisturbed samples of Wedron silty clay till to provide data for settlement computations. The results of these tests are shown in Figure 2.5-45, Sheets 1 through 24. 2.5.4.2.2.1.6 Permeability Tests Permeability tests were performed on undisturbed and remolded soil samples to provide data for seepage studies. The results of a laboratory constant-head permeability test on a sample consolidated to the existing overburden pressure are presented in Table 2.5-23, Part A. The silty clay sample had a coefficient of permeability of 2 x 10-7 cm/sec. Additional laboratory falling head and constant head permeability tests on undisturbed samples were performed which indicate that the coefficient of permeability ranges from 7.3 x 10-7 to 5.3 x 10-9 cm/sec, as shown in Table 2.5-23, Part A.

LSCS-UFSAR 2.5-76 REV. 13 Constant head permeability tests on remolded samples of Wedron silty clay till to be used as fill were performed, giving values for the coefficient of permeability ranging from 1.30 x 10-6 to 8.60 x 10-11 cm/sec for the embankment fill as provided in Table 2.5-23, Part B. 2.5.4.2.2.1.7 Particle Size Analyses Representative soil samples from the dike drainage blanket, the Wedron silty clay till, and the Ticona Valley fill were analyzed to determine their grain size distribution. The results of these tests as presented in Figure 2.5-46, Sheets 1 through 3, illustrate the range in grain sizes for the various materials used on site. 2.5.4.2.2.1.8 Atterberg Limits Atterberg limits were determined for representative soil samples of the Richland Loess and the Wedron silty clay till to evaluate their plasticity characteristics and to classify the material. The results of these tests are shown on the boring logs, Figure 2.5-19. 2.5.4.2.2.1.9 Moisture Determinations Natural moisture contents of selected soil samples from the Richland Loess and the Wedron silty clay till were determined for soil classification purposes. The test results are given on the boring logs, Figure 2.5-19. 2.5.4.2.2.1.10 Density Determinations The in situ dry densities of selected soil samples from the Richland Loess and the Wedron silty clay till were determined for soil classification purposes. The test results are given on the boring logs, Figure 2.5-19. 2.5.4.2.2.2 Dynamic Tests 2.5.4.2.2.2.1 Cyclic Triaxial Compression Tests The dynamic properties of the Wedron silty clay till were evaluated by conducting cyclic triaxial compression tests on undisturbed samples in 1970. Due to the limitation of testing equipment at that time, very high backpressures could not be applied, thus saturation of the test specimens was not achieved. The samples were allowed to consolidate under confining pressures representative of in situ conditions. A range of pulsating axial loads was applied to each sample, and the load (stress) and the deflection (strain) were recorded. The hysteresis loop produced under each cyclic axial load was determined and the shear modulus of rigidity and percent damping for the various strain levels were determined. The samples were not allowed to drain during testing. The test results are presented in Table 2.5-24.

LSCS-UFSAR 2.5-77 REV. 13 Typical curves for one test showing axial load and deflection of test specimen during a test are provided in Figure 2.5-85. Since the sample could not be saturated, no pore pressure response was measured and recorded on the stripchart. Static residual undrained shear strength was measured at the conclusion of the cyclic triaxial tests. The test data indicate no loss of static strength for the glacial till after cyclic loading. 2.5.4.2.2.2.2 Resonant Column Tests Tests were performed on selected soil samples from the Wedron silty clay till and rock cores from Pennsylvanian and Ordovician strata to evaluate the shear modulus of rigidity of these materials. The samples were subjected to steady-state sinusoidal and torsional forces applied to the top of the sample. For each test the frequency of the applied force was varied until the resonant frequency (the frequency associated with the maximum steady state amplitude) was attained. The shear modulus was then computed from the resonant frequency of the sample. The results of these tests are presented in Table 2.5-25.

2.5.4.2.2.2.3 Shockscope Tests Selected samples of Wedron silty clay till and Pennsylvanian and Ordovician rock cores were tested to measure the velocity of propagation of compressional waves. The velocity of compressional wave propagation observed in the laboratory was used for correlation purposes with the field velocity measurements obtained in the seismic refraction survey.

The samples were subjected to a physical shock under a range of confining pressures, and the time necessary for the shock wave to travel the length of the samples was measured with an oscilloscope. The velocity of compressional wave propagation was then computed. For sound rock, the velocities were independent of confining pressure. The test results are presented in Table 2.5-26.

2.5.4.3 Exploration The surface and subsurface field exploration programs consisted of the following: a. geologic reconnaissance of the site, excavations, and the surrounding area, including mapping of the CSCS flume and the western portion of the pond; b. soil and rock borings; c. test pits; LSCS-UFSAR 2.5-78 REV. 13 d. groundwater measurements; and e. geophysical measurements. 2.5.4.3.1 Geologic Reconnaissance The geologic reconnaissance of the site and surrounding area was undertaken to examine surface features for an evaluation of the geologic conditions at the site. The reconnaissance included inspection of the topography, surface drainage, surface soils, excavations, and rock outcrops in the Illinois River Valley. A detailed discussion of the reconnaissance findings is given in Subsection 2.5.1.2.

2.5.4.3.2 Soil and Rock Borings The soil, rock, and groundwater conditions at the plant site were explored by drilling 304 borings to depths ranging from 4.5 to 360 feet below the existing ground surface at the locations indicated in Figure 2.5-2, Sheets 1 through 3. The borings were drilled with truck-mounted auger and rotary wash equipment; rock was cored with double-tube NX coring equipment.

Soil samples suitable for laboratory testing were obtained by using either a Dames & Moore sampler or a Shelby tube. A standard 2-inch-diameter split-spoon sampler was used to obtain samples in very compact soils which could not be penetrated by the Dames & Moore sampler or the Shelby Tube. Samples were taken with either the Dames & Moore sampler or the Shelby tube either by hydraulically pushing the sampler or by driving the sampler with a 340-pound weight falling 30 inches.

Samples were taken with the standard split-spoon sampler by driving the sampler with either a 340-pound weight falling 30 inches or a 140-pound weight falling 30 inches. The type of sampling method used for each sample is indicated on the boring logs, as shown on the Notes on Logs of Borings, Figure 2.5-17, Sheets 1 through 3. A graphical representation of the soils and rock encountered in the borings, including penetration test data and sampling and coring information, as well as some of the laboratory data, is presented in Figure 2.5-19. The method utilized in classifying the soils and rock is described in Figure 2.5-18. 2.5.4.3.3 Test Pits Forty-three test pits were excavated in the vicinity of the plant to better determine the geologic and soil classifications of the materials underlying the area. Test results obtained from samples gathered from the test pits were used to help select suitable borrow areas for the lake embankment. Samples were tested for Atterberg limits, moisture content, permeability, compaction, and shear strength LSCS-UFSAR 2.5-79 REV. 13 (consolidated undrained triaxial). It was also necessary to dig the test pits to obtain bulk soil samples for testing purposes. The test pits ranged in depth from 7.5 to 12.0 feet below the existing ground surface at the locations indicated in Figure 2.5-2, Sheet 1. The test pits were dug with back hoes. The notes on test pits are shown on Figure 2.5-20, and the test pit profiles are shown on Figure 2.5-21, Sheets 1 through 12. Because modified Proctor density tests indicated that the material could be compacted at the natural moisture content without any preconditioning, test fills were not deemed necessary. 2.5.4.3.4 Groundwater Measurements Piezometers were installed in 29 of the borings to measure groundwater levels in the glacial drift. One piezometer was also placed in the underlying rock. Details of piezometer design and installation are presented on the appropriate boring logs, Figure 2.5-19. The results of the groundwater monitoring program are discussed in detail in Subsection 2.4.13.2.2.3.2. In addition, 20 observation wells were installed in the glacial drift during December 1974 to measure groundwater fluctuations around the cooling lake. Falling head type permeability tests were performed in the field using piezometers; the results are shown in Table 2.5-27. The zones of percolation ranged from 5 to 15 feet below the ground surface. As shown in the table, the calculated coefficients of permeability ranged from 2.6 x 10-7 to 1.6 x 10-8 cm/sec for the in situ soil conditions.

2.5.4.3.5 Geophysical Measurements A program of integrated geophysical explorations was conducted at the station site to evaluate the characteristics of the foundation soils and rocks. A detailed explanation of these is given in Subsection 2.5.4.4. 2.5.4.4 Geophysical Surveys Geophysical explorations were made to determine the dynamic characteristics of the underlying soils and rocks. The explorations conducted included geophysical refraction surveys and shear wave velocity surveys. The purposes of the explorations were to measure compressional and shear wave velocities, interval velocities, and the predominant period of ground motion at the site. The locations of these surveys and observations are shown in Figure 2.5-47.

LSCS-UFSAR 2.5-80 REV. 13 2.5.4.4.1 Refraction Surveys A 12-channel Porta-seis Refraction Seismograph was used to record the results of the deep seismic refraction surveys. The surveys were performed along survey lines 1, 2, 2A, 2B, 3, and 3A in Figure 2.5-47 for a total length of approximately 10,300 feet. Explosive charges (Nitronome) were placed in the drill holes at the ends of the lines at depths of 20 feet. Standard geophones were located at 100-foot intervals along these lines. The time-distance data obtained from the surveys were plotted, with average straight-line slopes being drawn through the plotted points. The velocity of compressional wave propagation in the upper soils and underlying rocks was computed from the plotted data. The results of the deep geophysical refraction survey are presented in Figure 2.5-48, Sheets 1 through 6.

2.5.4.4.2 Shear Wave Velocity Survey Shear wave velocities were computed from the records of an Electrotech 12-channel Refraction Seismograph. Seismometers were located at 100-foot intervals along portions of the refraction survey lines. The shot holes were located at a distance up to 4,750 feet from the farthest geophone. The results of the survey are presented in Figure 2.5-49.

2.5.4.4.3 Surface Wave Survey A surface wave survey along a 4750-foot length, designated lines 4, 4A, 4B, 4C, 5, and 5A in Figure 2.5-47, investigated components of the surface waves at the site. Small explosive charges placed in drilled holes at depths of 20 feet were used to excite surface waves at the site. Two Sprengnether Engineering Seismographs were used to record the resultant waves. This instrument has a flat response between 2-100 Hertz. Each instrument recorded the seismic waves as detected by three tri-mode seismometers buried just below the surface of the ground. The recording stations were 350 feet apart along the lines. Explosions for the seismic refraction survey were utilized for this survey.

The surface waves recorded at the site have the following characteristics: a. an M2 (Sezawa) branch of the Rayleigh wave which has progressive elliptical motion and an apparent surface velocity of 1,100 fps, with predominant motion on the radial trace; b. a very weak set of waves which are probably Love waves with an indeterminate velocity lower than the M2 waves; and c. an M1 branch of the Rayleigh waves which has a retrograde elliptical motion and an apparent surface velocity of 900 fps.

LSCS-UFSAR 2.5-81 REV. 14, APRIL 2002 The approximately 165-foot depth of soil and the bedrock at the site apparently form a strong wave guide system for the conditions which excited the site. This wave guide system produces strong M1 type waves with a frequency of 4 to 6 Hertz. 2.5.4.4.4 Micromotion Studies Ambient vibration at the site was not observed, but the Sprengnether Engineering Seismograph records were inspected for the presence of low-frequency "resonance" in their coda portions. The predominant frequencies present are from 4 to 7 Hertz. The theoretical amplification spectra peak between 2 to 5 Hertz.

2.5.4.5 Excavations and Backfill The earthwork for the LaSalle County Station site consisted of excavating, including clearing, grubbing, and stripping; dewatering; and backfilling to attain a nominal plant grade of 710 feet MSL. A quality control program was followed for all excavations and backfill operations at the site. In-place moisture/density tests were performed on samples of all backfill during placement and compaction by a continuous program of field testing and inspection. 2.5.4.5.1 Excavations The surface conditions at the plant site at design grades were considered to be suitable for the support of the power station facilities. Based on an evaluation of subsurface information in the immediate plant area, major structures were founded on the very stiff to hard Wedron silty clay till at design foundation elevations. In order to assure the suitability of the foundation materials, a quality control program was followed for the excavations. The excavation limits were defined on S&L excavation design drawings. Reproductions of these are presented on Figure 2.5-50. The excavations for foundations were continuously inspected and approved by representatives of CECo Station Construction personnel for unsuitable bearing material. They directed the contractor in removing any isolated small pockets of sand and silt and replacing them with lean concrete. When an area was opened to final subgrade level, A&H Engineering Corporation performed unconfined compression tests on representative soil samples taken at a predetermined grid location. The results of these tests are given in Subsection 2.5.4.2.2.1.2. During the course of the excavation operations, periodic checks of the testing and foundation materials were made by S&L representatives to verify design assumptions. The excavations were also inspected by the Illinois State Geological Survey to confirm the geologic conditions (General References, Buschbach, 1977 and Kempton, 1975). As a result of this inspection, which confirmed the uniformity of the till member as predicted from the PSAR-stage borings, detailed mapping of the main plant excavation was LSCS-UFSAR 2.5-82 REV. 14, APRIL 2002 determined to be unnecessary. The walls and floors of the main plant excavation were entirely within the Yorkville Till Member (see Subsection 2.5.1.2). There were no large deposits of sand and gravel observed in the main plant excavation. Occasionally a few scattered thin lenses of silt and a few pods of sand and gravel were included within the till. The observed sand and gravel pods ranged up to 3 feet across and did not appear to have any predictable occurrence in the excavation (General Reference, Kempton, 1975).

Temporary excavation slopes were established as 1:1 (horizontal-to-vertical) with a minimum safety factor of 3. As expected, no significant dewatering problems were encountered, the reason being the impervious nature of the Wedron silty clay till. Surface runoff water and groundwater from isolated pockets of sand or silt were collected in a system of collector ditches and sumps and then pumped out of the excavation. When the excavation was opened, isolated pockets had a tendency to seep and weep for a short time, but there were no local slides or quick conditions resulting from the exposure of these local silt and sand pockets. 2.5.4.5.1.1 Main Plant Site The main plant is located on the upland portion of the site. The excavation for the main plant site extended into the Wedron silty clay till to a maximum depth of 60 feet below final plant surface grade as shown on Figures 2.5-50, Sheet 1, and 2.5-51, Sheets 1 and 2. Within the main building excavation, individual cuts for auxiliary buildings ranged from 5 feet to 30 feet in depth.

Excavation for the main plant commenced in the fall of 1973 and was carried to within 1 foot of final grade using heavy construction equipment. In the spring of 1974, the final 1 foot was excavated using light equipment for minimum disturbance of the final design bearing surface. A total of 118 unconfined compression tests were performed on undisturbed samples of Wedron silty clay till taken at foundation grade immediately after final excavation, as described in Subsection 2.5.4.2.2.1.2. The final bearing surfaces were protected with insulated blankets until the protective mud mat was poured. The mud mat, consisting of a 1-foot layer of lean concrete, was placed within 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> of final foundation grading. It was extended 10 feet beyond the outside wall lines to protect the bearing surface from water and frost and to provide a working area for construction.

LSCS-UFSAR 2.5-83 REV. 13 2.5.4.5.1.2 Seismic Category I Pipelines The excavations for Seismic Category I pipelines were extended to various depths into the Wedron silty clay till in the form of trenches with temporary 1:1 (horizontal-to-vertical) side slopes. The trenches were excavated under the same quality control program as implemented for the main plant excavation (see Subsection 2.5.4.5.1.1). Pipelines were installed from the main plant to the CSCS pond as shown in Figures 2.5-50 (Sheets 1 and 2) and 2.5-51 (Sheets 1 and 2). A discussion of the potential effects to the Seismic Category I pipeline of earthquake ground motions causing liquefaction of isolated sand pockets is presented in Subsection 2.5.4.5.2.2. 2.5.4.5.1.3 Seismic Category I Intake Flume and Pond The excavation for the intake structure extends into the Wedron silty clay till from 5 feet to 40 feet below final plant grade as shown on Figure 2.5-50, Sheet 2, and Figure 2.5-51, Sheet 2.

Excavation for the intake structure commenced in the fall of 1974 and was completed in the spring of 1976. Excavation slopes were established utilizing computer stability analysis methods, as described in Subsection 2.5.5. The analyses indicated side slopes of 4:1 (horizontal-to-vertical) would be stable. To assure that the original soil conditions assumed during design were appropriate, qualified soil engineers and geologists monitored and mapped the excavation as discussed in Subsection 2.5.4.14. Any deviation from the previously assumed soil design conditions was reported. Within the excavations, three areas were uncovered within the Wedron till which contained material significantly different from what had been proposed during the initial design. These were: two sand and gravel outwash deposits located on the excavated slopes of the intake flume and the wall of the pond (see Figure 2.5-50, Sheet 2, and Figure 2.5-52), and a clayey silt lacustrine deposit overlain by sand on the walls of the excavated intake flume (see Figure 2.5-50, Sheet 2, and Figure 2.5-53). Both the sand and gravel outwash and the lacustrine deposits are located on a westward-dipping surface between the two portions of the Yorkville Till Member that were probably formed by minor, successive advances of the same glacier. It was found during excavation that both outwash and lacustrine deposits have their greatest extent in the north-south direction. However, as shown in Figures 2.5-81 and 2.5-82, these deposits are less extensive in an east-west direction and are not connected in the flume walls.

LSCS-UFSAR 2.5-84 REV. 13 2.5.4.5.1.3.1 Outwash Deposit The sand and gravel deposit in the flume was postulated to be liquefaction-prone when subjected to dynamic loadings equivalent to the SSE. It was therefore excavated to the limits shown on Figures 2.5-86 and 2.5-87 and replaced with controlled, compacted, cohesive Wedron silty clay till fill compacted to a minimum 95% of Modified Proctor density to a configuration as shown on Figure 2.5-68, Sheet 4. The overlying Wedron silty clay till was excavated, stockpiled, and reused. The sand and gravel were removed and spoiled. Stability analyses were performed to determine the extent of overexcavation required to meet minimum required factors of safety as discussed in Subsection 2.5.5.2.3. The sand and gravel outwash deposit in the northwestern portion of the wall of the pond (see Figure 2.5-50, Sheet 2) was postulated to be liquefaction-prone when subjected to dynamic loadings equivalent to SSE. Since the deposit was small and would be below final lake level, it was completely excavated and cut back on 4:1 horizontal-to-vertical slopes. 2.5.4.5.1.3.2 Lacustrine Deposit Since the sand deposit encountered above the clayey silt will be removed, it was neglected in the evaluation of the effect of the lacustrine deposit on the overall slope stability as shown on Figure 2.5-68, Sheet 2. Stability analyses were not performed on the sand strata since they were encountered at a shallower depth than the outwash deposit and hence at a less critical depth. The sand was also considered to be liquefaction-prone when subject to dynamic loadings equivalent to the SSE and was excavated to the limits shown on Figure 2.5-88 and replaced with fill as discussed in Subsection 2.5.4.5.1.3.1. Based on the results of the stability analysis, the strength of the lacustrine deposit is adequate to ensure stability with a minimum factor of safety of 1.167 as shown on Figure 2.5-68, Sheet 2, for the postulated event of rapid drawdown combined with an SSE of 0.2 g.

2.5.4.5.2 Backfill The majority of the backfill material used at the LaSalle County site consisted of the excavated Wedron silty clay till from the plant site excavation, which had been stockpiled for this purpose. Well-graded sand from an offsite source in the Ticona Valley Fill located at Illinois Route 170 and the south bank of the Illinois River was also utilized for select areas.

LSCS-UFSAR 2.5-85 REV. 13 The Wedron silty clay till backfill was placed loose in 6-inch lifts and compacted to a minimum of 95% of the Modified Proctor density with sheepsfoot rollers. Areas inaccessible to large compaction equipment were hand compacted to the specified density with power hand tampers. The envelopes of the Modified Proctor densities and the grain sizes for all clay fill are shown on Figure 2.5-44, Sheet 1, and Figure 2.5-46, Sheet 1, respectively. The average compaction achieved in the field was equivalent to 97% Modified Proctor density. The sand backfill was placed loose in 12-inch and 6-inch lifts, depending upon the size of the available vibratory rollers or compactors. The sand fill was compacted to a minimum of 75% of its maximum relative density with vibratory rollers or power hand tampers. The envelopes of the relative densities and the grain sizes for the sand fill are shown on Figure 2.5-44, Sheet 2, and Figure 2.5-46, Sheet 2. The average relative density achieved in the field was 85%. The placement and compaction of the backfill was continuously supervised to ensure that it was placed and compacted as specified. 2.5.4.5.2.1 Main Plant Site The backfill around the main buildings consisted of the previously excavated and stockpiled Wedron silty clay till. Where underground piping would be installed, backfilling with Wedron till was restricted to depths above pipelines in order to avoid excessive settlement. The remaining depth to the bottom of the excavations was backfilled with Ticona Valley sand. This is illustrated in Figure 2.5-50, Sheet 1, and Figure 2.5-51, Sheets 1 and 2.

2.5.4.5.2.2 Seismic Category I Pipelines For support of the Seismic Category I pipelines, a special lean concrete mix was used to encase the piping. The mix consisted of fly ash, sand, and cement which hardened to an unconfined compressive strength of more than 200 psi at 28 days. The pipelines were first laid on blocks to facilitate welding. The piping was then completely encased in the lean concrete mix from the outside wall of the trench up to 1 foot above the pipe to ensure complete bearing under the pipe. This monolithic encasement has the inherent ability to resist potential deformations of any isolated sand pockets, should they exist. However, as discussed in Subsection 2.5.4.8.3, these isolated pockets do not deform during a postulated earthquake. The remainder of the trench was backfilled to finished grade with compacted Wedron silty clay till or Ticona Valley sand fill as shown in Figure 2.5-51, Sheets 1 and 2.

LSCS-UFSAR 2.5-86 REV. 13 2.5.4.5.2.3 Seismic Category I Intake Flume and Pond Wedron silty clay till backfill was used in the flume and pond to replace the excavated sand and gravel pocket in the flume, as described in Subsection 2.5.4.5.1.3.

The only backfill placed that was not Ticona Valley sand fill or Wedron silty clay till was behind the concrete gravity retaining wall in the intake flume, as shown in Figure 2.5-54. Pea gravel from an offsite source was placed here to ensure proper drainage behind the wall and thus keep the hydrostatic pressure at a minimum while reducing the lateral loading on the wall, as described in Subsection 2.5.4.10.3.3.

2.5.4.6 Groundwater Conditions Piezometers and groundwater observation wells were installed to establish and evaluate the groundwater conditions at the site. The piezometers were used to monitor the groundwater fluctuations at the site prior to plant construction. The observation wells were installed to evaluate the groundwater conditions outside the cooling lake after construction had started. A detailed discussion of these site groundwater conditions and of regional groundwater conditions is given in Subsection 2.4.13.2.2.3.2. 2.5.4.7 Response of Soil and Rock to Dynamic Loading The parameters utilized in the soil-rock-structure interaction analyses are presented in Table 2.5-28 and Figure 2.5-55, Sheets 1 and 2. These figures present strain-related dynamic moduli and damping values. Static soil properties, presented in Table 2.5-28, were evaluated based on the results of laboratory tests, such as the static triaxial tests and the resonant column tests. These were subsequently compared with test results reported in the literature for similar materials. The selected design properties reflect both the results of the laboratory tests performed during this investigation and properties previously developed for similar soils.

2.5.4.8 Liquefaction Potential Presented in the following subsections are the results of detailed analyses of the liquefaction potential of onsite granular soils which occur as pockets within the Wedron till. These analyses were performed to verify that the sands that locally underlie the Seismic Category I structures will not liquefy during the SSE.

LSCS-UFSAR 2.5-87 REV. 13 2.5.4.8.1 Sand Deposit Under Main Plant Foundation 2.5.4.8.1.1 Subsurface Conditions The subsurface conditions in the area of the main plant mat foundations have been investigated with numerous borings; the boring logs are presented on Figure 2.5-19.

Those borings which penetrated a sand deposit near the station's mat foundations are located on Figure 2.5-56. The Wisconsinan Wedron silty clay till beneath the station site occurs from approximately elevation 710 feet to elevations 530 to 540 feet MSL. Between the Malden and Tiskilwa Till Members of the Wedron Formation at a general elevation of approximately 595 10 feet MSL, some boring logs in the plant area encountered localized sand and gravel deposits as shown on Figure 2.5-56. These deposits are possibly of glacial outwash origin. Considering the irregular pattern of glacial meltwater streams near the ice front, it is very likely that the sand and gravel deposits occur as scattered disconnected bodies. However, as this cannot be conclusively demonstrated in any practical way, the following discussion assumes, conservatively, that the granular material between the Malden and Tiskilwa tills is continuous under the main plant structures.

2.5.4.8.1.2 Soil Characteristics Influencing Liquefaction It is an established fact that liquefaction potential of soil deposits due to earthquake motion depends on the characteristics of the soil, the degree of saturation, the initial stresses acting on the soil, and the characteristics of the earthquake involved (Reference 291, Seed and Idriss, 1970). Significant factors include:

a. The relative density Relative density is the most important physical characteristic that determines the liquefaction potential of a soil. The higher the relative density, the less susceptible the soil is to liquefaction.

b. The soil type Fine sands and fine to medium sands tend to liquefy more easily than do coarse sands, gravelly soils, fine silts, or clays. There is some evidence to show that poorly graded materials are more susceptible to liquefaction than well-graded materials.

LSCS-UFSAR 2.5-88 REV. 13 c. The initial confining pressure The liquefaction potential of a soil is reduced by an increase in confining pressure. State-of-the-art evaluation of soil characteristics for seismic response analyses (Reference 292, Shannon & Wilson, Inc. and Agbanian-Jacobsen Associates, 1972) states, "From field observations it has generally been concluded by a number of investigators that even in a saturated sand deposit below a depth of 50 to 60 feet, sands are not likely to liquefy." These depths are in general agreement with Kishida (Reference 293, 1969), who states that "a saturated sandy soil is not liquefiable if the value of the effective overburden pressure exceeds 2 kg/cm2 (2kg/cm2 60 ft of soil below water table 4.1 kips/ft2)." Characteristics of earthquakes for this site are defined in Subsection 2.5.2 and are not repeated here. 2.5.4.8.1.3 Liquefaction Potential Of Sand Deposit The sand deposit under the main plant foundation is characterized by appreciable fines (passing U.S. Sieve No. 200) ranging up to 55%. The high blow counts (25 to 200 for 4-inch penetration) in the deposit are substantiated by high values of dry densities obtained from density measurements on relatively undisturbed samples in the laboratory, as shown on the boring logs, Figure 2.5-19. In Table 2.5-29, a description of the sand deposit has been tabulated to show the elevations at which it has been found, the thickness, the corresponding boring numbers, and the blow counts. A study of the sand deposit under the plant was performed which utilized the following parameters: a. soil description, b. soil classification, c. penetration values, and d. depth at which the deposits exist. The top of the deposit ranges from elevation 572 feet to elevation 603 feet, which is 138 to 107 feet below finished grade. Its thickness varies from 2 to 22 feet, giving a mean layer elevation of 595 feet MSL. The soil description, generalized from the 40 samples, is gray brown coarse sand with some silt and gravel and is classified in the Unified System as sands ranging from uniform (SP) sands and well-graded (SW) clean sands to silty (SM) sands. In order to determine the representative relative density of the deposit and accurately represent the soil properties, a statistical analysis was performed on the LSCS-UFSAR 2.5-89 REV. 13 various penetration values. This type of analysis allows for variations in the testing procedure and will yield a probabilistic range of values. The first step in this procedure is to reduce the field test data. Forty standard penetration tests and Dames & Moore samples were taken in the sand deposit, which appears, by soil description and elevation similarity, to be the same deposit.

The corrected standard penetration blow counts were used to compute statistically a mean value to be used in relative density calculations. Values greater than 200 blows per foot were conservatively rounded down to 200. The analysis was performed assuming a normal distribution for the blow counts within the deposit. There is a 95% confidence level that a random blow count value will be greater than 119 blows per foot. This analysis was performed with the methods illustrated in Reference 294 (Benjamin and Cornell, 1970). Utilizing the average unit weights for the tills in the area and for the depths indicated on the boring logs, the vertical effective overburden pressure was found to be 8.8 kips/ft2. With the blow count value and calculated vertical effective overburden pressure, the Gibbs and Holtz relationship (Reference 295, Gibbs and Holtz, 1957) was used to calculate the relative density of the material. An average relative density greater than 90% was obtained. Sands with a relative density of 90% or greater are unlikely to liquefy under the given confining pressures and anticipated loadings (Reference 293, Kishida, 1969).

2.5.4.8.1.4 Conclusions Sand deposits under the plant site have been examined for: a. relative density, b. soil type, and c. initial confining pressure. From the numerous studies conducted on sands both in the laboratory and in the field, these three are the principal soil characteristics affecting liquefaction of sand deposits under earthquake loading. The properties of sand under the foundation mat have been examined for these characteristics and it has been found that the deposit will not liquefy under the earthquake loading. The consistency of the deposit, based on standard penetration test values, has a relative density greater than 90%. The dense nature of the sands is borne out by a LSCS-UFSAR 2.5-90 REV. 13 limited number of in situ dry density values, in which dry densities were found to be more than 115 pcf. This is indicative of relative densities greater than 91% for this sand deposit. The material in the deposit is usually a well-graded fine to coarse sand, with some fine gravel and silt, making it resistant to the liquefaction process. The sand deposit is at a depth exceeding 115 feet with an effective overburden pressure of more than 8.8 kips/ft2 . With the plant foundation loads applied, the effective overburden pressure would exceed by more than 2 times the pressure (4.1 kips/ft2 ), which according to Kishida (Reference 293, 1969) will prevent saturated sandy soils from liquefying. It is therefore concluded that these sand deposits will not liquefy under the site earthquake loading. In addition, no additional settlement is anticipated due to seismic loads. 2.5.4.8.2 Sand Deposits in Intake Flume Slopes The sand deposits encountered in the Wedron silty clay till during the excavations in the flume, as described in Subsection 2.5.4.5.1.3, were considered to be liquefaction-prone and were removed to ensure the stability of the flume slopes. 2.5.4.8.3 Liquefaction Potential of Isolated Sand Deposits Sand deposits are found only rarely in borings throughout the Wedron silty clay till. These sand deposits will not completely liquefy and flow due to their confinement and will therefore not be a vehicle for instability. The shear stress produced by an earthquake may cause initial liquefaction. This initial liquefaction would be followed by "arching" of the load to the stiffer material, silty clay; further liquefaction of the postulated sand will not occur. Therefore, the integrity of the plant pipeline and flume will be unaffected by the confined sand deposits.

2.5.4.9 Earthquake Design Basis Detailed analyses of the SSE and the OBE are presented in Subsections 2.5.2.6 and 2.5.2.7, respectively. 2.5.4.10 Static Stability The subsurface conditions at the plant site are considered to be suitable for the foundation support of the proposed nuclear power station facilities. Based on an evaluation of subsurface information from borings drilled in the immediate plant area, confirmed by observations during construction, major plant structures were supported on or excavated into the very stiff to hard glacial tills. A comprehensive LSCS-UFSAR 2.5-91 REV. 14, APRIL 2002 investigation was performed to develop the design criteria used for the foundations for the Seismic Category I structures, which are: a. main plant structures including the reactor, auxiliary, and diesel-generator buildings;

b. Seismic Category I pipelines; and c. Seismic Category I intake flume and pond. 2.5.4.10.1 Main Plant Structures The main plant structures are supported by a concrete mat founded on the glacial till. 2.5.4.10.1.1 Bearing Capacity Final foundation levels and gross static dead loads for all the main structures including non-Seismic Category I are listed in Table 2.5-30. The dimensions of the loaded areas are shown on Figure 2.5-57. The net static foundation dead loading, shown in Table 2.5-30, is equal to the gross applied static dead loading minus the hydrostatic uplift pressure. Final plant grade is established at elevation 710 feet MSL and the operational lake level at elevation 700 feet MSL. Thus, the hydrostatic uplift pressures have been calculated assuming that the long-term water table at the plant site will be at elevation 700 feet MSL. The ultimate bearing capacity values shown in Table 2.5-30 were established using the bearing capacity equation as defined by Terzaghi, which is based on the angle of internal friction and the cohesion of the material determined from laboratory testing performed on samples from the underlying foundation soils, as described in Subsection 2.5.4.2.2.

The equation used to obtain the ultimate bearing capacity was: BN2/1NDcNQ2qf1cd where: Qd = ultimate bearing capacity, in kips/ft2, c = cohesion, in kips/ft2, 1 = effective soil unit weight above mat elevation, in kips/ft3 Df = depth of mat below final grade, in feet, LSCS-UFSAR 2.5-92 REV. 13 2 = effective soil unit weight below the mat elevation, in kips/ft3, B = least dimension of the mat, in feet, and Nc, Nq and N = Terzaghi bearing capacity factors (Reference 296, Terzaghi and Peck, 1967). For total strength parameters of the Wedron silty clay till of = 0 (where is the angle of internal friction), c = 3000 psf. The tabulated factors of safety were determined by assuming that each structure, or portion of it with a variable mat elevation, is isolated from the adjacent structure. The foundation loading during seismic loading conditions will not exceed 200% of the foundation dead loads tabulated in Table 2.5-30. Thus, factors of safety under seismic or live loading will not be less than one half of the values in Table 2.5-30. From a bearing capacity failure standpoint, the conditions are most favorable for the support of the structures. 2.5.4.10.1.2 Settlement Analyses Detailed static settlement analyses have been performed to determine the settlement of the plant structures according to the construction sequence. The excavation for the plant structures commenced in the fall of 1973. Excavation was completed in about 6 months. Construction of plant structures then followed.

The elevation of ground surface at the plant site is at 710 feet. The groundwater table is at elevation 700 feet (Subsection 2.4.13.5). There is no dewatering involved due to the impervious nature of the Wedron Silty Clay till (see Subsection 2.5.4.5.1). Final foundation levels, dimensions, and static loads for the plant structures are shown in Table 2.5-30 and Figure 2.5-57. The settlement due to construction is computed based on the increase in effective stress equal to the gross foundation pressure minus the uplift pressure. The settlement analyses were performed using Janbu's tangent modulus method (Reference 297, Janbu, 1967). The consolidation parameters of the foundation subsurface materials used in the analysis are evaluated from the results of laboratory consolidation tests (summarized in Table 2.5-40). The actual computations were made using the computer program SETTLE developed by LSCS-UFSAR 2.5-93 REV. 15, APRIL 2004 Sargent & Lundy. The description of the SETTLE program is presented in Appendix F.

The foundation settlement has been investigated by assuming the structural foundation system to be either completely rigid or completely flexible. The actual field settlement behavior of the main plant is bounded by these two extreme cases.

For both foundation cases, the effective foundation pressure is placed directly at the base of the structure. For the completely flexible case, the rigidity of foundation and superstructure system is neglected. For the completely rigid foundation case, the distribution of contact pressure due to the effect of the foundation rigidity is taken into account by considering linear settlement. An iterative procedure is used so as to make the settlement pattern of the foundation and the subsoil compatible.

The iterative procedure is illustrated by a flowchart shown in Figure 2.5-91. This iterative procedure has been included in the computer program SETTLE. The computed maximum rebound values range from 0.84 to 2.76 inches. Based on the estimated time-rate of consolidation data (Table 2.5-40), the rebounds occur quickly with the excavation operations. These excavations also remove all the rebounded soil. Because foundations are placed at their design elevation, these rebounds will not affect the subsequent settlement due to the construction of plant structures. The final settlement contours due to construction for the major structures at the plant site are shown in Figure 2.5-58, Sheets 1 and 2. The predicted maximum and minimum final settlements are 0.88 inches to 2.46 inches for a rigid foundation and 0.24 inches to 3.37 inches for a flexible foundation.

The settlements are monitored by the subsurface instrumentation program described in Subsection 2.5.4.13. The settlement readings for all monument points are presented in Figure 2.5-67. The comparison of theoretical final settlements and latest measured settlements at the monument points are presented in Table 2.5-41. The theoretical settlement agree reasonably with the measured values.

Theoretical time-settlement curves have been plotted for measurement point TR2 within the turbine building mat and measurement point R1 within the reactor building. The actual measured settlements and theoretical time-settlement histories for these two measurement points are shown in Figures 2.5-58a and 2.5-58b. As can be seen from these figures, the measured time-settlement histories compare reasonably well with the theoretical ones. In addition, a review of the plant settlement readings (Figure 2.5-67), indicates that the movement of all benchmarks has been within 0.02 feet over the last 2 years. This shows that the main plant settlements have stabilized.

LSCS-UFSAR 2.5-94 REV. 14, APRIL 2002 The preconsolidated, cohesive soil deposits which underlie the plant area are susceptible to negligible additional consolidation under short-term earthquake loading conditions. 2.5.4.10.1.3 Lateral Pressures Subsurface walls were designed to resist both the static and the dynamic lateral pressures resulting from the surrounding earth and water. The total pressure on the walls was obtained by adding the incremental dynamic pressure distributions to the static pressure distributions. 2.5.4.10.1.3.1 Static Lateral Pressures The total static pressure was obtained by combining soil and water pressures determined in Subsections 2.5.4.10.1.3.1.1 and 2.5.4.10.1.3.1.2. 2.5.4.10.1.3.1.1 Static Earth Pressures Since rigid walls were being backfilled with compacted material, static earth pressures were computed using at-rest earth pressure coefficients. The horizontal soil pressure coefficients were equal to two-thirds and one-half for the compacted clay and sand, respectively. The static earth pressures have a hydrostatic triangular distribution with its resultant acting at one-third the height of the wall above the base. The equation used to obtain the static and passive earth pressures from the soil was:

kchkP2 where: P = static lateral soil pressure, in psf per unit width of wall, = effective unit weight of soil, in pcf, h = depth below ground surface, in feet, k = horizontal soil pressure coefficient, c = effective cohesion (in psf),

LSCS-UFSAR 2.5-95 REV. 13 + = passive side of wall, and - = active side of wall. Subsurface walls were also designed to resist pressures from an areal surface live load of 1000 psf and from all adjacent structures within a distance of one-half the wall height. The lateral earth pressure distribution from the surcharge loading is constant with depth, with the resultant acting midheight between the surface elevation and the base of the wall. The equation used to obtain the pressure from the surface or adjacent structure loads was: p = qk where: q = areal surface or adjacent structure load, in psf. 2.5.4.10.1.3.1.2 Static Water Pressure Pressure due to water below the water table, elevation 700 feet MSL, was calculated using the equation: p = 62.4 (h-h1) where:

p = static water pressure, in psf per unit width of wall, h = depth below ground surface, in feet, and h1 = depth below ground surface to water table, in feet. 2.5.4.10.1.3.2 Incremental Dynamic Lateral Pressures The total incremental dynamic pressure was obtained by combining soil and water pressures determined in Subsections 2.5.4.10.1.3.2.1 and 2.5.4.10.1.3.2.2. 2.5.4.10.1.3.2.1 Dynamic Earth Pressure The dynamic lateral earth pressure increment on the walls of the structures was obtained by methods similar to those developed by Mononobe (Reference 298, 1929) and Okabe (Reference 299, 1926) and modified by Seed and Whitman (Reference 300, 1970). The equation used to obtain the dynamic forces for dry material was:

LSCS-UFSAR 2.5-96 REV. 13 PHKAEAE122/ where:

PAE = dynamic lateral force, in kips per unit width of wall, = effective unit weight of soil, in kips/ft3 , H = height of wall, in feet, and KAE = dynamic increment in earth pressure coefficient. Values of KAE are a function of horizontal acceleration. For practical purposes, KAE was taken as: KAE = 3/4 Kh where: Kh = horizontal earthquake ground acceleration divided by the acceleration of gravity, g. The dynamic earth pressures have an inverted hydrostatic triangular distribution, with the resultant acting at two-thirds the height of the wall above the base. The pressure distribution is based on the inertia forces of the soil representing the "at rest" condition. The pressures were obtained by multiplying the effective unit weight of the soil wedge by 75% of the horizontal earthquake acceleration. 2.5.4.10.1.3.2.2 Incremental Dynamic Water Pressure At the time of the design of the plant, the technique described in Matuo and Ohara (Reference 302, 1960) was used to compute the incremental dynamic water pressures on subsurface walls. Their analysis is based upon the assumption that the wall is fixed, not allowing any relative displacement against the ground, and that there is no resonance between the ground motion and the earth pressure. These conditions may not always be satisfied, but the results of their experiments nearly coincide with their theoretical computations for a fixed wall.

The Westergaard Theory for the dynamic water pressure on the face of a concrete dam during earthquakes, modified by the soil reduction coefficient of Matuo and Ohara, was used to compute the incremental dynamic water pressure for the backfilled side of subsurface structural walls and the land side of lake retaining LSCS-UFSAR 2.5-97 REV. 13 walls. From this analysis, the increase of the water pressure on the backfilled side of the walls at any depth, y, is given as: Pw = 0.70 CKh (H1 y)1/2 where: Pw = dynamic water pressure, in pounds per foot per unit width of wall, CHte51107210001212./ in pcf, te = earthquake period, in seconds, H1 = height of water table, in feet, and y = depth below water table, in feet.

The Westergaard Theory, modified by the negative coefficient of Matuo and Ohara, was used to compute the incremental dynamic water pressure for the water side of the lake retaining walls. For the water side of walls the reduction of the water pressure is given by: Pw = - CKh (H1 y)1/2 2.5.4.10.2 Seismic Category I Pipelines The essential service water supply pipelines are Seismic Category I structures from the cooling water intake screen house to the cooling water pumps as indicated on Figure 2.5-59. Outside of the structures, they are buried in an excavated trench in the Wedron Silty clay till. They are covered with a minimum of 5 feet of cover to protect them from frost action. These supply lines are separated by safety divisions.

Each safety division has its own supply line. The routing of the CSCS cooling water return pipelines is indicated on Figure 2.5-59. These lines return to a remote end of the pond to facilitate the flow pattern in the pond and terminate in an outfall structure above the 700-foot elevation. This structure is a concrete base for water impingement at the entry to the pond, as shown in Figure 2.5-51, Sheet 2, Section 1E-E, and Figure 2.5-60.

LSCS-UFSAR 2.5-98 REV. 13 2.5.4.10.2.1 Bearing Capacity There is no bearing capacity problem with the buried pipeline, since the weight of the pipeline filled with water is approximately equal to the weight of the volume of existing soil removed.

2.5.4.10.2.2 Settlement There is no settlement problem with the buried pipeline, since the weight of the pipeline filled with water is approximately equal to the weight of the volume of existing soil removed. 2.5.4.10.2.3 Lateral and Vertical Pressures The pipeline was designed to resist the lateral pressures described in detail in Subsection 2.5.4.10.1.3. The pipeline was also designed to resist the overburden pressure above the pipeline, which is equal to the weight of the backfill over the pipe plus the incremental dynamic inertia load from the vertical seismic accelerations. The pipeline was also designed to resist the uplift pressures from groundwater if the pipeline is empty.

2.5.4.10.3 Seismic Category I Intake Flume and Pond The cooling pond is connected to the generating plant intake structure by an intake flume as shown on Figures 2.5-41, 2.5-59, 2.5-60, and 2.5-61. Cross sections through the CSCS pond and flume are shown on Figures 2.5-52 through 2.5-54 and 2.5-62 through 2.5-65. Foundation details of the intake structure are shown on Figure 2.5-51, Sheet 2, Section D-D'. The foundation details of the outlet chute structure are shown on Figure 2.5-51, Sheet 2, Section E-E'. The CSCS cooling pond water emergency level has been established at elevation 690.0 feet MSL. The flume invert was established at elevation 678.5 feet, and the length of the flume is approximately 2500 feet.

The flume consists of a 90-foot wide channel excavated into the underlying Wedron silty clay till. The side slopes of the flume range in vertical height from less than 20 feet at the east end, where the flume meets the pond, to approximately 40 feet at the point where the flume meets the lake intake structure. At the lake screen house, the sides of the flume are formed by a concrete gravity retaining wall on the south and a double row of tied sheet piling on the north.

The CSCS pond was designed to be an extension of the flume with a bottom at elevation 685 feet. The pond has a surface area of approximately 83 acres and a depth of about 5 feet. The side slopes of the CSCS cooling pond range in vertical LSCS-UFSAR 2.5-99 REV. 13 height from less than 10 feet along the eastern side of the pond to approximately 20 feet at the point where the pond meets the intake flume. The purpose of the pond is to contain a sufficient quantity of water for a safe shutdown of the reactors in the extremely unlikely event that the peripheral dike is breached. The intake flume and pond have been designed to provide an uninterrupted supply of emergency cooling water to the two reactors. They have been designed for the most severe possible loading combination of rapid drawdown in the lake, in combination with the SSE. The excavation of the flume and pond were continuously monitored during construction, assuring compliance with the design requirements, as described in Subsection 2.5.4.5.1.3.

2.5.4.10.3.1 Bearing Capacity There are three structures on the circumference of the pond and flume that have their foundations bearing on soil. They are: a. the lake intake screen house,

b. the concrete gravity retaining wall, and c. the CSCS pipeline outlet chute. Final foundation levels and static dead loads for the structures are listed in Table 2.5-30. The dimensions of the loaded areas are shown in Figures 2.5-54, 2.5-57, 2.5-60, and 2.5-64. The net static foundation dead loading, shown in Table 2.5-30, is equal to the gross applied static loading minus the hydrostatic uplift pressure. The ultimate bearing capacity values have been calculated by methods described in Subsection 2.5.4.10.1.1. The peak foundation loading during seismic loading conditions for the lake screen house and the CSCS pipeline outfall structure will not exceed 150% of the foundation dead loads as tabulated in Table 2.5-30. Thus, factors of safety under seismic or live loading will not be less than two-thirds of the values tabulated. The concrete retaining wall bearing pressures were obtained using lateral loading conditions described in Subsection 2.5.4.10.3.3. 2.5.4.10.3.2 Settlement Analyses The lake screen house is supported by a mat foundation 187 feet by 102 feet 7 inches founded at elevation 670 feet. The average design gross static bearing pressure is 2,700 psf. The groundwater table is assumed to be at elevation 700 feet LSCS-UFSAR 2.5-100 REV. 13 (Subsection 2.4.13.5). The method for computing settlements is discussed in Subsection 2.5.4.10.1.2. The analysis showed that the maximum calculated rebound due to the excavation for this structure is 1.60 inches. The excavation operations remove the rebounded soil. The maximum computed settlement due to the construction of this structure is 1.46 inches. Overconsolidated cohesive soil underlying the lake screen house will be subjected to negligible additional consolidation under short-term earthquake loading conditions. The settlement of the lake pumphouse is monitored by a settlement monitoring program described in Subsection 2.5.4.13. The settlement readings for monument point LSH3 at the lake screen house are presented in Figure 2.5-67. The comparison of theoretical final settlement and latest measured settlement at monument point LSH3 is presented in Table 2.5-41. The comparison shows the computed settlement to be in good agreement with the measured value. Settlement of the CSCS outlet chute structure is not a problem, since the foundation bearing loads are approximately equal to the weight of the overburden soil that was excavated.

The maximum calculated settlement at the toe of the critical section of the retaining wall would be less than 0.6 inch. Since the expected settlement was of such a small magnitude, it was concluded that this small settlement would not cause a problem. However, based upon an NRC request, the settlement of the wall will be monitored by a similar program, as described in Subsection 2.5.4.13.

2.5.4.10.3.3 Lateral Pressures The lateral pressures used in the design of the lake intake screen house and the CSCS pipeline outlet chute were calculated using the methods discussed in Subsection 2.5.4.10.1.3 and the effective strength parameters shown in Table 2.5-31.

The concrete retaining wall and steel sheet piling wall were designed using the dynamic incremental pressures discussed in Subsection 2.5.4.10.1.3.2. The static water pressures were obtained using methods discussed in Subsection 2.5.4.10.1.3.1.2. The static earth pressures on the retaining walls were computed based upon active and passive earth pressure coefficients of 0.33 and 2.56, respectively, since cohesionless backfill was used against the wall on the active side and cohesive backfill was used on the passive side (the flume side). The static and additional dynamic lateral pressure distribution diagrams for a critical section through the concrete retaining wall are shown on Figure 2.5-83, Sheets 1 and 2 respectively.

LSCS-UFSAR 2.5-101 REV. 14, APRIL 2002 The static earth pressures on the sheet piling, from the in situ cohesive soil, were computed based upon an active earth pressure coefficient of 0.42 and a passive coefficient of 2.37. The coefficients were based on strength parameters from triaxial tests on many undisturbed soil samples from the immediate area. The static and additional dynamic lateral pressure distribution diagrams for a critical section through the sheet piling wall are shown on Figure 2.5-83, Sheets 3 and 4 respectively. 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. liquefaction potential, Subsection 2.5.4.8; b. bearing capacity, Subsection 2.5.4.10.1.1; c. settlement analyses, Subsection 2.5.4.10.1.2; d. lateral pressures, Subsection 2.5.4.10.1.3; and e. slope stability, Subsection 2.5.5.2.

2.5.4.12 Techniques to Improve Subsurface Conditions Information regarding the excavation, removal, and replacement of unsuitable material is discussed in Subsection 2.5.4.5. 2.5.4.13 Subsurface Instrumentation The subsurface instrumentation programs used at the LaSalle County Station consist of groundwater observation wells, as described in Subsection 2.5.4.6, and settlement readings in the main plant area and the lake screen house. The locations of the settlement monuments are shown in Figure 2.5-66. Settlements are being measured by first-order surveying techniques from bench marks not affected by station loading. Present readings of these surveys are given in Figure 2.5-67.

Settlement monuments used at LSCS typically consisted of a scribe mark at the top of a column base plate or an "X" marked in a concrete floor or wall slab. A total of 12 monuments were installed in 1975. The dates of their installation and a brief summary of the related construction schedule are provided in Table 2.5-38. The monuments, which were simply points of known elevation on existing structures, did not require specific protection during construction. Construction considerations occasionally required relocation of a particular settlement LSCS-UFSAR 2.5-102 REV. 13 monument. Readings were taken at the old and new monuments at the time of relocation to ensure that readings on the new monument could be correlated with previous readings on the old monument. No problems were encountered with the settlement monument system. 2.5.4.14 Construction Notes Surveillance of the CSCS flume and pond was initiated during the 1975 construction season. Three significant deposits of lacustrine silts and outwash sands and gravels, shown on Figure 2.5-50, Sheet 2, were observed and a detailed investigation was undertaken to delineate the extent of these deposits and to determine their characteristics. This program included detailed geologic mapping of the exposed flume walls illustrated in Figures 2.5-81 and 2.5-82, the drilling of 64 additional test borings shown on Figure 2.5-19, Sheets 218 through 261, and laboratory testing of representative samples included on the boring logs. The locations of these lacustrine and outwash deposits are shown in Figure 2.5-50, Sheet 2. The lacustrine deposits consist of gray to brown laminated clayey silt and fine to medium sand. The outwash deposits consists of gray to brown fine to coarse sand and gravel. Remedial measures necessitated by the exposure of the deposits are discussed in Subsection 2.5.5.2.3. Isolated small deposits of silt, sand and gravel are scattered throughout the CSCS excavation, as shown on the geologic maps. These deposits vary from less than 0.5 foot to about 5 feet in thickness and up to 10 feet in width. These deposits are surrounded by till and are therefore not laterally continuous. They are not liquefaction prone as discussed in Subsection 2.5.4.8.3.

After stripping operations along the northeast side of the CSCS pond, it was discovered that a section of the crest of the excavated pond was below the required minimum elevation of 690 feet. Hence, it was required to add a 1-foot-high berm in this section as illustrated on Figures 2.5-59 and 2.5-65. No stability analyses were performed on this berm, since it has side slopes of 10:1 (horizontal-to-vertical), is only 1 foot in height, and has been constructed to the same requirements as discussed in Subsection 2.5.4.5.2. 2.5.5 Stability of Slopes The LaSalle County Station site is located within a very gently sloping open area. The plant is located in the upland area of the site. It is founded on the Wisconsinan Wedron Till, with final plant grade established at elevation 710.0 feet, which is approximately the same elevation as the existing ground before construction. Therefore, there are no natural slopes subject to failure during the SSE.

LSCS-UFSAR 2.5-103 REV. 13 2.5.5.1 Slope Characteristics There are no cut or fill slopes whose postulated failure could adversely affect the safe shutdown of the unit following the SSE. Slopes of interest to the safe operation and shutdown of the unit are the manmade cuts forming the sides of the submerged CSCS pond and intake flume, which is part of the core standby cooling system.

The side slopes of the CSCS cooling pond range in vertical height from less than 10 feet along the eastern side of the pond to about 20 feet at the point where the pond joins the intake flume. The side slopes of the intake flume range in vertical height from about 20 feet at the CSCS pond to 40 feet where the flume meets the intake structure.

The pond and flume are shown in Figure 2.5-59. The CSCS pond and flume were constructed by the excavation of the glacial silty clay. The CSCS cooling pond water level has been established at elevation 690 feet for emergency operations. Under normal operations, the water level is the same as that of the cooling lake, elevation 700 feet.

The flume invert was established at elevation 678.5 feet at the pond, and the length of the flume is 2500 feet. The invert elevation of the flume at the intake screen house was established at elevation 674 feet. The CSCS pond is designed to be an extension of the flume, with its bottom at elevation 685 feet. The pond and flume have a combined surface area of approximately 85 acres and a depth of 5 feet. With the normal lake level at elevation 700 feet, the CSCS pond and cut slopes will be submerged under operating conditions.

2.5.5.2 Design Criteria and Analyses The excavated slopes of the pond and flume were designed to be stable under all conditions of emergency operations. Stability analyses were performed in order to determine the final slope configurations. The various slopes were investigated under the following loading conditions:

a. end of construction; b. full cooling lake (steady seepage), water elevation 700 feet; c. empty cooling lake (rapid drawdown), from elevation 700 feet to elevation 690 feet; d. steady seepage, water elevation 700 feet, combined with the basic seismic ground acceleration of 0.2g applied as a pseudo-static coefficient; and LSCS-UFSAR 2.5-104 REV. 13 e. rapid drawdown, from elevation 700 feet to elevation 690 feet, combined with the basic seismic ground acceleration of 0.2g applied as a pseudo-static seismic coefficient. The effective soil strength parameters used in the above analyses were based on field borings and laboratory tests and are presented in Table 2.5-31.

For the extremely unrealistic postulated event of sudden drawdown and the earthquake equivalent to the SSE (.20), the most critical cut slope had factors of safety in excess of 1.04 as shown in Table 2.5-32. Although this condition was examined and found to be safe, the probability of these simultaneous events occurring is much less than other probabilities required for other portions of the station. This is confirmed by statements made by the U.S. Army Corps of Engineers (Reference 303, 1970). The computed factors of safety shown in Table 2.5-32 were greater than the required minimums and are based on established computer methods of analyses. 2.5.5.2.1 Excavated Slopes The factors of safety against sliding for the excavated slopes were obtained by using the simplified Bishop method, as implemented by the ICES-SLOPE computer program. In this program the failure surface is assumed to be an arc of a circle, and the factor of safety is computed as the ratio of the moment (about the center) of the available resisting forces along the failure arc to the moment tending to cause sliding.

The stability analyses were performed using circular or modified circular arcs because of the homogeneity of the material within the slopes. This method was also used for the evaluation of the foundation stability because the foundation materials are over consolidated, flat-lying, and homogeneous fine-grained soils. The circular arc method is applicable for analyzing homogeneous earth dams on thick deposits of fine-grained materials. The "Wedge method" was not used because it is generally used for rock fill dams, earth dams, or foundations containing stratified soil profiles as discussed in Reference 304 (U.S. Department of the Army Corps of Engineers, 1970) and Reference 305 (U.S. Department of the Navy Naval Facilities Engineering Command, 1971). Based on the results of the stability analyses, the excavated side slopes of 4:1 (horizontal-to-vertical) for the CSCS cooling pond and flume were found to be adequate to ensure stability with a minimum factor of safety of 1.04 for all conditions. The factors of safety obtained for the various loading conditions in the pond are summarized in Table 2.5-32 and shown on Figure 2.5-68, Sheets 1 and 2.

LSCS-UFSAR 2.5-105 REV. 13 2.5.5.2.2 Excavated Slopes With Retaining Wall The factor of safety against sliding of the slopes with the retaining wall on it was obtained by using the Morgenstern and Price Method, as implemented by the ICES-SLOPE computer program.

Due to the geometry of the problem, the failure surface is assumed to be noncircular, i.e., straight-line segments. The factor of safety was computed as the ratio of the sum of the available resisting forces to the driving forces on the various sliding blocks. Based on the results of the stability analyses, slopes of 4:1 (horizontal-to-vertical) for the backfill material on the flume side of the retaining wall were also found to be adequate to ensure stability with a minimum factor of safety of 1.02 for the worst condition, as shown on Figure 2.5-68, Sheet 3. 2.5.5.2.3 Rebuilt Slopes Deposits of sand and gravel were found and excavated in the CSCS flume, as discussed in Subsection 2.5.4.5.1.3.1. Stability analyses were performed to determine the extent of overexcavation required to meet minimum required factors of safety. The factors of safety against sliding for the rebuilt slopes were obtained by using the simplified Bishop method, as implemented by the ICES-SLOPE computer program. In this program the failure surface is assumed to be an arc of a circle, and the factor of safety is computed as the ratio of the moment (about the center of rotation) of the available resisting forces along the failure arc to the moment tending to cause sliding.

Based on the results of the stability analyses with overexcavation slopes of 1:1 (horizontal-to-vertical), excavating 50 feet back of the crest of the slope was found to be adequate to ensure stability with a minimum factor of safety of 1.069, as shown on Figure 2.5-68, Sheet 4, for the conservatively postulated events of rapid drawdown combined with an SSE of 0.2 g.

2.5.5.2.4 Slope Protection The slopes of the flume were protected against wave action by means of riprap with a median weight of 70 pounds. It is 18 inches in thickness measured perpendicular to the slope and placed over a 6-inch crushed stone bedding course extending from elevation 694 feet MSL to the top of slope, as shown in Figure 2.5-59. The riprap design is discussed in Subsection 2.5.6.4.3. The riprap gradation used for the flume is given in Table 2.5-33 as Riprap Gradation Number 1. The bedding gradation is also given in Table 2.5-33.

LSCS-UFSAR 2.5-106 REV. 20, APRIL 2014 Riprap was placed over a section of the pond slopes on the eastern side of the pond to protect it against erosion in the event that the main dike is breached. This riprap has a median weight of 2 pounds and a thickness of 9 inches measured perpendicular to the slope and extends from elevation 689 feet MSL to the top of the slope, as shown in Figure 2.5-59. It is Riprap Gradation Number 3 as given in Table 2.5-33.

2.5.5.2.5 CSCS Pond Flume Failure Analysis In accordance with NRC staff requirements, an analysis was made which postulated a mechanistic side slope failure in the power plant intake flume. This was done in order to examine the effect of partial blockage of the waterway, consequent reduction in the CSCS pond capacity, and blockage of flow to the intake structure. The analysis is shown on Figure 2.5-69, which indicates the postulated slope failure conditions. Detailed slope stability analyses have shown that for all cases the factor of safety is above 1.0, including the extremely improbable combination of simultaneous sudden drawdown in the flume and a 0.2g earthquake. However, to be conservative, the slope was assumed to fail and the resulting conditions were examined.

The cut for the flume is the deepest at the entrance to the lake intake screen house, hence this section was chosen as the slope failure zone. The flume, which has a normal bottom width of 90 feet, widens to a bottom width of approximately 120 feet at the critical section. The depth of the cut for the rest of the intake flume is smaller due to lower ground elevations and higher flume bottom elevations. Consequently, a mechanistic slope failure at other locations in the flume will involve smaller masses of soil sliding into the flume, which could reduce flow of the cooling water. For the section in question, as shown in Figure 2.5-69, the postulated slide would block an area of 1856 ft2 out of a total waterway area of 2078 ft2 . The unobstructed flow area of 222 ft2 is adequate to pass the emergency cooling water flow of 80,000 gpm (178 cfs) with a velocity of 0.80 fps. Hence, an adequate supply of cooling water under emergency conditions was ensured in this design. As indicated in UFSAR Figure 2.5-59, a net is installed across the CSCS Cooling Pond, extending 1400 feet approximately between two anchor bulk heads. The mesh size is selected to deter and prevent Gizzard Shad Run from intruding into the plant components. It does not entrap or capture the fish (Shad). Maintaining the Shad alive in this manner is vital in preventing the buildup of solid wall of dead fish bodies which would restrict the water flow through the net.

LSCS-UFSAR 2.5-107 REV. 22, APRIL 2016 a. Net Failure due Seismic Event The shad net is not seismically designed, however, a concurrent shad run and seismic event is not credible. Net failure due to seismic without a shad run has been evaluated and found to not affect safety related equipment. b. Net Failure due Tornado The shad net is not designed to resist tornado loads, however, a concurrent shad run and tornado is not credible. Net failure due to tornado has been evaluated and found not to affect safety related equipment. c. Net Failure due to Aging/Deterioration The net has been constructed from materials suitable for the conditions it will see. However, the possibility of failure due to aging/deterioration exists. Because of the continuous maintenance program in-place, the possibility of a catastrophic failure of the net due to aging/deterioration is remote and need not be considered. Small local failures (seams in the net opening, small holes, etc.) could occur. If these were to occur concurrent with a shad run, a small number of shad could get through the net. The Traveling Screens at the intake could handle such occurrences, and thus preventing any blockage of the intake. Such local failures would be repaired in a short time due to the continuous net maintenance program. d. Net Failure due to Algae Buildup Failure due to algae buildup need not be considered due to the continuous maintenance program in-place for the net. e. Net Failure due to Icing Conditions Icing conditions which may form a dam on the upper section of the net was considered. The blocked area during winter freeze as calculated and found to be bound by UFSAR section 2.5.5.2.5 failure analysis which assumed 90% blockage of flow area. The ice dam could cause failure of the shad net. Shad runs do not occur in the winter months. Therefore loss of the shad net due to this ice dam will not result in a shad run at the Lake Screen House. Net failure due to a ice dam has been evaluated and found not to affect safety related equipment.

LSCS-UFSAR 2.5-108 REV. 20, APRIL 2014 f. Silt Carryover The design basis of the UHS flume/pond with the shad net in-place reflects a low velocity at low velocity at the bottom of the flume/pond which is less than silt carryover velocity.

g. Gizzard Shad Blocking the Net Protecting the Gizzard shad school from perishing by stopping them at the shad net serves an important criteria beside the main purpose deterring them away from the traveling screen. Live Gizzard shad are constantly in motion in spite of the large concentrated number. This dynamics allows for the water to flow through the net. Because the water's approach velocity at the net is low (less than 0.1 fps assuming the net 50% blocked), the shad will be able to swim away from the net, thus not blocking it. During a dike breach, some of the total fish population within the lake will seek refuge in the UHS. A breach concurrent with a design basis event will result in thermal loading of the UHS causing the fish to begin to experience thermal stress. During the 30 day coping period following the accident, it is expected that the majority of the fish within the UHS will succumb to thermal stress. As fish begin to perish, different species of fish will float and/or sink at different decomposition periods. Since the water velocities through the net are low, little movement of the floating dead fish is expected. However, under specific meteorological conditions (winds from east to west) floating fish have the potential to build up on the east face of the shad net. While this is not the prevailing wind direction, a maintenance strategy has been developed which uses monitoring and maintenance measures that will reduce the number of floating fish within the UHS to minimize the effects on the shad net. As discussed in UFSAR Section 2.5.5.2.5 and UFSAR Figure 2.5-69, 90% flow area blockage in the CSCS Intake Flume at the Lake Screen house intake would still allow adequate emergency cooling water flow in emergency conditions for safe shutdown. Therefore, ensuring a portion of the shad net is clear of dead fish is sufficient to ensure adequate flow in emergency conditions as bounded by failure analysis discussed above.

LSCS-UFSAR 2.5-108a REV. 20, APRIL 2014 h. Concurrent Net Failure and Shad Run In the above failure discussions, it is concluded that catastrophic failure of the net (due to seismic or tornado) concurrent with a shad run is not credible. However, in the unlikely event of this occurrence, the scenario would be as follows. The shad would fill/block the traveling screens. As this blockage would continue, the flow at the intake would slow. At this slow flow, the traveling screens would act as a barrier to the shad without killing them. Protecting the Gizzard shad school from perishing by stopping them at the traveling screens is important. Live Gizzard shad are constantly in motion in spite the large concentrated number. This dynamic allows for the water to flow through the traveling screen as is discussed above. Therefore, no safety related equipment will be affected by a net failure and concurrent shad run. 2.5.5.2.6 CSCS Pond Surveillance Program The CSCS pond was constructed by excavating natural soil to form the pond. The pool level for the CSCS pond is elevation 690 feet. The existing ground elevations outside the CSCS pond are all higher than elevation 690 feet.

LSCS-UFSAR 2.5-109 REV. 19, APRIL 2012 The CSCS pond was constructed to the slopes at the locations specified on construction drawings which are in accordance with information presented in this UFSAR. A total of 242 borings has been completed in which both disturbed and undisturbed samples were obtained for laboratory analysis. A comprehensive review of the boring logs and laboratory data indicated a uniform deposition of materials with similar properties which agree with the other project borings. To assure the validity of prior investigations, the entire excavation of the flume and pond was monitored by a soils engineer in residence (see Subsection 2.5.4.14). Any deviation from the conditions expected was reported for further interpretation and analysis as required.

Prior to lake filling, a survey was made of the perimeter of the CSCS pond to confirm the elevations of the ground on the exterior of the pond. This survey was done at 50-foot intervals around the perimeter, with cross sections taken starting at the bottom of the CSCS pond and outward to a distance of 50 feet beyond the outside of the nominal pond boundary. After the lake was filled, a survey of the pond was made to confirm the previous ground elevations. Thereafter, surveys will be made once every 24 months by hand sounding, by means of a fathometer, or by other comparable methods to attest CSCS pond integrity. All surveys will be thoroughly documented, showing a location plan for the CSCS pond, the method of surveying, and the survey results. If it is verified that the CSCS pond elevations are changing, remedial measures will be taken to maintain the minimum required volume of water.

2.5.5.2.7 CSCS Pond Turbidity The CSCS pond was excavated entirely in the Wedron silty clay till materials. This clay does not go into suspension during normal operation or during earthquakes because of its highly plastic nature. Furthermore, in order to transport silt or soils, which would reduce the efficiency of the pumps, the intake velocity would have to be increased about 16 times the present design velocity in the flume.

Since the lake structure is not supplied by natural stream runoff, siltation due to natural erosion is improbable in terms of creating turbid water after seismic excitation. Transport of fines created by water flow during the unlikely event of a dike break also would not cause siltation within the CSCS pond. Material deposition would flow away from the CSCS pond, since the natural shoreline of the lake abuts the CSCS pond. Even so, the CSCS intake pumps are designed to operate under a turbidity equivalent of 750 ppm.

LSCS-UFSAR 2.5-110 REV. 13 2.5.5.2.8 Seepage The seepage from the CSCS pond and flume during the safe shutdown of the LaSalle County Station is expected to be negligible. This conclusion is based upon the following conditions associated with the surrounding area:

a. During the normal operation of the plant, the lake elevation will be 700 feet MSL. This constant water level will have the effect of somewhat stabilizing the phreatic surface at this elevation in the immediate area of the pond and flume. In the event of a breach in the peripheral dike or similar occurrence that would cause water in the cooling lake to be released from storage, the water level in the CSCS pond and flume would be lowered to the design elevation of 690 feet MSL. Owing to the low permeabilities associated with the soil in the pond area, the phreatic surface would drop very slowly from elevation 700 feet to the lower elevation of 690 feet. b. Since the pond and flume are almost totally excavated areas in the Wedron silty clay till (except for a small berm on the east side of the pond), the existing ground surface is higher than the design level of the pond. This would dictate seepage to be into the pond and flume rather than away from it for the 30 days. c. The section on the east side of the CSCS pond as shown on Figure 2.5-59 is a 1-foot-high berm constructed to maintain the design elevation of 690 feet MSL. Since the design elevation of the bottom of the pond is 685 feet MSL, the maximum head for seepage is only 1 foot. This fact, coupled with the low permeabilities of the Wedron silty clay till, indicates that very little seepage, if any, will occur through this area of the pond. 2.5.5.3 Logs of Borings The logs of borings drilled within the CSCS pond and intake flume area are presented in Figure 2.5-19. Figure 2.5-2, Sheet 3, shows the location of these borings. 2.5.5.4 Compacted Fill The sand and gravel outwash deposits exposed in the flume were removed and replaced with compacted Wedron silty clay till. This is discussed in Subsection 2.5.4.5.1.3.

LSCS-UFSAR 2.5-111 REV. 13 2.5.6 Embankments and Dams 2.5.6.1 General The cooling lake at the LaSalle County Station is located in the upland area, covering an area of 2058 acres, as shown in Figure 2.5-41, and has been sized to serve two nuclear units. The total length of the peripheral dikes on the north, east, and south sides of the lake is 37,942 feet. The natural topography will serve as the shoreline on the west side. Three baffle dikes, 22,623 feet in total length, were constructed within the lake to circulate the flow of water. A typical cross section of the peripheral dike is shown on Figure 2.5-70. The variation of the peripheral dike heights and crest elevations in relation to the existing ground surface along the dike centerline stationing is given in Table 2.5-34 and Figures 2.4-15 and 2.5-41. The top of the peripheral dike is not level, but varied, depending upon the wave runup height for the various directions around the lake. The top of the dike ranges from elevation 705 feet to elevation 706.58 feet MSL, as shown in Figure 2.4-15.

2.5.6.2 Exploration A comprehensive program of both field exploration and laboratory testing was undertaken to determine the subsurface conditions existing at the LaSalle lake site. 2.5.6.2.1 Field Investigations A geologic reconnaissance of the immediate lake site was performed, as described in Subsection 2.5.1.2, to obtain surficial geologic information. Exploratory soil borings and samples were taken at 500-foot centers along the peripheral dike centerline, as described in Subsection 2.5.4.3.2. Additional borings were made at major swale crossings and other areas of topographic depressions. The borings ranged in depth from 15 to 30 feet below existing ground surface.

Test pits, dug with a back hoe, were excavated at various locations within the lake to determine the index properties of the underlying material, as discussed in Subsection 2.5.4.3.3. Observation wells have been established at various locations outside of the lake area to monitor groundwater fluctuations both before and after the lake was filled, as discussed in Subsection 2.4.13.2.2.3.2.

LSCS-UFSAR 2.5-112 REV. 13 2.5.6.2.2 Laboratory Tests Subsection 2.5.4.2.2 describes the various laboratory tests that were performed on the material obtained from the borings and test pits. 2.5.6.3 Foundation and Abutment Treatment Foundation areas for the dikes were stripped of all vegetation, topsoil, loess, and organic or other foreign and deleterious materials. All unsuitable materials were removed before fill placement. A cutoff trench, shown in Figure 2.5-70, was excavated beneath the dike centerline into the Wedron silty clay till to a minimum depth of 4 feet. It served as an inspection trench to examine the subsoil conditions and to help locate and remove buried farm tiles along the dike alignment. The major portion of the cutoff trench was excavated without encountering any unusual soil conditions; however, additional excavation was required in several locations to remove unsuitable material exposed in the bottom of the cutoff trench. No significant quantity of groundwater was encountered during the excavations for the dike foundations and cutoff trenches. All water that was encountered was removed with a sump and pump to allow the excavations to be performed in the dry. In addition, a perimeter drainage ditch at a distance of 15 feet from the downstream dike toe, as shown in Figure 2.5-70, was provided to intercept the surface runoff and the seepage from the downstream toe. It varied in depth from 2 to 12 feet and also served as an additional inspection trench beyond the downstream toe.

2.5.6.4 Embankment A typical cross section of the peripheral dike is shown in Figure 2.5-70. Integral with the peripheral dike is the 300-foot wide auxiliary spillway structure, as described in Subsection 2.4.8.2.7. 2.5.6.4.1 Construction All fill material used in the construction of the dikes was selected from designated borrow areas within the lake boundaries. Fill material consisted of Wedron silty clay till. Borrow areas were at a minimum distance of 500 feet from the toe of the dike. The fill material was placed loose in maximum 6-inch layers and compacted to a density of not less than 90% of the maximum dry density as determined in accordance with ASTM D-1557 method of compaction. The envelopes of the Modified Proctor densities and the grain sizes for the clay embankment and sand drainage blanket are shown in Figure 2.5-44, Sheets 1 and 2, and Figure 2.5-46, Sheets 1 and 2. The placement and compaction of the embankment material were LSCS-UFSAR 2.5-113 REV. 13 continuously supervised and monitored by in-place density tests performed in order to ensure that the field compaction complied with the design specifications. Figure 2.5-41 illustrates the locations of the borrow areas. The average compaction achieved in the field was equivalent to 94% Modified Proctor density for both the sand drainage blanket and the clay embankment. 2.5.6.4.2 Settlement A settlement analysis was performed to estimate the probable settlement due to the consolidation of the soil beneath the peripheral dikes and the embankment material itself. In this study, the subsoil conditions along the dike alignment and the variable heights of the dike were considered.

Embankment consolidation was determined to be 0.6% of the height of the proposed dike. This conservative value is consistent with published data that is based on past experience, as described in the design manual (Reference 306, U.S. Department of the Navy Naval Facilities Engineering Command, 1971). This manual suggests a range of 0.3% to 0.6% of the dike height based on embankments with crest widths less than 20% of the embankment height. A value of 0.6% corresponds to approximately 3 inches of settlement for the maximum dike height of 40 feet. The foundation consolidation has been determined from representative laboratory consolidation test data from the Wedron silty clay till. The upper portion of the Wedron silty clay till was found to consolidate a maximum of 5 inches during the plant life of 40 years. This settlement calculation is based on a total dike height of 40 feet, which represents only 2% of the total dike length. The lower portion of the Wedron silty clay till has been heavily overconsolidated which, when loaded with the light loads due to the embankment, will produce negligible settlement. Computation of this settlement is based on time settlement data which corresponds to 68% of the total consolidation for the 40-year plant life. The percentage of consolidation at 10, 20, and 30 years is 35%, 50%, and 59% respectively. The settlements occur over a very long period of time and do not endanger the structural stability of the dike. As the heights of the peripheral dike are variable, the settlements along the dike alignment vary. Combined settlement estimates for the foundation and the embankment were made for different dike heights, and a camber (as shown in Table 2.5-35 and Figure 2.5-41) was provided along the longitudinal direction of the peripheral dikes to compensate for the variable settlements. This was to ensure that there was the required freeboard above the maximum water level in the lake and to maintain an adequate crest elevation at all times. Settlement monuments and foundation settlement measuring devices were established along the entire dike system to monitor the vertical movements of the soil mass in the dike and in the base, as described in Subsection 2.5.6.8.

LSCS-UFSAR 2.5-114 REV. 13 2.5.6.4.3 Slope Protection The upstream slope of the peripheral dike was protected against wave action by means of riprap 18 inches in thickness measured perpendicular to the slope over a crushed stone bedding course extending from elevation 694 feet MSL to the crest, as shown in Figure 2.5-70. The riprap was designed, using the United States Army Corps of Engineers publication, Shore Protection Manual (1973), to withstand wave action due to 40-mph winds coincident with the probable maximum water level in the lake. The design-significant wave height was calculated to be 2.4 feet, which corresponds to a maximum effective fetch of 1.4 miles for the most critical point on the dike. Riprap for the embankment is placed on crushed stone bedding. The bedding is placed on the embankment composed of compacted cohesive material. A bedding layer may have two functions as a filter material and as a load-transferring gravel blanket. The bedding layer is not required to act as a filter because the embankment is composed of a compacted cohesive material (LL > 30) which is resistant to surface erosion (Reference 331). The bedding layer, therefore, was provided to satisfy the requirements of a well-graded, load-transferring gravel blanket with gradation limits as outlined in Reference 332. Riprap with a median weight of 70 pounds was placed on the dike from Stations 99 + 00 to 161 + 64 over a 9-inch-thick bedding course as shown in Figure 2.4-15. The riprap gradation used for this section is given in Table 2.5-33 as Riprap Gradation Number 1. The bedding gradation is also shown in Table 2.5-33.

Up to dike Station 99 + 00 and beyond dike Station 161 + 64, as shown on Figure 2.4-15, the riprap, with a median weight of 40 pounds, was placed over a 6-inch-thick crushed stone bedding course. The change in gradation is due to a smaller wave height and a maximum effective fetch of 1.9 feet and 0.9 miles, respectively. This gradation is provided in Table 2.5-33 as Riprap Gradation Number 2. The bedding gradation used for this section is the same gradation used for the rest of the dike. The riprap and bedding material consisted of quarried Silurian-age Joliet dolomite that was free from structural defects.

LSCS-UFSAR 2.5-115 REV. 13 The riprap and bedding material was subjected to: a. the sodium sulfate soundness test, ASTM C 88, "Test for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate," and showed a loss of not more than 10%

after 5 cycles; and b. the freezing and thawing test, AASHTO T 103, "Soundness of Aggregates by Freezing and Thawing," and showed a loss of not more than 10% after 50 cycles. The downstream slope of the peripheral dike and drainage ditches were covered with 4 inches of topsoil. This was seeded to provide vegetation cover for protection against the action of wind and rainwater falling on the dike. Fertilizer and mulch were placed on all areas that were seeded. These areas were watered, maintained, repaired, and reseeded until a uniform stand of grass, dense enough to protect the downstream dike slope, had established itself. After the grass was established on the peripheral dikes, a maintenance program was instituted. During the first full year following the start of the maintenance program, observation of the peripheral dikes was carried out on a monthly basis to verify that the grass cover had not deteriorated. Reseeding will be done where and when required as indicated by lack of grass cover. After the first year, the inspection will be at 1-year intervals or following a severe drought or rainstorm. 2.5.6.4.4 Dike Failure Analysis The possible consequences of a failure of the peripheral dike were studied in the PSAR even though the matter was not one of nuclear safety. The slope failure of the dike is highly improbable based on the results of the stability analyses, as discussed in Subsection 2.5.6.5. Failure due to overtopping is also highly improbable in light of the design freeboard of the crest above maximum lake levels to retain the design waves and maximum design precipitation, as discussed in Subsection 2.4.8.2.8. It was therefore concluded that the design safety factors were more than adequate to protect against breaching due to any probable realistic set of circumstances. 2.5.6.4.5 Makeup and Blowdown Pipeline Peripheral Dike Penetrations To ensure the integrity of the concrete blowdown and makeup pipelines, the pipeline sections through the peripheral dike embankment are steel pipe. The pipe joints were made watertight by complete penetration butt welds. The pipes were completely encased in concrete. The concrete not only helps support the pipe, but it also prevents the external deterioration of the pipe and permits the LSCS-UFSAR 2.5-116 REV. 13 placement and compaction of the dike fill against the vertical sides of the encasement. It was recognized that buried steel pipe is vulnerable to deterioration from electrolytic action, even when rust-resisting treatments or protective coatings are provided. In the present case, the concrete also guarantees, regardless of the nature of the excavated trench, that the contact of the poured-in-place concrete with the bottom and sides of the trench forms a watertight bond free of void spaces or uncompacted areas. Additionally, to ensure that the conduit can sustain movement and settlement without excessive seepage through the embankment, vertical concrete cutoff collars were provided which completely surround the encasement concrete block. These collars were poured monolithically with the encasement. Concrete reinforcement was made continuous across the collars and encasement to prevent cracking. The embankment crossings were located where the overburden from the dike is the least so that there would be a minimum of foundation and dike settlement. At the locations of the makeup and blowdown crossings, the dike is 10.9 feet and 15 feet in height, respectively.

The makeup pipeline was embedded in the uppermost portions of the embankment extending to the centerline of the dike and ending in the outfall structure, as illustrated in Figures 2.5-71 and 2.5-72. Hence, a uniform compacted foundation, the dike embankment, exists under this pipe. The settlement of the embankment and foundation at the centerline has been determined to be approximately 1.5 inches.

The blowdown pipeline penetration, illustrated on Figures 2.5-73 and 2.5-74, extends completely under the dike, thus the greater length of it was constructed on undisturbed material. Wherever material was uncovered that was not suitable, it was removed to a depth where competent material was found and replaced by suitable fill. The settlement of the foundation at the centerline of the dike has been determined to be approximately 1.5 inches.

The conduits were designed with sufficient strength to withstand the load of the embankment overlying the pipes. They were also designed to resist the internal hydrostatic pressure loading equal to the full calculated head on the pipes. 2.5.6.4.6 Auxiliary Spillway An overflow auxiliary spillway has been provided and is located between dike Stations 344 + 10 and 347 + 85 of the peripheral dike. A detailed discussion of the spillway is presented in Subsection 2.4.8.2.7.

LSCS-UFSAR 2.5-117 REV. 13 2.5.6.5 Slope Stability The slopes of the peripheral dikes were designed so as to be stable under all conditions of reservoir operations. Stability analyses were performed in order to determine the final slope configuration for the dikes under the following loading conditions:

a. end of construction, b. steady seepage with normal pool at elevation 700 feet, c. rapid drawdown from normal pool at elevation 700 feet to the bottom of the upstream toe, and d. steady seepage combined with basic seismic ground acceleration of 0.1g (OBE) applied as a pseudostatic seismic coefficient. In this analysis, the simplified Bishop Method, as implemented by the ICES-SLOPE computer program, was used.

The effective soil strength parameters used were based on field borings and laboratory tests. The parameters used are shown in Table 2.5-31. The failure surface is assumed to be an arc of a circle, and the factor of safety is computed as the ratio of the moment about the center of the available resisting forces along the failure arc to the moment tending to cause sliding.

Based on the results of the stability analyses, a side slope of 3:1 (horizontal-to-vertical) for the peripheral dikes was found to be adequate to ensure stability with a minimum factor of safety of 1.66 for steady seepage, as shown on Figure 2.5-75. The highest dike section, 40.1 feet (rounded to 40 feet) in the most critical section. As shown in Table 2.5-34, this occurs at only one point, dike station 163 + 08, as illustrated in Figure 2.5-41. The factors of safety for the various loading conditions are summarized in Table 2.5-36. 2.5.6.6 Seepage Control Analyses were performed to estimate the quantity of seepage through the dike and subsoil beneath the dike. In this study a two-dimensional computer program, SEEPAGE, was used. The permeability of the materials was determined from tests performed on undisturbed and remolded samples of Wedron silty clay till obtained from the test borings and test pits in the lake area. The methods used for the evaluation of the field permeability are consistent with the procedures described in Reference 136. The borings established the LSCS-UFSAR 2.5-118 REV. 13 homogeneity of the stratum from which a representative permeability was established. Numerous permeability tests were performed on the foundation embankment material, as discussed in Subsections 2.5.4.2.2.1.6 and 2.5.4.3.4.

The values of 6.0 x 10-6 and 6.0 x 10-7 cm/sec used for the horizontal and vertical coefficients of permeability, respectively, in the foundation design assured a conservative approach and encompassed the complete range of values obtained from both field and laboratory testing. The values of 1.22 x 10-6 and 1.22 x 10-7 cm/sec used for the horizontal and vertical coefficients of permeability, respectively, of the dike material were conservative values based on the range of values obtained from the laboratory tests. The analysis indicated that the quantity of seepage through the dike and the base would be 1 gallon per day or 1.5 x 10-6 cfs per foot of length of dike. The quantity of seepage through the lake bottom would be negligible because of the relatively impermeable Wedron silty clay till underlying the lake.

A cutoff trench as described in Subsection 2.5.6.3 was provided beneath the dike. A pervious drainage blanket, as shown in Figure 2.5-70, was also provided at the existing grade elevation in the downstream slopes of the peripheral dikes where the dike heights were greater than 20 feet to provide controlled drainage for the seepage water. The drainage blanket also lowers the phreatic line and prevents seepage from emerging in the downstream slope of the dike. Thus, softening and erosion of the downstream slope are prevented. The adequacy of the blanket drain has been determined by a seepage analysis. The design of the downstream drainage system was governed by the height of the dike, the permeability of the foundation, and the capacity of the drainage blanket to carry away the anticipated seepage flow with an ample margin of safety. As described in the design manual (Reference 306, U.S. Department of the Navy Naval Facilities Engineering Command, 1971), the permeability of the blanket drain should be at least 10 to 100 times more pervious than the embankment material. The blanket drain for the dike consisted of sand, with a gradation as shown in Figure 2.5-55, which has a minimum difference in average permeability equal to 10,000 times the permeability of the embankment material. The blanket drain was not provided for dike embankments less than 20 feet in height because the slope stability analyses have shown that under normal pool conditions, the factor of safety against failure is greater than 1.5.

LSCS-UFSAR 2.5-119 REV. 13 In addition, a perimeter drainage ditch as described in Subsection 2.5.6.3 was provided. Drainage from this ditch enters the natural stream beds at a number of points around the perimeter of the lake, as shown in Figure 2.5-76. Drainage ditches were designed to have a capacity equal to the maximum 100-year storm runoff. The ditch was provided with a grass covering having erosion-resistant characteristics as discussed in Subsection 2.5.6.4.3.

Observation wells were established outside of the lake to monitor groundwater fluctuations before and after the filling of the lake, as described in Subsection 2.4.13.2.2.3.2. 2.5.6.7 Diversion and Closure The peripheral dike was relatively free from problems of control of groundwater during construction. At two sections, namely Station 264 + 00 and Station 371 + 00, provisions were required to permit placement of the dike fill. These sections are the locations where the Armstrong Run Creek Branch and the South Kickapoo Creek Branch intersect the dike alignment, respectively. A 24-inch-diameter corrugated steel culvert and a small diversion cofferdam were constructed at the Armstrong Run Branch where it passed across the peripheral dike. The water flowed through the culvert, enabling construction of the dike in the dry during the rainy season. Final closure of the dike was made during a dry period. The culvert was removed and the dike fill was placed to the design level. At the South Kickapoo Creek Branch, flows were very low and permitted construction without diversion. At final closure, construction of a small cofferdam ponded the runoff while the peripheral dike fill was placed in the dry. Minor surface runoff from the existing farmland drainage system offered no problems. Placement of fill was accomplished at periods when the ditches were dry. As noted in Subsection 2.4.13.2.2.3.2, quantity of groundwater inflow did not require special measures to permit construction to progress in the dry.

2.5.6.8 Instrumentation Foundation settlement and embankment consolidation measuring devices, as shown in Figure 2.5-77, were stationed along the dike to monitor vertical movements of the soil mass.

Observation wells, as shown in Figure 2.5-77, were established at various locations outside of the lake to monitor groundwater fluctuations. They were placed in two concentric rings approximately 500 feet and 2000 feet from the dike centerline.

LSCS-UFSAR 2.5-120 REV. 13 Continuous monitoring before and after lake filling will ensure measurement of effects from the cooling lake, as discussed in Subsection 2.4.13.2.2.3.2. 2.5.6.9 Construction Notes At approximately station 291+00 of the peripheral dike, a large deposit of granular material was discovered in the bottom of the key trench as shown on Figure 2.5-78. This deposit was excavated to the lines shown and replaced with cohesive embankment material to form an impermeable cutoff wall beneath the dike. 2.5.7 References 2.5.7.1 Key to References Cited in Text 1. H. B. Willman, "Geology Along the Illinois Waterway - A Basis for Environmental Planning," Circular 478, Illinois Geological Survey, Plate 1, 1973. 2. N. M. Fenneman, "Physical Divisions of the United States," United States Geological Survey Map, 1946. 3. W. B. Howe, Relief Map, State of Missouri, Missouri Geological Survey and Water Resources, 1969. 4. M. M. Leighton, G. E. Ekblaw, and L. Horberg, "Physiographic Divisions of Illinois," Journal of Geology, Vol. 56, No. 1, January 1948. 5. A. F. Schneider, "Physiography," The Indiana Sesquicentennial Volume, pp. 40-56, Indiana Academy of Science, 1966. 6. N. M. Fenneman, Physiography of the Eastern United States, NcGraw-Hill, New York, 1935, p. 455. 7. W. D. Thornbury, Regional Geomorphology of the United States, John Wiley & Sons, New York, 1965, p. 228. 8. H. B. Willman, "Summary of the Geology of the Chicago Area," Circular 460, Illinois State Geological Survey, 1971, p. 63. 9. Leighton, Ekblaw, and Horberg, Figure 1. 10. Schneider, Figure 14.

11. Leighton, Ekblaw, and Horberg, p. 24.

LSCS-UFSAR 2.5-121 REV. 13 12. Ibid., p. 25. 13. Ibid., p. 27. 14. Schneider, pp. 48-49.

15. Leighton, Ekblaw, and Horberg, p. 26. 16. Ibid., pp. 25-26. 17. Schneider, p. 44. 18. Ibid., p. 45.

19. L. Martin, The Physical Geography of Wisconsin, University of Wisconsin Press, Madison and Milwaukee, 1932, 2nd ed. 1965, p. 33. 20. Schneider, p. 52. 21. W. J. Wayne, "Thickness of Drift and Bedrock Physiography of Indiana North of the Wisconsinan Glacial Boundary," Report of Progress No. 7, Indiana Department of Conservation Geological Survey, 1956, p. 17. 22. Leighton, Ekblaw, and Horberg, p. 23. 23. Schneider, pp. 51-52.

24. Leighton, Ekblaw, and Horberg, p. 21. 25. C. A. Malott, "The Physiography of Indiana," Handbook of Indiana Geology, pp.59-256, Indiana Department of Conservation Publication 21, Part 2, 1922, p. 113. 26. Schneider, p. 50.

27. Ibid., pp. 52-53. 28. Ibid., pp. 53-55. 29. Martin, pp. 317-366.

30. Fenneman, 1935, pp. 458-460. 31. Martin, p. 45.

LSCS-UFSAR 2.5-122 REV. 13 32. Thornbury, p. 244. 33. Leighton, Ekblaw, and Horberg, p. 28. 34. Fenneman, 1935, p. 559.

35. Ibid., p. 411. 36. Schneider, p. 46. 37. Ibid., p. 48. 38. Fenneman, 1935, p. 631.

39. Leighton, Ekblaw, and Horberg, p. 29. 40. Ibid., p. 648. 41. P. B. King, The Tectonics of Middle North America, Princeton University Press, Princeton, N. J., 1951, p. 3. 42. H. Faul, Ages of Rocks, Planets, and Stars, McGraw-Hill, New York, 1966, pp. 59-61. 43. A. C. Trowbridge, "Glacial Drift in the 'Driftless Area' of Northeast Iowa," Report of Investigation 2, Iowa Geological Survey, 1966, p. 28.

44. H. B. Willman et al., "Handbook of Illinois Stratigraphy," Bulletin 95, Illinois State Geological Survey, 1975, p. 209. 45. J. C. Frye, H. B. Willman, and H. D. Glass, "Cretaceous Deposits and the Illinoian Glacial Boundary in Western Illinois," Circular 364, Illinois State Geological Survey, 1964, pp. 2-7.

46. G. V. Cohee, "Geologic History of the Michigan Basin," Journal of the Washington Academy of Science, Vol. 55, pp. 211-223, 1965. 47 R. M. Kosanke et al., "Classification of the Pennsylvanian Strata of Illinois," Report of Investigation 214, Illinois State Geological Survey, 1960, p. 27.

48. Willman et al, 1975, p. 127.

LSCS-UFSAR 2.5-123 REV. 13 49. T. C. Buschbach, "Stratigraphic Setting of the Eastern Interior Region of the United States," Background Materials for Symposium on Future Petroleum Potential of NCP Region 9 (Illinois Basin, Cincinnati Arch, and Northern Part of Mississippi Embayment), Illinois Petroleum 96, pp. 3-20, Illinois State Geological Survey, 1971, Figure 6.

50. Cohee, 1965, p. 218. 51. B. Kummel, History of the Earth: an Introduction to Historical Geology, Freeman and Co., San Francisco, 1970, p. 141. 52. Cohee, 1965, p. 217.

53. Kummel, p. 135. 54. Buschbach, 1971, p. 7. 55. A. J. Eardley, Structural Geology of North America, Harper & Brothers, New York, 1962, Plates 2 and 4.

56. J. S. Templeton and H. B. Willman, "Champlainian Series (Middle Ordovician) in Illinois," Bulletin 89, Illinois State Geological Survey, 1963, p. 204. 57. T. C. Buschbach, "Cambrian and Ordovician Strata of Northeastern Illinois," Report of Investigation 218, Illinois State Geological Survey, 1964, Figure 4. 58. Buschbach, 1971, p. 9. 59. W. R. Muehlberger, R. E. Denison, and E. G. Lidiak, "Basement Rocks in Continental Interior of United States," American Association of Petroleum Geologists Bulletin, Vol. 51, No. 12, pp. 2351-2380, 1967, p. 2371. 60. Kummel, p. 119. 61. Ibid., p. 121.

62. E. T. Atherton, "Tectonic Development of the Eastern Interior Region of the United States," Background Materials for Symposium on Future Petroleum Potential of NCP Region 9, Illinois Petroleum No. 96, pp. 29-43, Illinois State Geological Survey, 1971, p. 32. 63. Kummel, p. 120.

LSCS-UFSAR 2.5-124 REV. 13 64. Atherton, p. 31. 65. Cohee, 1965, pp. 215-216. 66. Ibid., p. 216.

67. Kummel, p. 125. 68. W. E. Ham and J. C. Wilson, "Paleozoic Epeirogeny and Orogeny in the Central United States," American Journal of Science, Vol. 265, pp. 332-407, 1967, pp. 344-345. 69. H. R. Schwalb, "Paleozoic Geology of the Jackson Purchase Region, Kentucky, with Reference to Petroleum Possibilities," Series X, Report of Investigation 10, Kentucky Geological Survey, 1969, p. 160. 70. King, 1951, p. 31. 71. Eardley, p. 36.

72. Kummel, p. 130. 73. Atherton, p. 37. 74. Eardley, p. 39. 75. Atherton, pp. 37-40.

76. Kummel, p. 134. 77. Cohee, 1965, pp. 217-218. 78. Atherton, p. 39.

79. L. L. Whiting and D. L. Stevenson, "The Sangamon Arch," Circular 383, Illinois State Geological Survey, 1965, p. 1. 80. F. Krey, "Structural Reconnaissance of the Mississippi Valley Area from Old Monroe, Missouri, to Nauvoo, Illinois," Bulletin No. 45, Illinois State Geological Survey, 1924, pp. 50-52.

81. Willman et al., 1975, p. 107. 82. King, 1951, p. 32.

LSCS-UFSAR 2.5-125 REV. 13 83. Kummel, 1970, p. 153. 84. Atherton, p. 40. 85. King, 1951, p. 33.

86. Ibid., p. 34.

87. Atherton, p. 41. 88. Eardley, p. 45. 89. Willman et al., 1975, p. 201.

90. Ibid., p. 202.

91. Ibid., p. 209.

92. H. B. Willman and J. C. Frye, "Pleistocene Stratigraphy of Illinois," Bulletin 94, Illinois State Geological Survey, 1970, p. 14. 93. R. F. Flint et al., "Glacial Map of the United States East of the Rocky Mountains," Geological Society of America, 1959. 94. Willman and Frye. 95. P. B. King, "Quaternary Tectonics in Middle-North America," Quaternary of the U.S., (Ed. by H. E. Wright, Jr. and P. G. Fry), Princeton University Press, Princeton, N. J., 1965, pp. 834-835. 96. King, 1951, p. 27. 97. Eardley, p. 50.

98. H. B. Willman and J. S. Templeton, "Cambrian and Lower Ordovician Exposures in northern Illinois," Illinois Academy of Sciences Transactions, Vol. 44, pp. 109-125, 1951, p. 121. 99. T. C. Buschbach, Illinois State Geological Survey, unpublished report, 1973.

100. Willman and Templeton, p. 123.

LSCS-UFSAR 2.5-126 REV. 13 101. D. H. Swann and A. H. Bell, "Habitat of Oil in the Illinois Basin," Reprint 1958-W, Illinois Geological Survey, 1958, pp. 448-449. 102. H. M. Bristol and T. C. Buschbach, "Structural Features of the United States," Illinois Petroleum No. 96, pp. 21-28, Illinois State Geological Survey, 1971, p. 27. 103. A. H. Bell et al., "Deep Oil Possibilities of the Illinois Basin," Circular 368, Illinois State Geological Survey, 1964, Figure 2. 104. Swann and Bell, p. 447. 105. Ibid., p. 450. 106. Bell et al., p. 6. 107. K. E. Clegg, "Subsurface Geology and Coal Resources of the Pennsylvanian System in Clark and Edgar Counties, Illinois, Circular 380, Illinois Geological Survey, 1965, p. 41.

108. J. N. Payne, "Structure of the Herrin (No. 6) Coal Bed in Madison County and Western Bond, Western Clinton, Southern Macoupin, Southwestern Montgomery, Northern St. Clair, and Northwestern Washington Counties, Illinois," Circular No. 88, Illinois State Geological Survey, 1942, p. 183. 109. K. E. Clegg, "The LaSalle Anticlinal Belt," Depositional Environments in Parts of the Carbondale Formation, Western and Northern Illinois, Illinois State Geological Survey Guidebook Series 8, pp. 106-110, 1970, p. 109. 110. Whiting and Stevenson, Figure 9. 111. W. L. Calvert, "Sub-Trenton Structure of Ohio, with Views on Isopach Maps and Stratigraphic Sections as Basis for Structural Myths in Ohio, Illinois, New York, Pennsylvania, West Virginia, and Michigan," American Association of Petroleum Geologists Bulletin, Vol. 58, No. 6, pp. 957-972, 1974. 112. J. V. Howell, "The Mississippi River Arch," Guidebook, Ninth Annual Field Conference, Kansas Geological Society, pp. 386-389, 1935, Figure 237.

LSCS-UFSAR 2.5-127 REV. 13 113. M. H. McCracken, "Structural Features of Missouri," Report of Investigation No. 49, Missouri Geological Survey and Water Resources, 1971, pp. 44-45. 114. McCracken, p. 41.

115. Ibid., p. 3.

116. Bristol and Buschbach, 1971, p. 22. 117. Eardley, p. 51.

118. Cohee, 1965, p. 214. 119. Ibid., p. 213.

120. Ibid., pp. 215-220.

121. A. V. Heyl et al., "The Geology of the Upper Mississippi Valley Zinc-Lead District," Professional Paper No. 309, U.S. Geological Survey, 1959, p. 35. 122. C. E. Dutton and R. E. Bradley, "Lithologic, Geophysical and Mineral Commodity Maps of Precambrian Rocks in Wisconsin," Map I-631, Miscellaneous Geological Investigations, U.S. Geological Survey, 1970, Plate 5. 123. Heyl et al., p. 37. 124. Ibid., p. 54.

125. F. T. Thwaites, Map of the Pre-Cambrian of Wisconsin, Wisconsin Geological and Natural History Survey, 1957. 126. M. E. Ostrom, Wisconsin Geological and Natural History Survey, Madison, Wisconsin, Written Communication, 1975. 127. Willman and Templeton, p. 122. 128. Ibid., pp. 122-123. 129. D. R. Kolata and T. C. Buschbach, "Plum River Fault Zone of Northwestern Illinois," Circular 491, Illinois State Geological Survey, 1976, p. 1.

LSCS-UFSAR 2.5-128 REV. 13 130. D. R. Kolata, Illinois State Geological Survey, Urbana, Illinois, Written Communication, 1975. 131. T. C. Buschbach and G. E. Heim, "Preliminary Geologic Investigations of Rock Tunnel Sites for Flood and Pollution Control in the Greater Chicago Area," Illinois State Geological Survey Environmental Geological Notes, No. 52, 1972. 132. H. M. Bristol and T. C. Buschbach, "Ordovician Galena Group (Trenton) of Illinois - Structure and Oil Fields," Illinois Petroleum No. 99, Illinois State Geological Survey, 1973, Plate 1. 133. A. H. Bell, "Structure of Centralia and Sandoval Oil Fields", Illinois Petroleum No. 10, Illinois State Geological Survey, 1927.

134. R. L. Brownfield, "Structural History of the Centralia Area," Report of Investigation 172, Illinois State Geological Survey, 1954, pp. 15-16. 135. Ibid., pp. 27-28. 136. A. J. Frank, "Faulting on the Northeastern Flank of the Ozarks (Missouri)" (Abstract), Geological Society of America Bulletin, Vol. 59, No. 12, December 1948, p. 1322. 137. McCracken, Plate 1. 138. W. W. Rubey, "Geology and Mineral Resources of the Hardin and Brussels Quadrangles in Illinois," Professional Paper 218, U.S. Geological Survey, 1952. 139. McCracken, pp. 16-17. 140. T. A. Dawson, Map of Indiana showing structure on top of Trenton Limestone, Miscellaneous Investigation Map 17, Indiana Geological Survey, 1971. 141. L. E. Becker, Indiana Geological Survey, Bloomington, Indiana, Written Communication, 1975. 142. H. H. Gray, Indiana Geological Survey, Bloomington, Indiana, Written Communication, 1974. 143. W. N. Melhorn and N. M. Smith, "The Mt. Carmel Fault and Related Structural Features in South Central Indiana," Report of Progress 16, Indiana Geological Survey, 1959, p. 5.

LSCS-UFSAR 2.5-129 REV. 13 144. Melhorn and Smith, pp. 16-17. 145. Ibid.

146. Ibid., p. 21. 147. H. B. Willman and J. N. Payne, "Geology and Mineral Resources of Marseilles, Ottawa, and Streator Quadrangles," Bulletin 66, Illinois Geological Survey, 1942, p. 188. 148. H. B. Willman, Illinois State Geological Survey, Urbana, Illinois, Personal Communication, 1976.

149. W. H. Bucher, "Cryptovolcanic Structures in the United States," Reports of the 16th International Geological Congress, Vol. 2, pp. 1055-1084, 1933, p. 1055. 150. Eardley, p. 257. 151. Bucher, pp. 1072-1074.

152. T. C. Buschbach and R. Ryan, "Ordovician Explosion Structure at Glasford, Illinois," American Association of Petroleum Geologists Bulletin, Vol. 47, No. 12, pp. 2015-2022, 1963, p. 2020. 153. G. L. Ekein and F. T. Thwaites, "The Glover Bluff Structure, a Disturbed Area in the Paleozoics of Wisconsin," Transactions of the Wisconsin Academy of Science, Arts, and Letters, Vol. 25, pp. 89-97, 1930, p. 47. 154. G. H. Emrich and R. E. Bergstrom, "Des Plaines Disturbance, Northeastern Illinois," Geological Society of America Bulletin, Vol. 73, pp. 959-968, 959-968, 1962, pp. 967-968.

155. Buschbach and Ryan, p. 2021. 156. Emrich and Bergstrom, p. 968. 157. D. A. Green, "Trenton Structure in Ohio, Indiana, and Northern Illinois," American Association of Petroleum Geologists Bulletin, Vol. 41, No. 4, pp. 627-642, 1957. 158. Simon, Written Communication, 1974.

LSCS-UFSAR 2.5-130 REV. 13 159. Clegg, 1970, p. 107. 160. Melhorn and Smith, p. 18. 161. McCracken, p. 8.

162. S. E. Harris and M. C. Parker, "Stratigraphy of the Osage Series in Southeastern Iowa," Report of Investigation No. 1, Iowa Geological Survey, 1964, Plate 2. 163. Harris and Parker, p. 41. 164. Brownfield, p. 23.

165. Ibid., p. 30.

166. E. P. Du Bois 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, p. 6.

167. I. W. Dalziel and R. H. Dott, Jr., "Geology of the Baraboo District, Wisconsin," Information Circular No. 14, Wisconsin Geological and Natural History Survey, 1970, Plate 4. 168. Ibid., p. 4.

169. Heyl et al.

170. Ibid., p. 27.

171. Ibid., pp. 27 and 29.

172. Ibid., Figure 12. 173. Ibid., p. 31.

174. Ibid., p. 54.

175. P. B. Du Montelle, N. C. Hester, and R. E. Cole, "Landslides along the Illinois River Valley South and West of LaSalle and Peru, Illinois," Environmental Geological Notes, No. 48, Illinois State Geological Survey, 1971, p. 14. 176. Willman, 1973, p. 31.

LSCS-UFSAR 2.5-131 REV. 13 177. Willman, 1976. 178. Willman, 1973, p. 34. 179. Ibid., p. 37. 180. G. H. Cady, "Minable Coal Reserves of Illinois," Bulletin 78, Illinois State Geological Survey, 1952, p. 53. 181. R. Malhotra, "Illinois Mineral Industry in 1972," Illinois Minerals Note 58, Illinois State Geological Survey, 1974, p. 16. 182. J. P. Kempton, Illinois State Geological Survey, Urbana, Illinois, Written Communication, 1975, pp. 2-3. 183. Willman and Payne, pp. 151-153. 184. Ibid., pp. 152-153.

185. Willman, 1973, pp. 24-26.

186. Willman and Payne, p. 144. 187. Leighton, Ekblaw, and Horberg, pp. 24-25. 188. Willman and Frye, pp. 101-102.

189. Willman and Payne, p. 41. 190. Ibid., p. 41.

191. Ibid., p. 26.

192. Ibid., p. 43. 193. Willman et al., 1975. 194. Willman and Frye, p. 75. 195. Ibid., p. 79. 196. Willman, 1973, pp. 30-31. 197. Willman and Frye, p. 66.

LSCS-UFSAR 2.5-132 REV. 13 198. J. P. Kempton, Illinois State Geological Survey, Urbana, Illinois, Written Communication, 1972, p. 2. 199. Kempton, 1975, p. 2. 200. A. D. Randall, Glacial Geology and Groundwater Possibilities in Southern LaSalle and Eastern Putnam Counties, Illinois, unpublished master's thesis, University of Illinois, Urbana, Illinois, 1955, p. 14. 201. Randall, pp. 36-46. 202. Ibid., p. 59. 203. Ibid., p. 60.

204. Willman, 1973, p. 29. 205. Willman and Frye, p. 77. 206. Willman, 1973, p. 30.

207. Ibid., p. 28.

208. Ibid., pp. 25-26.

209. Ibid., p. 26. 210. U. S. Department of Agriculture, Soil Conservation Service, "Established Series Revisions," in cooperation with University of Illinois Agricultural Experiment Station, 1973, 1974, 1975. 211. University of Illinois Agricultural Experiment Station, "Soil Survey: LaSalle County, Illinois," Urbana, Illinois, 1972.

212. J. D. Alexander and J. E. Paschke, Soil Report 91, University of Illinois Agricultural Experiment Station, Urbana, Illinois, 1972, p. 87. 213. Ibid., p. 30.

214. Ibid., p. 73. 215. Buschbach, 1964. 216. Kosanke et al.

LSCS-UFSAR 2.5-133 REV. 13 217. H. B. Willman et al., Geologic Map of Illinois, Illinois State Geological Survey, 1967. 218. Illinois State Geological Survey, open file. 219. Willman and Payne, pp. 96-97.

220. Ibid., p. 64.

221. Ibid., Plate 22.

222. Ibid., pp. 61-62. 223. Willman et al., 1975, p. 71. 224. Ibid., p. 70.

225. Ibid., p. 69.

226. Ibid., p. 68. 227. Ibid., p. 62.

228. Willman and Payne., p. 61 229. Buschbach, 1964, p. 47.

230. Willman and Payne, p. 60. 231. Buschbach, 1964, pp. 45-46. 232. Willman and Payne, p. 59. 233. Ibid., pp. 58-59. 234. Willman et al., 1975, p. 51. 235. Ibid., p. 46.

236. Ibid., Figure E13. 237. Ibid., Figure E12.

238. Ibid., Figure E11.

LSCS-UFSAR 2.5-134 REV. 13 239. Ibid., p. 44. 240. 233a. Ibid., p. 43.

241. Ibid., Figure E8. 242. Willman and Payne, p. 55. 243. Willman et al., 1975, Figure E6. 244. J. C. Bradbury and E. Atherton, "The Precambrian Basement of Illinois," Circular 382, Illinois State Geological Survey, 1965, Table 1.

245. Willman and Payne, Plates 12, 15, 19, and 22. 246. Ibid., Plates 12, 15, 19, 22, and 24.

247. Ibid., p. 184.

248. Ibid., p. 188. 249. Buschbach, 1964, p. 65. 250. Willman and Payne, p. 192. 251. Ibid., pp. 192-193. 252. W. C. Krumbein and L. L. Sloss, Stratigraphy and Sedimentation, Freeman and Co., San Francisco, 1963, p. 550. 253. Willman and Payne, p. 195. 254. J. N. Payne, "The Age of the LaSalle Anticline," Circular No. 60, Illinois State Geological Survey, 1940, pp. 5-7. 255. Willman and Payne, p. 203. 256. Ibid., pp. 203-204.

257. Ibid., p. 204. 258. Ibid., pp. 204-205.

259. Ibid., p. 205.

LSCS-UFSAR 2.5-135 REV. 13 260. L. Horberg, "Bedrock Topography of Illinois," Bulletin 73, Illinois State Geological Survey, 1950, pp. 56-57. 261. Willman and Frye, pp. 24-26. 262.Willman and Payne, p. 210.

263. Ibid., p. 212.

264. Willman and Frye, p. 97. 265. Ibid., p. 34.

266. Willman and Payne, p. 215.

267. Ibid., p. 220.

268. Willman and Frye, pp. 34-35. 269. Willman and Payne, pp. 222-225.

270. Ibid., pp. 225-228.

271. Willman and Frye, pp. 66-67. 272. Ibid., pp. 75-77.

273. Willman, 1973, p. 29.

274. Kempton, 1975, p. 3. 275. Willman and Frye, pp. 88-89. 276. Willman and Payne, pp. 228-229.

277. King, 1965, Figure 2. 278. P. C. Heigold, "Notes on the Earthquake of September 15, 1972, in Northern Illinois," Environmental Geological Notes 59, Illinois State Geological Survey, 1972, p. 6. 279. R. G. Stearns and C. W. Wilson, "Relationship of Earthquakes and Geology in West Tennessee and Adjacent Areas," Tennessee Valley Authority, 1972, p. 2.9A-65.

LSCS-UFSAR 2.5-136 REV. 13 280. H. R. Schwalb, Kentucky Geological Survey, Lexington, Kentucky, Written Communication, 1974. 281. R. R. Heinrich, "A Contribution to the Seismic History of Missouri," Seismological Society of America Bulletin, Vol. 31, No. 3, pp. 187-224, 1941, p. 219. 282. N. S. Shaler, "Earthquakes of the Western United States," The Atlantic Monthly, Vol. 24, p. 550, 1869. 283. J. L. Coffman and C. A. Von Hake, Earthquake History of the United States, Publication 41-1 (revised through 1970), National Oceanic and Atmospheric Administration, 1973, p. 46. 284. Ibid., p. 43.

285. O. W. Nuttli, "The Mississippi Valley Earthquakes of 1811 and 1812, Intensities, Ground Motion, and Magnitude," Seismological Society of America Bulletin, Vol. 63, No. 1, pp. 227-248, 1973.

286. Coffman and Von Hake, p. 39. 287. D. W. Gordon et al., "The South-Central Illinois Earthquake of November 9, 1969, Macroseismic Studies," Seismological Society of America Bulletin, Vol. 60, No. 3, pp. 953-971, 1970, p. 958. 288. Heigold, 1972.

289. L. D. McGinnis, "Crustal Tectonics and Precambrian Basement in Northeastern Illinois," Report of Investigation 219, Illinois Geological Survey, 1966. 290. Willman and Payne, p. 188.

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LSCS-UFSAR TABLE 2.5-1 TABLE 2.5-1 REV. 0 - APRIL 1984 SCOPE OF WORK INVESTIGATION PERFORMED BY* Geologic literature review Sargent & Lundy, Dames & Moore Topographic mapping Air Map, Inc. Geologic reconnaissance Dames & Moore Drilling and sampling Sargent & Lundy (flume boring), Dames & Moore, Raymond International, Inc. Test pit excavations Dames & Moore Geophysical surveys Dames & Moore Laboratory testing - soils Dames & Moore, A&H Engineering Corp., H. H. Holmes Testing Laboratories Groundwater Dames & Moore, Commercial Testing and Engineering Co.**, NALCO Chemical Co., State Water Survey***, Sargent & Lundy Vibratory ground motion Sargent & Lundy, Dames & Moore Stability of subsurface materials Sargent & Lundy, Dames & Moore Foundation conditions Sargent & Lundy, Dames & Moore

• PSAR work performed by Dames & moore, FSAR work performed by Sargent & Lundy ** Chicago, Illinois *** Urbana, Illinois LSCS-UFSAR TABLE 2.5-2 (SHEET 1 OF 2) TABLE 2.5-2 REV. 0 - APRIL 1984 PHYSIOGRAPHIC CLASSIFICATION AND CORRELATION CHART* DIVISION PROVINCE ILLINOIS INDIANA WISCONSIN IOWA MISSOURI MICHIGAN** Interior Plains Central Lowland Till Plains Section Till Plains Section Bloomington Ridged Plain Tipton Till Plain Springfield Plain Mount Vernon Hill Country Wabash Lowland Rock River Hill Country Galesburg Plain Green River Lowland Great Lakes Section Great Lakes Section Great Lakes Section Kankakee Moraine Area Kankakee Plain Kankakee Outwash and Lacustrine Plain Wheaton Morainal Country Valparaiso Morainal Area Valparaiso Moraine Area Chicago Lake Plain Calumet Lacustrine Plain Lake Border Moraine Area Dissected Till Plains Dissected Till Plains Dissected Till Plains Driftless Area Western Upland Driftless Area Maumee Lacustrine Plain Steuben Morainal Lake Area Eastern Ridges and Lowlands LSCS-UFSAR TABLE 2.5-2 (SHEET 2 OF 2) TABLE 2.5-2 REV. 0 - APRIL 1984 PHYSIOGRAPHIC CLASSIFICATION AND CORRELATION CHART* DIVISION PROVINCE ILLINOIS INDIANA WISCONSIN IOWA MISSOURI MICHIGAN** Western Young Drift Section Central Plain Interior Low Plateau Norman Upland Mitchell Plain Crawford Upland Interior Highlands Ozark Plateaus Lincoln Hills Lincoln Hills Salem Plateau Salem Plateau

• Interstate correlation are listed by state on the same horizontal line. These correlations are by Sargent & Lundy. ** The subdivision of Michigan is by Sargent & Lundy. References for the physiographic subdivisions of the other states are given in the text LSCS-UFSAR TABLE 2.5-3 (SHEET 1 OF 8) TABLE 2.5-3 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1, 2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 1 DesPlaines Disturbance Cook Sc (Willman et al., 1967, Oga) Cryptovolcanic or astroblem. 2 Sandwich Dale, Lee, DeKalb Kendall, Will Sc (William et al., 1967, Oga) 90 N53°W to N65°W S Northern end NE Side down 900 ft. Post-Silurian, Pre-Pleistocene (Buschbach, 1973) 3 Plum River Fault Zone Ill.-Carroll, Ogle Ia. - Jackson B, S (Kolata and Buschbach 1976, Oga) 60 N84°E H G North side down 100 to 400 ft. (Kolata and Buschbach, 1976) Post-Niagaran, Pre-mid-Illinoian (Kolata and Buschbach, 1976) Formerly named Savanna Fault (Wilman et al 967). 4 Pope, Johnson U (Stonehouse and Wilson, 1955) 19 N43°E. to N49°E Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) Bifurcating branches. 5 Johnson, Pulaski U (Stonehouse and Wilson, 1955) 31 N11°E. Because of branching W & E side down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) Bifurcating branches, produces graben structure. 6 Johnson U (Stonehouse and Wilson, 1955) 10 N29°W. SW side down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) 7 St. Genevieve Fault Zone Alexander, Union Sc (Bristol and Buschbach, 1973, Ot)

U (Stonehouse and Wilson, 1955) 6 N21°W. NE side down 100 to 400 ft. Post-Pennsylvanian, Pre-Late Devonian (Buschbach, 1973) 8 St. Genevieve Fault Zone Union U (Stonehouse and Wilson, 1955) 4 N0° to N10°W Post-Pennsylvanian, Pre-Late Devonian (Buschbach, 1973) 9 St. Genevieve Fault Zone Union U (Stonehouse and Wilson, 1955) 4 N19°W. to N50°W NE side down Post-Pennsylvanian, Pre-Late Devonian (Buschbach, 1973) Two Bifurcating branches 4 miles in length. 10 Rattlesnake Ferry Union, Jackson S (Desborough, 1957) U (Stonehouse and Wilson, 1955) 11 N50°W. NE side down 10 to 125 ft. Post-Pennsylvanian, Pre-Late Devonian (Desborough, 1957; Buschbach, 1973) Three Bifurcating branches 3 to 6 miles long, striking N9°E to N21°W. 11 St. Genevieve Fault Zone Union, Jackson Williamson U (Stonehouse and Wilson, 1955) 4 N30°W. to N37°W NE side down Post-Pennsylvanian, Pre-Late Devonian (Buschbach, 1973) Bifurcating branch 2 miles long, N34°E, NW side down.

LSCS-UFSAR TABLE 2.5-3 (SHEET 2 OF 8) TABLE 2.5-3 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 12 St. Genevieve Fault Zone Union, Johnson U (Stonehouse and Wilson, 1955) 4 N50°E G NW side down Post-Pennsylvanian, Pre-Late Devonian (Buschbach, 1973b) Bifurcating branch 3 miles in length striking N9°E 13 Cottage Grove Fault Zone Randolph, Jackson Sc (Bristol and Buschbach, 1973, Ot) U (Stonehouse and Wilson, 1955; Heyl et al., 1965) 20 Varies 180° N side down 50 to 100 ft. Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a) 13 miles of fault are doubtful. 14 Cottage Grove Fault Zone Perry, Jackson U (Stonehouse and Wilson, 1955; Heyl et al., 1965) 4 N16°E. NW side down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a) 15 Cottage Grove Fault Zone Jackson U (Stonehouse and Wilson, 1955; Heyl et al., 1965) 2 N37°W. Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a) 16 Lusk Creek Fault Zone and Dixon Springs Graben Ill.-Massac, Pope, Hardin, Gallatin Ky.-Ballard, McCracken U (Weller, Grogan, and Tippie, 1952; Stonehouse and Wilson, 1955; Hely et al., 1965; Baxter and Desborough, 1965; Schwalb, Wilson and Sutton, 1971) 43 N10°E. to N73°E SE side down Post-Pennsylvanian, Pre-Cretaceous (Buschbach, 1973a, 1973b) Southern 14 miles north of Ohio River comprise Dixon Springs Graben; numerous bifurcating branches less than 2 to 20 miles in length, strikes vary 180°.

Corresponds to Ky.-2. 17 Ridge, Lee, Hamp Ill.-Massac, Pope, Hardin, Gallatin Ky.- McCracken U (Stonehouse and Wilson, 1955; Heyl et al., 1965; Schwalb, Wilson, and Sutton, 1971; 1972) 49 N36°E. to N72°E NW side down; Northeast part SE side down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) Numerous bifurcating branches less than 2 miles in length.

Corresponds to Ky.-3. 18 Centralia Jefferson, Franklin B (Brownfield, 1954) Sc (Brownfield, 1954, Mgcc; Bristol and Buschbach, 1973, Ot) 28 N6°E. to N9°W W side down 50 to 100 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a) 19 Greathouse Island Pitcher Lake Ill.-White Ind. - Posey Sc (Dawson, 1973, Mc; Bristol, 1973, 1974a, 1974b, Mgcc) 5 N27°E NE side down Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) Two Parallel fault traces Greathouse Island and Pitcher Lake, less than 20 miles apart, 5 and 2 miles in length respectively. Greathouse Island is northern-most fault.

Corresponds to Ind.-12. 20 Owaha Graben Gallatin, White Sc (Bristol, 1974a, Mgcc) 2 N3°E. to N7°W G Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) Two bifurcating branches less than 2 miles apart, and 2 miles in length.

LSCS-UFSAR TABLE 2.5-3 (SHEET 3 OF 8) TABLE 2.5-3 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 21 Ill.-Alexander, White Mo.-

Mississippi Sc (Bristol and Buschbach, 1973, Ot) 13 N4°E to N34°E SE side down 200 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) One bifurcating branch 8 miles in length, striking N50°E to N62°E. 22 Equality, Herald-Phillips-town Gallatin, White, Edwards Sc (Harrison, 1951; Pc: Bristol and Buschbach, 1973, Ot; Bristol, 1974a, Mgcc; 1974b, Mgcc)

U (Stonehouse and Wilson, 1955) 40 N53°E to N43°W SE side down 50 to 200 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973, 1973a) 23 Hill, Junction East Gallatin Sc (Briston and Buschbach, 1973, Ot; Bristol, 1974a, Mgcc)

U (Stonehouse and Wilson, 1955) 6 N17°W. to N38°E G SE sides down 50 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) One parallel fault trace less than 2 miles apart, 6 miles in length, striking N30°E to N40°E. Main trace borders graben with Ill.-27. Hill is westermost trace. 24 Ridgeway, Cottonwood Gallatin, White Sc (Bristol, 1974a, Mgcc) U (Stonehouse and Wilson, 1955) 17 N12°E. to N14°W G Ridgeway-SE side down; Cottonwood NW side down Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) Main trace is Ridgeway, composed of three en echelon traces. 5 to 17 miles in length, striking N35°E to N14°W.

Cottonwood is parallel fault trace less than 2 miles apart, 9 miles in length, striking N10°E to N16°E, with one bifurcating branch less than 2 miles apart, 4 miles in length, striking N10°E to N16°E, bordering grabens. 25 Inman East Ill.-Gallatin Ind.-Posey B (Pullen, 1951) Sc (Pullen, 1951, Pc; Bristol 1967, Mgcc; 1974a, Mgcc; Dawson, 1973; Mc; Bristol and Buschbach, 1973, Ot)

U (Stonehouse and Willson, 1955; Gray, Wayne, and Weir, 1970) 18 N12°E. to N42°E 60°SE SE side down 50 to 100 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) Corresponds to Ind.-10.

LSCS-UFSAR TABLE 2.5-3 (SHEET 4 OF 8) TABLE 2.5-3 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 26 Mr. Carmel Wabash B (Cady et al., 1955) Sc (Cady et al., 1955, Pml; Bristol, 1967, Mgcc; 1972, Mgcc; Bristol and Buschbach, 1973, Ot) U (Gray, Wayne, and Weir, 1970) 8 N11°E to N40°E H N NW side down 20 to 50 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) 27 Inman Gallatin Sc (Bristol and Buschbach, 1973, Ot; Bristol, 1974a, Mgcc) U (Stonehouse and Wilson, 1955) 10 G W side down Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) 28 Cottage Grove Fault Zone Gallatin, Saline U (Stonehouse and Wilson, 1955; Heyl et al., 1965) 16 N70°E. to N75°W H 50 to 250 ft. Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a) Two fault traces, less than 1 mile apart, border horst. Three bifurcating branches, less than 2 to 3 miles in length, striking N40°E. 29 Cottage Grove Fault Zone Saline U (Stonehouse and Wilson, 1955; Heyl et al., 1965) 4 N77°W. Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a) Bifurcating branch N40°W, 2 miles in length. 30 Cottage Grove Fault Zone Saline, Williamson, Franklin U (Stonehouse and Wilson, 1955; Heyl et al., 1965) 15 N54°W. to N68°W Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a) Numerous fault traces, less than 2 miles in length, compose the fault pattern. Numerous bifurcating branches less than 2 miles in length striking N12°E to N38°W. 31 Cottage Grove Fault Zone Saline U (Stonehouse and Wilson, 1955; Heyl et al., 1965) 5 N47°W. E side down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a) 32 Cottage Grove Fault Zone Saline U (Stonehouse and Wilson, 1955; Heyl et al., 1965) 5 N25°E. to N47°W Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a) Numerous fault traces less than 1 mile apart comprise fault pattern.

LSCS-UFSAR TABLE 2.5-3 (SHEET 5 OF 8) TABLE 2.5-3 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 33 Union Sc (Bristol and Buschbach, 1973, Ot) 6 N20°W to N30°W NE side down 400 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) 34 Shawneetown- Rough Creek Fault Zone Ill.-Gallatin Saline, Pope Ky.-McLean, Webster, Union U (Stonehouse and Wilson, 1955; Heyl et al., 1965; Schwalb, 1972) 83 Varies 180° N and S side down over 2500 ft.

(McFarlan, 1943,

p. 145) Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) Corresponds to Ky.-42. 35 Wallace Branch, Illinois Furnace, Goose Creek, Interstate, Three Mile Creek, Hogthief Creek, Rock Creek Graben Ill.-Massac, Pope, Hardin Ky.-McCracken, Livingston U (Weller, Grogan, and Tippie, 1952; Stonehouse and Wilson, 1955; Baxter and Desborough, 1965; Heyl et al., 1965; Schwalb, Wilson, and Sutton, 1971) 47 Varies 180° 70° to 80°, H G 50 to 500 ft. down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) Numerous bifurcating branches less than 2 to 35 miles in length, strikes vary 180°. Boarders NW side of graben with Ill.-36, corresponds to Ky.-5. 36 Big Creek, Steele, Blue Diggings, Argo, Rosiclare, Hillside, Eureka, Rock Creek Graben Ill.-Massac, Pope, Hardin Ky.-McCracken, Livingston Sc (Amos, 1965, Mbs; 1966; Mbs; 1967, Mbs; Finch, 1966, K-T)

U (Weller, Grogan, and Tippie, 1952; Stonehouse and Wilson, 1955; Baxter and Desborough, 1965; Heyl et al., 1965; Schwalb, Wilson, and Sutton, 1971) 30 Varies 180° 70° to 80°, H G 50 to 1000 ft. down Numerous bifurcating branches less than 2 to 35 miles in length, strikes vary 180°. Boarders NW side of graben with Ill.-36, corresponds to Ky.-5. 37 Peters Creek Ill.-Hardin Ky.- Union U (Weller, Grogan, and Tippie, 1952; Stonehouse and Wilson, 1955; Baxter and Desborough, 1965; Heyl et al., 1965; Schwalb, Wilson, and Sutton, 1971) 17 N36°E G NW side down 1000 ft. Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) Borders SE side of northernmost extent of Rock Creek Graben. Five bifurcating branches less than 2 miles apart, less than 2 to 8 miles in length, striking N36°E to N60°E. Corresponds to Ky.-7. 38 Paducah Graben Ill.-Massac, Pope Ky.-Livingston, Crittenden B (Finch, 1968a) Sc (Amos, 1965, Mbs; 1966, Mbs; 1967, Mbs; Finch, 1966, K-T)

U (Stonehouse and Wilson, 1955; Heyl et al., 1965; Schwalb, Wilson, and Sutton, 1971) 38 Varies 180° G Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) Southern 10 miles in graben structure, numerous bifurcating branches, less than 2 miles in length, strikes vary 180°. Corresponds to Ky.-8.

LSCS-UFSAR TABLE 2.5-3 (SHEET 6 OF 8) TABLE 2.5-3 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 39 Ill.-Hardin Ky.-Livingston, Crittenden, Union S (Seeland, 1968a)

U (Heyl et al., 1955; Schwalb, Wilson, and Sutton, 1971) 25 N58°E to N62°E NW side down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) Corresponds to Ky.-110. 40 Grindstaff Gallatin B (Butts, 1925; Smith, 1957) S (Butts, 1925)

U (Stonehouse and Wilson, 1955) 7 N34°E to N39°E SE side down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) 41 New Harmony Ill.-Wabash, White Ind.-

Posey B (Cady et al., 1955) Sc (Cady et al., 1955, Pml; Bristol, 1967, Mgcc; 1972 Mgcc; Dawson, 1973, Mc) 21 N11°E to N23°E H N NE side down Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) Ill.-41 and 42 are referred to as the Maunie Fault in Ind.

(Gray, Wayne, and Weir, 1970).

Corresponds to Ind.-5. 42 Manuie Ill.-White Ind.-Posey B (Pryor, 1956) Sc (Pryor, 1956, Pmlt; Bristol 1967, Mgcc; Dawson, 1973, Mc) U (Gray, Wayne, and Weir, 1970) 18 N7°E to N40°E 80° to 85°, H N NW side down 50 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) Ill.-41 and 42 are referred to as the Maunie Fault in Ind.

(Gray, Wayne, and Weir, 1970). Corresponds to Ind.-5. 43 Harod Hardin, Pope U (Weller, Grogan, and Tippie, 1952; Stonehouse and Wilson, 1955; Heyl et al., 1965) 10 N27°E to N66°E SE side down 100 ft. Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) 44 Wolrab Mill Ill.-Massac, Pope, Hardin, Gallatin Ky.-McCracken U (Weller, Grogan, and Tippie, 1952; Stonehouse and Wilson, 1955; Baxter and Desborough, 1965; Heyl et al., 1965; Schwalb, Wilson, and Sutton, 1971; 1972) 46 N23°E to N88°E NW side down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) Numerous bifurcating branches less than 2 miles apart, 2 to 6 miles in length, strikes vary 180°, bordering grabens. Corresponds to Ky.-4.

LSCS-UFSAR TABLE 2.5-3 (SHEET 7 OF 8) TABLE 2.5-3 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 45 Albion Fault Zone Edwards, White B (Pullen, 1951; Smith and Cady, 1956; Pryor, 1956, Stonehouse and Wilson, 1955)

Sc (Pullen, 1951, Pc, Smith and Cady, 1951, Pc; Pryor, 1956, Pmlm; Bristol and Buschbach, 1973, Ot; Bristol, 1974b, Mgcc)

U (Stonehouse and Wilson, 1955; Heyl et al., 1965) 52 N0° to N40°E SE side down 50 to 200 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) 46 Union U (Stonehouse and Wilson, 1955) 2 N10°W E side down Post-Pennsylvanian, Pre-Late Cretaceous (Buschbach, 1973a, 1973b) 47 DuPage Gs (Buschbach & Heim, 1972) 15 N10°W Slight to 50 feet S. side down Post-Silurian (Buschbach & Heim, 1972, p. 21) 48 Cook Sc (Bristol and Buschbach, 1973, Oga) 12 N85°E to N50°W S. side down Post-Late Ordovician (Bristol and Buschbach, 1973, p.5) Numerous other faults in Cook Co. area, trends vary 180° 49 Cook Sc (Bristol and Buschbach, 1973, Oga) 5 N70°E to N50°W N side down Post-Late Ordovician (Bristol and Buschbach, 1973, p.5) Numerous other faults in Cook Co. area, trends vary 180° 50 Glasford Disturbance Peoria Sc (Buschbach and Ryan, 1963, Om)

B (Buschbach and Ryan, 1963) 2.5 (dia) RD Late Ordovician (Buschbach and Ryan, 1963, p. 2020) Meteorite impact structure (Buschbach and Ryan, 1963, p.

2020) 51 Cap au Gres Faulted Flexure Ill.-Jersey, Calhoun and Pike Mo.-Lincoln Sc (Bristol and Buschbach, 1973, pl. 1; McCracken, 1971, pl. l, Oga) 45 N30°W to N80°W 1000 ft. (Rubey, 1952, p. 139) Post-Middle-Mississippian, Pre-Pennsylvanian (Buschbach, 1973) Corresponds to no. 1 in Mo.

LSCS-UFSAR TABLE 2.5-3 (SHEET 8 OF 8) TABLE 2.5-3 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN ILLINOIS NOTES 1. A = aerial photography 4. G = graben B = borehole H = horst Gg = gravity N = normal Gm = magnetics S = scissors Gs = seismic Rd = radial S = surface Sc = structure contours 5. Some of the faults listed in the table are outside of the regional area and are not shown on Figure 2.5-13 U = undifferentiated

2. Stratigraphic symbols, ranked by geological system only; no attempt is made to list the stratigraphic units chronologically within each system because of the local variations in systemic stratigraphy and the regional extent of the fault study:

Cretaceous-Tertiary: K-T - Cretaceous-Tertiary erosional surfaces Pennsylvanian: Pc - Carbondale Formation Pml - McLeansboro Group Pmlm - Mt. Carmel Sandstone Member, McLeansboro Group Pmlt - Trivoli Sandstone Member, McLeansboro Group Mississippian: Mbs - Bethel Sandstone Mc - Cypress Formation Mgcc - Beech Creek Limestone Member, Golconda Formation Ordovician: Oga - Galena Group Ot - Trenton Limestone Og - Glenwood Formation LSCS-UFSAR TABLE 2.5-4 TABLE 2.5-4 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN WISCONSIN MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 1 Glovers Bluff Disturbance Marquette S (Ekein and Thwaites, 1930, Cfr) 1/2 (dia) H Rd Maximum of 200 ft. Post-Cambrian (Ekein and Thwaites, 1930, p. 97) Origin unknown but shows structure similar to crypto-volcanic structure. 2 Mifflin Lafayette, Iowa S (Dutton and Bradley, 1970, pl. 5, Og-Op) 10 N60°W South side down 65 ft. 3 Iowa, Lafayette, Grant S (Dutton and Bradley, 1970 pl. 5, Og-Op) 11 N45°E South side down 50 ft. 4 Waukesha Waukesha, Milwaukee S (Dutton and Bradley, 1970 pl. 5, Og-Op) 30 N40°E South side down 27 ft. (Ostrom, 1975) 5 Janesville Rock, Green S (Ostrom, 1975) Sc (Heyl, 1959, Og) 40 N50°E to N80°E 60 to 150 ft. Known from one exposure and traced geophysically (Ostrom, 1975) 6 Unnamed Grant S (Heyl, 1959, p. 35) 15 N50°W South side down 30 ft. NOTES 1. S = Surface Sc = Structure

2. Stratigraphic symbols, ranked by geologic system only; no attempt is made to list the stratigraphic units chronologically within each system because of the local variations in the systemic stratigraphy and the regional extent of the fault study. Cambrian: Cfr = Franconian Sandstone Ordovician: Og = Galena Group Op = Platteville Group

3. H = High angle 4. Rd = Radial

5. The locations of the faults are shown on Figure 2.5-13.

LSCS-UFSAR TABLE 2.5-5 TABLE 2.5-5 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN MISSOURI MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 1 Cap au Gres Faulted Flexure Ill.-Jersey, Calhoun and Pike, Mo.-

Lincoln Sc (Bristol and Buschbach, 1973, Pl. l: Rubey, 1952, Og) 45 N30°W to N80°W 1000 ft. (Rubey, 1952, p. 139) Post Middle Mississippian, Pre-Pennsylvanian (Buschbach, 1973a) Corresponds to No.51 in Ill 2 St. Louis Fault St. Louis S (McCracken, 1971, Pl. l) 45 N5°E H West side down 10 ft. Two nearly vertical, fault planes (Mc-Cracken, 1971, p.

57). NOTES 1. S = Surface Sc = Structure contours

2. Stratigraphic symbols Ordovician: Ot - Trenton Group Og - Galena Group

3. H = High angle

4. The locations of the faults are shown on Figure 2.5-12.

LSCS-UFSAR TABLE 2.5-6 TABLE 2.5-6 REV. 0 - APRIL 1984 TABULATION OF FAULTS IN IOWA MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 1 Savanna Ill.-Carroll, Ogle Ia.-Jackson B, S (Kolata and Buschbach, 1976, Og) 60 Approx. N84°E H G North side down 100 to 400 feet. (Kolata, 1975) Post-Niagaran, Pre-mid-Illinoian (Kolata and Busch-bach, 1976) Series of en echelon faults with indistinct trace. Corresponds to no. 3 in Ill. Formerly named Savanna Fault (Willman et al.,

1976) NOTES:

1. B = Boring S = Surface

2. Stratigraphic symbols, ranked by geologic system only; no attempt is made to list the stratigraphic units chronologically within each system because of the local variations in the systemic stratigraphy and the regional extent of the fault study. Ordovician: Og = Glenwood Formation 3. H = High Angle

4. G = Graben

5. The location of the faults are shown on the Figure 2.5-13.

LSCS-UFSAR TABLE 2.5-7 (SHEET 1 OF 2) TABLE 2.5-7 REV. 0 - APRIL 1984 MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 1 Fortville Marion, Hancock, Madison, Grant Sc (Dawson, 1971, Ot) 55 N8°E to N38°E SE side down 40 to 60 ft. Probably Pre-Early Cretaceous (Gray, 1974) 2 Royal Center Cass, Fulton, Kosciusko, Marshall Sc (Dawson and Carpenter, 1963, pl. l, Osp; Dawson, 1971, Ot) 48 N44°E SE side down 80 to 100 ft. Probably Pre-Early Cretaceous (Gray, 1974) 3 Mt. Carmel Washington, Lawrence S (Melhorn and Smith, 1959, pl. l, l)

Sc (Melhorn and Smith, 1959, pl. l, Mbg; Dawson, 1971, Ot) 56 N9°W to N62°W 69°W SW side down 80 to 175 ft. (Melhorn and Smith, 1959, p.

5) Late-Mississippian, Pre-Early Pennsylvanian (Melhorn and Smith, 1959, p. 5) 4 Ind.-Perry Ky.-Hancock Sc (Bergendahl, 1965, Mbw; Hutchinson, 1971, P-M)

U (Gray, Wayne, and Weir, 1970; Schwalb, Wilson, and Sutton, 1972) 12 N27°E NW side down 10 to 160 ft. Corresponds with Ky.-37. 5 Maunie Ind.-Gibson, Posey Ill.-Wabash, White Sc (Cady et al., 1955, Pml; Bristol, 1967, Mgcc; 1972, Mgcc; Dawson, 1973, Mc) U (Gray, Wayne, and Weir, 1970) N11°E to N36°E Corresponds to Ill.-41 and 42, referred to as New Harmony and Maunie Faults in Ill. (Cady et al., 1955; Bristol, 1974a, 1974b) Cryptovolcanic or astroblem 6 Kentland Disturbance Newton S (Bucher, 1933) Sc (Dawson, 1971, Ot) 2 (dia) P, Rd 7 Ind.-Posey, Vanderburgh Ky.-Henderson Sc (Dawson, 1973, Mc) U(Gray, Wayne, and Weir, 1970; Schwalb, Wilson, and Sutton, 1972) 19 N17°E to N46°E NW side down 50 to 100 ft. Corresponds with Ky.-19. 8 Ind.-Posey Ky.-Union Sc (Dawson, 1973, Mc) U (Stonehouse and Wilson, 1955; Schwalb, Wilson, and Sutton, 1971) 22 N18°E to N40°E SE side down 75 to 300 ft. Two fault traces less than 2 miles apart, 5 and 8 miles in length. Corresponds with Ky.-

217. 9 Ind.-Posey Ky.-Union, Henderson U(Gray, Wayne, and Weir, 1970; Schwalb, Wilson, and Sutton, 1971) 22 N27°E to N57°E NW side down Corresponds with Ky.-119.

LSCS-UFSAR TABLE 2.5-7 (SHEET 2 OF 2) TABLE 2.5-7 REV. 0 - APRIL 1984 MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE DIP3 TYPE4 RELATIVE DISPLACEMENT AGE OF MOVEMENT REMARKS 10 Inman East Ind.-Posey Ill.-Gallatin B (Pullen, 1951) Sc (Pullen, 1951, Pc, Bristol, 1967, Mgcc; 1974a, Mgcc; Bristol and Buschbach, 1973, Ot; Dawson, 1973, Mc) U (Gray, Wayne, and Weir, 1970) 18 N10°E to N47°E SE side down 50 to 100 ft. Post-Pennsylvanian, Pre-Pleistocene (Buschbach, 1973a, 1973b) Corresponds with Ill.-25. 11 Greeneville Floyd S (Harris, 1948) Sc (Stockdale, 1931, Mbg) U (Gray, Wayne, and Weir, 1970) 2 N20°W NE side down 40 to 70 ft. 12 Greathouse Island, Pitcher Lake Ind.-Posey Ill.-White Sc (Dawson, 1973, Mc; Bristol, 1974a, 1974b, Mgcc) 5 N27°E NE sides down Two parallel fault traces, Greathouse Island and Pitcher Lake, less than 2 miles apart, 5 and 2 miles in length respectively. Greathouse Island is northeastern-most fault; corresponds with Ill.-19. NOTES: 1. A = aerial photography 3. N = normal B = borehole Rd = radial Gg = gravity P = peripheral Gm = magnetics Gs = seismic S = surface 4. Some of the faults listed in the table are outside of the Sc = structure contours regional area and are not shown on Figure 2.5-13. U = undifferentiated 2. Stratigraphic symbols, ranked by geological system only; no attempt is made to list the stratigraphic units chronologically within each system because of the local variations in systemic stratigraphy and the regional extent of the fault study:

Pennsylvanian: Pc - Carbondale Formation Pml - McLeansboro Group Pennsylvanian-Mississippian: P-M - Pennsylvanian Mississippian Mississippian: Mbg - Borden Group Mbw - Buffalo Wallow Formation Mc - Cypress Formation Mgcc - Beech Creek Limestone Member, Golconda Formation Ordovician: Osp - St. Peter Sandstone Ot - Trenton Limestone LSCS-UFSAR TABLE 2.5-8 (SHEET 1 OF 4) TABLE 2.5-8 REV. 0 - APRIL 1984 TABULATION OF FOLDS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE PLUNGE AGE OF MOVEMENT REMARKS 1 Marshall Syncline Clark, Edgar Sc (Clegg, 1965, p. 5, P) 49 Doubly, N-S Post-Mississippian, pre- Mesozoic (Buschbach, 1973a) Smaller domes are present along both flanks. 2 Mattoon Anticline Cumberland, Coles U (Clegg, 1959, p. 3; 1965, p. 6) 18 N0° to N34°E Post-Mississippian, Pre-Mesozoic (Buschbach, 1973a) 3 Cooks Mills Anticline Coles, Douglas U (Clegg, 1959, p.3; 1965, p. 6) 9 N11°E to N30°W Post-Mississippian, Pre-Mesozoic (Buschbach, 1973a) 4 Tuscola Anticline Coles, Douglas U (Clegg, 1965, p. 6) 30 N0° to N33°W SE Post-Mississippian, Pre- Mesozoic (Buschbach, 1973a) 5 Murdock Syncline Coles, Douglas U (Clegg, 1965, p. 6) 26 N15°E to N15°W S Post-Mississippian, Pre-Mesozoic (Buschbach, 1973a) 6 Oakland Anticline Clark U (Bell and Cohee, 1938, p. 652; Clegg, 1965, p. 6) 6 N7°E to N25°W Post-Mississippian, Pre-Mesozoic (Buschbach, 1973a) A composite structure consisting of several anticlines, synclines, domes, and some poorly defined basins. 7 Oakland Anticline Cumberland, Clark, Coles U (Bell and Cohee, 1938, p. 652; Clegg, 1959, p. 3; 1965, p. 6) 32 N45°E to N35°W Post-Mississippian, Pre-Mesozoic (Buschbach, 1973a) A composite structure consisting of several anticlines, synclines, domes, and some poorly defined basins. 8 Oakland Anticline Clark, Edgar U (Bell and Cohee, 1938, p. 652; Clegg, 1959, p. 3; 1965, p. 6) 39 N40°E to N29°W Post-Mississippian, Pre-Mesozoic (Buschbach, 1973a) A composite structure consisting of several anticlines, synclines, domes, and some poorly defined basins. 9 Hicks Dome Hardin Gg (Heigold, 1970, p. 11) U (Weller, 1940, p. 8; Stonehouse and Wilson, 1955; Heyl et al.,

1965; Heyl, 1972, p. 886) dia Doubly Late Paleozoic, Late Cretaceous (Buschbach, 1973a) 10 Oregon Anticline Ogle U (William and Templeton, 1951) 32 N54°W to N82°W SE 11 Harrison Creek Anticline Alexander, Union U (Weller, 1940, p. 8; Stonehouse and Wilson, 1955; Heyl et al.,

1965) 7 N25°E to N34°W Doubly Late Mississippian, Pre-Mesozoic (Weller, 1940, p. 11)

LSCS-UFSAR TABLE 2.5-8 (SHEET 2 OF 4) TABLE 2.5-8 REV. 0 - APRIL 1984 TABULATION OF FOLDS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE PLUNGE AGE OF MOVEMENT REMARKS 12 Johnson Anticline Johnson U (Weller, 1940, p. 8; Stonehouse and Wilson, 1955; Heyl et al.,

1965) 10 N68°E to N75°E Late Mississippian, Pre-Mesozoic (Weller, 1940, p. 11) Previously New Burnside anticline (Weller, 1940, p. 8) 13 Stoneport Anticline Saline, Pope U (Weller, 1940, p. 8; Stonehouse and Wilson, 1955; Heyl et al.,

1965) 10 Varies 180° Late Mississippian, Pre-Mesozoic (Weller, 1940, p. 11) 14 McCormick Anticline Pope U (Weller, 1940, p. 8; Stonehouse and Wilson, 1955; Heyl et al.,

1965) 5 Varies 180° Late Mississippian, Pre-Mesozoic (Weller, 1940, p. 11) 15 Omaha Dome Gallatin U (Stonehouse and Wilson, 1955; Heyl et al., 1965) D 16 Clay City Anticline Hamilton, Wayne, Clay, Richland, Jasper, White U (Cady, 1952, p. 40; DuBois and Siever, 1955, p. 6; Clegg, 1970, p. 3; Bristol and Howard, 1971, p. 4) 57 N16°E to N21°E Post-Mississippian, Post-Pennsylvanian (Bristol and Howard, 1971, p. 1) 17 Salem Anticline Marion, Jefferson U (Bell et al., 1964, p. 6; Bristol and Howard, 1971, p. 4) 25 N20°E to N8°W Post-Mississippian, Post-Pennsylvanian (Bristol and Howard, 1971, p. 1) 18 Louden Anticline Fayette U (DuBois, 1951, pp. 23-28; Bell et al., 1964, p. 6; Bristol and Howard, 1971, p. 4; Clegg, 1972, p. 3) 19 N8°E to N15°W Post-Mississippian, Post-Pennsylvanian (Bristol and Howard, 1971, p. 1) 19 DuQuoin Monocline Marion, Jefferson, Perry, Jackson U (Cady, 1952, p. 40; Brownfield, 1954; Bell et al., 1964, p. 6; Bristol and Howard, 1971, p. 4; Clegg, 1972) 48 N20°E to N5°W E Post-Mississippian, Middle Pennsylvanian (Brownfield, 1954, p.

30) 20 Lincoln Anticline, Troy-Brussels Syncline Ill.-Jersey, Calhoun Mo.-Lincoln U (Krey, 1924, pp. 46-50; Rubey, 1952, pp. 137-140) 30 Varies 180° Late Mississippian, Post-Pennsylvanian (Rubey, 1952, p. 143) 21 Mississippi River Arch Ill.-Rock Island, Mercer, Henderson, Hancock Ia.-DesMoines, Muscatine, Lee Sc (Howell, 1935, p. 387, Mbg) N10°E to N20°E Pennsylvanian, possible Pleistocene (Howell, 1935, p. 388)

LSCS-UFSAR TABLE 2.5-8 (SHEET 3 OF 4) TABLE 2.5-8 REV. 0 - APRIL 1984 TABULATION OF FOLDS IN ILLINOIS MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE PLUNGE AGE OF MOVEMENT REMARKS 22 Dupo-Waterloo Anticline Ill.-Monroe, St. Clair Mo.-St. Louis U (Clegg, 1972, p. 3) 27 N15°W to N30°W SE Late Mississippian, Pre-Pleistocene (Bushback, 1973a) 23 Pittsfield- Hadley Anticline Pike U (Krey, 1924, p. 49; Clegg, 1972 p. 3) 24 N58°W to N61°W Late Mississippian, Post-Pennsylvanian (Cohee and Carter, 1940, p. 4; Buschbach, 1973a) 24 Osman Monocline Platt, McLean, Livingston U (Clegg, 1972, pp. 20-22) 33 N15°E to N12°W W Mississippian, Post-Pennsylvanian (Clegg, 1972, p. 23) 25 Colfax Syncline Platt, McLean U (Clegg, 1972, pp. 20-22) 45 N12°E to N25°W Mississippian, Post-Pennsylvanian (Clegg, 1972, p. 3) One bifurcating branch, 10 miles in length, striking N10°W to N12°W. 26 Downs Anticline Platt, DeWitt, McLean Gg (Heigold, McGinnis, and Howard, 1964) U (Clegg, 1972, pp. 20-22) 56 Varies 180° Mississippian, Post-Pennsylvanian (Clegg, 1972, p. 3) Presence of five domes throughout its course. 27 Clinton Syncline DeWitt, McLean U (Clegg, 1972, pp. 20-21) 38 N37°E to N45°W Mississippian, Post-Pennsylvanian (Clegg, 1972, p. 3) 28 Herscher Dome Kankakee U (Buschbach and Bond, 1967, pp. 36-37; Clegg, 1972, p.3) 5 (dia) Doubly 29 Forreston Dome Ogle U (Kolata and Buschbach, 1976, p. 12) 10 (dia) Doubly 30 Brookville Dome Ogle U (Kolata and Buschbach, 1976, p. 12) 4 (dia) Doubly 31 Leaf River Anticline Carroll U (Kolata and Buschbach, 1976, p. 13) 8 E-W 32 Uptons Cave Syncline Carroll U (Kolata and Buschbach, 1976, p. 10) 10 E-W 33 LaSalle Anticline LaSalle, Bureau U (Willman and Templeton, 1951, p. 112; Clegg, 1972, p. 3) 25 N0° to N28°W LSCS-UFSAR TABLE 2.5-8 (SHEET 4 OF 4) TABLE 2.5-8 REV. 0 - APRIL 1984 TABULATION OF FOLDS IN ILLINOIS NOTES

1. A = serial photography B = borehole Cg = gravity Gm = magnetics Gs = seismic S = surface Sc = structure U = undifferentiated 2. Stratigraphic symbols, ranked by geologic system:

Pennsylvanian: P = Pennsylvanian erosional surfaces Mississippian: Mgb = Borden Group 3. Some of the folds listed in the table are outside of the regional area and are not shown on Figure 2.5-12.

LSCS-UFSAR TABLE 2.5-9 TABLE 2.5-9 REV. 0 - APRIL 1984 TABULATION OF FOLDS IN WISCONSIN MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE PLUNGE AGE OF MOVEMENT REMARKS 1 Baraboo Syncline Sauk, Columbia Sc (Dalziel and Dott, 1970, pC) 25 N51°E to N90°E Precambrian (Dalziel and Dott, 1970, p. 16) 2 Mineral Point Anticline Wi.-Crawford, Grant Iowa, Lafayette, Dane Ia.-Allamakee Sc (Heyl and others, 1959, pl. 8, Odc) 110 Varies 180° Late Paleozoic (Heyl and others, 1959, p. 54) Corresponds to no. 6 in Iowa. 3 Meekers Grove Anticline Wi.-Grant, Lafayette, Green, Rock Ia.-Dubuque Sc (Heyl and others, 1959, pl. 8, Odc) 95 Roughly N80°E but varies to N80°W Late Paleozoic (Heyl and others, 1959, p. 54) Corresponds to no. 6 in Iowa. NOTES 1. Sc = structure

2. Stratigraphic symbols: Precambrian: pC - Precambrian undifferentiated Ordovician: Odc - Decorah Shale TABLE 2.5-10 REV. 0 - APRIL 1984 LSCS-UFSAR TABLE 2.5-10 TABULATION OF FOLDS IN MISSOURI MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE PLUNGE AGE OF MOVEMENT REMARKS 1 Pittsfield-Hadley Anticline Mo.-Lewis S (Krey, 1924, p. 49) 18 N55°W SE Post-Mississippian, Pre-Pennsylvanian to Post-Pennsylvanian (Buschbach, 1973) Corresponds to No. 23 in Ill. 2 Troy-Brussels Syncline Mo.-Lincoln Ill.-Jersey, Calhoun S (Krey, 1924, p. 49) 12 N68°W E Late Mississippian to Post-Pennsylvanian (Buschbach, 1973) Corresponds to No. 20 in Ill. 3 Dupo-Waterloo Anticline Mo.-St. Louis Ill.-St. Clair Sc (McCracken, 1971, pl. 1,0; Buschbach, 1975) 19 N18°W Silurian to Post-Pennsylvanian, Post-Pennsylvanian to Pre-Pleistocene, (Buschbach, 1973) Corresponds to No. 22 in Ill.

NOTES

1. S = Surface Sc = Structure

2. Stratigraphic symbols:

O - Ordovician LSCS-UFSAR TABLE 2.5-11 TABLE 2.5-11 REV. 0 - APRIL 1984 TABULATION OF FOLDS IN IOWA MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE PLUNGE AGE OF MOVEMENT REMARKS 1 Bentonsport Anticline Van Buren, Lee B (Harris and Parker, 1964, pl. 2) Sc (Harris and Parker, 1964, pl. 2, Mob) 45 N50°W to N71°W Prior to or during Late- Early Mississippian (Harris and Parker, 1964, p. 41) 2 Skunk River Anticline Keokuk, Jefferson, Henry, Lee, Des Moines B (Harris and Parker, 1964, pl. 2) Sc (Harris and Parker, 1964, pl. 2 Mob) 70 N37°W to N75°W Prior to or during Late-Early Mississippian (Harris and Parker, 1964, p. 41) 3 Burlington Anticline Jefferson, Henry, Des Moines B (Harris and Parker, 1964, pl. 2) Sc (Harris and Parker, 1964, pl. 2, Mob) 41 N57°W to N61°W Prior to or during Late-Early Mississippian (Harris and Parker, 1964, p. 41) 4 Sperry Anticline Washington, Henry, Des Moines B (Harris and Parker, 1964, pl. 2) Sc (Harris and Parker, 1964, pl. 2, Mob) 50 N52°W to N69°W Prior to or during Late-Early Mississippian (Harris and Parker, 1964, p. 41) 5 Oquawka Anticline Washington, Louisa, Henry, Des Moines B (Harris and Parkker, 1964, pl. 2) Sc (Harris and Parker, 1964, pl. 2, Mob) 60 N42°W to N59°W Prior to or during Late-Early Mississippian (Harris and Parker, 1964, p. 41) 6 Allamakee Anticline Ia.-Allamakee Wi.-Crawford Sc (Heyl et al., 1959. pl. 8, Odc) 25 N40°W to N60°W Late Paleozoic (Heyl et al., 1959, p. 54) Extends into Minnesota and corresponds to No.2 in Wis. 7 Ia.-Allamakee Sc (Heyl et al., 1959. pl. 8, Odc) 20 N35°W to N50°W Late Paleozoic (Heyl et al., 1959, p. 54) 8 Meekers Grove Anticline Wi.-Grant Lafayette, Green Rock Ia.-Dubuque Sc (Heyl et al., 1959. pl. 8, Odc) 95 Roughly N80°E but varies to N80°W Late Paleozoic (Heyl et al., 1959, p. 54) Corresponds to No.2 in Wis. 9 Mississippi River Arch Ia.-Des Moines, Muscatine, Lee Ill.-Rock Island,

Mercer, Henderson, Hancock Sc (Howell, 1935, pl. 387, Mbg) N10°E to N20°E Pennsylvanian, possibly Pleistocene Corresponds to No.21 in Ill.

NOTES

1. B = borehole 2. Stratigraphic symbols: Sc = structure Ordovician: Odc - Decorah Shale Mississippian: Mob Osage Series Burlington Limestone LSCS-UFSAR TABLE 2.5-12 TABLE 2.5-12 REV. 0 - APRIL 1984 TABULATION OF FOLDS IN INDIANA MAP NUMBER NAME LOCATION (COUNTY) IDENTIFICATION1,2 LENGTH (mi) STRIKE PLUNGE AGE OF MOVEMENT REMARKS 1 Leesville Anticline Lawrence, Monroe S (Melhorn and Smith, 1959, pl. 1) Sc (Melhorn and Smith 1959,pl. l, Mbg, Dl; Dawson 1971, Ot) 41 N21°E to N55°W Late Mississippian, Early Pennsylvanian (Melhorn and Smith, 1959, p. 5) Made up of a series of 5 domes located 1 to 2 miles west of the Mt. Carmel Fault and parallel to it. From north to south the domes are: Hindustan, Unionville, Knight Ridge, Dutch Ridge, and Dennison. Leesville Anticline was previously referred to as the Dennison Anticline (Stockdale, 1931, p. 314, pl. 7). Axial trace drawn on the closure of the ft contour on the top of the Devonian limestone sequence (Melhorn and Smith, 1959). 2 Indian Springs Anticline, Bear Hill Syncline Martin Sc (Malott, 1931, p. 226, Mgcc) 3 N31°E to N56°E Anticline and syncline less than 2 miles apart, each 3 miles in length, southernmost trace is Bear Hill, striking N15°E to N57°E. NOTES

1. A = aerial photography B = borehole Gg = gravity Gm = magnetics Gs = seismic S = surface Sc = structure U = undifferentiated 2. Stratigraphic symbols, ranked by geologic system only; no attempt is made to list the stratigraphic units chronologically within each system because of the local variations in systemic stratigraphy and the regional extent of the fold study: Mississippian: Mbg - Borden Group Mgcc - Beech Creek Limestone Member, Golconda Formation Devonian: Dl - Devonian limestone sequence Ordovician: Ot - Trenton Limestone 3. The location of the folds is shown on Figure 2.5-12.

LSCS-UFSAR TABLE 2.5-13 (SHEET 1 OF 2) TABLE 2.5-13 REV. 0 - APRIL 1984 ESTIMATED PHYSICAL AND CHEMICAL PROPERTIES AND INTERPRETATIONS OF AGRICULTURAL SOILS AS CONSTRUCTION MATERIALS (1) SOIL TEXTURAL CLASSIFICATION MAP NUMBER SOIL SERIES DEPTH TO SEASONAL HIGH WATER TABLE (ft) DEPTH FROM SURFACE (in) USDA UNIFIED PERMEABILITY (in/hr) REACTION (pH) SHRINK-SWELL POTENTIAL CORROSION POTENTIAL FOR CONCRETE CONDUITS (3) WORKABILITY AS A CONSTRUCTION MATERIAL AND COMPACTION CHARACTERISTICS SHEARING STRENGTH WHEN COMPACTED COMPRESSIBILITY WHEN COMPACTED AND SATURATED 23 Blount 1 to 3 0-7 7-28 28-40 Silt loam Silty clay Silty clay loam ML or CL CH or CL CL .60-2.00 .060- .20

.20- .60 5.6-6.5 5.1-6.0 Calc. Low Moderate Low Moderate Low Fair Fair to poor Fair Low Low Low Medium Medium to high Medium 67 Harpster 0 to 1 (2) 0-19 19-36 36-50 Silty clay loam Silty clay loam Silty loam or loam CL or CH CL ML or CL .60-2.00 .60-2.00 .60-2.00 Calc. Calc. Calc. Moderate Moderate Low Low Low Poor to fair Fair Fair Low Low Low Medium to high Medium Medium 91 Swygert 1 to 3 0-8 8-28 29-40 Silty loam Silty clay Silty clay CL CH CH .20- .60 .060- .20 >.20 5.6-7.3 5.6-7.3 Calc. Low to moderate Moderate Moderate Moderate Low Fair Poor Poor Low Low Low Medium High High 146 Elliott 1 to 3 0-13 13-29 29-40 Silty loam Silty clay Silty clay loam ML or CL CL or CH CL .60-2.00 .20- .60 .20- .60 6.1-7.3 5.6-6.5 Calc. Low Moderate to high Low Moderate Low Fair Fair to poor Fair Low Low Low Medium Medium to high Medium 148 Proctor Over 3 0-10 10-43 43-70 Silt loam Silty clay loam to clay loam Sandy loam to loam CL CL SM, SC, or CL .60-2.00 .60-2.00

.60-6.30 6.1-7.3 5.6-6.5 6.6-7.8 Low Moderate Low Moderate Low Fair Fair Fair Low Low Low to medium Medium Medium Medium 149 Brenton 1 to 3 0-14 14-41 41-46 Silt loam Silty clay loam to clay loam Sandy loam to loam CL or ML CL SM, SC, or CL .60-2.00 .60-2.00

.60-2.00 6.1-7.3 6.1-6.5 6.6-7.8 Low Moderate Low Moderate Low Fair Fair Fair to good Low Low Low to medium Medium Medium Medium 154 Flanagan 1 to 3 0-14 14-42 42-60 Silt loam Silty clay loam Loam and silty clay loam ML or CL CL CL .60-2.00 .60-2.00

.20-2.00 6.1-7.3 5.6-6.5 Calc. Low Moderate to high Low Moderate Low Fair Fair Fair Low Low Low Medium Medium Medium 198 Elburn 1 to 3 0-14 14-56 56-66 Silt loam Silty clay loam Sandy loam to silt loam CL CL SM or ML .60-2.00 .60-2.00

.60-6.30 6.1-7.3 5.1-6.0 6.1-7.8 Low Moderate Low Moderate Low Fair Fair Fair Low Low Medium to low Medium Medium Medium 223 Varna Over 3 0-10 10-32 32-45 Silt loam Silty clay loam Silty clay loam CL CL or CH CL .20-2.00 .20- .60

.20- .60 6.1-7.3 5.6-6.5 Calc. Low Moderate Low Moderate Low Fair Fair to poor Fair Low Low Low Medium Medium to high Medium 232 Ashkum 0 to 1(2) 0-20 20-33 33-50 Silty clay loam Silty clay Silty clay loam CL or MH CL or CH CL .60-2.00 .20- .60 .20- .60 6.1-7.3 6.1-7.3 Calc. Moderate to high Moderate to high Moderate Low Low Fair to poor Fair to poor Fair Low Low Low Medium to high Medium to high Medium 235 Bryce 0 to 1(2) 0-15 15-41 41-50 Silty clay Silty clay Silty clay CH or MH CH CH or CL .20- .60 .060- .20 .060- .20 6.1-7.3 6.1-7.3 Calc. Moderate to high High Moderate to high Moderate Low Poor Poor Poor to fair Low Low Low High High High to medium LSCS-UFSAR TABLE 2.5-13 (SHEET 2 OF 2) TABLE 2.5-13 REV. 0 - APRIL 1984 ESTIMATED PHYSICAL AND CHEMICAL PROPERTIES AND INTERPRETATIONS OF AGRICULTURAL SOILS AS CONSTRUCTION MATERIALS (1) SOIL TEXTURAL CLASSIFICATION MAP NUMBER SOIL SERIES DEPTH TO SEASONAL HIGH WATER TABLE (ft) DEPTH FROM SURFACE (in) USDA UNIFIED PERMEABILITY (in/hr) REACTION (pH) SHRINK-SWELL POTENTIAL CORROSION POTENTIAL FOR CONCRETE CONDUITS (3) WORKABILITY AS A CONSTRUCTION MATERIAL AND COMPACTION CHARACTERISTICS SHEARING STRENGTH WHEN COMPACTED COMPRESSIBILITY WHEN COMPACTED AND SATURATED 238 Rantoul 0 to 1(2) 0-30 30-40 40-60 Silty clay Silty clay Silty clay CH or CL CH or CL CH or CL .20- .60 > .20

> .20 6.1-7.3 6.6-7.8 6.6-7.8 High High High Moderate Low Poor to fair Poor to fair Poor to fair Low Low Low High to medium High to medium High to medium 295 Mokena 1 to 3 0-13 13-34 34-46 Silt loam Clay loam Silty clay ML or CL CL or CH CH .60-2.00 .60-2.00

> 20 6.1-7.3 6.1-7.3 Calc. Low Moderate Moderate Low Low Fair Fair to poor Poor Low Low Low Medium Medium to high High 320 Frankfort 1 to 3 0-9 9-24 24-40 Silt loam Silty clay Silty clay ML or CL CH CH or CL .20-2.00 > .20 > .20 5.6-7.3 5.6-7.3 Calc. Low Moderate Low to Moderate Low Low Fair Poor Poor to fair Low Low Low Medium High Medium to high 330 Peotone 0 to 1(2) 0-22 2-44 44-60 Silty clay loam Silty clay loam Silty clay loam CL CL or CH CL .60-2.00 .20- .60 .20- .60 6.6-7.3 6.6-7.8 Calc. Moderate Moderate Moderate Low Low Fair Fair to poor Fair Low Low Low Medium Medium to high Medium 375 Rutland Over 3 0-19 19-46 46-65 Silt loam Silty clay loam Silty clay CL or ML CL CH .60-2.00 .20- .60

> .060 5.6-7.3 5.1-6.5 Calc. Low Moderate to high Moderate Moderate Low Fair Fair Poor Low Low Low Medium Medium High NOTES:

1. Modified from J.D. Alexander and J. E. Paschke, Soil Survey, 1972: LaSalle County, Illinois, University of Illinois Agricultural Experiment Station, Soil Report 91, pp. 112-119.

2. Variable, depends on artificial (tile or open ditch) drainage provided. 3. Estimated only for soil horizons in which conduits might be placed.

LSCS-UFSAR TABLE 2.5-14 (SHEET 1 OF 2) TABLE 2.5-14 REV. 0 - APRIL 1984 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 motorcars 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)

LSCS-UFSAR TABLE 2.5-14 (SHEET 2 OF 2) TABLE 2.5-14 REV. 0 - APRIL 1984 MODIFIED MERCALLI INTENSITY (DAMAGE) SCALE OF 1931 (ABRIDGED) 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. Land-slides 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 land slips 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.

LSCS-UFSAR TABLE 2.5-15 (SHEET 1 OF 5) TABLE 2.5-15 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (84.7° - 92.7° West Longitude 38.3° - 44.3° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1804 08 24 41.9 87.6 Fort

Dearborn (Chicago) Ill. 30,

000 VI 2, 12, 27 1818 04 11 38.6 90.2 St. Louis Mo. 7,600 III+ 12 1827 07 05 38.6 90.2 St. Louis Mo. IV+ 12 1827 07 05 38.3 85.8 New Albany Ind. 167,000 12 1827 08 06 38.3 85.8 New Albany Ind. VI 2, 8, 12, 27 1827 08 07 38.3 85.8 New Albany Ind. VI 2, 8, 12, 27 1827 08 14 38.6 90.2 St. Louis Mo. III 2, 12 1838 06 09 39.0 89.5 Montgomery - Bond County Ill. 300 VI 12 1843 02 16 38.6 90.2 St. Louis Mo. 101,300 IV+ 2, 12 1850 04 04 38.3 85.8 Louisville Ky. IV 12, 19 1857 10 08 38.7 89.2 Clinton County Ill. 35,500 VI+ 2, 12 1871 07 25 38.5 90.0 St. Clair County Ill. 10,000 III 12, 27 1876 09 24 38.5 87.9 Wabash County Ill. VI 12, 27 1876 09 25 38.5 87.6 Knox County Ind. 60,000 VI 2, 8, 16 1876 09 26 38.5 87.9 Wabash County Ill. III 12, 27 1881 04 20 41.6 85.8 Goshen Ind. IV 12 1881 05 27 41.3 89.1 LaSalle Ill. VI 12, 27 1882 09 27 39.0 90.0 Macoupin County Ill. 40,000 VI 2, 8, 12, 16 1882 10 14 39.0 90.0 Macoupin County Ill. 40,000 V 2, 8, 12, 16 1882 10 15 39.0 90.0 Macoupin County Ill. 40,000 V 2, 8, 12, 16 1882 10 22 38.9 89.4 Greenville Ill. III 2, 12, 27 1882 11 15 38.6 90.2 St. Louis Mo. 1,200 III 12 1883 02 04 42.3 85.6 Kalamazoo County Mich. 152,000 VI 2, 12 1883 11 14 38.6 90.2 St. Louis Mo. 1,200 IV 12 1883 12 28 40.5 87.0 Bloomington Ill. III 26 1884 03 31 39.6 84.8 Preble County Ohio II 12 1885 12 26 40.5 89.0 Bloomington Ill. III 12, 27 1886 03 01 39.0 85.5 Butlerville Ind. III+ 12, 27 1886 08 13 39.8 86.2 Indianapolis Ind. III+ 12 1887 02 06 38.7 87.5 Vincennes Ind. 75,000 VI 2, 8, 12, 16 1897 10 31 41.8 86.3 Niles Mich. 12 1899 02 08 41.9 87.6 Chicago Ill. 12, 27 1899 02 09 41.9 87.6 Chicago Ill. 12, 27

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-15 (SHEET 2 OF 5) TABLE 2.5-15 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (84.7° - 92.7° West Longitude 38.3° - 44.3° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1899 04 29 38.5 87.0 Dubois County Ind. 40,000 VI+ 8, 12, 16, 20, 27 1899 10 10 42.1 86.5 St. Joseph Mich. IV 12 1899 10 12 42.6 87.8 Kenosha Wis. 12 1902 01 24 38.6 90.3 Maplewood Mo. 50,500 VI 2, 12 1902 03 l0 39.9 85.2 Hagerstown Ind. III+ 12 1903 01 01 39.9 85.2 Hagerstown Ind. II+ 12 1903 02 08 38.6 90.2 St. Louis Mo. 65,900 VI 2, 12, 27 1903 03 17 39.2 89.5 Hillsboro Ill. III+ 12, 27 1903 09 20 39.4 86.3 Morgantown Ind. IV 12, 27 1903 09 21 38.7 88.1 Olney Ill. IV 12, 27 1903 11 04 38.6 90.2 St. Louis Mo. 137,000 VI+ 2, 12 1903 11 20 39.4 86.3 Morgantown Ind. 12 1903 12 11 39.1 88.5 Effingham Ill. II 12, 27 1903 12 31 41.6 88.1 Fairmont Ill. 12, 27 1905 04 13 40.4 91.4 Keokuk Iowa 5,100 V 2, 12 1905 08 22 39.9 91.4 Quincy Ill. II 12, 27 1906 02 23 39.7 92.4 Anabel Mo. III 12 1906 03 06 39.7 91.4 Hannibal Mo. IV 12 1906 04 22 43.0 87.9 Milwaukee Wis. 12 1906 04 24 43.0 87.9 Milwaukee Wis. 12 1906 05 08 39.5 85.8 Shelby County Ind. 600 III+ 12, 27 1906 05 09 39.2 85.9 Columbus Ind. IV 12 1906 05 11 38.5 87.3 Petersburg Ind. 1,200 V 2, 12 1906 05 19 43.0 85.7 Grand Rapids Mich. 12 1906 05 21 38.7 88.5 Flora Ill. 600 V 2, 8, 12, 27 1906 08 13 39.6 86.9 Greencastle Ind. IV 12, 27 1906 09 07 38.3 87.7 Owensville Ind. 500 IV 12, 27 1906 11 23 39.7 92.4 Anabel Mo. III 12 1907 01 29 39.5 86.6 Morgan County lnd. V 12, 27 1907 01 30 38.9 89.4 Greenville Ill. V 12, 27 1907 11 20 42.3 89.8 Stephenson County Ill. 100 IV 12 1907 11 28 42.3 89.8 Stephenson County Ill. 100 IV 12, 27 1907 12 10 38.6 90.2 St. Louis Mo. IV 12 1909 05 26 42.5 89.0 South Beloit Ill. 172,400 VII 2, 12, 27 1909 07 18 40.2 90.0 Mason County Ill. 35,500 VII 2, 8, 12, 20,27 1909 08 16 38.3 90.2 Monroe County Ill. 18,350 IV+ 2, 12 1909 09 22 38.7 86.5 Lawrence County Ind. 4,100 V 2, 12 1909 09 27 39.0 87.7 Robinson Ill. 30,000 VII 8,12,17 1909 09 27 38.7 87.5 Vincennes Ind. 4,100 V 2, 8, 12,17, 27

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-15 (SHEET 3 OF 5) TABLE 2.5-15 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (84.7° - 92.7° West Longitude 38.3° - 44.3° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1909 10 22 41.8 89.7 Sterling Ill. IV+ 12 1909 10 23 39.0 87.7 Robinson Ill. 14,100 V 2, 12, 27 1911 02 28 38.7 90.3 St. Louis County Mo. IV 12 1911 07 29 41.9 87.6 Chicago Ill. IV 12, 27 1912 01 02 41.5 88.5 Kendall County Ill 40,000 VI 2, 12, 25, 27 1912 09 25 42.3 89.1 Rockford Ill. III+ 12 1913 10 16 41.8 89.7 Sterling Ill. 4,100 III+ 12, 27 1913 11 11 38.3 85.8 Louisville Ky. IV 12 1914 10 07 43.1 89.4 Madison Wis. IV 12 1915 04 15 38.7 88.1 Olney Ill. 3,000 II(??) 12, 27 1916 01 07 39.1 87.0 Worthington Ind. 3,000 II(??) 12, 27 1916 05 31 43.1 89.4 Madison Wis. II 12 1918 07 01 39.7 91.4 Hannibal Mo. IV 12 1919 05 25 38.5 87.5 Knox County Ind. 25,500 V 2, 8, 12, 27 1920 04 30 38.5 89.1 Centralia Ill. 4,l00 IV 12, 27 1920 05 01 38.5 90.5 St. Louis County Mo. 23,000 V 2, 12, 27 1921 03 14 40.0 86.9 Crawfordsville Ind. 25,500 IV 12, 27 1921 03 14 40.0 88.0 Danville Ill. IV 8 1921 09 08 38.3 90.2 Waterloo Ill. 4,100 IV 12, 27 1921 10 09 38.3 90.2 Waterloo Ill. 3,000 III 12, 27 1922 04 10 40.9 90.7 Monmouth Ill. II 12, 27 1922 07 07 43.8 88.5 Fond du Lac Wis. V 12 1923 03 08 38.9 89.4 Greenville Ill. 4,100 III+ 12, 27 1923 11 09 39.9 89.9 Tallula Ill. 500 V 2, 8, 12, 27 1925 01 26 42.5 92.3 Waterloo Iowa 200 II 12 1925 03 03 42.0 87.7 Evanston Ill. II+ 12 1925 07 13 38.8 90.0 Edwardsville Ill. V 12 1926 10 03 38.4 87.6 Princeton lnd. III 12 1928 01 23 42.0 90.0 Near Mount Carroll Ill. 400 IV 12 1928 03 l7 38.6 90.2 St. Louis Mo. I 12 1929 02 14 38.3 87.6 Near Princeton Ind. 1,000 III+ 12 1930 05 28 39.7 91 3 Near Hannibal Mo. III 12 1930 08 08 39.6 91.4 Near Hannibal Mo. III+ 12 1930 12 23 38.6 90.5 Near St. Louis Mo. 1,000 III+ 12 1931 01 05 39.0 86.9 Elliston Ind. 500 V 2, 12, 28 1931 10 18 43.1 89.4 Madison Wis. III- 12 1931 12 17 38.6 90.2 St. Louis Mo. II 12 1931 12 31 38.5 87 3 Petersburg Ind. 12 1933 11 16 38.6 90.6 Grover Mo. 1,500 III+ 12

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-15 (SHEET 4 OF 5) TABLE 2.5-15 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (84.7° - 92.7° West Longitude 38.3° - 44.3° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1933 12 06 42.9 89.2 Stoughton Wis. 400 III+ 12 1934 11 12 41.5 90.6 Rock Island Ill. 5,000 V+ 2, 12 1935 0l 05 41.5 90.5 Moline Ill. 200 III+ 12 1935 02 26 40.8 91.2 Burlington Iowa III- 12 1935 10 29 39.6 90.8 Pike County Ill. 12 1937 06 29 40.7 89.6 Peoria Ill. II 12 1937 08 05 38.5 90.2 Near St. Louis Mo. II+ 12 1937 08 05 38.7 90.2 Granite City Ill. II 12 1937 11 17 38.6 89.1 Near Centralia Ill. 8,000 V 2, 8, 12, 28 1938 02 12 41.6 87.0 Porter County Ind. 6,600 V 12, 28 1938 11 07 42.5 90.7 Dubuque Iowa 12 1939 11 24 41.5 90.6 Davenport Iowa II 12 1940 0l 08 38.3 85.8 Louisville Ky. II+ 12 1940 05 27 38.3 85.8 Louisville Ky. II 12 1941 10 04 38.6 90.2 St. Louis Mo. I 12 1941 11 15 38.3 90.2 Waterloo Ill. III 12 1942 01 39.0 90.7 Winfield Mo. III 12 1942 01 14 38.6 90.2 St. Louis Mo. 600 12 1942 01 29 38.6 90.2 St. Louis Mo. 12 1942 01 30 38.6 90.2 St. Louis Mo. 12 1942 03 01 41.2 89.9 Kewanee Ill. 3,800 IV+ 12, 28 1942 11 17 38.6 90.2 East St. Louis Ill 200 III+ 12 1942 12 27 38.6 90.3 Maplewood Mo. II 12 1943 04 13 38.3 85.8 Louisville Ky. IV 12, 19 1943 04 18 38.3 90.2 Waterloo Ill. I 12 1943 05 20 38.9 90.2 West Alton Mo. I 12 1943 05 24 38.9 90.2 West Alton Mo. I 12 1943 06 08 38.6 90.4 Webster Groves Mo. III+ 12 1943 06 15 38.4 90.6 House Springs Mo. I 12 1943 06 18 38.4 90.6 House Springs Mo. I 12 1943 09 14 38.7 90.3 Near St. Louis Mo. I 12 1944 03 16 42.0 88.3 Elgin Ill. II 12 1944 09 25 38.6 90.2 St. Louis Mo. 25,500 IV 12 1945 03 27 38.6 90.2 St. Louis Mo. II+ 12 1945 05 21 38.7 90.2 Near St. Louis Mo. III+ 12 1946 02 24 38.5 89.1 Centralia Ill. 1,500 IV+ 12 1947 03 16 42.1 88.3 Kane County Ill. IV 12 1947 05 06 43.0 87.9 Milwaukee Wis. 3,000 V 12 1947 06 29 38.4 90.2 Near St. Louis Mo. 15,200 VI 2, 12

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-15 (SHEET 5 OF 5) TABLE 2.5-15 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (84.7° - 92.7° West Longitude 38.3° - 44.3° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1947 08 09 42.0 85.0 Branch County Mich. 71,000 VI 2, 12 1948 01 05 38.5 89.1 Centralia Ill. 300 IV+ 12 1948 01 15 43.2 89.7 Madison County Wis IV+ 12 1948 04 20 41.7 91.5 Iowa City Iowa III+ 12 1949 08 11 38.7 90.3 Clayton Mo. II 12 1949 08 26 38.6 90.8 Defiance Mo. II+ 12 1951 09 19 38.9 90.2 Near Florissant Mo. 1,200 III+ 12 1952 01 07 40.3 88.3 Champaign County Ill. II+ 12 1953 09 11 38.6 90.1 Near Roxana Ill. 6,100 VI 2, 12 1953 12 30 38.5 89.1 Centralia Ill. 1,200 IV 12 1954 08 09 38.5 87.3 Petersburg Ind. IV+ 12 1956 03 13 40.5 90.2 Fulton County Ill. 2,000 IV 1956 07 18 43.6 87.8 Oostburg Wis. IV 12 1956 10 13 42.8 87.9 Near Milwaukee Wis. IV 12 1957 01 08 43.6 88.7 Waupun Wis. III+ 12 1958 11 07 38.4 87.9 Wabash County Ill. 33,400 VI 2, 12, 20 1959 01 06 38.8 90.4 St. Louis County Mo. II+ 12 1967 08 05 38.3 90.6 Jefferson County Mo. II 12 1968 12 11 38.3 85.8 Louisville Ky. V 12 1971 02 12 38.5 87.9 Wabash County Ill. 1,300 IV 12 1972 09 15 41.6 89.4 Lee County Ill. 40,600 VI- 12 1973 04 18 38.5 90.2 St. Clair County Ill. II+ 12

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-16 (SHEET 1 OF 3) TABLE 2.5-16 REV. 0 - APRIL 1984 REFERENCE LIST FOR TABLES 2.5-15 THROUGH 2.5-21 1. Chicago Tribune, September 16, 1972.

2. Coffman, J. L., and Von Hake, C. A., 1973, Earthquake History of the United States: National Oceanic and Atmospheric Administration Publication 41-1 (revised edition through 1970). 3. Dahm, C. G., 1935 "The Southeastern Illinois Earthquake of October 29, 1934": Seismological Society of America Bulletin, Vol. 25, pp. 253-257. 4. Eppley, R. A., 1965, Earthquake History of the United States - Part 1, Stronger Earthquakes of the United States (exclusive of California and Nevada), U. S. Coast and Geodetic Survey (Pub.) S. P. 41-1 (revised edition through 1963 ), 120 p.

5. Fryxell, F. M., 1940, "The Earthquakes of 1934 and 1935 in Northwestern Illinois and Adjacent Parts of Iowa", Seismological Society of America Bulletin, Vol. 30, No. 3, pp. 213-218. 6. Fuller, M. L., 1912, "The New Madrid Earthquake", U. S. Geological Survey Bulletin 494.

7. Heigold, P. C., 1968, "Notes on the Earthquake of November 9, 1968, in Southern Illinois", Illinois Geological Survey Environmental Notes # 24. 8. Heinrich, R. R., 1941, "A Contribution to the Seismic History of Missouri", Seismological Society of America Bulletin, Vol 31, No. 3, pp. 187-224. 9. Heinrich R. R., 1949, "Three Ozark Earthquakes", Seismological Society of America Bulletin, Vol. 39, No. 1, pp. 1-8. 10. Heinrich, R. R., 1950, "The Mississippi Valley Earthquakes of June, 1947", Seismological Society of America Bulletin, Vol. 40, pp. 7-19. 11. Hobbs, W. H., 1911, Michigan Geological and Biological Survey, Publication 5, Geological Series. 12. Indiana Geological Survey, unpublished. manuscript. 13 McCarthy, G. R., 1963, "Three Forgotten Earthquakes" Seismological Society of America Bulletin, Vol. 53, No. 3, pp. 687-692.

LSCS-UFSAR TABLE 2.5-16 (SHEET 2 OF 3) TABLE 2.5-16 REV. 0 - APRIL 1984 14. McClure, S. M., 1940, "The Illinois Earthquake", The Mineralogist, No. 1, pp. 420-422.

15. Moneymaker, B. C., 1954, "Some Earthquakes in Tennessee and Adjacent States (1699 to 1850)", Journal of the Tennessee Academy of Science, Vol. 29, No. 3, pp. 224-233.

16. Moneymaker, B. C., 1955, "Earthquakes in Tennessee and Nearby Sections of Neighboring States - 1851-1900", Journal of the Tennessee Academy of Science, Vol. 30, No. 3, pp. 222-233. 17. Moneymaker, B. C., 1957, "Earthquakes in Tennessee and Nearby Sections of Neighboring States - 1901-1925", Journal of the Tennessee Academy of Science, Vol. 32, No. 2, pp.91-105.

18. Moneymaker, B. C., 1958, "Earthquakes in Tennessee and Nearby Sections of Neighboring States - 1926-1950", Journal of the Tennessee-Academy of Science, Vol. 33, No. 3, pp. 224-239. 19. Moneymaker, B. C., 1964, unpublished manuscript.

20. Nuttli, O. W., 1973, "State-of-the-art for Assessing Earthquakes; Hazards in the United States", Dep. 1, Design Earthquakes for the Central United States U. S. Army Engineer Waterways Experiment Station. 21. Nuttli, O. W., 1974, "Magnitude Recurrence Relation for Central Mississippi Valley Earthquakes", Seismological Society of America Bulletin, Vol. 64, No. 4, pp. 1189-1207. 22. Robertson, M. F., 1938, "The Missouri-Tennessee Earthquake of January 30, 1937", proceedings, Missouri Academy of Science. 23. Sawkins, F. J., 1972, "Sulfide Ore Deposits in Relation to Plate Tectonics", Journal of Geology, Vol. 80, No. 4, pp. 377-397. 24. Shepard, E. M., 1905, "The New Madrid Earthquakes", Journal of Geology, Vol. 13, pp. 45-62. 25. Udden, A. P., 1912, "On the Earthquake of January 2, 1912, in the Upper Mississippi Valley", Illinois Academy of Science Transactions Vol. 5, pp. 111-115. 26. Westland, A. J., and Henrich, R. R., 1940, "A Macroseismic Study of the Ohio Earthquakes of March 1937",

LSCS-UFSAR TABLE 2.5-16 (SHEET 3 OF 3) TABLE 2.5-16 REV. 0 - APRIL 1984 Seismological Society of America Bulletin, Vol. 30, pp. 251-260. 27. Woollard G. P., 1968, "A Catalogue of Earthquakes in the United States Prior to 1925 (Based on Unpublished Data Compiled by Harry Fielding Reid and Published Sources Prior to 1930)", Hawaii Institute of Geophysics, University of Hawaii. 28. Woollard, G. P.,1925 to present, "United States Earthquakes", Coast and Geodetic Survey, U. S. Dept. of Commerce.

LSCS-UFSAR TABLE 2.5-17 (SHEET 1 OF 2) TABLE 2.5-17 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS OF INTENSITY V (MM) AND GREATER (84.7° - 92.7° West Longitude 38.3° - 44.3° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1804 08 24 41.9 87.6 Fort

Dearborn (Chicago) Ill. 30,

000 VI 2, 12, 27 1827 08 06 38.3 85.8 New Albany Ind. VI 2, 8, 12, 27 1827 08 07 38.3 85.8 New Albany Ind. VI 2, 8, 12, 27 1838 06 09 39.0 89.5 Montgomery - Bond County Ill. 300 VI 12 1857 10 08 38.7 89.2 Clinton County Ill. 35,500 VI+ 2, 12 1876 09 24 38.5 87.9 Wabash County Ill. VI 12, 27 1876 09 25 38.5 87.6 Knox County Ind. 60 000 VI 2, 8, 16 1881 05 27 41.3 89.1 LaSalle Ill. VI 12, 27 1882 09 27 39.0 90.0 Macoupin County Ill. 40,000 VI 2, 8, 12, 16 1882 10 14 39.0 90.0 Macoupin County Ill. 40,000 V 2, 8, 12, 16 1882 10 15 39.0 90.0 Macoupin County Ill. 40,000 V 2, 8, 12,16 1883 02 04 42.3 85.6 Kalamazoo Country Mich. 152,000 VI 2, 12 1887 02 06 38.7 87.5 Vincennes Ind. 75,000 VI 2, 8, 12, 16 1899 04 29 38.5 87.0 Dubois County Ind. 40,000 VI+ 8, 12, 16, 20, 27 1902 01 24 38.6 90.3 Maplewood Mo. 50,500 VI 2, 12 1903 02 08 38.6 90.2 St. Louis Mo. 65,900 VI 2, 12, 27 1903 11 04 38.6 90.2 St. Louis Mo. 137,000 VI+ 2, 12 1905 04 13 40.4 91.4 Keokuk Iowa 5,100 V 2, 12 1906 05 11 38.5 87.3 Petersburg Ind. 1,200 V 2, 12 1906 05 21 38.7 88.5 Flora Ill. 600 V 2, 8, 12, 27 1907 01 29 39.5 86.6 Morgan County Ind. V 12, 27 1907 01 30 38.9 89.4 Greenville Ill. V 12, 27 1909 05 26 42.5 89.0 South Beloit Ill. 500,000 VII 2, 12, 27 1909 07 18 40.2 90.0 Mason County Ill. 35,500 VII 2, 8, 12, 20, 27 1909 09 22 38.7 86.5 Lawrence County Ind. 4,100 V 2, 12 1909 09 27 39.0 87.7 Robinson Ill 30,000 VII 8, 12, 17 1909 09 27 38.7 87.5 Vincennes Ind. 4,100 V 2, 8, 12, 17, 27 1909 10 23 39.0 87.7 Robinson Ill. 14,100 V 2, 12, 27 1912 01 02 41.5 88.5 Kendall County Ill. 40,000 VI 2, 12, 24, 27 1919 05 25 38.5 87.5 Knox County Ind. 25,500 V 2, 8, 12, 27 1920 05 01 38.5 90.5 St. Louis County Mo. 23,000 V 2, 12, 27 1922 07 07 43.8 88.5 Fond du Lac Wis. V 12 1923 11 09 39.9 89.9 Tallula Ill. 500 V 2, 8, 12, 27 1925 07 13 38.8 90.0 Edwardsville Ill. V 12 1931 01 05 39.0 86.9 Elliston Ind. 500 V 2, 12, 28 1934 11 12 41.5 90.6 Rock Island Ill. 5,100 V+ 2, 12

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-17 (SHEET 2 OF 2) TABLE 2.5-17 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS OF INTENSITY V (MM) AND GREATER (84.7° - 92.7° West Longitude 38.3° - 44.3° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1937 11 17 38.6 89.1 Near Centralia Ill. 8,000 V 2, 8, 12, 28 1938 02 12 41.6 87.0 Porter County Ind. 6,600 V 12, 28 1947 05 06 43.0 87.9 Milwaukee Wis. 3,000 V 12 1947 06 29 38.4 90.2 Near St. Louis Mo. 15,200 VI 2, 12 1947 08 09 42.0 85.0 Branch County Mich. 71,000 VI 2, l2 1953 09 11 38.6 90.1 Near Roxana Ill. 6,100 VI 2, 12 1958 11 07 38.4 87.9 Wabash County Ill. 33,400 VI 2, 12, 20 1968 12 11 38.8 85.8 Louisville Ky. V 12 1972 09 15 41.6 89.4 Lee County Ill. 40,600 VI- 12

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-18 (SHEET 1 OF 7) TABLE 2.5-18 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (87.0° - 90.0° West Longitude 36.5° - 39.5° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1795 01 08 37.9 89.0 Franklin County Ill. 4,500 IV+ 2, 12, 27 1811 12 16 36.6 89.5 New Madrid Mo. 2,000,000 X- to XII 2, 12, 27 1812 01 23 36.6 89.5 New Madrid Mo. 2,000,000 IX+ to XII 2, 12, 27 1812 02 07 36.6 89.5 New Madrid Mo. 2,000,000 X to XII 2, 12, 27 1816 36.6 89.5 New Madrid Mo. III 12 1816 07 25 36.6 89.5 New Madrid Mo. III+ 12 1818 03 36.2 89.7 Caruthersville Mo. 30,300 III 12 1819 09 02 37.7 89.7 Perry County Mo. 15,200 IV 12 1819 09 16 38.1 89.8 Randolph County Ill. 9,600 IV 12 1819 09 17 38.1 89.8 Randolph County Ill. III+ 12 1820 11 09 37.3 89.5 Cape Girardeau Mo. 5,100 IV 2, 8, 12 1820 36.6 89.5 New Madrid Mo. 1,500 III+ 12 1829 05 35.6 88.8 Jackson Ind. 12 1839 09 05 36.7 88.6 Mayfield Ky. IV 12 1841 12 27 36.5 89.2 Near Hickman Ky. 5,100 V 2, 12 1842 03 27 36.5 89.2 Near Hickman Ky. IV 12 1842 11 04 36.5 89.2 Near Hickman Ky. V 12 1842 11 04 36.5 89.2 Near Hickman Ky. 7,600 V 12 1843 06 13 36.5 89.2 Near Hickman Ky. III 12 1843 08 09 35.8 88.2 Henderson County Tenn. 15,200 III+ 12 1846 03 26 36.6 89.5 New Madrid Mo. II+ 12 1848 01 26 36.5 89.2 Near Hickman Ky. III+ 12 1849 01 24 36.6 89.2 Hickman Ky. V 19 1853 08 28 36.5 89.2 Near Hickman Ky. III 12 1853 09 21 36.5 89.2 Lineshore Ky. VII 19 1853 12 18 36.5 89.2 Near Hickman Ky. 40,600 IV+ 12 1855 05 02 37.0 89.2 Cairo Ill. IV 12 1855 05 03 37.0 89.2 Cairo Ill. III 12 1856 11 09 36.6 89.5 New Madrid Mo. 30,300 IV 12 1857 02 36.6 89.5 New Madrid Mo. IV 12 1858 09 21 36.5 89.2 Near Hickman Ky. VI 12 1860 08 07 37.8 87.6 Henderson Ky. 30,300 V 12, 19 1865 08 17 36.0 89.5 Dyer County Tenn. 81,400 VII 2, 12, 16, 27 1865 09 07 36.5 89.5 Near New Madrid Mo. III+ 12, 16 1868 11 21 36.5 89.2 Near Hickman Ky. III 12 1870 12 14 36.5 89.2 Near Hickman Ky. Ill+ 12 *See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-18 (SHEET 2 OF 7) TABLE 2.5-18 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (87.0° - 90.0° West Longitude 36.5° - 39.5° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1871 07 24 37.0 89.2 Cairo Ill. III 12 1871 07 25 38.5 90.0 St. Clair County Ill. 1,000 III 12 1872 02 08 37.0 89.2 Cairo Ill. III 12, 27 1872 03 26 37.1 88.6 Paducah Ky. III 12, 27 1873 05 03 36.1 89.6 Dyer County Tenn. 12,100 IV 12 1874 07 09 37.0 89.2 Cairo Ill III+ 12, 27 1875 10 07 36.1 89.6 Dyer County Tenn. 20,200 III+ 12, 27 1876 09 24 38.5 87.9 Wabash County Ill. VI 12, 27 1876 09 25 38.5 87.6 Knox County Ind. 60,900 VI 2, 12, 27 1876 09 26 38.5 87.9 Wabash County Ill. III 12, 27 1877 05 26 38.1 87.9 New Harmony Ind. III+ 12, 27 1877 07 15 37.7 89.2 Carbondale Ill. 9,600 III+ 12, 27 1877 07 15 36.6 89.5 New Madrid Mo. 25,500 III+ 12 1877 11 19 37.0 89.2 Cairo Ill. II+ 12 1878 01 08 37.0 89.2 Cairo Ill. 3,000 III+ 12, 27 1878 03 12 36.8 89.2 Near Columbus Ky. 15,200 V 2, 12, 27 1878 11 19 37.0 89.2 Cairo Ill. III 2, 12 1879 07 26 37.0 89.2 Cairo Ill. 310 II+ 12, 27 1880 11 30 35.6 87.3 Maury County Tenn. III 12 1882 07 20 38.0 90.0 Randolph County Ill. 15,200 V 2, 8, 12, 16 1883 01 10 37.5 89.3 Union County Ill. III 12, 27 1883 01 11 37.0 89.2 Cairo Ill. 55,500 VI 2, 8, 12, 16, 27 1883 04 12 37.0 89.2 Cairo Ill. VI+ 2, 8, 12, 16, 27 1883 07 06 37.0 89.2 Cairo Ill. III 12 1883 07 14 37.0 89.1 Wickliffe Ky. 10,000 IV+ 12, 27 1884 11 29 35.6 89.7 Covington Tenn. 4,500 IV 12 1886 03 17 37.6 89.2 Makanda Ill. 400 II+ 12, 27 1886 03 18 37.0 89.2 Cairo Ill. 3,000 III+ 12, 27 1887 08 02 37.0 89.2 Cairo Ill. 65,800 V 2, 8, 12, 16 1889 06 06 35.9 88.1 Benton County Tenn. 750 III+ 12 1891 07 26 38.0 87.6 Evansville lnd. VI 2, 8, 12 1891 09 26 37.0 89.2 Cairo Ill. V 2, 12, 16 1895 10 17 36.6 89.5 New Madrid Mo. III 12 1895 10 31 37.0 89.4 Near Charleston Mo. l,000,000 VII to IX 2, 12, 16, 20, 27 1895 11 02 37.0 89.4 Near Charleston Mo. III+ 12 1895 11 17 37.0 89.4 Near Charleston Mo. III+ 12 1897 04 25 35.8 89.6 LauderdaleCounty Tenn. 8,200 III+ 12 1898 06 14 36.6 89.5 New Madrid Mo. 45,700 IV 12 1899 04 29 38.5 87.0 Dubois County Ind. 30,300 VI+ 2, 8, 12, 16, 20, 27

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-18 (SHEET 3 OF 7) TABLE 2.5-18 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (87.0° - 90.0° West Longitude 36.5° - 39.5° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1901 02 14 36.0 90.0 Dunklin County Mo. 11,650 IV 12 1903 11 03 37.8 89.3 Murphysboro Ill. III+ 12 1903 11 24 36.6 89.5 New Madrid Mo. III 12, 27 1903 11 25 36.6 89.5 New Madrid Mo. II+ 12 1903 11 27 36.6 89.5 New Madrid Mo. 11,200 V 2, 12, 17, 27 1905 08 21 36.9 89.6 Sikeston Mo. 126,600 VI+ 2, 8, 12, 17, 27 1906 05 11 38.5 87.3 Petersburg Ind. 1,242 V 2, 12 1906 09 07 38.3 87.7 Owensville Ind. 500 IV 12, 27 1908 09 28 36.6 89.5 New Madrid Mo. 5,100 IV+ 2, 8, 12, 17, 27 1908 10 27 37.0 89.2 Cairo Ill. 5,100 V 2, 8, 12, 17, 27 1908 12 27 36.9 87.5 Hopkinsville Ky. 3,000 IV 12, 27 1908 12 27 37.0 89.0 Ballard County Ky. IV 12 1908 12 31 37.0 89.0 Ballard County Ky. III 12 1909 10 23 37.0 89.5 Scott County Mo. 55,500 V 2, 8, 12, 17, 27 1913 06 09 35.8 88.9 Humboldt Tenn. 4,100 III 12 1915 02 05 37.7 88.5 Harrisburg Ill. 400 IV 12 1915 02 18 37.1 89.2 Mound City Ill. 350 IV 12, 27 1915 04 28 36.6 89.5 New Madrid Mo. 200 IV+ 2, 8, 12, 17 1915 10 26 36.7 88.6 Mayfield Ky. V 2, 8, 12, 17, 27 1915 12 07 36.7 89.1 Hickman County Ky. 45,700 V+ 2, 8, 12, 27 1916 02 17 37.6 88.8 Near New Burnside Ill. III 12, 27 1916 05 21 36.6 89.5 New Madrid Mo. 7,600 IV 12, 27 1916 08 24 37.0 89.2 Cairo Ill. 4,100 IV 12, 27 1916 10 19 36.7 88.6 Mayfield Ky. III 12, 27 1916 12 18 36.6 89.3 Near Hickman Ky. VI+ 2, 12, 17, 20 1917 06 09 36.8 89.4 Mississippi County Mo. 18,350 IV 12, 27 1918 02 17 37.0 89.2 Cairo Ill. 3,000 III 12, 27 1919 02 10 37.8 87.5 Henderson County Ky. 2,000 III+ 12, 27 1919 05 23 36.6 89.2 Hickman Ky. 3,000 III 12, 27 1919 05 24 36.6 89.2 Hickman Ky. 3,000 III 12, 27 1919 05 25 38.5 87.5 Knox County Ind. 25,500 V 2, 8, 12 919 05 26 36.8 89.2 Near Cairo Ill. 3,000 III 12 1919 05 28 36.6 89.2 Hickman Ky. 3,000 III 12 1919 05 28 36.4 89.5 Tiptonville Tenn. 3,000 III 12 1920 04 07 36.3 88.2 Near Springville Tenn. 3,000 II 12 1920 04 30 38.5 89.1 Centralia Ill. 4,100 IV 12 1921 01 09 36.4 89.5 Tiptonviile Tenn. 2,000 IV 12 1921 02 27 37.0 89.2 Cairo Ill 3,000 III 12 1921 03 31 37.9 87.9 Mount Vernon Ind. IV 12 1921 10 01 37.7 88.5 Harrisburg Ill. 4,100 IV 12

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-18 (SHEET 4 OF 7) TABLE 2.5-18 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (87.0° - 90.0° West Longitude 36.5° - 39.5° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1922 01 l0 37.9 87.9 Mount Vernon Ind. 9,600 IV+ 12 1922 03 22 37.3 88.6 Pope County Ill. V 2, 12 1922 03 22 37.3 88.9 Massac County Ill. 60,900 V 2, 8, 12, 17 1922 03 22 37.3 88.9 Massac County Ill. V 2, 12, 17 1922 03 23 37.0 88.9 Ballard County Ky. 20,200 V 2, 12, 17 1922 03 30 36.1 89.6 Dyer County Tenn. 15,200 IV+ 2, 12, 17 1922 11 26 37.8 88.4 Eldorado Ill. 50,500 VI+ 12, 17 1923 05 06 37.0 89.2 Cairo Ill. 4,100 III+ 12 1923 05 15 37.0 89.2 Cairo Ill. 3,000 II+ 12 1923 11 28 37.5 87.3 Calhoun Ky. III 12 1923 11 29 37.0 89.2 Mississippi County Mo. IV 12 1924 03 02 36.9 89.1 Carlisle County Ky. 30,300 V 2, 8, 12, 17 1924 04 02 37.1 88.6 Paducah Ky. IV 12 1924 06 06 36.4 89.5 Tiptonville Tenn. 9,600 IV+ 12 1925 04 26 38.0 87.5 Vanderburgh County Ind. 85,800 V+ 2, 12 1925 05 13 36.7 88.6 Mayfield Ky. 3,800 V 2, 8, 12 1925 09 02 37.8 87.6 Henderson County Ky. 75,800 V+ 2, 8, 12, 17 1925 09 20 37.8 87.6 Henderson County Ky. 9,600 IV 12 1926 03 22 37.7 88.5 Harrisburg Ill. 4,100 IV 12 1926 04 27 36.2 89.0 Kenton Tenn. 4,100 IV 12 1926 10 03 38.4 87.6 Princeton Ind. III 12 1926 12 13 36.6 89.8 Parma Mo. 3,000 III 12 1926 12 17 36.4 89.5 Tiptonville Tenn. 4,000 IV 12 1927 01 31 37.4 89.7 Jackson Mo. 4,100 IV 12 1927 04 18 36.3 89.5 Ridgely Tenn. 4,100 IV 12 1927 05 07 36.5 89.0 Obion County Tenn. 40,600 VII 2, 8, 12, 18 1927 08 13 36.4 89.5 Tiptonville Tenn. 25,500 V 8, 12, 13 1928 04 15 37.4 89.7 Near Cape Girardeau Mo. III+ 12 1928 04 15 36.6 89.5 New Madrid Mo. III+ 12 1928 04 23 36.6 89.3 Near Hickman Ky. IV 12 1928 05 31 36.6 89.5 New Madrid Mo. III+ 12 1929 02 14 38.3 87.6 Near Princeton Ind. 1,000 III+ 12 1929 05 12 36.4 89.5 Tiptonville Tenn. 2,000 IV- 12 1930 01 02 35.8 89.6 Near Ripley Tenn. II 12 1930 02 25 37.0 89.5 Near Cairo Ill. III 12 1930 04 02 36.2 89.7 Caruthersville Mo. III+ 12 1930 08 13 36.6 89.5 New Madrid Mo. II 12 1930 08 29 37 0 89.l Near Blandville Ky. 4,100 V+ 8, 12, 18, 28 1930 09 01 36.4 89.4 Near Marston Mo. 4,100 IV+ 12 1930 09 03 37.0 89.1 Near Blandville Ky. II+ 12 1931 04 01 36.7 88.6 Mayfield Ky. 2,000 III+ 12 1931 04 06 36.8 89.1 Berkeley Ky. 400 III+ 12 1931 07 18 36.4 89.5 Tiptonville Tenn. 1,900 IV 12 .

• See Table 2.5-16 for key LSCS-UFSAR TABLE 2.5-18 (SHEET 5 OF 7) TABLE 2.5-18 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (87.0° - 90.0° West Longitude 36.5° - 39.5° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1931 12 l0 35.9 89.9 Blytheville Ark. 2,000 III+ 12 1931 12 31 38.5 87.3 Petersburg Ind. 12 1933 07 13 37.9 90.0 St. Marys Mo. II+ 12 1933 08 03 37.9 90.0 St. Marys Mo. 400 III+ 12 1933 10 24 37.3 89.5 Cape Girardeau Mo. III 12 1934 04 17 37.9 90.0 St. Marys Mo. III 12 1934 05 15 37.9 90 0 St. Marys Mo. III+ 12 1934 07 03 36.2 89.7 Hayti Mo. II- 12 1934 08 19 37.0 89.2 Near Rodney Mo. 33,400 VI 2, 8, 12, 18 1934 08 19 37.0 89.2 Cairo Ill. III- 12 1934 10 29 37.5 88.5 Pope County Ill. 1,500 IV 12 1935 07 23 36.4 89.5 Tiptonville Tenn. III 12 1936 02 16 36.2 89.7 Hayti Mo. III 12 1936 08 02 36.7 89.3 Near Tiptonville Tenn. 8,200 II+ 12 1936 10 20 36.6 89.5 New Madrid Mo. I 12 1936 12 20 37.3 89.5 Cape Girardeau Mo. II 12 1937 01 30 36.2 89.7 Caruthersville Mo. 2,000 III+ 12 1937 03 18 37.7 89.9 Perryville Mo. II+ 12 1937 06 23 36.4 89.5 Tiptonville Tenn. II+ 12 1937 10 05 36.6 89.5 New Madrid Mo. II+ 12 1938 01 16 37.7 89.9 Perryville Mo. II+ 12 1938 03 16 36.6 89.5 New Madrid Mo. II 12 1938 06 17 35.8 89.9 Burdette Ark. II+ 12 1938 09 28 36.6 90.0 Malden Mo. III 12 1939 04 15 36.6 89.5 New Madrid Mo. 400 III 12 1939 09 19 36.4 89.5 Tiptonville Tenn. III 12 1940 02 04 37.3 89.5 Cape Girardeau Mo. II+ 12 1940 02 14 35.9 89.9 Blytheville Ark. II+ 12 1940 05 31 37.1 88.6 Paducah Ky. 1,000 IV+ 12 1940 09 19 36.6 89.5 New Madrid Mo. 12 1940 10 10 36.6 89.5 New Madrid Mo. 12 1940 12 28 37.9 87.4 Near Evansville Ind. 700 III 12 1941 10 08 36.2 89.7 Caruthersville Mo. 1,200 IV 12 1941 10 21 37.0 89.2 Cairo Ill. 1,200 III+ 12 1941 10 26 37.3 89.5 Cape Girardeau Mo. II+ 12 1941 11 16 35.6 89.7 Covington Tenn. 20,200 V+ 2, 12, 18 1941 11 22 37.3 89.5 Cape Girardeau Mo. II+ 12 1942 03 29 37.7 88.5 Harrisburg Ill. 200 III+ 12 1942 08 31 37.0 89.2 Cairo Ill. III+ 12 1942 11 30 36.6 89.5 New Madrid Mo. 12 1944 01 07 37.5 89.7 Near Jackson Mo. 900 III+ 12 1944 12 23 36.2 89.7 Caruthersville Mo. IV 12, 28 .

• See Table 2.5-16 for key LSCS-UFSAR TABLE 2.5-18 (SHEET 6 OF 7) TABLE 2.5-18 REV. 0 - APRIL 1984 TABULATION OF EARTHQUAKE EPICENTERS (87.0° - 90.0° West Longitude 36.5° - 39.5° North Latitude) YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1945 05 02 36.5 89.6 Marston Mo. 2,000 IV 12 1945 07 24 37.7 88.3 Gallatin County Ill. I 12 1945 08 06 36.4 89.0 Union City Tenn. III 12 1945 08 06 36.2 89.7 Caruthersville Mo. III 12 1945 09 23 37.0 89.2 Cairo Ill. III+ 12 1945 10 27 36.5 89.6 Near New Madrid Mo. III 12 1945 11 13 37.0 89.2 Cairo Ill. 11,200 III+ 12 1946 02 24 38.5 89.1 Centralia Ill. 1,500 IV+ 12 1947 01 16 37.0 89.2 Cairo Ill. II+ 12 1947 03 26 37.0 88.4 Paducah Ky. VI 18 1948 01 05 38.5 89.1 Centralia Ill. 300 IV+ 12 1949 01 13 36.2 89.7 Caruthersville Mo. 15,200 V- 12, 18, 28 1949 08 13 36 2 89.7 Caruthersville Mo. II+ 12 1950 05 0l 36.5 89.9 Gideon Mo. II+ 12 1950 09 16 35.7 90.0 Mississippi County Ark. 3,000 III+ 12 1951 12 17 36.0 90.0 Dunklin County Mo. II+ 12 1951 12 18 36.0 90.0 Dunklin County Mo. II+ 2, 12, 20, 28 1952 02 20 36.4 89.5 Tiptonville Tenn. 13,100 V 12 1952 05 28 36.7 89.2 Mississippi County Mo. 1,800 III+ 2, 12, 20, 28 1952 07 16 36.2 89.6 Near Dyersburg Tenn. VI 2, 12 1952 10 17 36.0 89.4 Dyersburg Tenn. 400 IV 12 1952 12 24 36.1 90.0 Near Blytheville Ark. 9,200 IV 12 1952 12 25 36.1 90.0 Near Blytheville Ark. II 12 1952 12 28 36.8 89.3 Mississippi County Mo. III 12 1953 01 26 36.0 89.5 Finley Tenn. III 12 1953 02 11 36.6 89.5 New Madrid Mo. 1,200 IV 12 1953 02 17 36.0 89.5 Finley Tenn. IV 12 1953 02 18 36.0 89.5 Finley Tenn. IV 12 1953 05 06 37.0 89.2 Cairo Ill. III 12 1953 05 15 37.0 89.2 Cairo Ill. III 12 1953 12 30 38.5 89.1 Centralia Ill. 1,200 IV 12 1954 01 17 36.0 89.4 Dyersburg Tenn. 400 IV 12 1954 08 09 38.5 87.3 Petersburg Ind. IV 12 1955 03 29 36.0 89.5 Finley Tenn. 4,100 VI 2, 12, 20, 28 1955 04 09 38.1 89.8 Near Sparta Ill. 20,200 VI 2, 12, 20, 28 1955 04 11 37.7 88.5 Harrisburg Ill. II 12 1955 05 29 38.1 88.4 Ewing Ill. IV- 12 1955 09 05 36.0 89.5 Finley Tenn. V 2, 12, 20, 28 1955 09 05 36.0 89.5 Finley Tenn. IV+ 2, 12 1955 09 24 36.4 89.5 Tiptonville Tenn. IV 12 1955 12 13 36.0 89.5 Finley Tenn. V 2, 12, 20

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-18 (SHEET 7 OF 7) TABLE 2.5-18 REV. 0 - APRIL 1984 YEAR DATE LATITUDE LONGITUDE LOCALITY FELT AREA (mi2) EPICENTRAL INTENSITY REFERENCES* 1956 01 23 36.2 89.7 Caruthersville Mo. II 12 1956 01 28 35.6 89.6 Tipton County Tenn. 5,100 VI 2, 12, 20 1956 10 29 36.2 89.7 Caruthersville Mo. V 2, 12, 20 1957 03 26 37.1 88.6 Paducah Ky. 300 V 2, 12, 20 1957 08 17 36.2 89.4 Dyer County Tenn. IV 12 1958 01 27 37.0 89.0 Ballard County Ky. 15,200 V 2, 12, 20 1958 04 08 36.3 89.2 Obion County Tenn. 800 V 2, 12 1958 04 26 36.3 89.5 Lake County Tenn. 700 V 2, 12, 20 1958 11 07 38.4 87.9 Wabash County Ill. 33,400 VI 2, 12, 20 1959 01 21 36.3 89.5 Ridgely Tenn. IV 12 1959 02 13 36.2 89.4 Bogota Tenn. V 2, 12, 20 1959 07 20 35.9 89.9 Blytheville Ark. II+ 12 1959 12 21 36.0 89.5 Finley Tenn. 400 V 2, 12, 20 1960 01 28 36.0 89.4 Dyersburg Tenn. 300 V 2, 12, 20 1960 04 21 36.4 89.5 Tiptonville Tenn. V 2, 12, 20 1962 02 02 36.5 89.6 Near New Madrid Mo. 45,650 VI 2, 12, 20 1962 06 26 37.7 88.5 Saline County Ill. 17,800 V+ 2, 12, 20 1962 07 23 36.1 89.8 Pemiscot County Mo. 4,100 VI 2, 12, 20 1963 04 06 36.4 89.8 New Madrid County Mo. 12 1963 05 02 36.7 89.4 New Madrid Country Mo. 12 1963 08 02 37.0 88.8 McCracken County Ky. 2,700 V- 2, 12, 20 1963 12 05 37.2 87.0 Muhlenberg Country Ky. II 12 1964 03 16 36.2 89.7 Caruthersville Mo. IV 12 1964 05 23 36.5 89.9 New Madrid County Mo. IV+ 12 1965 03 25 36.4 89.5 Tiptonville Tenn. II 12 1965 08 13 36.3 89.5 Lake County Tenn. VI 12 1965 08 14 37.1 89.2 Pulaski County Ill. 400 VI+ 2, 12, 20 1965 08 15 37.4 89.5 Cape Girardeau County Mo. V 2, 12, 20 1966 02 11 35.9 90.0 Near Gosnell Ark. 2,800 IV+ 12 1966 02 13 35.6 89.7 Covington Tenn. IV 12 1968 02 09 36.5 89.9 New Madrid County Mo. IV 12 1968 11 09 38.0 88.5 Hamilton County Ill. 580,000 VII- 2, 12, 20 1970 03 26 36.5 89.7 Near New Madrid Mo. IV- 12 1970 11 16 35.9 89.9 Blytheville Ark. 36,300 VI- 2, 12 1970 12 24 36.7 89.5 Near New Madrid Mo. IV+ 12, 28 1971 02 12 38.5 87.9 Wabash County Ill. 1,300 IV 12 1972 03 29 36.1 89.8 Pemiscot County Mo. V 12 1972 05 07 35.9 90.0 Mississippi County Ark. IV+ 12 1972 06 19 37.0 89.1 Ballard County Ky. IV 12 1973 01 07 37.4 87.3 Hopkins County Ky. III 12 1973 10 03 35.9 90.0 Mississippi County Ark. IV 12 1973 10 09 36.6 89.5 New Madrid Mo. IV 12 1973 12 20 36.2 89.7 Pemiscot. County Mo. III+ 12

• See Table 2.5-16 for key LSCS-UFSAR TABLE 2.5-19 (SHEET 1 OF 4) TABLE 2.5-19 REV. 0 - APRIL 1984 AREAS OF MANY EARTHQUAKE EPICENTERS A. NEW MADRID AREA (SE MISSOURI, NW TENNESSEE) DATE OF OCCURRENCE EPICENTRAL INTENSITY (MM) NUMBER OF EVENTS (IF MORE THAN ONE) 1811 X- to XIII 1812 IX+ to XII 2 1816 III 1816 III+ 1820 III+ 1846 II+

1856 IV 1857 IV 1865 VII 1865 V 1873 IV 1875 III+

1877 III+ 1895 III 1898 IV 1903 III 1903 II+ 1903 V 1908 V 1915 IV+

1916 IV 1919 III 1921 IV 1922 IV+ 1924 IV+ 1926 IV 1927 IV 1927 V 1928 III+ 2 1929 IV- 1930 II 1931 IV 1935 III 1936 II+

1936 I 1937 II+ 2 1938 II 1939 III 2 1940 2 1942 1945 IV 1945 III LSCS-UFSAR TABLE 2.5-19 (SHEET 2 OF 4) TABLE 2.5-19 REV. 0 - APRIL 1984 AREAS OF MANY EARTHQUAKE EPICENTERS A. NEW MADRID AREA (Cont'd) DATE OF OCCURRENCE EPICENTRAL INTENSITY (MM) NUMBER OF EVENTS (IF MORE THAN ONE) 1952 V 1952 VI 1953 IV 1955 IV 1958 V 1959 IV 1960 V 1962 VI 1963 2 1964 IV+

1965 II 1965 VI 1968 IV 1970 IV- 1970 IV+ 1973 IV 1974 VI B. HICKMAN AREA (SW KENTUCKY) 1841 V 1842 IV 2 1842 V 1843 III 1848 III+

1849 V 1853 III 1853 VII 1853 V 1858 VI 1868 III 1870 III+ 1915 VI 1916 VI+ 1919 III 3 1928 IV LSCS-UFSAR TABLE 2.5-19 (SHEET 3 OF 4) TABLE 2.5-19 REV. 0 - APRIL 1984 AREAS OF MANY EARTHQUAKE EPICENTERS C. CAIRO AREA (SE MISSOURI, SW KENTUCKY) DATE OF OCCURRENCE EPICENTRAL INTENSITY (MM) NUMBER OF EVENTS (IF MORE THAN ONE) 1855 IV 1855 III 1871 III 1872 III 1874 III+ 1877 II+ 1878 III+

1878 III 1879 II+ 1883 VI 1883 VI+ 1883 III 1883 IV+

1886 III+ 1887 V 1891 V 1895 III+ 2 1895 VII to IX 1908 V 1908 IV 1908 III 1909 V 1916 IV 1918 III 1919 III 1921 III 1922 V 1923 III+ 1923 II+ 1923 IV 1930 III 1930 V 1930 II+ 1934 III- 2 1941 III+

1942 III+ l945 III+ 2 1947 II+

1953 III 2 1958 V 1972 IV LSCS-UFSAR TABLE 2.5-19 (SHEET 4 OF 4) TABLE 2.5-19 REV. 0 - APRIL 1984 AREAS OF MANY EARTHQUAKE EPICENTERS D. CAIRO AREA (SE MISSOURI, NW TENNESSEE) DATE OF OCCURRENCE EPICENTRAL INTENSITY (MM) NUMBER OF EVENTS (IF MORE THAN ONE) 1818 III 1930 III+

1934 II 1936 III 1937 III 1941 IV 1944 IV 1945 III 1949 V- 1949 II+

1956 II 1956 V 1962 VI 1964 IV 1972 V 1973 III+

TABLE 2.5-20 REV. 0 - APRIL 1984 LSCS-UFSAR TABLE 2.5-20 SIGNIFICANT EARTHQUAKES DATE EPICENTRAL INTENSITY (MM) LOCALITY LATITUDE LONGITUDE FELT AREA (mi 2 ) 1804 (August 24) VI Ft.

Dearborn,

Ill. 42.0 87.8 30,000 1811 (December 16) X- to XII New Madrid Mo. 36.6 89.5 2,000,000 1812 (January 23) IX+ to XII New Madrid, Mo. 36.6 89.5 2,000,000 1812 (February 7) X to XII New Madrid, Mo. 36.6 89.5 2,000,000 1895 (October 31) VII to IX Charleston, Mo. 37.0 89.4 1,000,000 1909 (May 26) VII South Beloit, Ill. 42.5 89.0 500,000 1912 (January 2) VI Kendall County, Ill. 41.5 88.5 40,000 1968 (November 9) VII- Southern Illinois 38.0 88.5 580,000 1972 (September 15) VI- Lee County, Ill. 41.6 89.4 40,600

LSCS-UFSAR TABLE 2.5-21 TABLE 2.5-21 REV. 0 - APRIL 1984 RECORDED EARTHQUAKE EPICENTERS WITHIN 50 MILES OF THE SITE DATE LOCATION LATITUDE LONGITUDE INTENSITY REFERENCES

• 1881 (May 27) LaSalle County, Ill. 41.3 89.1 VI 12 1903 (December 31) Fairmont, Ill. 41.6 88.1 12 1912 (January 2) Kendall County, Ill. 41.5 88.5 VI 2, 12, 26 1972 (September 15) Lee County, Ill. 41.6 89.4 VI 12

• See Table 2.5-16 for key.

LSCS-UFSAR TABLE 2.5-22 TABLE 2.5-22 REV. 0 - APRIL 1984 ROCK UNCONFINED COMPRESSION TEST RESULTS BORING NUMBER ELEVATION (ft MSL) DEPTH (ft) GENERAL ROCK DESCRIPTION STRATIC-GRAPHIC UNIT DENSITY (pcf) MAXIMUM COMPRESSIVE STRENGTH (psf) MODULUS OF ELASTICITY (psf) POISSON'S RATIO* 2 521.3 187 Silty shale Carbondale Formation 148 8.90 x 105 45 x 106 0.07 2 500.3 208 Silty shale Carbondale Formation 141 9.45 x 105 71 x 106 0.10 2 464.3 244 Shale Carbondale Formation 139 1.02 x 105 16 x 106 0.04 2 444.3 264 Silty shale Carbondale Formation 177 24.3 x 105 1440 x 106 0.29 2 435.3 273 Silty shale Carbondale Formation 155 6.88 x 105 85 x 106 0.12 2 414.3 294 Silty shale Carbondale Formation 154 11.0 x 105 136 x 106 0.17 2 394.3 314 Coal Carbondale Formation 87 4.15 x 105 --- -- 2 389.3 319 Clayey shale Spoon Formation 142 1.88 x 105 --- -- 2 364.3 344 Shale Spoon Formation 153 5.60 x 105 205 x 106 0.03 2 353.3 355 Limestone Platteville Group 176 24.8 x 105 1770 x 106 0.17 3 509.5 168 Siltstone Carbondale Formation 138 8.25 x 105 57 x 106 0.10

• At 40% of ultimate load LSCS-UFSAR TABLE 2.5-23 (SHEET 1 OF 2) TABLE 2.5-23 REV. 0 - APRIL 1984 LABORATORY PERMEABILITY DATA PART A: UNDISTURBED MATERIAL BORING NUMBER DEPTH (ft) ELEVATION (ft MSL) SOIL TYPE STRATIGRAPHIC UNIT TYPE OF TEST FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (pcf) BACK PRESSURE (psi) AVERAGE COEFFICIENT OF PERMEABILITY AT 20° C K (cm/sec) 8-B-01 7 670 CL Richland Loess Constant head 21.3 108 5.0 5.26x10-9 9-A-01 6.5 672 CL Wedron Formation Constant head 29.8 92 13.9 9.50x10-8 21-D-01 6.5 688 ML Wedron Formation Falling head 26.7 95 -- 7.33x10-7 78 6.5 684 CL Wedron Formation Falling head 16.7 138.2 -- 4.08x10-8 94 3.0 677.1 CL-ML Richland Loess Falling head 18.0 106.2 -- 4.08x10-8 114 4.5 667.2 ML Wedron Formation Falling head 33.6 86.7 -- 8.40x10-8 148 4.5 684.6 CL-ML Richland Loess Falling head 21.3 106.8 -- 4.08x10-8 2* 60.5 647.8 silty clay with some gravel Wedron Formation Constant head -- -- -- 2.00x10-7

• Run at existing overburden pressure LSCS-UFSAR TABLE 2.5-23 (SHEET 2 OF 2) TABLE 2.5-23 REV. 0 - APRIL 1984 LABORATORY PERMEABILITY DATA PART B: REMOLDED MATERIAL TEST PIT NO. DEPTH (ft) ELEVATION (ft MSL) SOIL TYPE STRATIGRAPHIC UNIT REMOLDED DATA DRY -DENSITY (pcf) PERCENT OF COMPACTION MOISTURE CONTENT* (%) BACK PRESSURE (psi) AVERAGE COEFFICIENT OF PERMEABILITY AT 20° C K (cm/sec) 5 1.5 685 CL-ML Wedron Formation 99.2 87 23.0 1.0 1.30x10-6 11 4.0 691 CL Wedron Formation 113.3 94 18.2 19.0 8.6x10-11 14 4.0 700.5 CL-ML Wedron Formation 111.1 92 18.4 1.0 7.08x10-8 15 4.0 696.2 ML Wedron Formation 116.4 92 14.3 14.0 4.77x10-8 3 8.0-8.5 692.5-693 ML-CL Wedron Formation 109 91 12.0 40 2.93x10-6 4 2.0-2.5 690.5-691 ML-CL Richland Loess 108 89 14.1 40 4.50x10-7 6 4.0-4.5 696.5-697 CL Wedron Formation 117 95 12.9 40 2.28x10-6

• Moisture content at compaction prior to being tested LSCS-UFSAR TABLE 2.5-24 (SHEET 1 OF 2) TABLE 2.5-24 REV. 0 - APRIL 1984 DYNAMIC TRIAXIAL COMPRESSION TEST DATA* BORING NUMBER DEPTH (ft) ELEVATION (ft MSL) SOIL TYPE STRATI-GRAPHIC UNIT MOISTURE CONTENT (%) DRY DENSITY (pcf) SINGLE AMPLITUDE SHEAR STRAIN (%) MODULUS OF RIGIDITY (psf) DAMPING** (%) 2 55 653.3 CL Wedron Formation 15.3 120 0.0088 0.0240 0.0573 0.1264 0.4160 0.7627 1.5147 1.8880 2.85x106 2.10x106 1.40x106 0.78x106 0.30x106 0.20x106 0.10x106 0.09x106 8 6 11 15 18 20 18 -- 2 80 628.3 CL Wedron Formation 16.4 116 0.0112 0.0444 0.3343 0.7162 0.8285 0.5440 0.3044 0.5764 0.8784 2.2584 3.10x106 1.52x106 0.46x106 0.25x106 0.18x106 0.20x106 0.25x106 0.19x106 0.17x106 0.09x106 -- 8 17 19 19 19 21 17 15 17 38 84 624.7 CL Wedron Formation 15.7 117 0.0055 0.0065 0.0103 0.0178 0.0312 0.0439 0.2637 0.5820 2.9296 12.55x106 14.19x106 11.36x106 7.43x106 4.79x106 3.57x106 0.59x106 0.27x106 0.05x106 9 9 12 -- 15 17 16 17 17

• See Figure 2.5-85 for a typical test result. ** Expressed as a percentage of critical damping.

LSCS-UFSAR TABLE 2.5-24 (SHEET 2 OF 2) TABLE 2.5-24 REV. 0 - APRIL 1984 DYNAMIC TRIAXIAL COMPRESSION TEST DATA* BORING NUMBER DEPTH (ft) ELEVATION (ft MSL) SOIL TYPE STRATI-GRAPHIC UNIT MOISTURE CONTENT (%) DRY DENSITY (pcf) SINGLE AMPLITUDE SHEAR STRAIN (%) MODULUS OF RIGIDITY (psf) DAMPING* (%) 39 49 659.0 CL Wedron Formation 19.6 113 0.0131 0.0229 0.0499 0.0554 0.1185 0.2032 1.7773 2.5156 5.7969 3.09x106 2.85x106 1.81x106 1.66x106 0.68x106 0.51x106 0.06x106 0.05x106 0.02x106 -- --

-- 15 16 -- 15 19 19 59 134 574.8 ML Wedron Formation 10.1 133 0.0125 0.0264 0 0415 0.1038 0.1745 0.2288 0 2807 1.0096 9.33x106 7.92x106 6.67x106 2.76x106 1.87x106 1.56x106 1.51x106 0.45x106 11 10 14 11 14 15 14 17

• See Figure 2.5-85 for a typical test result.

• Expressed as a percentage of critical damping.

LSCS-UFSAR TABLE 2.5-25 TABLE 2.5-25 REV. 0 - APRIL 1984 RESONANT COLUMN TEST RESULTS BORING NUMBER DEPTH (ft) ELEVATION (ft MSL) SAMPLE DESCRIPTION STRATI-GRAPHIC UNIT CONFINING PRESSURE (psf) MODULUS OF RIGIDITY (psf) DRY DENSITY (pcf) MOISTURE CONTENT (%) 2 70 638.3 CL Wedron Formation 2000 4000 6000 8000 1.831 x 106 2.336 x 106 2.836 x 106 3.783 x 106 120 14.5 2 188 520.3 Shale Carbondale Formation 0 4.60 x 107 146.6 -- 2 292 416.3 Shale Carbondale Formation 0 6.17 x 107 142.4 --

LSCS-UFSAR TABLE 2.5-26 TABLE 2.5-26 REV. 0 - APRIL 1984 SHOCKSCOPE TEST RESULTS BORING NUMBER DEPTH (ft) ELEVATION (ft MSL) SAMPLE DESCRIPTION STRATIGRAPHIC UNIT CONFINING PRESSURE (lb/ft2) VELOCITY OF COMPRESSIONAL WAVE PROPAGATION (ft/sec) 2 173 535.3 Siltstone Carbondale Formation 0 2000 5,800 6,200 6,700 2 198 510.3 Shale Carbondale Formation 0 2000 6000 5,900 6,200 6,300 2 261 447.3 Shale Carbondale Formation 0 2000 6000 7,900 8,300 8,900 2 293 415.3 Shale Carbondale Formation 0 2000 6000 7,900 8,200 8,500 2 357 351.3 Limestone Platteville Group 0 2000 6000 17,300 17,300 17,300 2 106 602.3 Silty Clay (CL) Wedron Formation 0 2000 4000 6000 4,700 4,700 4,700 4,700 2 136.5 571.8 Silt and gravel with some sand (GM) Wedron Formation 0 2000 4000 6000 5,050 5,050 5,050 5,050 6 46 662.9 Clay (CL) Wedron Formation 0 2000 4000 6000 5,800 5,800 5,600 5,600 6 75.5 633.4 Clay (CL) Wedron Formation 0 2000 4000 6000 5,350 5,350 5,350 5,200 7 66 644.1 Clay (CL) Wedron Formation 0 2000 4000 6000 5,300 5,300 5,300 5,300 LSCS-UFSAR TABLE 2.5-27 TABLE 2.5-27 REV. 0 - APRIL 1984 IN SITU FIELD PERMEABILITY TESTS* PERMEABILITY TEST HOLE GROUND SURFACE ELEVATION (ft) ZONE OF PERCOLATION ELEVATION (ft) STRATIGRAPHIC UNIT SOIL TYPE** NUMBER OF READINGS AVERAGE COEFFICIENT OF PERMEABILITY K (cm/sec) D-4 671+/- 671+/- 666 to 661 661 to 656 Richland Loess Wedron Formation A B 6 31 2.75 x 10-7 2.23 x 10-8 D-5 668+/- 668+/- 663 to 658 658 to 653 Richland Loess Wedron Formation A B 4 31 2.68 x 10-7 1.61 x 10-8 D-6 668+/- 663 to 658 Wedron Formation A 6 2.57 x 10-7

• Permeability test holes were augered adjacent to the dike borings indicated above. ** Key to soil types: A - Brown and gray silty clay with some sand and fine gravel. B - Gray silty clay with some sand and fine gravel.

LSCS-UFSAR TABLE 2.5-28 TABLE 2.5-28 REV. 0 - APRIL 1984 PARAMETERS FOR ANALYSIS OF ROCK-SOIL-STRUCTURE INTERACTION LAYERS ELEVATION 710-690 ELEVATION 690-620 ELEVATION 620-590 ELEVATION 590-560 ELEVATION 560 TO ROCK Density (pcf) 134 134 134 134 134 Poisson's Ratio 0.45 0.45 0.45 0.45 0.45 Dynamic Modulus Of Rigidity See Figure 2.5-55, Sheet 1 Damping See Figure 2.5-55, Sheet 2 LSCS-UFSAR TABLE 2.5-29 (SHEET 1 OF 3) TABLE 2.5-29 REV. 0 - APRIL 1984 SUMMARY OF BORING INFORMATION FOR SAND DEPOSIT NEAR ELEVATION 595 FT-MSL IN VICINITY OF MAIN PLANT BORING1 TOP ELEVATION OF SAND (ft) THICKNESS OF SAND (ft) SAMPLER 2,3 AVERAGE BLOW COUNT N OF LAYER (IN FIELD) N-STANDARD PENETRATION CORRESPONDING TO D&M VALUES 1 592 4 D&M 143 123 2 588.3 22 D&M 120/6 in. 2004 2 588.3 22 D&M 230/6 in. 2004 2 588.3 22 D&M 200/9 in. 2004 2 588.3 22 D&M 230/6 in. 2004 2 588.3 22 D&M 200/4 in. 2004 2 588.3 22 D&M 200/6 in. 2004 2 588.3 22 D&M 200/6 in 2004 3 603 5 D&M 160/3 in. 2004 4 593 3 D&M 130 112 6 595 18 D&M 135 116 6 595 18 D&M 54 46 6 595 18 D&M 119 102 6 595 18 D&M 120 103 7 596 10 D&M 38 33 7 596 10 D&M 173 149 10 582 5 D&M 150/4 in. 2004 11 572 9 D&M 71/6 in. 122 11 572 9 D&M 97 83 11 572 9 D&M 125/6 in. 2004 13 592 15 D&M 150/7 in. 2004 LSCS-UFSAR TABLE 2.5-29 (SHEET 2 OF 3) TABLE 2.5-29 REV. 0 - APRIL 1984 SUMMARY OF BORING INFORMATION FOR SAND DEPOSIT NEAR ELEVATION 595 FT-MSL IN VICINITY OF MAIN PLANT BORING1 TOP ELEVATION OF SAND (ft) THICKNESS OF SAND (ft) SAMPLER 2,3 AVERAGE BLOW COUNT N OF LAYER (IN FIELD) N-STANDARD PENETRATION CORRESPONDING TO D&M VALUES 13 592 15 SS 102/10 in. 142 13 592 15 SS 84 84 17 593 7 D&M 150/6 in. 2004 17 593 7 D&M 150/4 in. 2004 17 593 7 SS 200/6 in. 2004 19 595 9 D&M 83 71 19 595 9 SS 122/10 in. 170 20 591 4 SS 50 50 23 605 7+ D&M 42 36 31 596 3 No sample - - 31 583 5 SS 29/6 in. 58 32 584 5 D&M 120/7 in. 177 35 591 8 D&M 25 21 37 596 5 D&M 38 33 38 595 7 D&M 100/5 in. 2004 39 589 3 D&M 130 112 51 583 2 D&M 183 157 52 583 4 D&M 47 40 53 591 15 D&M 134 115 53 591 15 D&M 80 69 53 591 15 SS 77 77 55 597 10 D&M 55 47 55 597 10 D&M 152 131 59 597 9 D&M 156 134 LSCS-UFSAR TABLE 2.5-29 (SHEET 3 OF 3) TABLE 2.5-29 REV. 0 - APRIL 1984 SUMMARY OF BORING INFORMATION FOR SAND DEPOSIT NEAR ELEVATION 595 FT-MSL IN VICINITY OF MAIN PLANT BORING1 TOP ELEVATION OF SAND (ft) THICKNESS OF SAND (ft) SAMPLER 2,3 AVERAGE BLOW COUNT N OF LAYER (IN FIELD) N-STANDARD PENETRATION CORRESPONDING TO D&M VALUES 59 577 9 D&M 150/6 in. 2004 60 590 3 No sample - - 61 591 1 D&M 70 60 62 592 5 D&M 113 97 1 Notes: 1. Figure 2.5-56 shows the boring locations. 2. D&M - Dames & Moore's Type "U" sampler. SS - Standard split-spoon sampler. 3. Correction factor for D&M sampler was 0.86. 4. Values conservatively estimated at 200.

LSCS-UFSAR TABLE 2.5-30 TABLE 2.5-30 REV. 0 - APRIL 1984 ULTIMATE BEARING CAPACITIES FOUNDATION LOADING AREA FOUNDATION ELEVATION GROSS APPLIED STATIC FOUNDATION LOADING1 (kips/ft2) NET STATIC FOUNDATION LOADING2 (kips/ft2) ULTIMATE BEARING CAPACITY (kips/ft2) INDICATED FACTOR OF SAFETY Reactor 666 9.3 7.2 22.3 3.1 Turbine 656 4.8 2.1 23.1 11.0 Turbine 662 5.2 2.9 26.3 9.1 Turbine 656 7.9 5.2 25.3 4.9 Diesel generator 669 2.6 0.7 23.4 33.4 Auxiliary 656 4.8 2.1 23.1 11.0 Radwaste 657 7.4 4.8 24.1 5.0 Radwaste 658 7.4 4.8 25.4 5.3 Service 663 2.5 0.2 24.0 120.0 Service 674 2.5 0.9 22.1 24.6 Off-gas filter 673 3.8 2.1 23.8 11.3 Lake screen house 670 2.7 2.7 17.6 6.5 Flume retaining wall 669 5.4 5.4 17.0 3.1 CSCS outlet chute 699 1.0 1.0 20.4 20.4

Notes: 1. Foundation loadings for the various structures are shown in the plan on Figure 2.5-57. 2. Net static foundation loading is equal to the gross applied static foundation loading minus the hydrostatic uplift pressure.

TABLE 2.5-31 REV. 0 - APRIL 1984 LSCS-UFSAR TABLE 2.5-31 EFFECTIVE SOIL PARAMETERS MATERIAL TOTAL UNIT WEIGHTS (lb) COHESION (psf) ANGLE OF INTERNAL FRICTION (°)

Natural Wedron silty clay till 134 400 24.0 Natural lacustrine clayey silt deposit 134 1300 11.0 Embankment compacted silty clay to 90% of Modified Proctor 125 100 25.0 Embankment compacted granular to 90% of Modified Proctor 122 --- 30.0* Backfill - compacted silty clay to 95% of Modified Proctor 130 280 26.0 Backfill - compacted granular to 75% of relative density 122 --- 30.0*

• Assumed.

LSCS-UFSAR TABLE 2.5-32 TABLE 2.5-32 REV. 0 - APRIL 1984 SUMMARY OF RESULTS OF STABILITY ANALYSIS OF CSCS COOLING POND AND FLUME FOR MAXIMUM CUT HEIGHT AND SIDE SLOPES OF 4:1 CONDITION FACTOR OF SAFETY REQUIRED MINIMUM FACTOR OF SAFETY End of construction 2.01 1.5 Full cooling lake-steady seepage 2.83 1.5 Empty cooling lake-rapid drawdown 2.29 1.1 Full cooling lake + .2 Earthquake 1.14 1.1 Empty cooling lake + .2 Earthquake 1.04 1.0 LSCS-UFSAR TABLE 2.5-33 TABLE 2.5-33 REV. 0 - APRIL 1984 RIPRAP AND BEDDING GRADATIONS Riprap Gradation No. 1 Approximate Weight (lb) Percent Passing by Weight 290 100 170 60-100 120 35- 80 70 10- 50 50 0- 40 15 0- 2 Riprap Gradation No. 2 Approximate Weight (lb) Percent Passing by Weight 150 95-100 100 90-100 50 40- 95 30 5- 35 10 0- 5 3 0- 2 Riprap Gradation No. 3 Sieve Size (in) Percent Passing by Weight 3 100 2 45-100 1-1/2 0- 30 1 0- 5 Bedding Gradation Sieve Size (in) Percent Passing by Weight 1-1/2 75-100 3/4 60- 80 3/8 40- 60 #4 25- 40 #16 5- 20 #40 0- 10 LSCS-UFSAR TABLE 2.5-34 TABLE 2.5-34 REV. 0 - APRIL 1984 VARIATION OF PERIPHERAL DIKE HEIGHT STATION HEIGHT (ft) STATION HEIGHT (ft) - 0+09 1.0 - 198+15 35.6 - 2+19 1.4 - 208+15 25.9 - 12+15 9.6 - 218+20 29.5 - 22+19 12.9 - 228+19 22.6 - 32+10 18.6 - 238+11 20.0

- 42+10 22.9 - 248+09 16.6 - 52+10 21.5 - 258+03 8.8 - 62+19 26.8 - 263+45 7.8

- 72+10 21.8 - 269+60 18.2 - 82+19 24.6 - 281+09 29.4 - 92+19 24.8 - 293+20 38.4 - 103+30 27.7 - Makeup Water Outlet - 113+30 25.6 - 302+30 10.9

- 123+35 30.1 - Blowdown Line Crossing - 133+35 35.9 - 304+90 15.0 - 143+38 27.5 - 309+60 26.2

- 153+30 27.2 - 321+00 14.6 - 163+08 40.1 - 327+30 17.1 - 173+05 36.0 - Auxiliary Spillway

- 179+85 38.4 - 346+65 6.0 - 183+35 36.9 - 353+80 15.0 - 195+85 38.4 - 355+00 14.0 - 365+25 13.1 - 371+20 20.9 - 375+40 16.6 - 379+42 2.2

LSCS-UFSAR TABLE 2.5-35 TABLE 2.5-35 REV. 0 - APRIL 1984 SUMMARY OF PERIPHERAL DIKE CAMBER COORDINATE CAMBER* (in.) 0+00 0 42+10 4 121+30 4 123+35 8 157+80 8 186+05 8 207+85 8 214+40 4 280+38 4 282+63 8 293+50 8 295+75 4 325+45 4 366+70 4 372+10 4 377+97 0

• No camber has been provided for the auxiliary spillway portion of the dike (from Station 344+10 to 347+85) since the dike height if only 6 feet. This ensures a spillway flush crest elevation of 702 feet 6 inches MSL at the time of construction and precludes a lake level in excess of the probable maximum water level of 704.3 feet MSL if camber is provided.

LSCS-UFSAR TABLE 2.5-36 TABLE 2.5-36 REV. 0 - APRIL 1984 SUMMARY OF RESULTS OF STABILITY ANALYSIS OF PERIPHERAL DIKE FOR MAXIMUM DIKE HEIGHT AND SIDE SLOPE OF 3:1 CONDITION FACTOR OF SAFETY REQUIRED MINIMUM FACTOR OF SAFETY End of construction 2.93 1.5 Full cooling lake - steady seepage 1.65 1.5 Empty cooling lake - rapid drawdown 1.11 1.1 Full cooling lake + .1g earthquake 1.20 1.1 LSCS-UFSAR TABLE 2.5-37 (SHEET 1 OF 5) TABLE 2.5-37 REV. 0 - APRIL 1984 REFERENCE LIST FOR TABLES 2.5-3 THROUGH 2.5-12 D. H. Amos, Geology of parts of the Shetlerville and Rosiclare quadrangles, Kentucky: U.S. Geological Survey Geological Quadrangle Map GQ-400, 1965.

D. H. Amos, Geologic map of the Golconda quadrangle, Kentucky-Illinois, and the part of the Brownfield quadrangle in Kentucky: U.S. Geological Survey Geological Quadrangle Map GQ-546, 1966.

D. H. Amos, Geologic map of part of the Smithland quandrangle, Livingston County, Kentucky: U.S. Geological Survey Geological Quadrangle Map GQ-657, 1967.

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LSCS-UFSAR TABLE 2.5-37 (SHEET 4 OF 5) TABLE 2.5-37 REV. 0 - APRIL 1984 A. V. Heyl, The 38th parallel lineament and its relationship to ore deposits: Economic Geology, Vol. 67, pp. 879-894, 1972. A. V. Heyl et al., The geology of the Upper Mississippi Valley Zinc-Lead District: U.S. Geological Survey Professional Paper No. 309, 1959.

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LSCS-UFSAR TABLE 2.5-37 (SHEET 5 OF 5) TABLE 2.5-37 REV. 0 - APRIL 1984 D. A. Seeland, Geologic map of part of the Repton quadrangle in Crittenden County, Kentucky: U.S. Geological Survey Geological Quadrangle Map GQ-754, 1968. H. L. Smith and G. H. Cady, Subsurface geology and coal resources of the Pennsylvanian System in certain counties in the Illinois Basin - Edwards County: Illinois Geological Survey Report of Investigation 148, pp. 51-68, 1951.

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J. M. Weller, R. M. Grogan, and F. E. Tippie, Geology of the Fluorspar deposits of Illinois: Illinois Geological Survey Bulletin 76, 1952.

H. B. Willman and J. S. Templeton, Cambrian and Lower Ordovician exposures in northern Illinois: Illinois Academy of Science Transactions, Vol. 44, pp 109-125, 1951. H. B. Willman et al., Geologic map of Illinois: Illinois Geological Survey, 1967.

LSCS-UFSAR TABLE 2.5-38 TABLE 2.5-38 REV. 0 - APRIL 1984 INSTALLATION DATES* FOR MAIN PLANT SETTLEMENT MONUMENTS CONSTRUCTION OF BUILDING BUILDING MONUMENT NUMBER MONUMENT INSTALLED START FINISH OF BASE SLAB FINISH TO ELEVATION 710 ft. REMARKS Service building SB2 SB3 8-75 10-75 3-75 4-75 10-75 SB3 was a replacement for SB2 due to construction. Turbine building T1A TR1 TR2 6-75 8-75 8-75 5-74 (9-74) 2-75 (3-75) 10-75 (3-76) Relocated 2-76 Relocated 2-76 Auxiliary building Aux 2-75 4-74 (5-74) 9-74 (1-75) 10-75 (2-76) Relocated 2-76 Off-gas filter building OG OG2 2-75 10-75 5-74 8-74 9-75 OG2 was a replacement for OG due to construction. Lake screen house LSH2 LSH3 6-75 10-75 10-74 11-74 10-75 LSH3 was a replacement for LSH2 due to construction. Reactor Containment R1 R2 2-75 2-75 Relocated 2-76 Relocated 2-76

• Dates in parentheses are for unit 2.

LSCS-UFSAR TABLE 2.5-39 (SHEET 1 OF 3) TABLE 2.5-39 REV. 0 - APRIL 1984 INDEX PROPERTIES FOR MATERIALS USED IN TRIAXIAL TESTS PART A: IN SITU MATERIAL* KEY** BORING SURFACE ELEVATION (ft) DEPTH (ft) TRIAXIAL CONFINING PRESSURE (psf) LL % PL % PI % 1 69 691.3 10.0 1000 - - - 2 67 698.5 26.0 2000 31.4 15.0 16.4 3 69 691.3 34.0 3000 30.3 14.7 15.6 4 D-2 681.4 40.5 4000 - - - 5 D-2 681.4 20.5 5500 29.5 16.1 13.4 6 D-5 667.3 39.5 5500 28.7 15.6 13.1 7 D-8 680.6 15.0 3000 - - - 8 D-8 680.6 45.0 7000 - - - 9 F-402A 707.1 29.0 9504 19 14 5 10 D-4 670.8 20.5 4000 - - -

11 D-6 668.0 20.5 8000 - - - 12 D-5 667.3 2.5 1500 - - - 13 D-8 680.6 7.0 3500 32.4 22.0 10.4

• Undisturbed samples of Wedron silty clay till. ** Key numbers correspond to Mohr circle numbers shown on Figure 2.5-43, Sheet 1.

LSCS-UFSAR TABLE 2.5-39 (SHEET 2 OF 3) TABLE 2.5-39 REV. 0 - APRIL 1984 INDEX PROPERTIES FOR MATERIALS USED IN TRIAXIAL TESTS PART B: COMPACTED TO 95% of MODIFIED PROCTOR.* KEY** TRIAXIAL CONFINING PRESSURE LL% PL% PI% 1 1008 37 18 19 2 2016 37 18 19 3 3024 37 18 19 4 1008 37 l8 19 5 2016 37 18 19 6 3024 37 18 19

• Material compacted to 95% of modified Proctor-ASTM D-1557. ** Key numbers correspond to Mohr Circle numbers shown on Figure 2.5-43, Sheet 2.

LSCS-UFSAR TABLE 2.5-39 (SHEET 3 OF 3) TABLE 2.5-39 REV. 0 - APRIL 1984 INDEX PROPERTIES FOR MATERIALS USED IN TRIAXIAL TESTS PART C: COMPACTED TO 90% OF MODIFIED PROCTOR* KEY** TEST PIT SURFACE ELEVATION (ft) DEPTH (ft) TRIAXIAL CONFINING PRESSURE(psf) LL % PL% PI% 1 4 693+/- 2.0-2.5 1000 35.5 24.1 11.4 2 9 685+/- 2.75-3.0 2000 46.8 18.4 28.4 3 11 695+/- 3.0-3.5 1000 34.4 19.3 15.1 4 6 691+/- 4.0-4.5 2000 26.2 16.4 9.8 5 5 685+/- 3.75-4.25 1000 - - - 6 6 691+/- 8.0-8.5 2000 - - - 7 19 717.4 6.5-7.0 2500 38.0 16.7 21.3 8 19 717.4 6.5-7.0 1500 38.0 16.7 21.3 9 21 705.6 3.0-3.5 3000 39.8 17.5 22.3 10 21 705.6 3.0-3.5 6000 39.8 17.5 22.3 11 15 700.2 8.5-9.0 2000 58.4 19.8 38.7 12 15 700.2 8.5-9.0 4000 58.4 19.8 38.7 13 22 700.8 2.2-2.5 1500 50.7 16.1 34.6 14 22 700.8 2.2-2.5 2500 50.7 16.1 34.6

• Material compacted to 90% of modified Proctor-ASTM D-1557. ** Key numbers correspond to Mohr Circle numbers shown on Figure 2.5-43, Sheet 3.

LSCS-UFSAR TABLE 2.5-40 TABLE 2.5-40 REV. 0 - APRIL 1984 CONSOLIDATION PARAMETERS FOR SETTLEMENT ANALYSIS RELOADING BELOW PO AND REBOUND RELOADING ABOVE PO BUT BELOW PC Above elevation 620 feet .005 .012 CR / i+eo Elevation 590 to 620 feet .005 .007 Elevation 560 to 590 feet .001 .004 Elevation 540 to 560 feet .001 .001 Cv (ft2/day) 2.0 2.0 LSCS-UFSAR TABLE 2.5-41 TABLE 2.5-41 REV. 0 - APRIL 1984 COMPARISON OF THEORETICAL AND MEASURED SETTLEMENT THEORETICAL FINAL SETTLEMENT (in.) BUILDING MONUMENT NUMBER FLEXIBLE MAT RIGID MAT MEASURED SETTLEMENT (in.) LAST MEASUREMENT ESTIMATED COMPLETION OF BUILDING CONSTRUCTION Service building SB3 0.60 0.91 1.13 May 1981 100% Turbine building T1A* TR1 TR2 1.73 2.10 1.38 1.73 1.84 1.74 0.86 1.49 2.05 August 1976 May 1981 May 1981 100% Auxiliary building AUX 2.37 1.96 2.66 May 1981 100% Reactor building R1 R2 2.91 2.99 2.30 2.06 2.46 2.50 May 1981 May 1981 100% Off-gas building OG2 0.95 2.48 0.60 May 1981 100% Lake screen house LSH3 1.20 ---- 0.23 May 1981 100%

• Settlement readings for monument T1A were discontinued after the August 1976 reading.

LSCS-UFSAR TABLE 2.5-42 TABLE 2.5-42 REV. 0 - APRIL 1984 SUMMARY OF GAS STORAGE FIELDS WITHIN 30 MILES GAS STORAGE FIELD GEOLOGIC STRUCTURE STORAGE RESERVOIR APPROXIMATE ELEVATION TOP OF STORAGE RESERVOIR (ft MSL) THICKNESS OF CAPROCK(ft) CLOSURE (ft) DISTANCE FROM SITE (MILES) Ancona Asymmetrical anticline with two domes at crest Mt. Simon Sandstone -1550 400 290; 96 on dome near Ancona, 89 on dome near Garfield 18 Herscher-Northwest Doubly plunging anticline Mt Simon Sandstone -1590 161 58 27 Pontiac Anticline Mt. Simon Sandstone -2280 125 100 27 Troy Grove Elongated dome Mt. Simon Sandstone - 740 180 100 28 LSCS-UFSAR 2.5A-i REV. 0 - APRIL 1984 APPENDIX 2.5A SELECTED STRUCTURES OUTSIDE THE 200-MILE RADIUS APPENDIX 2.5A TABLE OF CONTENTS PAGE I. PASCOLA ARCH 2.5A-1 II. REELFOOT BASIN 2.5A-1 III. OZARK DOME 2.5A-2 IV. MISSISSIPPI EMBAYMENT SYNCLINE 2.5A-2 V. FAIRFIELD BASIN 2.5A-2 VI. WABASH VALLEY FAULT ZONE 2.5A-3

LSCS-UFSAR 2.5A-1 REV. 0 - APRIL 1984 APPENDIX 2.5A SELECTED STRUCTURES OUTSIDE THE 200-MILE RADIUS I. PASCOLA ARCH The Pascola Arch is a feature that trends N 50° W and is located in the southeastern corner of Missouri and western Tennessee. It is connected to the Ozark Dome and forms the southern edge of the Reelfoot Basin. Stratigraphic evidence indicates the arch developed from Pennsylvanian time through pre-Cretaceous time (Schwalb, 1969, p. 16). By the Late Cretaceous, the arch was a physiographic extension of the Ozark Dome (Stearns and Marcher, 1962, p. 1392). Based upon reconstruction of the paleostructure of the arch, Stearns and Marcher (1962) estimated that about 4000 feet of Paleozoic sediments had been eroded from the arch by Late Cretaceous, exposing Cambrian and Ordovician strata along the crest of the arch. During the formation of the Mississippi Embayment Syncline, the arch was downwarped as much as 2000 feet, and the underlying Paleozoic strata were covered by younger sediments.

II. REELFOOT BASIN The Reelfoot Basin (Schwalb, 1969) is bounded on the south by the Pascola Arch. It is fringed on the east by a broad shelf area, on the north by the Moorman Syncline, and on the west by the Ozark Dome (a broad uplift area which has exposed Precambrian-age rocks at the surface in southeastern Missouri). The elevation of the Precambrian surface varies from lower than 12,000 feet below sea level in the Reelfoot Basin to approximately 4,000 feet below sea level over the Pascola Arch to 1,700 feet above sea level in the Ozark Dome in southeastern Missouri. Stratigraphic evidence indicates the Reelfoot Basin was a depositional center from Cambrian time throughout Ordovician time, and this area continued to receive sediments through Pennsylvanian time (Schwalb, 1969). After a period of erosion, deposition again took place in this area during Cretaceous time through Tertiary (mid-Eocene) time (Cushing, Boswell, and Hosman, 1964).

These younger sediments, referred to as the Mississippi Embayment sediments, were deposited in the Mississippi Embayment Syncline. This syncline overlies the Reelfoot Basin and the Pascola Arch. Deposition of alluvial sediments by the Mississippi River is still occurring within the Mississippi Embayment Syncline.

LSCS-UFSAR 2.5A-2 REV. 0 - APRIL 1984 III. OZARK DOME The Ozark Dome is a broad, asymmetric dome located in southeastern Missouri. The Precambrian surface is exposed in Missouri at a maximum elevation of approximately 1700 feet above sea level. The dome was present in Precambrian time and continued to develop intermittently throughout the Paleozoic. Cenozoic structural development included a major movement in the Tertiary (pre-Pliocene). Intermittent movement continued into the Holocene (McCracken, 1971).

IV. MISSISSIPPI EMBAYMENT SYNCLINE The Mississippi Embayment Syncline is a southward-plunging syncline with the axis trending approximately N 25° E, generally parallel to the Mississippi River. The syncline, an extension of the Gulf Coast Geosyncline, is a wedge-shaped region that includes parts of Alabama, Arkansas, Illinois, Kentucky, Louisiana, Mississippi, Missouri, Tennessee, and Texas (Cushing, Boswell, and Hosman, 1964).

Development of the Mississippi Embayment Syncline began at its southwestern end, possibly as early as the end of the Paleozoic Era (Cushing, Boswell, and Hosman, 1964). The syncline developed to its northernmost extent by the Late Cretaceous, and development continued intermittently until the end of the Eocene (Cushing, Boswell, and Hosman). The maximum thickness of post-Paleozoic strata in the Mississippi Embayment Syncline north of the Pascola Arch is approximately 2000 feet.

Interpretation of gravity data suggests that the crust beneath the Mississippi Embayment is unusually thick in comparison to areas to the north (McGinnis, 1974). This is a further indication of the uniqueness of this area. V. FAIRFIELD BASIN The Fairfield Basin is a deep portion of the Illinois Basin. It is bounded on the east and northeast by the LaSalle Anticlinal Belt, on the west by the Du Quoin Monocline, and on the south by the Cottage Grove-Shawneetown-Rough Creek Fault Zones (Rough Creek Lineament). Principal movements along the LaSalle and Du Quoin flexures occurred during Pennsylvanian and post-Pennsylvanian time. The structural development of the Fairfield Basin was the result of the relative uplift of bordering structures. Latest movements and maximum displacements on the faults along the Rough Creek Lineament occurred in post-Pennsylvanian time, and this faulting formed the southern boundary of the Fairfield Basin. The elevation of the Precambrian surface is lower than 13,000 feet below sea level at the deepest point in the Fairfield Basin (Buschbach, 1975).

LSCS-UFSAR 2.5A-3 REV. 0 - APRIL 1984 VI. WABASH VALLEY FAULT ZONE The Wabash Valley Fault Zone trends N 27° E, roughly parallel to the Wabash River in southeastern Illinois and southwestern Indiana.

The Wabash Valley Fault Zone consists of parallel, high-angle, normal faults that border horst and graben structures. The fault zone is approximately 60 miles long and 30 miles wide. Individual faults tend to be less than 30 miles long (Bristol, 1974). The east-west spacing between the faults varies from 1 to 4 miles. Vertical displacements along these faults are commonly 200 feet or less, but some are as much as 400 feet (Buschbach, 1974; Bristol, 1974; Schwalb, 1974). The displacements of these faults generally decrease north and south along strike. The Wabash Valley Fault Zone is not known to intersect the Rough Creek-Shawneetown Fault Zones in Illinois (Bristol, 1974).

The faults in the Wabash Valley Fault Zone displace Mississippian and Pennsylvanian strata but do not displace overlying Pleistocene sediments. The age of movement is therefore from post-Pennsylvanian to pre-Pleistocene (Buschbach, 1974).