ML15258A370

Shine Medical Technologies V. 0 - Chapter 02 - Site Characteristics

ML15258A370
Person / Time
Site:	SHINE Medical Technologies
Issue date:	08/27/2015
From:	Bynum R Shine Medical Technologies
To:	Office of Nuclear Reactor Regulation
Lynch S
References
SHINE, SHINE.SUBMISSION.22, SHN.PSAR.P, SHN.PSAR.P.10
Download: ML15258A370 (227)

Text

Chapter 2 - Site Characteristics Table of Contents CHAPTER 2 SITE CHARACTERISTICS Table of Contents Section Title Page 2.1 GEOGRAPHY AND DEMOGRAPHY ..................................................................... 2.1-1 2.1.1 SITE LOCATION AND DESCRIPTION ................................................................. 2.1-1 2.1.2 POPULATION DISTRIBUTION ............................................................................. 2.1-2 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES ........ 2.2-1 2.2.1 LOCATIONS AND ROUTES ................................................................................. 2.2-1 2.2.2 AIR TRAFFIC ........................................................................................................ 2.2-4 2.2.3 ANALYSIS OF POTENTIAL ACCIDENTS AT FACILITIES................................... 2.2-8 2.3 METEOROLOGY ................................................................................................... 2.3-1 2.3.1 GENERAL AND LOCAL CLIMATE ....................................................................... 2.3-1 2.3.2 SITE METEOROLOGY ....................................................................................... 2.3-18 2.4 HYDROLOGY......................................................................................................... 2.4-1 2.4.1 HYDROLOGICAL DESCRIPTION ........................................................................ 2.4-1 2.4.2 FLOODS ................................................................................................................ 2.4-4 2.4.3 PROBABLE MAXIMUM FLOOD ON STREAMS AND RIVERS.......................... 2.4-11 2.4.4 POTENTIAL DAM FAILURES ............................................................................. 2.4-13 2.4.5 PROBABLE MAXIMUM SURGE AND SEICHE FLOODING .............................. 2.4-15 2.4.6 PROBABLE MAXIMUM TSUNAMI HAZARDS.................................................... 2.4-15 2.4.7 ICE EFFECTS ..................................................................................................... 2.4-16 2.4.8 COOLING WATER CANALS AND RESERVOIRS.............................................. 2.4-17 2.4.9 CHANNEL DIVERSIONS .................................................................................... 2.4-17 2.4.10 GROUNDWATER CONTAMINATION CONSIDERATIONS ............................... 2.4-17 2.4.11 ACCIDENTAL RELEASES OF RADIOACTIVE LIQUID EFFLUENTS IN GROUND AND SURFACE WATERS .................................................................................. 2.4-17 2.5 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL ENGINEERING................... 2.5-1 2.5.1 REGIONAL GEOLOGY ......................................................................................... 2.5-1 2.5.2 SITE GEOLOGY.................................................................................................. 2.5-11 2.5.3 SEISMICITY ........................................................................................................ 2.5-13 2.5.4 MAXIMUM EARTHQUAKE POTENTIAL............................................................. 2.5-16 2.5.5 VIBRATORY GROUND MOTION ....................................................................... 2.5-18 2.5.6 SURFACE FAULTING......................................................................................... 2.5-19 SHINE Medical Technologies 2-i Rev. 0

Chapter 2 - Site Characteristics Table of Contents Table of Contents (contd)

Section Title Page 2.5.7 LIQUEFACTION POTENTIAL ............................................................................. 2.5-20 2.

5.8 CONCLUSION

S .................................................................................................. 2.5-22

2.6 REFERENCES

....................................................................................................... 2.6-1 2.6.1 GEOGRAPHY AND DEMOGRAPHY .................................................................... 2.6-1 2.6.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES ....... 2.6-2 2.6.3 METEOROLOGY .................................................................................................. 2.6-3 2.6.4 HYDROLOGY...................................................................................................... 2.6-14 2.6.5 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL ENGINEERING................ 2.6-16 SHINE Medical Technologies 2-ii Rev. 0

Chapter 2 - Site Characteristics List of Tables List of Tables Number Title 2.1-1 Resident Population Distribution within 8 Km (5 Mi.) of the SHINE Site 2.1-2 Transient Population Data for Major Employers within 8 Km (5 Mi.) of the SHINE Site 2.1-3 Transient Population Data for Schools within 8 Km (5 Mi.) of the SHINE Site 2.1-4 Transient Population Data for Recreation Areas within 8 Km (5 Mi.) of the SHINE Site 2.1-5 Transient Population Data for Medical Facilities within 8 Km (5 Mi.) of the SHINE Site 2.1-6 Transient Population Data for Lodging Facilities within 8 Km (5 Mi.) of the SHINE Site 2.1-7 Weighted Transient Population within 8 Km (5 Mi.) of the SHINE Site by Source of Transients 2.1-8 Weighted Transient Population Distribution within 8 Km (5 Mi.) of the SHINE Site 2.1-9 Combined Resident and Weighted Transient Population Distribution within 8 Km (5 Mi.)

of the SHINE Site 2.2-1 Significant Industrial Facilities within 8 Km (5 Mi.) of the Project Site 2.2-2 This table number not used 2.2-3 Pipelines within 8 Km (5 Mi.) of the Project Site 2.2-4 Hazardous Chemicals Potentially Transported on Highways within 8 Km (5 Mi.) of the Project Site 2.2-5 Airports Located within 10 Mi. (16 Km) of the SHINE Site Center Point Including Airport Operations at Each Airport 2.2-6 Federal Airways within Ten Mi. (16 Km) of the SHINE Facility 2.2-7 Holding Patterns near the SHINE Facility 2.2-8 DOE Input Values for CONUS Average 2.2-9 Calculated Effective Areas of Safety-Related Structures (sq. mi.) by Aircraft Type Used for the Evaluation of Airways and Airports 2.2-10 This table number not used 2.2-11 Distance from Southern Wisconsin Regional Airport to SHINE Facility 2.2-12 Probability (x 10-8) of a Fatal Crash per Square Mile per Aircraft Movement 2.2-13 Number of Operations per Year at Southern Wisconsin Regional Airport 2.2-14 Aircraft Operation by Aircraft Type on Each Runway 2.2-15 Total Crash Probability SHINE Medical Technologies 2-iii Rev. 1

Chapter 2 - Site Characteristics List of Tables List of Tables (contd)

Number Title 2.2-16 Bounding Explosive Chemical Hazards within 5 Mi. (8 Km) of the Project Site 2.2-17 Stationary Explosion Analysis 2.2-18 Flammable Vapor Cloud Explosion Analysis 2.2-19 On-Site Pipeline Analysis 2.2-20 Heat Flux Analysis 2.2-21 Bounding Toxic Chemical Hazards within 5 Mi. (8 Km) of the SHINE Site 2.3-1 Selected Characteristics of Wisconsin Physiographic Provinces(a) 2.3-2 Madison, Wisconsin Climatic Means and Extremes 2.3-3 Rockford, Illinois Climatic Means and Extremes 2.3-4 Madison, Wisconsin and Rockford, Illinois Additional Climatic Means and Extremes 2.3-5 List of NOAA ASOS Stations Located within the Site Climate Region 2.3-6 List of NOAA COOP Stations in the Site Climate Region for which Clim-20 Summaries are Available 2.3-7 Regional Tornadoes and Waterspouts 2.3-8 Details of Strongest Tornadoes in Rock County, Wisconsin 2.3-9 Details of Strongest Tornadoes in Surrounding Counties Adjacent to Rock County, Wisconsin 2.3-10 Precipitation Extremes at Local and Regional NOAA COOP Meteorological Monitoring Stations within the Site Climate Region 2.3-11 Mean Seasonal and Annual Hail or Sleet Frequencies at Rockford, Illinois and Madison, Wisconsin 2.3-12 Ice Storms that have Affected Rock County, Wisconsin 2.3-13 Mean Seasonal Thunderstorm Frequencies at Rockford, Illinois and Madison, Wisconsin 2.3-14 Design Wet and Dry Bulb Temperatures 2.3-15 Estimated 100-Year Return Maximum and Minimum DBT, MCWB coincident with the 100-Year Return Maximum DBT, Historic Maximum WBT and Estimated 100-Year Annual Maximum Return WBT 2.3-16 Dry Bulb Temperature Extremes at Local and Regional NOAA COOP Meteorological Monitoring Stations within the Site Climate Region 2.3-17 Nearest Class I Areas to the Project Site SHINE Medical Technologies 2-iv Rev. 1

Chapter 2 - Site Characteristics List of Tables List of Tables (contd)

Number Title 2.3-18 Mean Temperature and Precipitation Climate Parameters for Available Normal (30-year) Periods and Extreme Precipitation, Temperature, and Tornado Occurrence Climate Parameters for Historic (10-year) Periods 2.3-19 FAA Specifications for Automated Weather Observing Stations 2.3-20 Table Annual Data Recovery Rates (in Percent) of Dry Bulb Temperatures, Relative Humidity, Wind Speed, and Wind Direction from the Southern Wisconsin Regional Airport for 2005-2010 2.3-21 Historical Dry Bulb Temperatures, Relative Humidity, and Wind Speed from the Southern Wisconsin Regional Airport for 2005-2010 2.3-22 Annual Joint Data Recovery Rates of Wind Speed, Wind Direction, and Computed Pasquill Stability Class from the Southern Wisconsin Regional Airport 2.3-23 Pasquill Stability Class Frequency Distributions from the Southern Wisconsin Regional Airport (Percent) 2005-2010 2.3-24 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class A) 2.3-25 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class B) 2.3-26 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class C) 2.3-27 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class D) 2.3-28 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class E) 2.3-29 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class F) 2.3-30 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class G) 2.4-1 Water Table in the Boreholes Drilled at the Site 2.4-2 Monitoring Results in SM-GW-1A, SM-GW-2A, SM-GW-3A and SM-GW-4A Wells 2.4-3 Summary of Slug Test for Monitoring Wells SM-GW-1A, SM-GW-2A, and SM-GW-3A 2.4-4 Permeabilities Evaluated from Bouwer and Rice (1976) Method, AQTESOLV, and the Average, Standard Deviation of the Results for All of the Tests and Slug-in, Slug-out Tests 2.4-5 Summary of FEMA Flood Information for the Rock River)

SHINE Medical Technologies 2-v Rev. 0

Chapter 2 - Site Characteristics List of Tables List of Tables (contd)

Number Title 2.4-6 Summary of FEMA Flood Information for the Un-Named Tributary to the Rock River 2.4-7 Design Precipitation 24-Hour Storm Accumulations 2.4-8 Summary of Greatest Regional PMP Precipitation Values 2.4-9 Summary of PMP Values for Similar Basin Size 2.4-10 Summary of PMF Estimates for the SHINE Site 2.4-11 Parameters for PMF Calculations 2.4-12 Dams Near the SHINE Site 2.4-13 Summary of Parameters Used for Advective Travel Time Estimations 2.4-14 PMP Values and Intensities at the SHINE Site 2.5-1 Historic Earthquake Epicenters Located Within Approximately 200 Miles (322 km) of the SHINE Site 2.5-2 Modified Mercalli Intensity Scale 2.5-3 Recorded Earthquake Intensities (Modified Mercalli Intensity - MMI) for Earthquakes Within Approximately 200 Miles (322 km) of the SHINE Site 2.5-4 Recorded Earthquake Intensities (Modified Mercalli Intensity - MMI) for Earthquakes with Epicenters farther than 200 Miles (322 km) of the SHINE Site 2.5-5 Probabilistic Estimates of PGA for Selected Return Periods at the SHINE Site for an Average Shear Wave Velocity (760 m/s) Site Class B 2.5-6 2009 IBC-ASCE 7-05 Seismic Parameters for the SHINE Site SHINE Medical Technologies 2-vi Rev. 0

Chapter 2 - Site Characteristics List of Figures List of Figures Number Title 2.1-1 Location of SHINE Project Site 2.1-2 Prominent Features in Site Area 2.1-3 Boundaries and Zones Associated with the Facility 2.1-4 Topography in Site Area 2.1-5 Population Groupings within 8 Km (5 Mi.) Radius 2.1-6 Resident Population Distribution - 2010 2.1-7 Resident Population Distribution - 2013 2.1-8 Resident Population Distribution - 2014 2.1-9 Resident Population Distribution - 2018 2.1-10 Resident Population Distribution - 2019 2.1-11 Resident Population Distribution - 2045 2.1-12 Resident Population Distribution - 2050 2.1-13 Weighted Transient Population Distribution - 2010 2.1-14 Weighted Transient Population Distribution - 2013 2.1-15 Weighted Transient Population Distribution - 2014 2.1-16 Weighted Transient Population Distribution - 2018 2.1-17 Weighted Transient Population Distribution - 2019 2.1-18 Weighted Transient Population Distribution - 2045 2.1-19 Weighted Transient Population Distribution - 2050 2.1-20 Combined Resident and Transient Population Distribution - 2010 2.1-21 Combined Resident and Transient Population Distribution - 2013 2.1-22 Combined Resident and Transient Population Distribution - 2014 2.1-23 Combined Resident and Transient Population Distribution - 2018 2.1-24 Combined Resident and Transient Population Distribution - 2019 2.1-25 Combined Resident and Transient Population Distribution - 2045 2.1-26 Combined Resident and Transient Population Distribution - 2050 2.2-1 Facilities and Transportation within 8 Km (5 Mi.) of the Project Site 2.2-2 Airports and Airway Centerlines within 10 Mi. (16 Km) of the SHINE Facility 2.3-1 Principle Tracks of Winter Synoptic Cyclones that Potentially Affect Wisconsin Weather 2.3-2 Physiographic Provinces of Wisconsin 2.3-3 Mean Wisconsin Winter Month Temperatures SHINE Medical Technologies 2-vii Rev. 0

Chapter 2 - Site Characteristics List of Figures List of Figures (Contd)

Number Title 2.3-4 Mean Wisconsin Spring Month Temperatures 2.3-5 Mean Wisconsin Summer Month Temperatures 2.3-6 Mean Wisconsin Autumn Month Temperatures 2.3-7 Mean Wisconsin Winter Month Precipitation 2.3-8 Mean Wisconsin Spring Month Precipitation 2.3-9 Mean Wisconsin Summer Month Precipitation 2.3-10 Mean Wisconsin Autumn Month Precipitation 2.3-11 NOAA COOP Network Climate Divisions of Wisconsin 2.3-12 Outline of Climate Region Representative of the Site 2.3-13 Illinois Annual Mean Water Equivalent Precipitation 2.3-14 Illinois Annual Mean Snowfall 2.3-15 Illinois Annual Mean Dry Bulb Temperatures 2.3-16 NOAA ASOS Stations Located within the Site Climate Region 2.3-17 NOAA COOP Stations Located within the Site Climate Region 2.3-18 Wisconsin and Illinois Counties within Site Climate Region Selected for Investigation of Severe Weather Phenomena 2.3-19 Annual Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-20 January Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-21 February Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-22 March Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-23 April Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-24 May Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-25 June Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-26 July Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-27 August Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-28 September Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-29 October Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-30 November Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-31 December Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-32 Winter Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-33 Spring Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-34 Summer Wind Rose Southern Wisconsin Regional Airport (2005-2010)

SHINE Medical Technologies 2-viii Rev. 0

Chapter 2 - Site Characteristics List of Figures List of Figures (Contd)

Number Title 2.3-35 Autumn Wind Rose Southern Wisconsin Regional Airport (2005-2010) 2.3-36 Annual Wind Roses Southern Wisconsin Regional Airport (Janesville, WI) and Regional Stations 2.4-1 SHINE Site in Relation to Rock River 2.4-2 Schematic of the Flow System in Rock County 2.4-3 SHINE Site Groundwater Monitoring Wells 2.4-4 Simplified Groundwater Table Contours Based on Measured Groundwater Elevations in Monitoring Wells 2.4-5 SHINE Site Monitored Hydraulic Gradients 2.4-6 Piezometric Water Table Surface from 1958 2.4-7 SHINE Site Vicinity Hydraulic Features 2.4-8 Rock River Cross-Section Used in PMF Calculation 2.4-9 Dam Locations in Vicinity of SHINE Site 2.4-10 Plan - PMP Zones for SHINE Site Area 2.4-11 Plan - Off-Site Drainage Area Delineation 2.5-1 Site Vicinity Map 2.5-2 Map of Physiographic Sections 2.5-3 Tectonic Provinces Map 2.5-4 Generalized Regional Geologic Map 2.5-5 Generalized Regional Structural Geologic Map 2.5-6 Regional Magnetic Anomaly Map and Structural Interpretation 2.5-7 Magnetic Anomaly Map of Wisconsin and Northern Illinois 2.5-8 Regional Bouguer Gravity Anomaly Map 2.5-9 Bouguer Gravity Anomaly Map of Wisconsin and Northern Illinois 2.5-10 Regional Surficial Geology Map 2.5-11 Unconsolidated and Drift Thicknesses Map for Wisconsin and Northern Illinois 2.5-12 Historical Earthquake Epicenters 2.5-13 Isoseismal Map December 16, 1811 Earthquake 2.5-14 Isoseismal Map September 01, 1886 Earthquake 2.5-15 Isoseismal Map September 27, 1891 Earthquake 2.5-16 Isoseismal Map October 31, 1895 Earthquake 2.5-17 Isoseismal Map May 26, 1909 Earthquake SHINE Medical Technologies 2-ix Rev. 0

Chapter 2 - Site Characteristics List of Figures List of Figures (Contd)

Number Title 2.5-18 Isoseismal Map November 09, 1968 Earthquake 2.5-19 Deaggregation of USGS 2008 PSHA Model for 475-Year Return Period PGA 2.5-20 Deaggregation of USGS 2008 PSHA Model for 2,475-Year Return Period PGA 2.5-21 Deaggregation of USGS 2008 PSHA Model for 4,975-Year Return Period PGA 2.5-22 Deaggregation of USGS 2008 PSHA Model for 9,950-Year Return Period PGA 2.5-23 Deaggregation of USGS 2008 PSHA Model for 19,900-Year Return Period PGA SHINE Medical Technologies 2-x Rev. 0

Chapter 2 - Site Characteristics Acronyms and Abbreviations Acronyms and Abbreviations Acronym/Abbreviation Definition

/yr per year

°C degrees Celsius

°F degrees Fahrenheit

°N degrees north (latitude)

°W degrees west (longitude) 10 CFR Title 10 of the Code of Federal Regulations

/Q relative atmospheric concentration ac. acres ac-ft acre-feet ACI American Concrete Institute AFCCC Air Force Combat Climatology Center ALOHA Area Locations and Hazardous Atmospheres ANSI/ANS American National Standards Institute / Ameri-can Nuclear Society ANSS Advanced National Seismic System APO Federal Aviation Administration Office of Avia-tion Policy and Plans AQTESOLV Advanced Aquifer Test Analysis Software ASCE American Society of Civil Engineers ASHRAE American Society of Heating, Refrigerating and Air-Conditioning Engineers, Inc.

ASOS automated surface observing station AWOS automated weather observing station bgs below ground surface BLEVE boiling liquid expansion vapor explosion Btu/hr ft2 british thermal units per hour per square foot CAAS criticality accident alarm system CEUS-SSC Central Eastern United States-Seismic Source Characterization CFR Code of Federal Regulations SHINE Medical Technologies 2-xi Rev. 0

Chapter 2 - Site Characteristics Acronyms and Abbreviations Acronyms and Abbreviations (contd)

Acronym/Abbreviation Definition cfs cubic feet per second CGIAR-CSI Consultative Group on International Agricultural Research-Consortium for Spatial Information Clim-20 Climatography of the United States No. 20 cm centimeter cm/yr centimeters per year CONUS continental United States COOP (National Oceanic and Atmospheric Administration) cooperative observing station DBT dry bulb temperature deg degrees DNR Department of Natural Resources DOA Wisconsin Department of Administration DOE U.S. Department of Energy DOT Wisconsin Department of Transportation DPC Dairyland Power Cooperative E east E[M] expected moment magnitude EDS Environmental Data Service ENE east-northeast EPRI Electric Power Research Institute ESE east-southeast ESRI company name - not an acronym EW east-west (direction)

Fa site coefficient for 0.2 second period FAA Federal Aviation Administration FEMA Federal Emergency Management Agency ft. feet ft/day feet per day SHINE Medical Technologies 2-xii Rev. 0

Chapter 2 - Site Characteristics Acronyms and Abbreviations Acronyms and Abbreviations (contd)

Acronym/Abbreviation Definition ft/sec feet per second ft3 cubic feet Fv site coefficient for 1-second period g gravitational acceleration Ga billion years gal gallon GIA glacial isostatic adjustment GIS geographic information system GMPE ground motion prediction equations GPS Global Positioning System ha hectares HEC-HMS Hydrologic Engineering Center's Hydraulic Modeling System HEC-RAS Hydrologic Engineering Center's River Analysis System HMR hydrometerological reports I-90/39 Interstate 90/39 IAEA International Atomic Energy Agency IBC International Building Code in. inch(es) in. Hg inches of mercury in/yr inches per year ISMCS international station meteorological climate summary JFD joint frequency distribution k hydraulic conductivity K Kelvin kg kilograms kg/m2 kilograms per square meter SHINE Medical Technologies 2-xiii Rev. 0

Chapter 2 - Site Characteristics Acronyms and Abbreviations Acronyms and Abbreviations (contd)

Acronym/Abbreviation Definition KJVL meteorological station identifier for Janesville, Wisconsin km kilometer KMSN meteorological station identifier for Madison, Wisconsin kPa kilopascal kPag kilopascal gauge KRFD meteorological station identifier for Rockford, Illinois kW/m2 kilowatts per square meter lb/ft2 pounds per square foot lbs pounds LCD local climatological data LEL lower explosive limit LL liquid limit M moment magnitude m meter m/day meters per day m/s meters per second m3 cubic meters m3/sec cubic meters per second Ma million years MCE maximum considered earthquake MCR Mid-Continent Rift MCWB mean coincident wet bulb temperature Mfa body-wave magnitude calculated from earthquake felt area mi. mile(s) min minutes ML local magnitude SHINE Medical Technologies 2-xiv Rev. 0

Chapter 2 - Site Characteristics Acronyms and Abbreviations Acronyms and Abbreviations (contd)

Acronym/Abbreviation Definition MLRA Major Land Resource Area mm/yr millimeters per year MMI Modified Mercalli Intensity Mo-99 molybdenum-99 MPag megapascal gauge mph miles per hour MSA MSA Professional Services, Inc.

MSL above mean sea level N north NAMAG North American Magnetic Anomaly Group NAVD 88 North American Vertical Datum of 1988 NCDC National Climatic Data Center NCEER National Center for Earthquake Engineering Research NE northeast NEIC National Earthquake Information Center NEID National Earthquake Intensity Database NGDC National Geophysical Data Center NGVD 29 National Geodetic Vertical Datum of 1929 NLSI National Lightning Safety Institute NNE north-northeast NNW north-northwest NOAA National Oceanic and Atmospheric Administration NPS National Park Service NRC U.S. Nuclear Regulatory Commission NS north-south (direction) nT nanotesla NUREG U.S. Nuclear Regulatory Commission Regulation SHINE Medical Technologies 2-xv Rev. 0

Chapter 2 - Site Characteristics Acronyms and Abbreviations Acronyms and Abbreviations (contd)

Acronym/Abbreviation Definition N-values standard penetrometer test blow counts NW northwest NWS National Weather Service NWSFO National Weather Service Forecast Office OBE operating basis earthquake PDE Preliminary Determination of Epicenters Catalog PGA peak ground acceleration PL plastic limit PMF probable maximum flood PMH probable maximum hurricane PMP probable maximum precipitation PMT probable maximum tsunami PMWS probable maximum wind storm PSAR Preliminary Safety Analysis Report PSHA probabilistic seismic hazard analysis psi pounds per square inch psid pound per square inch differential pressure psig pounds per square inch gauge RCGIS Rock County Geographic Information System RMSE root mean square error RW Runway S south S1 maximum considered earthquake 1-second spectral response acceleration SD1 design spectral response acceleration coefficient at 1 second period SDS design spectral response acceleration coefficient at short periods Sa spectral accelerations SHINE Medical Technologies 2-xvi Rev. 0

Chapter 2 - Site Characteristics Acronyms and Abbreviations Acronyms and Abbreviations (contd)

Acronym/Abbreviation Definition SARA Superfund Amendments and Reauthorization Act SCL Saint Charles Lineament SE southeast sec. seconds SFPE Society of Fire Protection Engineers SH maximum horizontal compressive stress SHINE SHINE Medical Technologies, Inc.

SM1 maximum considered earthquake spectral response for 1-second period modified for soil Site Class SMS maximum considered earthquake spectral response for 0.2 seconds modified for soil Site Class SPT standard penetrometer test sq. km square kilometers sq. mi. square miles SR State Route SR 11 State Route 11 SR 26 State Route 26 SRP Standard Review Plan SS maximum considered earthquake 0.2 second spectral acceleration SSE south-southeast SSW south-southwest SW southwest TL long-period transition period TNT trinitrotoluene UBC Uniform Building Code UEL upper explosive limit US 14 U.S. Highway 14 SHINE Medical Technologies 2-xvii Rev. 0

Chapter 2 - Site Characteristics Acronyms and Abbreviations Acronyms and Abbreviations (contd)

Acronym/Abbreviation Definition US 51 U.S. Highway 51 USACE U.S. Army Corps of Engineers USAF U.S. Air Force USCB U.S. Census Bureau USDA U.S. Department of Agriculture USDA SCS U.S. Department of Agriculture Soil Conservation Service USDOC U.S. Department of Commerce USEPA U.S. Environmental Protection Agency USGS U.S. Geological Survey USHIS U.S. Earthquakes USMC U.S. Marine Corps USN U.S. Navy UTC Universal Time, Coordinated Vs30 average shear-velocity down to 30 meters W west WBAN Weather Bureau Army Navy WBT wet bulb temperature WDNR Wisconsin Department of Natural Resources WGNHS Wisconsin Geological and Natural History Survey WNW west-northwest WSW west-southwest yd. yard(s) yr year SHINE Medical Technologies 2-xviii Rev. 0

Chapter 2 - Site Characteristics Geography and Demography 2.1 GEOGRAPHY AND DEMOGRAPHY 2.1.1 SITE LOCATION AND DESCRIPTION This subsection describes the location and important features of the SHINE Medical Technologies, Inc. (SHINE) site.

2.1.1.1 Specification and Location The SHINE site is located on agricultural property in the City of Janesville, Rock County, Wisconsin. Figure 2.1-1 shows the location of the site in the state, county, and city.

The site boundaries encompass approximately 91 acres (36.8 hectares) of land. All safety-related structures are located within a square area located near the center of the property so as to maximize the distance to the site boundaries in all directions. The center point of this safety-related area has the following coordinates:

Latitude and Longitude North 42º3726.9 West 89º0129.5 Universal Transverse Mercator Coordinates (meters [m])

North 4721064.811 East 333951.569 Wisconsin State Plane Coordinates - South Zone (m)

North 69,804.618 East 679,995.429 The SHINE site is located on the south side of the City of Janesville corporate boundaries, and the densely populated parts of the city are more than 1 mile (mi.) (1.6 kilometers [km]) to the north. Figure 2.1-2 shows prominent natural and man-made features in the vicinity of the project site. The distance and direction from the center point of the safety-related area to major nearby features are as follows:

• U.S. Highway 51 (US 51) 0.3 mi. (0.5.km) west

• Southern Wisconsin Regional Airport 0.4 mi. (0.6 km) west

• Union Pacific Railroad 1.7 mi. (2.7 km) northeast

• Rock River 1.9 mi. (3.1 km) west

• Interstate 90/39 (I-39/I-90) 2.1 mi. (3.4 km) east 2.1.1.2 Boundary and Zone Area Maps Highways, railways, and waterways that traverse or are in close proximity to the SHINE site are shown in Figure 2.1-2. This figure and all of the figures referenced in this subsection have an arrow indicating true north.

SHINE Medical Technologies 2.1-1 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Figure 2.1-3 shows the boundaries and zones applicable to the project site. The square area near the center of the site within which all safety-related structures are located gives the rough location and size of the operations boundary in accordance with ANSI/ANS-15.7-1977 and ANSI/ ANS-15.16-2008. The Emergency Planning Zone is encompassed by the site boundary using the guidance in ANSI/ANS-15.16-2008, Regulatory Guide 2.6, Revision 1, 10 CFR 50.54, and Appendix E to 10 CFR 50.

The site boundary is the property line around the perimeter of the SHINE site in accordance with ANSI/ANS-15.7-1977 and ANSI/ANS-15.16-1982. The controlled area is the area within the site boundary in accordance with 10 CFR 20.1003. In addition, the area directly under the facility operating license will be delineated by the site boundary.

Figure 2.1-4 shows the topography within the vicinity of the SHINE site. The finished site grade elevation is approximately 827 feet (ft.) (252 m) North American Vertical Datum of 1988 (NAVD 88). The project site and adjacent ground within a radius of approximately 1 mi. (1.6 km) is flat.

Within a 5 mi. (8 km) radius from the SHINE site, topographic elevations range from approximately 755 ft. (230 m) NAVD 88 along the Rock River, to approximately 950 ft. (290 m)

NAVD 88 to the east of the site (USGS, 1980). Therefore, the topography within a 5 mi. (8 km) radius ranges from approximately 72 ft. (21.9 m) below to approximately 123 ft. (37.5 m) above the SHINE site grade elevation.

The tallest building to be constructed at the project site is the production facility building, which at its highest point is approximately 58 ft. (17.7 m) above the site grade level. The top of the main exhaust stack for the production facility building is at 66 ft. (20.1 m) above the site grade level.

Two buildings higher than 58 ft. (17.7 m) above ground level have been identified within 5 mi.

(8 km) of the project site. These are St. Marys Hospital, which is 78 ft. (23.8 m) high, and an associated clinic, which is 62 ft. (18.9 m) high. Both of these buildings are approximately 3.9 mi.

(6.3 km) northeast of the SHINE site. However, given their distance from the site, neither of these buildings are expected to affect diffusion or dispersion of airborne effluents.

2.1.2 POPULATION DISTRIBUTION This subsection describes the population distribution within 8 km (5.0 mi.) of the center point of the safety-related area at the SHINE site. The information includes estimates of the resident and transient populations for the most recent census year (2010) and projections of the resident and transient populations for the following future years:

• Year of submitting Construction Permit application (2013)

• Year of submitting Operating License application (2014)

• Five years after submitting Construction Permit application (2018)

• Five years after submitting Operating License application (2019)

• Approximate expected end of Operating License period (2045)

• Five years after approximate expected end of Operating License period (2050)

Estimates and projections of resident and transient populations around the project site are divided into five distance bands (concentric circles at 0 to 1 km (0 to 0.6 mi.), 1 to 2 km (0.6 to 1.2 mi.), 2 to 4 km (1.2 to 2.5 mi.), 4 to 6 km (2.5 to 3.7 mi.), and 6 to 8 km (3.7 to 5.0 mi.) from the center point of the safety-related area) and 16 directional sectors (with each directional sector centered on one of the 16 compass points). For each segment formed by the distance bands and directional sectors, the resident population was estimated using U.S. Census Bureau (USCB)

SHINE Medical Technologies 2.1-2 Rev. 1

Chapter 2 - Site Characteristics Geography and Demography 2010 census data, and the transient population was estimated using the best available data for major employers, schools, recreation areas, medical facilities, and lodging facilities. Transient population data generally was obtained in 2011 and assumed to represent 2010 population levels.

The future resident and transient population growth in each distance/direction segment was projected using specific growth rates that depend on whether the segment is located in the City of Janesville, in the City of Beloit, or in other parts of Rock County. The specific growth rates used in these areas are explained in the following paragraphs.

The City of Janesville Comprehensive Plan, adopted March 9, 2009 (City of Janesville, 2012a),

presents projections of the citys future population calculated using several possible population growth rates. The Comprehensive Plan states that the growth rate identified as 15-Year Rate Projection (Compounded) is considered the most reasonable basis for estimating the citys future population. According to the Comprehensive Plan, this growth rate was calculated by determining the average annual rate of growth of the city population over the 15 year period from 1990 to 2005, resulting in an average growth rate of 1.15 percent per year. This growth rate was used to project future populations for the areas around the SHINE site that are within the City of Janesville corporate boundaries. The estimated 2010 resident and transient population in each distance/direction segment that is located partially or entirely within the city boundaries was increased by 1.15 percent each year from 2011 through 2050.

The City of Beloit Comprehensive Plan, adopted March 17, 2008 (City of Beloit, 2012a), presents projections of the citys future population calculated using several possible population growth rates. The Comprehensive Plan states that the growth rate identified as Building Permits 15-Year Trend is considered to most closely align with the citys expectations for future growth.

According to the Comprehensive Plan, this growth rate was based on new residential building permits issued by the city between 1990 and 2005, resulting in an annual growth rate of 1.3665 percent in 2010, gradually increasing to 1.7 percent by 2030. This gradually increasing growth rate was used to project future populations for the areas around the project site that are within the City of Beloit corporate boundaries. The estimated 2010 resident and transient population in each distance/direction segment that is located partially or entirely within the city boundaries was increased by 1.3665 percent each year from 2011 through 2015, by 1.4859 percent each year from 2016 through 2020, by 1.5814 percent each year from 2021 through 2025, by 1.6534 percent each year from 2026 through 2030, and by 1.7 percent each year from 2026 through 2050.

The Wisconsin Department of Administration (DOA) provides state and county population projections that were developed by the DOA in October 2008 (DOA, 2012). The DOA calculated future population growth rates using the cohort-component method, which involves the review of recent historical patterns to determine age- and sex-specific rates of fertility, mortality, and migration. The DOA used the 1990 to 2000 period between federal censuses and 2000 to 2005 estimated population changes to produce their county population projections. The DOA projections show that the population of Rock County is expected to increase by 3.3 percent for the 5-year period from 2010 to 2015, by 3.0 percent for the period from 2015 to 2020, by 2.6 percent for the period from 2020 to 2025, by 2.1 percent for the period from 2025 to 2030, and by 1.7 percent for the period from 2030 to 2035. The annual growth rates equivalent to these 5-year growth rates were used to project future populations for the areas around the project site that are entirely outside the boundaries of the City of Janesville and the City of Beloit. The estimated 2010 resident and transient population in each distance/direction segment that is located entirely SHINE Medical Technologies 2.1-3 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography outside of the city boundaries was increased by 0.626 percent each year from 2011 through 2015, by 0.595 percent each year from 2016 through 2020, by 0.508 percent each year from 2021 through 2025, by 0.410 percent each year from 2026 through 2030, and by 0.328 percent each year from 2031 through 2050.

The following subsections describe the resident and transient population distribution surrounding the SHINE site.

2.1.2.1 Resident Population The permanent residence nearest to the SHINE site was identified through field reconnaissance and examination of aerial photographs. The nearest permanent residence is a house located approximately 0.50 mi. (0.80 km) northwest of the center point of the safety-related area. There are permanent residences in two other directions that are only slightly farther from the centerpoint, a house located approximately 0.54 mi. (0.86 km) north-northwest of the center point and a house located approximately 0.59 mi. (0.94 km) south-southwest of the center point.

Figure 2.1-5 shows places of significant population grouping (incorporated cities and unincorporated villages) within 8 km (5.0 mi.) of the center point of the safety-related area. The map includes concentric circles drawn at distances of 1 km (0.6 mi.), 2 km (1.2 mi.), 4 km (2.5 mi.), 6 km (3.7 mi.), and 8 km (5.0 mi.) from the center point, and the map is divided into 16 directional sectors, with each directional sector consisting of 22.5 degrees centered on one of the 16 compass points.

The 2010 resident population within the 1 km (0.6 mi.) and 2 km (1.2 mi.) concentric circles was estimated based on the number of occupied houses (as identified through field reconnaissance and examination of aerial photographs) and the average number of people per household (as reported by the USCB). USCB data indicate that Rock County has an average of 2.51 people per household (USCB, 2012a). Therefore, the 2010 resident population was estimated by multiplying the number of occupied houses by 2.51 people per house and rounding to the nearest whole number. The total resident population estimated in this manner is 111 people at a distance of 0 to 1 km (0 to 0.6 mi.) from the SHINE centerpoint, and 207 people at a distance of 1 to 2 km (0.6 to 1.2 mi.). These population estimates are shown in Table 2.1-1 along with the estimates for other distances. Figure 2.1-6 shows the population estimates divided into the distance bands and directional sectors.

USCB 2010 census block and tract data (USCB, 2012b) was used to estimate the resident population within the 4 km (2.5 mi.), 6 km (3.7 mi.), and 8 km (5.0 mi.) distance bands. For each segment formed by the distance bands and directional sectors, the percentage of each census tracts land area that falls, either partially or entirely, within that segment was calculated using the geographic information system (GIS) software known as ArcMap9.3.1 (ESRI, 2009). The equivalent proportion of each census tracts population was then assigned to that segment. If portions of two or more census tracts fall within the same segment, the proportional population estimates for the census tracts were summed to obtain the population estimate for that segment.

Table 2.1-1 shows the total 2010 resident population estimates within the 4 km (2.5 mi.), 6 km (3.7 mi.), and 8 km (5.0 mi.) distance bands, and Figure 2.1-6 shows the population estimates divided into the distance/direction segments.

Using the population projection methodologies described above, the 2010 resident population estimates within the distance bands and directional sectors were extrapolated to the years 2013, SHINE Medical Technologies 2.1-4 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography 2014, 2018, 2019, 2045, and 2050. Table 2.1-1 shows the total projected resident population for these years within the distance bands, and Figures 2.1-7 through 2.1-12 show the population projections for these years divided into the distance/direction segments.

2.1.2.2 Transient Population In addition to the permanent residents around the project site, there are people who enter this area temporarily for activities such as employment, education, recreation, medical care, and lodging. These transient populations were estimated based on data obtained from local officials and government agency websites for major employers, schools, recreation areas, medical facilities (hospitals and nursing homes), and lodging facilities (hotels and motels) within 8 km (5.0 mi.) of the center point of the safety-related area.

Table 2.1-2 lists the major employers identified within 8 km (5.0 mi.) of the SHINE center point, the directional sector and distance band within which each employer is located, and the best available estimate of the total number of people employed at that location. Table 2.1-3 lists the schools identified within 8 km (5.0 mi.) of the SHINE center point, the directional sector and distance band within which each school is located, and the best available estimate of the total number of students at that location. Table 2.1-4 lists the recreation areas identified within 8 km (5.0 mi.) of the SHINE center point, the directional sector and distance band within which each area is located, and the best available estimate of the average number of daily visitors at that location. Table 2.1-5 lists the medical facilities (hospitals and nursing homes) identified within 8 km (5.0 mi.) of the SHINE center point, the directional sector and distance band within which each facility is located, and the best available estimate of the total in-patient capacity (number of beds) at that location. Table 2.1-6 lists the lodging facilities (hotels and motels) identified within 8 km (5.0 mi.) of the SHINE center point, the directional sector and distance band within which each facility is located, and the best available estimate of the lodging capacity (number of rooms) at that location. The transient population estimates shown in Tables 2.1-2 through 2.1-6 were obtained in 2011.

The estimates provided in Tables 2.1-2 through 2.1-6 represent the total number of people expected to be at each facility for any part of a typical day, with no consideration of the length of time they are likely to be there. In order to obtain a more accurate representation of the transient population around the project site, the values in Tables 2.1-2 through 2.1-6 were weighted according to the length of time people could be expected to stay at each facility, assuming typical use patterns for the particular type of facility. Therefore, the estimates for employers and schools (Tables 2.1-2 and 2.1-3) were multiplied by a weighting factor of 0.27, which assumes that each employee or student is present at the facility 9 hours1.041667e-4 days <br />0.0025 hours <br />1.488095e-5 weeks <br />3.4245e-6 months <br /> per day and 5 days per week. The estimates for recreation areas (Table 2.1-4) were multiplied by a weighting factor of 0.33, which assumes that each daily visitor is present at the recreation area 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> per day. The estimates for medical facilities (Table 2.1-5) were not multiplied by any weighting factor, effectively assuming that each bed at each facility is occupied 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> per day and 7 days per week. The estimates for lodging facilities (Table 2.1-6) were not multiplied by any weighting factor, effectively assuming that each room at each facility is occupied 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> per day and 7 days per week.

One significant source of transient population was identified that does not fall into the any of the categories shown in Tables 2.1-2 through 2.1-6, which is people using the Southern Wisconsin Regional Airport in Janesville. Based on information provided by the airport, an average of 560 passengers and crew fly into or out of the airport each day, and 100 employees of various companies (none of which are identified as major employers in themselves) work at the airport.

SHINE Medical Technologies 2.1-5 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Most airport buildings, including the terminal, restaurant, and pilots lounge, are located at the southwestern corner of the airport, which is between 1 and 2 km (0.6 and 1.2 mi.) from the SHINE center point in the southwest directional sector. Therefore, passengers, crew, and most employees were assumed to be in this location. However, there a few buildings with a small number of employees near the eastern edge of the airport, which is within 1 km (0.6 mi.) of the SHINE center point in the west-southwest sector. This location was assumed for 15 percent of the employees (15 of the 100 total employees). The estimated number of passengers and crew was multiplied by a weighting factor of 0.0833, which assumes that each person is present at the airport for 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> for each takeoff or landing. The estimated number of employees was multiplied by a weighting factor of 0.375, which assumes that each employee is present at the airport for 9 hours1.041667e-4 days <br />0.0025 hours <br />1.488095e-5 weeks <br />3.4245e-6 months <br /> per day, 7 days per week.

The weighted 2010 transient population estimates calculated for each type of facility in each distance band are summarized in Table 2.1-7. The totals include the transient populations associated with the Southern Wisconsin Regional Airport as discussed above. Figure 2.1-13 shows the weighted 2010 transient population estimates divided into the distance/direction segments.

Using the same population projection methodologies used for resident populations, the 2010 transient population estimates within the distance bands and directional sectors were extrapolated to the years 2013, 2014, 2018, 2019, 2045, and 2050. Table 2.1-8 shows the total projected transient population for these years within the distance bands, and Figures 2.1-14 through 2.1-19 show the population projections for these years divided into the distance/direction segments.

2.1.2.3 Combined Resident and Transient Population The estimated 2010 and projected future resident and transient population values were summed in order to obtain an indication of the effective total population around the project site. Table 2.1-9 shows the combined resident and transient population values for all years within the distance bands, and Figures 2.1-20 through 2.1-26 show the combined populations for all years divided into the distance/direction segments.

SHINE Medical Technologies 2.1-6 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-1 Resident Population Distribution within 8 Km (5 Mi.) of the SHINE Site Distance Band (km)

Year 0-1 1-2 2-4 4-6 6-8 Total 0-8 2010 111 207 8523 10,295 23,846 42,982 2013 115 214 8809 10,624 24,679 44,441 2014 116 216 8907 10,736 24,963 44,938 2018 122 226 9308 11,194 26,143 46,993 2019 123 228 9411 11,312 26,448 47,522 2045 166 303 12,494 14,744 35,948 63,655 2050 175 320 13,195 15,517 38,148 67,355 SHINE Medical Technologies 2.1-7 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-2 Transient Population Data for Major Employers within 8 Km (5 Mi.) of the SHINE Site Directional Distance Name of Facility Sector Band (km) Employment Seneca Foods Corporation N 2 to 4 415 Blackhawk Technical College Janesville SSE 2 to 4 683 Central Campus Simmons N 2 to 4 239 Monterey Inc. NNE 4 to 6 143 Janesville School District N 4 to 6 1368 J. P. Cullen & Sons NNE 6 to 8 432 Bliss Communications N 6 to 8 230 Blain Supply Co. NE 6 to 8 400 City of Janesville N 6 to 8 411 Dean Health System N 6 to 8 381 SSI Technologies Inc. NNE 6 to 8 382 Mercy Health System N 6 to 8 3687 Mercy Hospital and Trauma Center GHC Specialty Brands NNE 6 to 8 843 Amtec Corporation NE 6 to 8 227 Total - - 9841

References:

Rock County Wisconsin Economic Development Alliance, 2012.

SHINE Medical Technologies 2.1-8 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-3 Transient Population Data for Schools within 8 Km (5 Mi.) of the SHINE Site (Sheet 1 of 2)

Directional Distance Band Name of Facility Sector (km) Enrollment Wisconsin Aviation Academy SW 1 to 2 20 Blackhawk Technical College Janesville SW 1 to 2 34 Aviation Center Rock County Christian School SSW 2 to 4 111 Jackson Elementary School N 2 to 4 325 Lincoln Elementary School NNW 2 to 4 397 Edison Middle School NNW 2 to 4 724 Oakhill Christian School NNW 2 to 4 69 Blackhawk Technical College Janesville SSE 2 to 4 3408 Central Campus University of Wisconsin Rock County Center NW 2 to 4 1211 Janesville Academy For International NW 2 to 4 20 Studies Headstart Janesville N 4 to 6 127 Janesville's Montessori NNW 4 to 6 100 Van Buren Elementary School NNW 4 to 6 359 Wisconsin Center for the Blind and Visually NNW 4 to 6 75 Impaired Wilson Elementary School N 4 to 6 349 St. Patrick's Catholic School N 4 to 6 79 CRES Academy N 4 to 6 5 St. John Vianney Catholic School NNE 4 to 6 256 Rock River Charter School N 6 to 8 163 St. Mary School N 6 to 8 159 J. A. Craig High School NNE 6 to 8 1642 St. Paul's Lutheran Church and School N 6 to 8 287 Roosevelt Elementary School N 6 to 8 365 Adams Elementary School N 6 to 8 442 St William Catholic School NNW 6 to 8 169 SHINE Medical Technologies 2.1-9 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-3 Transient Population Data for Schools within 8 Km (5 Mi.) of the SHINE Site (Sheet 2 of 2)

Directional Distance Band Name of Facility Sector (km) Enrollment Madison Elementary School NNW 6 to 8 390 Franklin Middle School NNW 6 to 8 554 Washington Elementary School NNW 6 to 8 431 Parker High School NNW 6 to 8 1509 Powers Elementary S 6 to 8 325 Turner Middle School S 6 to 8 340 Turner High School S 6 to 8 415 Total - - 14,860

References:

Greatschools, 2012 Schooltree, 2012 SHINE Medical Technologies 2.1-10 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-4 Transient Population Data for Recreation Areas within 8 Km (5 Mi.) of the SHINE Site (Sheet 1 of 2)

Directional Distance Band Name of Facility Sector (km) Daily Visitors Airport Park NW 0 to 1 6 Glen Erin Golf Club SW 1 to 2 60 Prairie Knoll Park and Dog Exercise Area NNW 1 to 2 40 Burbank Park N 2 to 4 10 Southgate Park NNW 2 to 4 5 Happy Hollow Park SSW 2 to 4 5 Happy Hollow Boat Launch SSW 2 to 4 1 Valley Park NW 2 to 4 5 Pershing Park NW 4 to 6 5 Marquette Park N 4 to 6 5 Loch Lommond Park W 4 to 6 5 Rushmore Park NNW 4 to 6 1 Lustig Park and Disc Golf Course NNW 4 to 6 40 LaPrairie Park, Pistol Range, and Trap NNE 4 to 6 20 Range Jeffris Park and Dawson Softball Fields N 4 to 6 25 Monterey Park and Monterey Stadium N 4 to 6 75 Afton Road Boat Launch NNW 4 to 6 2 Lions Park, Beach, and Rotary Gardens NNE 4 to 6 75 Lions Park Boat Launch NNE 4 to 6 5 Kiwanis Pond Boat Launch NNE 4 to 6 5 Fourth Ward Park N 4 to 6 15 Peace Park NNW 4 to 6 40 Rockport Park NNW 4 to 6 50 Rock River Park SSW 4 to 6 20 Vista Park N 4 to 6 5 Blackhawk Golf Course NNE 4 to 6 55 SHINE Medical Technologies 2.1-11 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-4 Transient Population Data for Recreation Areas within 8 Km (5 Mi.) of the SHINE Site (Sheet 2 of 2)

Directional Distance Band Name of Facility Sector (km) Daily Visitors Courthouse Park N 4 to 6 25 Jefferson Park N 6 to 8 10 Bond Park NNW 6 to 8 20 Palmer Park NNE 6 to 8 200 Parker Park N 6 to 8 1 Washington Park N 6 to 8 5 Waveland Park NNW 6 to 8 5 Ruger Park NNE 6 to 8 5 Adams Park N 6 to 8 5 Traxler Park N 6 to 8 125 Traxler Park Central Boat Launch N 6 to 8 10 Traxler Park North Boat Launch N 6 to 8 10 Hampshire Park NNE 6 to 8 5 Huron Park NNE 6 to 8 5 Big Hill Memorial Park SSW 6 to 8 50 Rock County Fairgrounds N 6 to 8 300 Prairie Park N 6 to 8 5 Total - - 1366

References:

City of Beloit, 2012b.

City of Janesville, 2012b.

SHINE Medical Technologies 2.1-12 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-5 Transient Population Data for Medical Facilities within 8 Km (5 Mi.) of the SHINE Site Directional Distance Band Name of Facility Sector (km) Capacity Dupont (Assisted Living) N 2 to 4 6 Kellogg (Assisted Living) N 2 to 4 8 Kandu Industries (services for people with N 2 to 4 40 disabilities)

Rock Valley Community Programs (Caravilla SSE 2 to 4 115 Education and Rehab Center)

Lee Lane (Assisted Living) NNW 2 to 4 6 Cedar Crest Waterford Place Apartments NW 4 to 6 107 Cedar Crest Assisted Living NW 4 to 6 56 Center Avenue (Assisted Living) N 4 to 6 4 LSS Crosby Group Home NNW 4 to 6 6 River Commons Alcocare Inc N 4 to 6 8 REM Jonathon (Assisted Living) NNW 6 to 8 6 Mercy Health System N 6 to 8 244 Mercy Hospital and Trauma Center Goia Home N 6 to 8 4 REM Bond (Assisted Living) NNW 6 to 8 4 Cozy Lil Acre Inc NNW 6 to 8 12 Cozy Lil Acre Inc NNW 6 to 8 13 Riverfront McCann NW 6 to 8 3 REM Canterbury (Assisted Living) NNE 6 to 8 6 Cornelia Corner NNE 6 to 8 4 LSS Janesville Adult Day Services NNE 6 to 8 20 Riverside Terrace S 6 to 8 45 Total - - 717

References:

Mercy Health System, 2011.

Wisconsin Department of Health Services, 2011.

SHINE Medical Technologies 2.1-13 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-6 Transient Population Data for Lodging Facilities within 8 Km (5 Mi.) of the SHINE Site Directional Distance Band Name of Facility Sector (km) Capacity Northern Town Motel N 4 to 6 13 Lannon Stone Motel NNE 6 to 8 29 Baymont Inn NNE 6 to 8 107 Total - - 149

References:

Janesville Area Convention & Visitors Bureau, 2011.

Visit Beloit, 2011.

SHINE Medical Technologies 2.1-14 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-7 Weighted Transient Population within 8 Km (5 Mi.) of the SHINE Site by Source of Transients 2010 Population Estimate by Source Recreation Medical Areas Facilities Lodging (Parks, (Hospitals (Hotels Nature and Distance Major and Preserves Assisted Band (km) Employers Motels) etc.) Schools Living) Totals 0-1 0 0 2 0 0 6(a) 8 1-2 0 0 33 15 0 79(b) 127 2-4 361 0 9 1692 175 0 2237 4-6 408 13 156 365 181 0 1123 6-8 1888 136 251 1942 361 0 4578 0-8 2657 149 451 4014 717 85 8073 a) Includes employees of various companies at the Southern Wisconsin Regional Airport.

b) Includes passengers, crew, and additional employees of various companies at the Southern Wisconsin Regional Air-port.

SHINE Medical Technologies 2.1-15 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-8 Weighted Transient Population Distribution within 8 Km (5 Mi.) of the SHINE Site Distance Band (km)

Year 0-1 1-2 2-4 4-6 6-8 Total 0-8 2010 119 127 2237 1123 4578 8073 2013 123 131 2295 1162 4740 8336 2014 124 133 2315 1175 4795 8426 2018 131 139 2395 1230 5024 8797 2019 132 140 2416 1244 5083 8892 2045 178 189 2943 1673 6919 11,736 2050 188 200 3056 1771 7343 12,383 SHINE Medical Technologies 2.1-16 Rev. 0

Chapter 2 - Site Characteristics Geography and Demography Table 2.1-9 Combined Resident and Weighted Transient Population Distribution within 8 Km (5 Mi.) of the SHINE Site Year Distance Band (km) 0-1 1-2 2-4 4-6 6-8 Total 0-8 2010 119 334 10,760 11,418 28,424 51,055 2013 123 345 11,104 11,786 29,419 52,777 2014 124 349 11,222 11,911 29,758 53,364 2018 131 365 11,703 12,424 31,167 55,790 2019 132 368 11,827 12,556 31,531 56,414 2045 178 492 15,437 16,417 42,867 75,391 2050 188 520 16,251 17,288 45,491 79,738 SHINE Medical Technologies 2.1-17 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES This section identifies and evaluates present and projected future industrial, transportation, and military installations and operations in the area around the SHINE site. NUREG-1537 states that all facilities and activities within 8 km (5 mi.) of SHINE facility should be considered. The SHINE facility includes several irradiation units (IU) located within a safety-related area. Therefore, this section identifies all facilities and activities within 8 km (5 mi.) of the boundaries of the safety-related area. This ensures that all facilities and activities within 8 km (5 mi.) of any of the IUs are considered in the evaluation of potential hazards. In addition, facilities and activities at greater distances are considered as appropriate to their significance.

2.2.1 LOCATIONS AND ROUTES An investigation of industrial, transportation, and military facilities within 8 km (5 mi.) of the project site was performed. The U.S. Environmental Protection Agencys Envirofacts Database was initially used to identify potential facilities within 8 km (5 mi.). The Wisconsin Emergency Management Agency supplied Tier II Chemical Inventory Reports for all of the facilities in Janesville and Beloit, Wisconsin that submitted a 2010 report (Wisconsin Emergency Management, 2011). The facilities identified through the above sources were also verified through field reconnaissance in December 2011. Field reconnaissance consisted of driving all major public roads within an 8 km (5 mi.) radius of the site and noting the location of industrial and transportation facilities and their relevant features (e.g., chemical storage tanks). Information on future industrial growth was obtained from local community comprehensive plans (City of Beloit, 2012, City of Janesville, 2012a). The Director of Economic Development for the City of Janesville was also contacted in regard to future industrial growth (City of Janesville, 2012b).

The following significant facilities were identified for further evaluation:

• Industrial Facilities

- Abitec Corporation

- Crop Production Services

- Evonik Goldschmidt Corporation

- Janesville Jet Center

- School District of Beloit Turner

- United Parcel Service

• Pipelines

- Alliant Energy Natural Gas Pipelines

- ANR Natural Gas Pipeline

• Waterways

- Rock River

• Highways

- Interstate I-90/39

- U.S. Highway 51

- U.S. Highway 14 (US 14)

- Wisconsin State Route 11 (SR 11)

- Wisconsin State Route 26 (SR 26)

• Railroads

- Union Pacific Railroad

- Canadian Pacific Railroad

- Wisconsin & Southern Railroad SHINE Medical Technologies 2.2-1 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities

• Airports

- Southern Wisconsin Regional Airport

- Mercy Hospital Heliport

• Airways

- Federal Airway V24-97

- Federal Airway V63 In addition, an investigation of industrial, military, and transportation facilities beyond 8 km (5 mi.)

from the SHINE site identified the following significant transportation facilities and routes for further evaluation:

• Airports

- Beloit Memorial Hospital Heliport

- Hacklander Airport

- Melin Farms Airport

- Archies Seaplane Base

- Beloit Airport

- Turtle Airport

• Airways

- Jetway Route J90

- Federal Airway V9-63-128

- Federal Airway V9-177

- Federal Airway V24

- Federal Airway V97

- Federal Airway V177

- Federal Airway V216

- Federal Airway V246 Figure 2.2-1 shows the location of the industrial and transportation facilities, with the exception of airways, identified within 8 km (5 mi.) of the SHINE site. Figure 2.2-2 illustrates the airports, jet routes, and airway routes identified within 16 km (10 mi.) of the SHINE site.

2.2.1.1 Descriptions Descriptions of the industrial and transportation facilities, with the exception of airports and airways, identified within 8 km (5 mi.) of the project site are provided in the following subsections. Airports and airways are described in Subsection 2.2.2.

2.2.1.1.1 Industrial Facilities Six existing industrial facilities are identified in Subsection 2.2.1. Table 2.2-1 provides a concise description of these facilities, including their primary functions and major products, as well as the number of persons employed.

In addition, a detailed analysis of the potential hazards to the SHINE facility due to chemical storage both on and off the project site is presented in Subsection 2.2.3 2.2.1.1.2 Pipelines Several natural gas distribution pipelines are located within 8 km (5 mi.) of the project site as depicted in Figure 2.2-1. Available information about these pipelines is included in Table 2.2-3 and summarized below.

SHINE Medical Technologies 2.2-2 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Alliant Energy operates two main natural gas pipelines near the SHINE site. The closest main pipeline is located approximately 2.6 mi. (4.2 km) east of the project site at the nearest approach.

The other pipeline is located 2.8 mi. (4.5 km) south of the SHINE site at the nearest approach.

The closest feeder line is a 6 inch (in.) (15.24 centimeter [cm]) natural gas feeder line that is located just west of US 51. (Alliant Energy, 2012).

ANR Natural Gas operates a natural gas distribution pipeline approximately 3.6 mi. (5.8 km) northeast of the SHINE site at the nearest approach.

2.2.1.1.3 Description of Waterways The Rock River is located approximately 1.7 mi. (2.7 km) west of the project site at the nearest approach. The water level of the river is too low to allow for navigation of any watercraft other than recreational watercraft.

2.2.1.1.4 Highways US 51, a north south highway, runs directly west of the project site. Currently, the site can only be accessed from US 51.

Other highways within 8 km (5 mi.) of the project site are I-90/39, US 14, and Wisconsin SH 11 and SH 26. The closest approach of I-90/39 is approximately 2.1 mi. (3.4 km) to the east. The closest approach of US 14 is approximately 3.3 mi. (5.3 km) to the north. The closest approach of SH 11 is approximately 0.6 mi. (1.0 km) to the north. The closest approach of SH 26 is 4.1 mi.

(6.6 km) to the north.

Information is not available about the materials transported on the roads in the vicinity of SHINE site; therefore, Superfund Amendments and Reauthorization Act (SARA) Title III, Tier II reports for industrial facilities within 8 km (5 mi.) of the SHINE site were reviewed to determine chemicals that may be transported on nearby roads. The Wisconsin Department of Transportation Guide for Truckers (Wisconsin DOT, 2012) provided the maximum allowable tonnage a truck could carry on Wisconsin highways. Table 2.2-4 summarizes the chemicals that are present at the industrial facilities that could pose a hazard when transported. In addition, bounding chemicals that were not identified as being used within 5 mi. (8 km) of the SHINE facility, but are known to be significantly hazardous, such as hydrogen, were analyzed as potentially traveling on I-90/39.

These chemicals are shown in Table 2.2-4. A detailed analysis of the potential impacts of chemical transportation on the SHINE facility is presented in Subsection 2.2.3.

2.2.1.1.5 Railroads There are three railroad lines located within 8 km (5 mi.) of the SHINE site. The railroads transport hazardous and non hazardous material (Rock County, 2012).

The Union Pacific line, approximately 1.4 mi. (2.3 km) east of the SHINE site, is the nearest railroad line to the site. The Canadian Pacific (formerly I&M Rail Link) line is located on the west bank of the Rock River and its closest approach to the site is approximately 2.0 mi. (3.2 km) to the west. The Wisconsin & Southern Railroad Company is located on the west bank of the Rock River and its closest approach to the site is approximately 2.7 mi. (4.3 km) to the north. Rock County (2012) provided information on hazardous materials transported on the nearest railroad, SHINE Medical Technologies 2.2-3 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Union Pacific. The chemicals transported on the nearest railroad are analyzed in Subsection 2.2.3.

2.2.1.1.6 Projections of Industrial Growth Overall, a small percentage of Rock County is industrial, with the majority of industries in the larger cities of Janesville and Beloit. The only planned industrial growth identified within 8 km (5 mi.) of the SHINE site is expansion of the Southern Wisconsin Regional Airport. The airport plans on expanding runways away from US 51. The airport operations are not expected to grow significantly (Burdick, 2012a). The Janesville and Beloit Comprehensive Plans do not provide details of any planned industrial growth (City of Beloit, 2012; City of Janesville, 2012a).

2.2.2 AIR TRAFFIC 2.2.2.1 Airports Table 2.2-5 provides a list of airports within 10 mi. (16 km) of the site. The Mercy Hospital Heliport and the Southern Wisconsin Regional Airport are the only airports within 5 mi. (8 km).

None of the airports between 5 mi. (8 km) and 10 mi. (16 km) have a number of annual aircraft operations greater than 200d2 (where d is the distance to the SHINE facility in kilometers). The hazards, associated with the Mercy Hospital Heliport and the Southern Wisconsin Regional Airport, are evaluated in Subsection 2.2.2.5.2. Figure 2.2-2 identifies the airports within 10 mi.

(16 km) of the SHINE facility.

2.2.2.2 Airways There are 10 federal airways, including one jetway, located within 10 mi. (16 km) of the SHINE facility (distance from the center of the SHINE facility to the nearest edge of the airway). These airways are identified in Table 2.2-6. NUREG-1537 states that "Factors such as frequency and type of aircraft movement, flight patterns, local meteorology, and topography should be considered" However the document does not provide a screening criterion for the distance of the airways from the SHINE facility. Therefore, NUREG-0800, Standard Review Plan (SRP),

Subsection 3.5.1.6 was used to provide guidance in evaluating airways near the SHINE facility.

For airways where the outer edge of the airway is greater than two statute miles from the SHINE facility, SRP Subsection 3.5.1.6 allows the airway to be screened out with no further evaluation. Each of the 10 federal airways located within 10 mi. (16 km) of the SHINE facility was identified as having an edge of the airway within two statute miles of the SHINE facility (see Table 2.2-6). The hazards associated with these airways are evaluated in Subsection 2.2.2.5.1. Figure 2.2-2 identifies the centerline of federal airways within 10 mi.

(16 km) of the SHINE facility.

2.2.2.3 Military Airports and Training Routes There are no military airports or training routes located within 10 mi. (16 km) of the SHINE facility. The closest military training route is SR771. The centerline of this training route is greater than 25 mi. (40 km) from the SHINE facility. This distance is greater than the 5 mi. (8 km) screening criteria in SRP Subsection 3.5.1.6.

SHINE Medical Technologies 2.2-4 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities 2.2.2.4 Approach and Holding Patterns near the SHINE Facility Three airports have holding patterns near the SHINE facility. Table 2.2-7 provides a list of approach and holding patterns in the vicinity of the SHINE facility. The distance from the edge of each holding pattern to the SHINE facility is greater than two statute miles and they are therefore, in accordance with SRP Subsection 3.5.1.6 screened out and no further evaluation is performed on the holding patterns.

2.2.2.5 Evaluation of the Aircraft Hazard 2.2.2.5.1 Evaluation of Airways The U.S. Department of Energy (DOE) provides a method for estimating the probability per year of an aircraft crashing into the facility. The methodology is outlined in DOE Standard DOE-STD-3014-96 (DOE, 2006) and utilizes crash rates for non-airport operations.

The non airport crash impact frequency evaluation is determined from using the following "four factor formula" (DOE, 2006):

Fj = NjPjfj(x,y)Aj (Equation 2.2-1)

Where:

Fj = crash impact frequency j = each type of aircraft suggested in the DOE Standard NjPj = expected number of in-flight crashes per year fj(x,y) = probability, given a crash, that the crash occurs in a 1-square-mile area surrounding the facility Aj = effective plant area Tables B-14 and B-15 of DOE-STD-3014-96 (DOE, 2006) provide NjPjfj(x,y) values for general aviation aircraft, air carriers, air taxis, and small military aircraft applicable for specific DOE sites.

Tables B-14 and B-15 of DOE-STD-3014-96 (DOE, 2006) also provide crash probabilities for unspecified locations in the continental United States (CONUS), and Table B-43 of DOE-STD-3014-96 (DOE, 2006) provides a generic crash frequency for helicopters. Therefore, CONUS average values and generic helicopter values are used for the SHINE facility and are provided in Table 2.2-8.

The effective plant area (Aj) for the safety-related structures of the SHINE facility depends on the length, width, and height of the facility, as well as the aircrafts wingspan, skid distance, and impact angle as explained below (DOE, 2006):

SHINE Medical Technologies 2.2-5 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Aj = Af + As (Equation 2.2-2)

Where:

Af = (WS + R)

• H

• cot + (2*L*W*WS) / R + L

• W (Equation 2.2-3)

And:

As = (WS + R)

• S (Equation 2.2-4)

Where:

Af = effective fly-in area As = effective skid area WS = aircraft wingspan (Table 2.2-8)

R = length of the diagonal of the facility = (L2 + W2)0.5 H = facility height, facility-specific cot = mean of the cotangent of the aircraft impact angle (Table 2.2-8)

L = length of facility, facility-specific W = width of facility, facility-specific S = aircraft skid distance (mean value) (Table 2.2-8)

The total effective area (Aj) for the safety-related structures and the two stacks of the SHINE facility were calculated. Dimensions of the production facility used in the analysis include a width of 200 ft. 4 in, a length of 194 ft. 4 in., and a height of 57 ft. 8 in., as shown in Figures 1.3-3 and 1.3-5. The dimensions for the off-gas stack were assumed to be 24 ft. 6 in. tall and 4 ft. 8 in.

in diameter, and the dimensions of the boiler stack were assumed to be 49 ft. 3 in. tall and 1 ft. 8 in. in diameter.

The calculated effective area for the five aircraft types is provided in Table 2.2-9.

The crash impact probabilities for small non-military aircraft (i.e., general aviation and air taxi),

large non-military aircraft (i.e., air carriers), and military aircraft (i.e., small aircraft and helicopter) from airways are provided in Table 2.2-15.

2.2.2.5.2 Evaluation of Airports Only the Southern Wisconsin Regional Airport (SWRA) and the Mercy Hospital Heliport are within 5 mi. (8 km) of the SHINE facility. No airport between 5 mi. (8 km) and 10 mi. (16 km) from the SHINE facility has greater than 200d2 (where d is the distance to the SHINE facility in kilometers) aircraft operations per year. Based on this screening criteria (from NUREG-1537, Section 2.2.2), only the SWRA and the Mercy Hospital Heliport need to be evaluated for the potential hazard posed by aircraft using these facilities. The Mercy Hospital Heliport is only used sporadically. The greater size of aircraft using the SWRA, greater number of operations at the SHINE Medical Technologies 2.2-6 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities SWRA, and the closer distance from the SHINE facility to the SWRA renders a separate analysis of the Mercy Hospital unnecessary because the probability contribution from Mercy Hospital is negligible.

SRP Section 3.5.1.6, provides a method for estimating the probability of an aircraft crashing into the site from the operations at nearby airports. The probability per year of an aircraft crashing into the site due to airport operations at nearby airports is:

L M PA = (C N A )

j ij j (Equation 2.2-5) i=1 j=1 Where:

PA = probability of crash per year M = number of different types of aircraft L = number of flight trajectories affecting the site, in this case, the runways 14-32, 4-22, and 18-36 Cj = probability per square mile of a crash per aircraft movement, for the jth aircraft Nij = number (per year) of movements by the jth aircraft along the ith flight path Aj = effective plant area (in square miles) for the jth aircraft For the Southern Wisconsin Regional Airport, the same calculated effective areas used for crash impact probabilities from airways are used to calculate the crash impact probabilities from airports.

The calculated effective area for the five aircraft types is provided in Table 2.2-9.

The total operations at the SWRA used in the evaluation of the airport are based on the Federal Aviation Administration (FAA) Office of Aviation Policy and Plans (APO) Terminal Area Forecast Detail Report issued February 2014 (APO, 2014). The number of operations at the airport for each type of aircraft are listed in Table 2.2-13. The operations include both itinerant and local operations. The values provided in Table 2.2-13 are obtained from the maximum forecasted number of operations from 2014 through 2040 for non-military aircraft. A historical average of military operations from 1990 through 2013 is used to calculate crash impact probabilities from military operations. This method is used for military aircraft because the Terminal Area Forecast Detail Report did not forecast any growth from 2014 through 2040. The use of historical averages for military operations is more conservative than use of forecasted values, since the forecasted values are lower.

Based on communication with the Southern Wisconsin Regional Airport and the Janesville Air Traffic Control Tower, the following information was obtained:

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Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities

• 100 percent of the civil operations are general aviation which is considered to be small aircraft. In addition, air taxi operations are treated as general aviation (DOE, 2006).

• The percent of total operations on each runway (Burdick, 2012c):

- Runway 14-32: 35 percent.

- Runway 4-22: 50 percent.

- Runway 18-36: 15 percent

• The breakdown of operations on each runway are as follows (Burdick, 2012c):

- Runway 14-32: 60 percent operations use Runway (RW) 32 and 40 percent operations use RW 14.

- Runway 4-22: 60 percent operations use RW 4 and 40 percent operations use RW 22.

- Runway 18-36: 50 percent operations use RW 18 and 50 percent operations use RW 36.

• Military operations are 1 percent small aircraft and 99 percent helicopters (SHINE, 2015).

Based on this information, the operations on each runway, by type of aircraft, are provided in Table 2.2-14. The distance from the end of each runway to the SHINE facility center point is provided in Table 2.2-11. The probability of a fatal crash per square mile per aircraft movement is provided in Table 2.2-12, where the probabilities for general aviation crashes are applied to general aviation and local civil operations, and probabilities for air carriers are applied to air carrier and air taxi operations.

The crash impact probabilities for small non-military aircraft (i.e., general aviation itinerant operations, local civil operations, and air taxi itinerant operations), large non-military aircraft (i.e., air carriers), and military aircraft (i.e., small aircraft and helicopter) from airports are provided in Table 2.2-15.

2.2.2.5.3 Results of Evaluation of Airways and Airports NUREG-1537 does not provide acceptance criteria to be used to evaluate the aircraft accident probability posed by nearby airports and airways. DOE-STD-3014-96 (DOE, 2006) provides a screening value of 1E-06 per year, where the risk of an aircraft accident is considered acceptable if the frequency of occurrence is less than 1E-06 per year. The calculated crash probability for small non-military aircraft does not meet this criterion (2.6E-04). The safety-related structures of the SHINE facility are designed to withstand the impact of a small non-military aircraft (see Section 3.4). The combined probability of all other aircraft crashes does meet this criterion (6.1E-07).

2.2.3 ANALYSIS OF POTENTIAL ACCIDENTS AT FACILITIES On the basis of the information provided in Subsection 2.2.1 and Subsection 2.2.2, the potential accidents to be considered as design-basis events and the potential effects of those accidents on the facility, in terms of design parameters (e.g., overpressure, missile energies) or physical phenomena (e.g., impact, flammable or toxic clouds) were identified in accordance with 10 CFR 20, 10 CFR 50.34, Regulatory Guide 1.78, Regulatory Guide 1.91, Regulatory Guide 1.206, Regulatory Guide 4.7, and NUREG-1537. The events are discussed in the following subsections.

2.2.3.1 Determination of Design-Basis Events Design-basis events, internal and external to the SHINE facility, are defined as those accidents that have a probability of radiological release to the public on the order of magnitude of 1E-07 per SHINE Medical Technologies 2.2-8 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities year, or greater, with the potential consequences serious enough to affect the safety of the plant to the extent that the guidelines in 10 CFR 50.34 could be exceeded. The following accident categories were considered in selecting design-basis events: explosions, flammable vapor clouds (delayed ignition), toxic chemicals, and fires. The postulated accidents that would result in a chemical release were analyzed at the following locations:

• Nearby transportation routes such as Highway 51 and Interstate-90 (I-90), the Union Pacific Railway, and nearby natural gas pipelines.

• Nearby chemical and fuel storage facilities (industry in the towns of Janesville and Beloit, Wisconsin).

• Chemicals stored or used at the SHINE facility.

2.2.3.1.1 Explosions Accidents involving detonations of high explosives, munitions, chemicals, or liquid and gaseous fuels were considered for facilities and activities in the vicinity of the plant or on-site where such materials are processed, stored, used, or transported in quantity. The effects of explosions are a concern in analyzing structural response to blast pressures. The effects of blast pressure from explosions from nearby railways, highways, or facilities to critical plant structures were evaluated to determine if the explosion would have an adverse effect on plant operation or would prevent a safe shutdown.

The allowable (i.e. standoff) and actual distances of hazardous chemicals transported or stored were determined in accordance with Regulatory Guide 1.91, Revision 1, Evaluations of Explosions Postulated to Occur on Transportation Routes Near Nuclear Power Plants.

Regulatory Guide 1.91 cites 1 pound per square inch (psi) (6.9 kilopascal [kPa]) as a conservative value of peak positive incident overpressure, below which no significant damage would be expected. Regulatory Guide 1.91 defines this standoff distance by the relationship R >

kW1/3 where R is the distance in feet from an exploding charge of W pounds of trinitrotoluene (TNT); and the value k is a constant. The TNT mass equivalent, W, was determined following guidance in NUREG-1805, where the heat of combustion of the chemical is compared to the heat of combustion of TNT.

For those chemicals where the standoff distance using the NUREG-1805 methods are greater than the actual distance from the chemical to the nearest safety-related building, a probabilistic analysis is used. The probabilistic analysis must show that the rate of exposure to a peak positive incident overpressure in excess of 1 pound per square inch differential pressure (psid)

(6.9 kPa) is less than 1 x 10-6 per year, when based on conservative assumptions, or 1 x 10-7 per year when based on realistic assumptions.

Conservative assumptions were used to determine a standoff distance, or minimum separation distance, required for an explosion to have less than 1 psi (6.9 kPa) peak incident pressure. In each of the explosion scenario analyses, an explosion yield factor of 100 percent was applied to account for an in-vessel confined explosion. The yield factor is an estimation of the available combustion energy released during the explosion as well as a measure of the explosion confinement. This is a conservative assumption because a 100 percent yield factor is not achievable:

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• For some atmospheric liquids (e.g., diesel) the storage vessel was assumed to contain fuel vapors at the upper explosive limit. This is conservative because the upper explosive limit produces the maximum explosive mass, given that it is the fuel vapor, not the liquid fuel that explodes. These assumptions are consistent with those used in Chapter 15 of NUREG-1805.

• For compressed or liquefied gases (i.e., propane, hydrogen), it was conservatively assumed that the entire content of the storage vessel is between the upper and lower explosive limits, given that the instantaneous depressurization of the vessel would result in vapor concentrations throughout the explosive range at varying pressures and temperatures that could not be assumed. Therefore, the entire content of the storage vessel was considered as the explosive mass.

For unconfined explosions of propane, methane, or hydrogen, the yield factor is 3 percent from the Handbook of Chemical Hazard Analysis Procedures (FEMA, 1989).

An additional type of stationary explosion is a boiling liquid expansion vapor explosion (BLEVE).

In a BLEVE, a tank of liquefied and (typically) refrigerated gas is released to the environment.

The chemical flashes from liquid to vapor, causing a pressure wave. The expansion occurs isentropically. The methodology for a BLEVE overpressure analysis is from the SFPE Handbook of Fire Protection Engineering (SFPE, 1995).

In some cases, chemicals are screened as being bounded by other chemicals. Three properties of the chemical hazard are used to determine if one of the hazards is bounded by another. First, chemicals that are gases at standard conditions will be more volatile and have a larger explosive mass per storage mass than chemicals that are liquids at standard conditions. Second, chemicals with a smaller lower explosive limit (LEL) and a greater upper explosive limit (UEL) will be more explosive. A larger flammable or explosive range will make an explosion more likely and increase the explosive mass per storage mass. Third, chemicals with a greater heat of combustion will have a larger amount of energy released in an explosion. In addition, the mass of the chemical and the distance from the chemical to the SHINE facility are screening factors.

Chemicals that are closer to the site and in larger tanks are chosen as bounding over chemicals that are farther or smaller.

The on-site and off-site chemicals (Table 2.2-16) are evaluated to ascertain which hazardous materials have the potential to explode, thereby requiring further analysis. The effects of selected explosion events are summarized in Table 2.2-17 and in the following subsections relative to the release source.

2.2.3.1.1.1 Pipelines A stationary explosion of a pipeline is bounded by the delayed ignition explosion of a pipeline.

This is because the constant mass release rate from the pipe results in a much larger total explosive mass, and because the wind is assumed to blow the release towards the site. The distance from the point of the explosion to the SHINE facility is therefore much smaller for flammable vapor clouds than for pipeline explosions at the release point.

2.2.3.1.1.2 Waterway Traffic There is no navigable waterway within 5 mi. (8 km) of the SHINE facility.

SHINE Medical Technologies 2.2-10 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities 2.2.3.1.1.3 Highways Table 2.2-16 includes the hazardous materials potentially transported on US 51 and I-90/39. The materials that were identified as the bounding chemicals for explosive potential were diesel, ethylene oxide, gasoline, and propane on US 51, and hydrogen on I-90/39. The remaining chemicals are either non-explosive (chlorine, sulfur dioxide, and nitric acid) or are bounded based on the comparison method discussed in Subsection 2.2.3.1.1 (ammonia, propylene oxide, and styrene).The maximum quantity of the identified chemicals assumed to be transported on the roadway was 50,000 pounds (lb.) (22,679 kilograms [kg]) per Regulatory Guide 1.91, except for the hydrogen, where at most 3300 lb. (1496 kg) is on a single truck per 49 CFR 173.318.

An analysis of the identified chemicals was conducted using TNT equivalency methodologies, as described in Subsection 2.2.3.1.1. The results indicate that the minimum separation distances (i.e.,

safe standoff distances) are less than the shortest distance to a safety-related SHINE structure from any point on US 51 or I-90/39. A tank of diesel that contains 1,258,091 lb. (570,660 kg) of diesel is acceptable at 0.22 mi. (0.35 km). A tank of ethylene oxide that contains 440,000 lb. (199,580 kg) of ethylene oxide is acceptable at 0.22 mi. (0.35 km). A tank of gasoline that contains 133,946 lb. (60,756 kg) is acceptable at 0.22 mi. (0.35 km). A tank of jet fuel containing 500,000 lb. (226,796 kg) is acceptable at 0.22 mi. (0.35 km). A tank of propane that contains 55,724 lb. (25,275 kg) is acceptable at 0.22 mi. (0.35 km). The closest safety-related SHINE area is located approximately 0.22 mi. (0.35 km) from US 51.

The propane truck was also analyzed for a BLEVE overpressure. The standoff distance to a 1 psid (6.9 kPa) overpressure is 332 ft. (101 m). This is much less than the actual distance from US 51 to the SHINE facility, 0.22 mi. (0.35 km).

A tank containing 18,196 lb. (8253 kg) of hydrogen is acceptable at a distance of 0.22 mi. (0.35 km). The closest safety-related SHINE area is 2.1 mi. (3.4 km) from I-90/39.

The limiting stationary explosions are shown in Table 2.2-17.

Based on the above, an explosion involving potentially transported hazardous materials on US 51 or I-90/39, would not adversely affect operation of SHINE.

2.2.3.1.1.4 On-Site Chemicals SHINE will use electric forklifts. Therefore, propane was not identified as a potential on-site explosive hazard.

On-site stationary chemicals were analyzed using the TNT equivalency methodologies, as described in Subsection 2.2.3.1.1. Three chemicals were identified as being potential explosive hazards on-site: deuterium/tritium, diesel oil, and n-dodecane. One chemical, nitrogen, was analyzed for a BLEVE.

The deuterium and tritium are used in the production facility and are treated for this analysis as hydrogen gas. For both chemicals, the maximum expected mass in one container is between 0.4 lbs and 0.25 lbs (0.18 kg and 0.11 kg). This is a very low mass, however, because these chemicals are used in production, there is no separation between the hazard and the SHINE safety-related structures and areas. The deuterium and tritium gas systems and processes are designed to minimize the probability of an explosion. With safety features, and the very small mass of each chemical, the probability of an explosion causing enough damage to the facility to cause a radiological release to the public is low.

SHINE Medical Technologies 2.2-11 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities The on-site diesel explosion is analyzed using a probabilistic analysis. The total probability of a significant explosion is estimated using the probability of a spill and the conditional probability of an explosion given a spill. The probability of a large release from a single walled stationary tank at a fixed facility is 1 x 10-5 spills per year and the probability of a spill from a double walled stationary tank is 1 x 10-6 spills per year (FEMA, 1989). The rate of explosions per spill from diesel tanks is very low. A report on ignition probabilities for oil and gas states that for releases of combustible liquids stored at ambient pressure and at temperatures below their flash point from onshore outdoor storage area tanks, the ignition probability is at most 0.24 percent. Combined with the single walled tank spill probability, the frequency of an ignition is 2.4x10-8 ignitions per year, significantly less than the acceptance criteria.

The on-site diesel explosion probability is also examined qualitatively. First, diesel is not very explosive. The flash point is greater than 100 degrees Fahrenheit (°F) (38 degrees Celsius [°C]).

This means that any liquid or vapor has to be greater than 100°F (38°C) in order to cause ignition. This is unlikely to occur under normal conditions. Second, the diesel tank is buried. This reduces the likelihood of events that might cause the diesel tank to rupture or explode. For example, a buried tank is less likely to be run into by a vehicle on site. A buried tank is therefore more similar to a double walled tank than a single walled tank. With the probability analysis and the qualitative analysis, the probability of an explosion of the on site diesel tank is acceptably low.

The SHINE site standby diesel generator is tested monthly, so diesel refill trucks servicing the diesel tank are infrequent on-site. Due to the infrequency of such a condition, the associated hazards are small.

The on-site n-dodecane is only stored in at most 55 gallon drums. The maximum amount of vapor in the tank is only 0.16 lbs (0.07 kg). This mass is considered negligible.

Failure of the on-site liquid nitrogen tank may cause a BLEVE overpressure on plant structures.

The safe standoff distance for the BLEVE explosion is 194 ft. (59.1 m). The on-site nitrogen tank is located at least 200 ft. (61 m) from the nearest SHINE safety-related building.

Therefore, an explosion of any of these chemicals would not adversely affect operation of SHINE.

2.2.3.1.1.5 Nearby Facilities and Railways There are three additional off-site facilities and railways that have explosive chemicals that are identified as the bounding instances of explosion analysis. The hazardous materials stored at SHINE Medical Technologies 2.2-12 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities nearby facilities that were identified for further analysis with regard to explosive potential are ethylene oxide stored at Abitec and gasoline at Janesville Jet Center. The ethylene oxide is analyzed as a bounding instance between the stationary tank at the facility and the tank transported by rail. In addition, bounding instances of diesel fuel and jet fuel (kerosene) are analyzed. All other nearby chemicals or chemicals transported by railway were dispositioned as being bounding by one of these four bounding instances using the methodology discussed in Subsection 2.2.3.1.1.

A conservative analysis using TNT equivalency methods as described in Subsection 2.2.3.1 was used to determine standoff distances for the storage of the identified hazardous materials.

The largest diesel tank, contains 1,258,091 lb. (570,660 kg) of liquid, corresponding to 668 lb.

(303 kg) of vapor, would be acceptable at a distance of 0.22 mi. (0.35 km). The nearest tank of diesel is greater than 0.5 mi. (0.8 km) from SHINE facility.

The largest ethylene oxide tank, containing 440,000 lb. (199,580 kg) of liquid, corresponding to 896 lb. (406 kg) of vapor, would be acceptable at a distance of 0.22 mi. (0.35 km). The nearest instance (the railroad) of ethylene oxide is 1.6 mi. (2.6 km) from SHINE.

The largest gasoline tank, containing 133,946 lb. (60,756 kg) of liquid, corresponding to 69 lb.

(31 kg) of vapor, would be acceptable at a distance of 0.22 mi. (0.35 km). The nearest tank of gasoline is 0.9 mi. (1.45 km) from SHINE.

A 500,000 lb. jet fuel tank was analyzed at 0.22 mi. (0.35 km) and found to be acceptable. The largest jet fuel (kerosene) tank contains 79,968 lb. (36,272 kg) of liquid, corresponding to 27 lb. (12 kg) of vapor, and is therefore acceptable with margin. The nearest instance of jet fuel (truck on US 51) is 0.22 mi. (0.35 km) from SHINE.

The results using this methodology indicate that the minimum separation distances (i.e., safe standoff distances) are less than the shortest distance from a SHINE safety-related area to the storage location of the identified chemicals. Therefore, an explosion of any of these chemicals would not adversely affect operation of SHINE.

2.2.3.1.1.6 Explosion-Related Impacts Affecting the Design A facility is acceptable when the calculated rate of occurrence of severe consequences from any external accident is less than 1 x 10-6 occurrences per year and reasonable qualitative arguments can demonstrate that the realistic probability is lower. Regulatory Guide 1.91 cites 1 psi (6.9 kPa) as a conservative value of peak positive incident overpressure, below which no significant damage would be expected. SHINE safety-related areas are designed to withstand a peak positive overpressure of at least 1 psi (6.9 kPa) without loss of function/significant damage.

The analyses presented in this subsection demonstrate that a 1 psi (6.9 kPa) peak positive overpressure will not be exceeded at a safety-related structure for any of the postulated explosion event scenarios. As a result, postulated explosion event scenarios will not result in severe consequences.

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Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities 2.2.3.1.2 Flammable Vapor Clouds (Delayed Ignition)

Flammable gases in the liquid or gaseous state can form an unconfined vapor cloud that could drift toward the plant before ignition occurs. When a flammable chemical is released into the atmosphere and forms a vapor cloud, it disperses as it travels downwind. The parts of the cloud where the concentration is within the flammable range, between the lower and upper flammability limits, may burn if the cloud encounters an ignition source. The speed at which the flame front moves through the cloud determines whether it is a deflagration or a detonation. If the cloud burns fast enough to create a detonation, an explosive force is generated.

On-site and off-site chemicals are shown in Table 2.2-16. These chemicals were evaluated to ascertain which hazardous materials had the potential to form a flammable vapor cloud or vapor cloud explosion. For those chemicals with an identified flammability range, the Areal Locations of Hazardous Atmospheres (ALOHA) air dispersion model was used to determine the distances where the vapor cloud may exist between the UEL and the LEL, presenting the possibility of ignition and potential thermal radiation effects (ALOHA, 2008).

The identified chemicals were also evaluated to determine the possible effects of a flammable vapor cloud explosion. ALOHA was used to model the worst case accidental vapor cloud explosion, including the standoff distances and overpressure effects at the nearest SHINE safety-related area. To model the worst case in ALOHA, ignition by detonation was chosen for the ignition source. The standoff distance was measured as the distance from the spill site to the location where the pressure wave is at 1 psi (6.9 kPa) overpressure.

Conservative assumptions were used in both ALOHA analyses with regard to meteorological inputs and identified scenarios. The following meteorological assumptions were used as inputs to the computer model, ALOHA: Pasquill Stability Class F (stable), with a wind speed of 1 meter per second (m/s) (3.3 feet per second [fps]); ambient temperature of 81°F (27°C); relative humidity 50 percent; cloud cover 50 percent; and an atmospheric pressure of 1 atmosphere. Pasquill Stability Class F was selected based on local weather data. Class F represents the 5 percent worst case weather conditions at the SHINE facility. For each of the identified liquid chemicals, it was conservatively assumed that the entire contents of the vessel leaked forming a 1 cm (0.4 in.)

thick puddle. For gaseous chemicals the entire contents were released instantaneously as a gas.

This provides a significant surface area to maximize evaporation and the formation of a vapor cloud in the case of liquid releases, and maximizes the peak concentration in the case of gas releases.

The analyzed effects of flammable vapor clouds and vapor cloud explosions from internal and external sources are summarized in Table 2.2-18 and are described in the following subsections relative to the release source.

2.2.3.1.2.1 Pipelines There are three bounding pipelines operated by Alliant Energy within 5 mi. (8 km) of the SHINE facility. The nearest feeder line runs north-south along the west side of US 51 (where US 51 curves to the east, the pipeline continues straight north-south). It is a [ Proprietary Information

]line and is pressurized at [ Proprietary Information ] pounds per square inch gauge (psig)[

Proprietary Information ]. The nearest approach of the feeder line is 0.28 mi. (0.45 km). The nearest transmission line is roughly a half mile east of I-90/39. It is a [ Proprietary Information SHINE Medical Technologies 2.2-14 Rev. 0

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Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities

]line and is pressurized at [ Proprietary Information ] psig [ Proprietary Information ]. The nearest approach of the transmission line is 2.5 mi. (4.0 km). The third pipeline feeds the SHINE facility.

The pipeline is [ Proprietary Information ] diameter, and is pressurized at [ Proprietary Information

] upstream of a pressure reducing station that is roughly 100 yards (yd.) (91.4 m) from the nearest safety-related building. Downstream of the pressure reducing facility, the line is either [

Proprietary Information ] diameter and supplies many site buildings. The pressure downstream of the reducing station is [ Proprietary Information ].

The two limiting off-site pipelines were analyzed using the methods detailed above. The distance from the transmission pipeline to where the concentration drops below the LEL is 2.2 mi. (3.5 km). Therefore, the concentration of natural gas will always be below the LEL at SHINE. The distance from the feeder pipeline to where the concentration drops below the LEL is 427 yd. (390 m), or 0.24 mi. (0.39 km). Therefore, the concentration of natural gas will always be below the LEL at SHINE. Because the concentrations are below the LEL, a delayed flammable vapor cloud ignition can not occur at SHINE, and therefore there will be no explosive overpressure. The results of flammable vapor cloud ignition analyses are summarized in Table 2.2-18.

The on-site natural gas pipeline was analyzed probabilistically. Accident data was taken from NUREG/CR-6624 and the Handbook of Chemical Hazard Analysis Procedures (FEMA, 1989).

The accident rate for pipelines is 1.5 x 10-3 accidents per year. Only 20 percent of these accidents involve a complete pipeline rupture, the other 80 percent of releases are modeled as released from a 1-in. (2.54 cm) hole. An additional probability factor was applied to account for the fact that few pipeline releases, especially releases of low mass, result in an explosion.

Available data show a connection between the hydrocarbon release rate and the probability of ignition.

The probabilistic analysis involved four cases: Case 1 determined that small releases from 1-in.

(2.54 cm) diameter holes in the pipe are potentially damaging within the pressure reducing station distance. A 1-in. (2.54 cm) pipeline break would release only 26 lb. (12 kg) of natural gas in 5 minutes. The probability of ignition of this small amount of natural gas is less than 0.1 percent. All explosions within the pressure reducing station distance are assumed to damage a SHINE safety-related structure.

Case 2 is for releases outside the pressure reducing station that occur when the Pasquill stability class is Class G. A complete break in the 3-in. (7.62 cm) diameter pipe releases 500 lb. (227 kg) of natural gas in 5 minutes. The probability of ignition of this amount of natural gas is 0.2 percent, however 0.5 percent was conservatively used to model this pipeline.

Case 3 is similar to Case 2 except that the release occurs when the Pasquill stability class is Class F. It was determined that when the stability class is Class E to Class A, a release upstream of the pressure regulating station is not a hazard to SHINE.

Case 4 is for a complete release downstream of the pressure regulating station. Any ignition downstream of the pressure regulating station is conservatively assumed to damage a SHINE safety-related structure.

The results of the probability analysis are in Table 2.2-19. The probability of a hazard to the site is 7.7 x 10-7 hazards per year. This analysis is very conservative for four reasons. First, all ignitions downstream of the pressure regulating station are considered hazards. Second, prevailing wind SHINE Medical Technologies 2.2-15 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities direction is not accounted for. For each release, at least half of the wind directions would blow the release away from the SHINE facility. Third, plume rise is not modeled. Natural gas is lighter than air and would rise. Fourth, the pipeline accident rate is higher by an order of magnitude than some of those found in other sources. Therefore, the site natural gas pipeline is not a threat to the SHINE facility.

2.2.3.1.2.2 Waterway Traffic There is no navigable waterway within 5 mi. (8 km) of the SHINE facility.

2.2.3.1.2.3 Highways The closest SHINE safety-related area is located approximately 0.22 mi. (0.35 km) from US 51.

The hazardous materials potentially transported on US 51 that were identified for further analysis are ethylene oxide, gasoline, and propane. The closest SHINE safety-related area is located approximately 2.1 mi. (3.4 km) from I-90/39. The hazardous chemical potentially transported on I-90/39 that was identified for further analysis was hydrogen.

The methodology presented previously in Subsection 2.2.3.1.2 was used for determining the standoff distance for vapor cloud ignition and delayed vapor cloud explosion. Consistent with Regulatory Guide 1.91, it was conservatively estimated that at most, tanker trucks carry and release 50,000 lb. (22,679 kg) of the identified chemical. The largest amount of hydrogen on a truck that was analyzed was 3300 lb. (1496 kg).

The distance to the LEL for a gasoline release from a truck on US 51 is 376 yd. (344 m), or 0.214 mi. (0.344 km). This is less than the distance from US 51 to SHINE, 0.22 mi. (0.35 km).

The distance to the LEL for the hydrogen release from a truck on I-90/39 is 1351 yd. (1235 m), or 0.77 mi. (1.24 km). This is less than the distance from I-90/39 to SHINE, 2.1 mi. (3.4 km).

The ethylene oxide trucks were analyzed using a probabilistic analysis. Accident data was taken from NUREG/CR-6624 and the Handbook of Chemical Hazard Analysis Procedures (FEMA, 1989). The accident frequency used was 2 x 10-6 accidents per truck mile, where 20 percent of accidents result in a spill. When a spill occurs, 20 percent of spills are of between 10 percent and 30 percent of the contents, and 20 percent of spills are complete releases. The analysis showed that a release is acceptable at 0.5 mi. (0.8 km) for all stability classes, and that a spill of only 10 percent of the contents is acceptable at 0.22 mi. (0.35 km). There are a total of 99 allowable shipments per year of ethylene oxide on US 51 past SHINE.

Both of the ethylene oxide users within 5 mi. (8 km) of the SHINE facility were contacted with regards to ethylene oxide shipments. Both facilities stated that they get ethylene oxide by rail.

Therefore, the number of shipments of ethylene oxide past the site will be much less than 99 shipments per year.

The propane trucks were analyzed using a probabilistic analysis. Again, the accident frequency used was 2 x 10-6 accidents per truck mile, where 20 percent of accidents result in a spill. When a spill occurs, 20 percent of spills are greater than 30 percent of the contents. The analysis showed that a release is acceptable for Class F and lower at 0.3 mi. (0.5 km), is acceptable for Class G at 0.5 mi. (0.8 km), and is always acceptable for releases of 30 percent or less of the SHINE Medical Technologies 2.2-16 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities contents. There are a total of 404 allowable shipments per year of propane on US 51 past SHINE.

Though the annual number of shipments is unknown, this expected shipment frequency is acceptable for the following reasons. First, there are no instances of propane listed in the tier II reports for any facility within 5 mi. (8 km) of the SHINE facility. This would mean that the local usage of propane will be residential or to local farms, and is less likely to require a 50,000 lb.

(22,679 kg) truck delivery. Second, there are large propane facilities on all sides of the SHINE facility, in Janesville, Milton, and Beloit, Wisconsin. Those that are distributors are likely to distribute to locations nearer to them, which limits the expected number of trucks that travel between Janesville and Beloit, Wisconsin. These facilities are also expected to get their deliveries from I-90/39, as opposed to US 51. Propane trucks on I-90/39 (distance of 2.1 mi. [3.4 km]) are acceptable based on the results presented above. Therefore, it is expected that the number of shipments of 50,000 lb. (22,679 kg) of propane down US 51 is less than 404 per year.

The results of flammable vapor cloud ignition and explosion analyses are summarized in Table 2.2-18.

2.2.3.1.2.4 On-Site Chemicals On-site chemicals are also analyzed for flammable vapor cloud explosions. The only on-site chemical that was analyzed for a flammable vapor cloud were the deuterium/tritium cylinders.

SHINE will use electric forklifts. Therefore, propane was not analyzed for a flammable vapor cloud explosion.

The bounding amount of deuterium/tritium at risk in one IU cell is roughly 1375 standard liters.

At the LEL for hydrogen, 4 percent, this corresponds to a volume of 1200 ft3 (34 cubic meters

[m3]). The IU cells containing these gases are larger than these volumes, therefore, a detonation explosion inside the facility is not expected. The IU cells containing these gases are larger than these volumes, therefore, a detonation explosion inside the facility is not expected.

The results of flammable vapor cloud ignition and explosion analyses are summarized in Table 2.2-18.

2.2.3.1.2.5 Nearby Facilities and Railways There are three additional off-site facilities and railways that store explosive chemicals that are identified for further analysis. The hazardous materials stored at nearby facilities that were identified for further analysis with regard to explosive potential are gasoline stored at Janesville Jet Center, ethylene oxide at Abitec, and methyl chloride and n-butyl alcohol at Evonik Goldschmidt. In addition, the methyl chloride and ethylene oxide are transported on the Union Pacific Railway. The methodology presented previously in Subsection 2.2.3.1.2 was used for determining the standoff distance for vapor cloud ignition and delayed vapor cloud explosion.

SHINE Medical Technologies 2.2-17 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities The 133,946 lb. (60,756 kg) tank of gasoline at Janesville Jet Center has a standoff distance to where the concentration falls below the LEL of 628 yd. (574 m), 0.36 mi. (0.57 km). The Janesville Jet Center is 0.9 mi. (1.45 km) from the SHINE facility.

A 440,000 lb. (199,580 kg) tank of ethylene oxide has a standoff distance to where the concentration falls below the LEL of 947 yd. (866 m), 0.54 mi. (0.87 km). The nearest instance of a large tank of ethylene oxide is the Union Pacific Railway, 1.6 mi. (2.6 km) from the SHINE facility.

A 320,000 lb. (145,149 kg) tank of methyl chloride has a standoff distance to where the concentration falls below the LEL of 425 yd. (388 m), 0.24 mi. (0.39 km). The nearest instance of a large tank of methyl chloride is the Union Pacific Railway, 1.6 mi. (2.6 km) from the SHINE facility.

The ALOHA model shows that the vapor pressure of n butyl alcohol at the analysis temperature of 81°F (27°C) is less than the LEL. Therefore, n-butyl alcohol cannot support a vapor cloud explosion.

The results of flammable vapor cloud ignition and explosion analyses are summarized in Table 2.2-18.

2.2.3.1.2.6 Flammable Vapor Cloud (Delayed Ignition) Related Impacts Affecting the Design A facility is acceptable when the calculated rate of occurrence of severe consequences from any external accident is less than 1 x 10-6 occurrences per year and reasonable qualitative arguments can demonstrate that the realistic probability is lower. Regulatory Guide 1.91 cites 1 psi (6.9 kPa) as a conservative value of peak positive incident overpressure, below which no significant damage would be expected. SHINE safety-related areas are designed to withstand a peak positive overpressure of at least 1 psi (6.9 kPa) without loss of function.

The analyses presented in this subsection demonstrate that a 1 psi (6.9 kPa) peak positive overpressure is not exceeded at a safety-related structure for any of the postulated flammable vapor cloud, delayed ignition event scenarios.

2.2.3.1.3 Toxic Chemicals Accidents involving the release of chemicals in the vicinity of the plant or on-site were considered for their potential toxicity and ability to affect personnel in the SHINE Control Room.

On-site chemical releases are evaluated using the methodology in Subsection 13b.3.2. Off-site chemical releases are evaluated in this subsection.

The potential for an off-site toxic gas release was evaluated within 5 mi. (8 km) of the site.

SHINE considered stationary sources and mobile sources expected to be transported on US 51, I-90/39, or on local railroads. The effects of a chemical release from a pipeline were considered bounded by the delayed ignition explosion of a pipeline.

SHINE Medical Technologies 2.2-18 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Chemicals are screened in several ways. Only chemicals with vapor pressures greater than 10 Torr at 100°F were considered for further evaluation. Mobile sources were not considered if their shipment was not frequent (i.e., less than 10 shipments per year for truck traffic or 30 shipments per year for rail traffic).

In some cases, chemicals are screened as being bounded by other chemicals. A chemical determined to not present a toxic hazard to the SHINE site can be considered bounding to other chemicals that meet these four criteria: (1) have the same or lower vapor pressure; (2) have similar or lower toxicity; (3) are located the same or a farther distance away; and (4) are present in a similar or lower quantity. Additionally, in order to bound some chemicals, it was assumed that given identical meteorological conditions, initial chemical inventories, and travel distances:

a. A chemical that exists as a gas or vapor will result in higher downwind concentrations than one that exists as a liquid.

b. Volatile liquids, liquids with higher vapor pressures, or liquids with low boiling points near ambient temperatures will result in higher downwind concentrations than non-volatile liquids, liquids with lower vapor pressures, and liquids with high boiling points.

c. A spill or leak of a solid chemical will not result in significant atmospheric concentrations capable of incapacitating an operator at the SHINE site, regardless of the chemical.

This is because solids typically have very low vapor pressures, and solid particulates are heavier than vapor or gas molecules, and are therefore much less widely dispersed in air.

Only those chemicals exceeding the above screening criteria are included in the list of bounding toxic chemicals provided in Table 2.2-21.

For these chemicals, airborne dispersion was evaluated deterministically, using worst-case wind directions, and a temperature and wind speed with an annual exceedance probability of five percent. Only maximum concentration accidents were evaluated based on releases of the maximum expected amounts of chemicals. Maximum concentration-duration accidents were not evaluated because after shutting down the facility the operators do not need to take any other actions to assure facility safety. These deterministic evaluations were performed using ALOHA (Areal Locations of Hazardous Atmospheres), Version 5.4.4 (ALOHA, 2013).

The SHINE Control Room in this evaluation was assumed to have an air-exchange rate of 1.2 exchanges per hour.

Regulatory Guide 1.78 states that an air exchange rate of:

1. 0.015 per hour (i.e., 0.015 of the control room air by volume is replaced by atmospheric ambient air in one hour) is considered representative of a tight control room that has very low-leakage construction features and automatic isolation capabilities.

2. 0.06 per hour is considered representative of a control room that has normal leakage construction features and automatic isolation capabilities.

3. 1.2 per hour is considered representative of a control room with construction features that are not as efficient for leakage control and without automatic isolation capabilities.

SHINE Medical Technologies 2.2-18a Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities A two-minute exposure to National Institute for Occupational Safety and Health (NIOSH)

Immediately Dangerous to Life and Health (IDLH) concentrations was used as the threshold for uninhabitability. For chemicals with no defined IDLH limit, Protective Action Criteria (PAC)

Level 2 limits were used, or the chemical was screened against qualitative toxicity information if no quantitative limits were available.

2.2.3.1.3.1 Pipelines As discussed in Subsection 2.2.3.1.2.1, there are three bounding natural gas pipelines within 5 mi. (8 km) of the SHINE facility. Natural gas is predominantly methane. The toxicity hazard from methane is that of a simple asphyxiant, and there are no defined IDLH or Emergency Response Planning Guideline (ERPG) levels for methane. A cloud of methane would reach potentially explosive concentrations before displacing enough oxygen to cause asphyxiation.

Therefore, the bounding hazard from natural gas is a potential explosion or fire, which was addressed in Subsection 2.2.3.1.2.1 and determined to not be a threat to the SHINE facility.

2.2.3.1.3.2 Waterway Traffic There is no navigable waterway within 5 mi. (8 km) of the SHINE facility.

2.2.3.1.3.3 Highways Table 2.2-21 provides toxic materials potentially transported on US 51 and I-90/39.

The closest SHINE safety-related area is located approximately 0.22 mi. (0.35 km) from US 51, and approximately 2.1 mi. (3.4 km) from I-90/39. For this analysis, these distances were also used as the distance from US 51 and I-90/39, respectively, to the SHINE Control Room.

The hazardous chemicals evaluated were primarily based on those chemicals identified in 2010 Tier II reports in Rock County, Wisconsin (Wisconsin Emergency Management, 2011). The selection of mobile sources for an analysis of potential impact to the SHINE Control Room was based on: (1) the mobile sources of hazardous chemicals described in Table 2.2-4; (2) stationary sources within 5 mi. where deliveries or shipments could be transported on local roads; (3) large quantities of stationary sources elsewhere in the county where deliveries or shipments could be transported on major roads or rail lines; and (4) direct communication with facilities regarding their types, quantities, and frequencies of shipments.

If a chemical is known to be in a tank (i.e., chemicals transported by rail or on US 51 or I-90/39), the dispersion is modeled in ALOHA as a tank source, with the tank volume set to accommodate the entire mass of the chemical. A hole in the bottom of the tank is sized so that the entire tank inventory is released in one minute (minimum release time for ALOHA), and if the chemical is a liquid, forms a puddle that spreads to a maximum area that can be modeled, as determined by ALOHA. Ground type is the ALOHA default soil and ground temperatures are set to ambient conditions.

Chemicals transported by truck were modeled as release of 50,000 lbs of the chemical except for sodium bisulfite and chlorine.

SHINE Medical Technologies 2.2-18b Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Chlorine is shipped in 150-lb cylinders, one-ton containers, cargo tankers (15-22 tons), and up to 90-ton rail cars. The only users of chlorine within 5 mi. (8 km) of the SHINE site are the City of Janesville and the City of Beloit water utilities. The chlorine used is obtained in standard 150-lb cylinders (City of Beloit, 2015 and City of Janesville, 2015a). The maximum amount of chlorine at any one site is 900 lbs. Therefore, a release of chlorine on US 51 is considered only for the case of the failure of one 150-lb cylinder. Chlorine releases on I-90/39 were considered for standard-size shipment containers (one ton containers (2,000 lbs) and 22 ton cargo tankers (44,000 lbs)).

Sodium bisulfite (which could generate sulfur dioxide) was modeled as a 15,000 lb release from US 51, since 15,000 lbs is the maximum inventory size of any current stationary location of sodium bisulfite (City of Janesville, 2015b).

Of the releases analyzed deterministically, only the following were found to be a potential hazard to the SHINE Control Room:

• Ammonia (50,000 lbs) from US 51

• Chlorine (44,000 lbs) from I-90/39

• Propylene oxide (50,000 lbs) from I-90/39

• Sodium bisulfite (15,000 lbs) from US 51 These mobile sources of chemicals were evaluated using a simple probabilistic model, based on shipment or inventory information from local users of those chemicals. The acceptance criteria for releases evaluated in this manner is 10-6 releases per year because the resultant low levels of radiological risk are considered acceptable.

The following equation was used to determine the maximum number of shipments past the SHINE facility before the probability of a release exceeded 1 x 10-6 per year.

Rhaz = Pspill x Raccident x Pweather x Dtrip Where:

Rhaz = Rate of hazards per vehicle trip near the site (hazardous spills/trip)

Pspill = Probability of the spill size (spills/accident)

Raccident = Rate of accidents (accidents/vehicle mile)

Pweather = Adverse wind direction probability (hazardous weather conditions at the site)

Dtrip = Hazardous trip length, the total number of miles that a vehicle travels past the SHINE site each trip where an accident could result in a hazardous condition (vehicle miles/trip)

Chlorine, propylene oxide and sodium bisulfite were eliminated as a hazard to the SHINE Control Room using this probabilistic method.

SHINE Medical Technologies 2.2-18c Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities For chlorine, 53 cargo tanker shipments per year on I-90/39 past the SHINE site are required to exceed a release frequency of 1 x 10-6. Without large producers or users of chlorine in the county, there are expected to be fewer than 53 cargo tanker shipments per year, and this release scenario therefore is not considered a hazard to the SHINE Control Room.

For propylene oxide, 58 truck shipments per year on US 51 are required to exceed a release frequency of 1 x 10-6. Since the only user of propylene oxide within 5 mi. (Abitec Corporation) that receives shipments via truck has 6 shipments per year (Abitec Corporation, 2015),

propylene oxide is not considered a hazard to the SHINE Control Room.

For sodium bisulfite, 553 truck shipments per year on US-51 are required to exceed a release frequency of 1 x 10-6. Since the only current user of sodium bisulfite within 5 mi. has a reported storage quantity of 15,000 lbs, it is very unlikely they send or receive 553 shipments per year.

Sodium bisulfite is therefore not considered a hazard to the SHINE Control Room.

A simple probabilistic analysis is not sufficient to eliminate ammonia from consideration as a hazard to the SHINE site. However, in the most limiting case of the closest, maximum inventory release, worst case wind directions, and five percent annual exceedance maximum wind speeds and atmospheric stability classes, the indoor toxicity limit is approached approximately one minute after the release, and outdoor concentrations begin to rise about 20 seconds after the release. Although there are only approximately 40 seconds between potential detection on-site and reaching the IDLH limit in the SHINE Control Room, the IDLH limit can be tolerated for 2 minutes without physical incapacitation. Therefore, the operators will be able to place the facility in a safe condition prior to the need to use personal protective equipment.

2.2.3.1.3.4 On-Site Chemicals On-site chemical hazards are evaluated in Subsection 13b.3.2. This evaluation included exposure concentrations for workers located 328 ft. (100 m) downwind of a potential spill. The worker exposure calculations are considered representative of exposure to Control Room personnel. The results of this evaluation are presented in Table 13b.3-2.

These concentrations are calculated for a release of the largest container of each chemical on-site and are conservative, since they do not consider the mitigating effects of isolation dampers or the SHINE Control Room air exchange rate, with the exception of nitric acid and n-dodecane, which are only calculated for chemical amounts associated with licensed material. A release of 6,229 lbs of nitric acid (from the Acids Room, as indicated in Table 13b.3-1) or 1,033 lbs of n-dodecane (from the Caustics Room, as indicated in Table 13b.3-1), not associated with licensed materials, results in worker exposure concentrations of 15 ppm or 0.023 ppm, respectively. These concentrations are below the PAC-2 limits of 24 ppm for nitric acid and 0.031 ppm for n-dodecane, and below the IDLH limit of 25 ppm for nitric acid. Since the worker concentrations are below the PAC-2 levels for all chemicals considered, on-site chemical releases are not a hazard to the SHINE Control Room.

SHINE Medical Technologies 2.2-18d Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities 2.2.3.1.3.5 Nearby Facilities and Railways Table 2.2-21 provides stationary sources of bounding toxic chemicals located within 5 mi. (8 km) of the SHINE site and bounding toxic chemicals potentially transported by rail near the facility.

The hazardous chemicals evaluated were primarily based on those chemicals identified in 2010 Tier II reports in Rock County, Wisconsin. Direct communication with individual facilities was used to augment the stationary source information identified in the 2010 Tier II reports.

Releases from rail lines are set at 1.6 mi., which is the distance of the nearest approach of the Union Pacific Railway to the SHINE facility. Chemicals stored or situated at distances greater than 5 mi. from the plant need not be considered because, if a release occurs at such a distance, atmospheric dispersion will dilute and disperse the incoming plume to such a degree that either toxic limits will never be reached or there would be sufficient time for the control room operators to take appropriate action.

The Tier II Report was reviewed for other chemicals used within in the region, not necessarily within 5 mi. of the SHINE site, in a significant quantity (i.e., over 50,000 lbs), such that they may be frequently shipped by rail near the SHINE site. Chemicals already determined to not be hazardous based on vapor pressure or toxicity were not included.

Based on this review, acrylonitrile, which is used by a chemical manufacturer located greater than 5 mi. from the SHINE site, was also considered for analysis based on the large amounts used by this manufacturer.

Assumptions for a rail line tank release were the same as used for highway tank release, as described in Subsection 2.2.3.1.3.3. The tank size for a rail line release was set to 30,000 gallons, and converted to an equivalent mass based on the estimated density of each material.

No release from a stationary source was determined to be a hazard to the SHINE Control Room, as shown in Table 2.2-21. For rail line releases, only ammonia had the potential to exceed toxicity levels in the SHINE Control Room under 5 percent annual exceedance probability worst case meteorological conditions. A probabilistic evaluation was not undertaken for rail shipments of ammonia, since this release was bounded by a postulated tanker truck release, as discussed in Subsection 2.2.3.1.3.3.

2.2.3.1.3.6 Toxic Chemical Related Impacts Affecting the Design Of the chemicals evaluated, only an ammonia release could have a greater than 10-6 per year potential to result in an uninhabitable Control Room, based on a simple probabilistic analysis. For the closest ammonia release, the evaluation shows that the Control Room Operators would be able to shut down the facility (i.e., have at least two minutes) by manually tripping the TSVs prior to needing to use personal protective equipment. This single action ensures:

• Target solution is drained to the criticality-safe dump tank(s);

SHINE Medical Technologies 2.2-18e Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities

• Decay heat from the target solution is removed via conduction through the dump tank(s) walls to the light water pool; and

• Hydrogen buildup in the primary system boundary is controlled via the target solution vessel off-gas system.

These actions will maintain the target solution in a safe shutdown condition. There are no radiological consequences to the workers or the public due to an off-site toxic gas release that affects the facility.

SHINE Medical Technologies 2.2-18f Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities 2.2.3.1.4 Fires Accidents leading to high heat fluxes in the vicinity of the plant were considered. Fires in adjacent industrial plants and storage facilities, oil and gas pipelines, and fires from transportation accidents were evaluated as events that could lead to high heat fluxes.

Three types of fires are analyzed for high heat flux: BLEVE fireballs, pool fires, and jet fires. A BLEVE fireball occurs when a tank containing a flammable liquefied gas bursts. Similar to a BLEVE overpressure, the liquefied gas flashes. The energy released causes the flammable gas to ignite causing a large fireball. A BLEVE fireball typically has a high heat flux, but a short duration. Pool fires occur when a chemical that is liquid at standard conditions spills and catches fire. A jet fire occurs when a pipeline ruptures or pressurized tank has a hole causing the continuous release of flammable gas. Pool fires and jet fires can have much longer durations.

The limiting BLEVE fireball for the SHINE facility is the rupture of the propane truck. The truck contains 50,000 lb. (22,679 kg) of liquefied propane and is 0.22 mi. (0.35 km) from the SHINE facility. The computer program ALOHA was used to calculate the heat flux and duration of the fireball. The results show that the heat flux on the SHINE facility is 3424 british thermal units per hour per square foot (Btu/hr ft2) (10.8 kilowatts/square meter [kW/m2])and that the duration of the fireball is 11 seconds (sec.). This would cause a temperature rise on a concrete wall surface of 32.4°F (18°C). This is not a significant temperature rise when compared to ACI 349 06 (American Concrete Institute [ACI], 2007) standards for short and long term maximum concrete temperatures.

The SHINE site standby diesel generator is tested monthly, so diesel refill trucks servicing the diesel tank are infrequent on-site. Due to the infrequency of such a condition, the associated hazards are small.

The limiting pool fire would come from a gasoline truck on US 51. The truck contains 50,000 lb.

(22,679 kg) of gasoline and is 0.22 mi. (0.35 km) from the SHINE facility. The computer program ALOHA was used to calculate the heat flux for the pool fire. The results show that the maximum heat flux is 926 Btu/hr ft2 (2.92 kW/m2) and that the fire lasts for 53 sec. This would cause a temperature rise on a concrete wall surface of 43.2°F (24°C). This is not a significant temperature rise when compared to ACI 349 06 (ACI, 2007) standards for short- and long-term maximum concrete temperatures.

The limiting off-site jet fire is from the feeder pipeline 0.28 mi. (0.45 km) from the SHINE facility.

The locations, quantities, and storage conditions of on-site chemicals discussed here (including the site pipeline) will be verified before site completion.

The computer program ALOHA was used to calculate the heat flux for the jet fire. The results show that the maximum heat flux is 3.5 Btu/hr ft2 (0.011 kW/m2). This heat flux is negligible compared with the solar heat flux (approximately 317 Btu/hr ft2 [1 kW/m2]). Therefore the pipeline jet fire is not considered a threat to the SHINE facility.

The limiting on-site jet fire is from the 3-in. (7.62 cm) pipeline that feeds the SHINE facility. The pressure is 115 psig (793 kPag) upstream of a pressure reducing station, and 54 psig (372 kPag)

SHINE Medical Technologies 2.2-19 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities downstream of the pressure reducing station. The pressure reducing station is roughly 100 yd.

(91.4 m) from the nearest SHINE safety area. The computer program ALOHA was used to calculate the heat flux for the jet fire. The results show that the maximum heat flux from a fire upstream of the pressure reducing station is 17.9 Btu/hr ft2 (0.0565 kW/m2). This heat flux is negligible compared with the solar heat flux (approximately 317 Btu/hr ft2 [1 kW/m2]).

Downstream of the pressure reducing station, the safe standoff distance to a 317 Btu/hr ft2 (1 kW/m2) is 20 yd. (18 m). The accident rate, release rate and ignition rate apply here as they do in the vapor cloud explosion analysis. Because the standoff distance for a jet fire is substantially less than the standoff distance for a vapor cloud explosion for the on-site pipeline, the jet fire analysis is bounded by the vapor cloud explosion analysis. A single ignition of gas from this pipeline is modeled as a failure for both explosion and fire analysis, and would not be counted twice in the total probability.

The limiting heat fluxes due to chemical hazards are shown in Table 2.2-20.

SHINE Medical Technologies 2.2-20 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-1 Significant Industrial Facilities within 8 Km (5 Mi.) of the Project Site Number of Primary Major Products People Facility Function Produced or Stored Employed Abitec Corporation Chemical Personal Care, 20-49 manufacturing pharmaceutical, and chemical Manufacturing Products Crop Production Agricultural retail Agricultural products 3 Services supplier including fertilizers Evonik Goldschmidt Chemical Manufactures 20-49 Corporation manufacturing surfactants, specialty cleaning compounds, industrial organic chemicals & shampoo additives alkyl sulfates, betaines, ether sulfates, quaternaries, sultaines, anti-foaming agents Janesville Jet Center Jet fuel supplier Jet fuel 5 School District of Beloit Facilities for Diesel oil storage 200 Turner school United Parcel Service Distribution Diesel oil storage 4

References:

Abitec Corporation, 2012.

Crop Production Services, 2012.

Evonik Industries, 2012.

Manta, 2012(a-d)

SHINE Medical Technologies 2.2-21 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-2 This table number not used SHINE Medical Technologies 2.2-22 Rev. 0

[Proprietary Information - Withhold from public disclosure under 10 CFR 2.390(a)(4)]

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-3 Pipelines within 8 Km (5 Mi.) of the Project Site Closest Pipeline Approach Operating Owner Fluid Carried (mi.) Size Pressure Line Type Alliant Natural Gas 0.3 [ Proprietary [ Proprietary Feeder Information ] Information ]

Alliant Natural Gas 2.6 [ Proprietary [ Proprietary Main Line Information ] Information ]

Alliant Natural Gas 2.8 [ Proprietary [ Proprietary Main Line Information ] Information ]

Alliant Natural Gas 3.8 [ Proprietary [ Proprietary Feeder Information ] Information ]

Alliant Natural Gas 3.9 [ Proprietary [ Proprietary Feeder Information ] Information ]

Alliant Natural Gas 4.0 [ Proprietary [ Proprietary Feeder Information ] Information ]

Alliant Natural Gas 4.4 [ Proprietary [ Proprietary Feeder Information ] Information ]

ANR Natural Gas 3.6 [ Proprietary [ Proprietary Main Line Information ] Information ]

Reference:

Alliant Energy, 2012 NPMS, 2012 SHINE Medical Technologies 2.2-23 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-4 Hazardous Chemicals Potentially Transported on Highways within 8 Km (5 Mi.)

of the Project Site DIstance Chemical Quantity (lbs) Highway to SHINE (mi.)

Ammonia 50,000 US-51 0.22 Asphyxiant Model (Carbon Monoxide) 50,000 US-51 0.22 Bounding Amide (Formamide) 50,000 US-51 0.22 Chlorine(a) 150 US-51 0.22 Diesel 50,000 US-51 0.22 Ethyl Alcohol 50,000 US-51 0.22 Gasoline 50,000 US-51 0.22 Hydrogen Peroxide 50,000 US-51 0.22 Isopropanol 50,000 US-51 0.22 n-Butyl Alcohol 50,000 US-51 0.22 Propane 50,000 US-51 0.22 Propylene Oxide 50,000 US-51 0.22 Sodium Bisulfite (Sulfur Dioxide)(a) 15,000 US-51 0.22 Styrene 50,000 US-51 0.22 Acetone 50,000 I-90/39 2.1 Chlorine(a) 2,000 I-90/39 2.1 Chlorine(a) 44,000 I-90/39 2.1 Hydrogen 3,300 I-90/39 2.1 Methyl Acetate 50,000 I-90/39 2.1 n-Heptane 50,000 I-90/39 2.1 Nitric Acid 50,000 I-90/39 2.1 Sodium Bisulfate (Sulfur Dioxide)(a) 50,000 I-90/39 2.1 Sodium Hypochlorite (Chlorine) 50,000 I-90/39 2.1 a) Chlorine and sodium bisulfate were evaluated for multiple release scenarios in Subsection 2.2.3.1.3.3.

SHINE Medical Technologies 2.2-24 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-5 Airports Located within 10 Mi. (16 Km) of the SHINE Site Center Point Including Airport Operations at Each Airport Distance from SHINE Facility Number of Projected Number 200d2 Center Point in Operations in of Operations in Screening Airport(a) Statute Miles (d) 2010 2040 Criterion(f)

Southern 0.39 48,387 52,953 (c)

Wisconsin Regional Airport Beloit Memorial 5.3 Sporadic(b) N/A 14,551 Hospital Heliport Hacklander 6.86 Sporadic(b) N/A 24,667 Airport Melin Farms 7.92 Sporadic(b) N/A 32,490 Airport Archies 8.17 Sporadic(b) N/A 34,576 Seaplane Base(d)

Beloit Airport 9.15 16,790(a) N/A 43,368 Turtle Airport 9.85 Sporadic(b) N/A 50,257 a) Based on 46 operations per day times 365 days per year.

b) Operations of private airports and those with no aircraft stationed at the airport are considered sporadic.

c) Probabilistic hazard analysis needed because the distance is less than 5 miles.

d) This private airport does not appear to be in operation since operational data for this airport dates from 1991. It is, however, listed for completeness.

e) The greater size of aircraft using the Southern Wisconsin Regional Airport, greater number of operations at the Southern Wisconsin Regional Airport, and the closer distance from the SHINE facility to the Southern Wisconsin Regional Airport provides a bounding analysis that renders separate analysis of the Mercy Hospital unnecessary.

f) Airports considered in analysis if the airport is within 5 mi. (8 km) of the SHINE site, or if, for airports located a distance of between 5 mi. (8 km) and 10 mi. (16 km) from the SHINE site, an airport has annual operations of more than 200d2 (where d is the distance to the SHINE facility in kilometers).

SHINE Medical Technologies 2.2-25 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-6 Federal Airways within Ten Mi. (16 Km) of the SHINE Facility Distance from Distance from Airway Airway Edge to Centerline to SHINE Airway Width Center of SHINE Airway Site (mi)(a) (mi.)(a) Facility (mi.)(a)(c)

V177 6.1 9.2 1.5 V24-97 4.5 9.2 (b)

V216 6.1 9.2 1.5 V63 0.5 9.2 (b)

V9-177 5.1 9.2 0.5 V97 6.1 9.2 1.5 V24 6.1 9.2 1.5 V9-63-128 6.1 9.2 1.5 V246 6.1 9.2 1.5 J90 5.5 11.5 (b) a) Statute miles.

b) The SHINE facility is within the airway width.

c) To calculate the distance from an airway edge to the center of the SHINE facility, the airway edge was assumed to extend one-half of a standard airway width in all directions from the airway centerline, including past the termination of an airway at a navigational aid.

SHINE Medical Technologies 2.2-26 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-7 Holding Patterns near the SHINE Facility Distance from Holding Pattern to SHINE Facility Airport Holding Pattern Runway Center Point (mi.)

Southern OTLEE RW22 12.56 Wisconsin TAYOR RW14 14.41 Regional Airport CULMO RW04 14.96 TIRRO RW32 12.36 Beloit Airport No Name RW07 6.74 Poplar Grove No Name RE17 23 Airport SHINE Medical Technologies 2.2-27 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-8 DOE Input Values for CONUS Average NjPjfj(x,y) Values NjPjfj(x,y) Value(a)

(1/mi2)

Air Carrier 4E-7 Air Taxi 1E-6 General Aviation 2E-4 Small Military 4E-6 Military Helicopter 2.5E-5 Effective Area Input Values WS(b) cot (c) S(d)(ft.)

Air Carrier 98 10.2 1440 Air Taxi 59 10.2 1440 General Aviation 50 8.2 60 Small Military 110 10.4 447 Military Helicopter 79(e) 0.58 0 a) Reference (DOE, 2006), Tables B-14, B-15, and B-43 b) Reference (DOE, 2006), Table B-16 c) Reference (DOE, 2006), Table B-17 d) Reference (DOE, 2006), Table B-18 e) Wingspan is for Sikorsky CH-53E/MH-53E. DOE-STD-3014-96 only contained wingspan information for general aviation helicopters, which are generally smaller than military helicopters.

SHINE Medical Technologies 2.2-28 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-9 Calculated Effective Areas of Safety-Related Structures (sq. mi.) by Aircraft Type Used for the Evaluation of Airways and Airports Effective Area Aircraft Type (sq. mi.)

Air Carrier 0.0378 Air Taxi 0.0315 General Aviation 0.0095 Small Military 0.0221 Military Helicopter 0.0028 SHINE Medical Technologies 2.2-29 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-10 This table number not used SHINE Medical Technologies 2.2-30 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-11 Distance from Southern Wisconsin Regional Airport to SHINE Facility Distance from End of Runway to the SHINE Facility Center Point Runway Number (Statute Miles)

RW 14 1.57 RW 32 0.87 RW 4 1.54 RW 22 0.44 RW 18 0.64 RW 36 0.89 SHINE Medical Technologies 2.2-31 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-12 Probability (x 10-8) of a Fatal Crash per Square Mile per Aircraft Movement Distance from the End of the General Runway (mi.) U.S. Air Carrier Aviation USN/USMC USAF 0-1 16.7 84 8.3 5.7 1-2 4.0 15 1.1 2.3 2-3 0.96 6.2 0.33 1.1 3-4 0.68 3.8 0.31 0.42 4-5 0.27 1.2 0.20 0.40 5-6 0 NA NA NA 6-7 0 NA NA NA 7-8 0 NA NA NA 8-9 0.14 NA NA NA 9-10 0.12 NA NA NA SHINE Medical Technologies 2.2-32 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-13 Number of Operations per Year at Southern Wisconsin Regional Airport Aircraft Type Number of Operations Air Carrier (itinerant) 68 Air Taxi (itinerant) 6,908 General Aviation (itinerant) 23,469 Military (itinerant) 390 Civil (local) 22,253 Military (local) 617 SHINE Medical Technologies 2.2-33 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-14 Aircraft Operation by Aircraft Type on Each Runway Runway Operations Aircraft Type RW 14 RW 32 RW 4 RW 22 RW 18 RE 36 Air Carrier 10 14 20 14 5 5 Small Non-Military 7,368 11,053 15,789 10,526 3,947 3,947 Small Military 1 2 3 2 1 1 Military Helicopter 140 209 299 199 75 75 SHINE Medical Technologies 2.2-34 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-15 Total Crash Probability Large Non-Military Small Non-Military Military Aircraft Aircraft Aircraft Airport 2.9E-07 2.6E-04 1.5E-07 Airways 1.5E-08 1.9E-06 1.6E-07 Total 3.0E-07 2.6E-04 3.1E-07 SHINE Medical Technologies 2.2-35 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-16 Bounding Explosive Chemical Hazards within 5 Mi. (8 Km) of the Project Site Mass/ Explosion Chemical Location DIstance Volume Type Diesel Fuel Bounding Instance 0.5 mi. 1,258,091 lbs Stationary Ethylene Oxide Abitec / Rail 1.6 mi. 440,000 lbs Stationary, Vapor Cloud Gasoline Janesville Jet Center 0.9 mi. 133,946 lbs Stationary, Vapor Cloud Jet Fuel (Kerosene) Bounding Instance 0.22 mi. 79,968 lbs Stationary Methylchloride Evonik / Rail 1.6 mi. 320,000 lbs Vapor Cloud N-Butyl Alcohol Evonik Goldschmidt 3 mi. 25,160 lbs Vapor Cloud Deuterium/Tritium On-site N/A 1375 standard liters Stationary, Vapor Cloud Diesel Oil On-site 50 ft. 22,248 gallons Stationary Nitrogen BLEVE On-site 200 ft. 20,000 lbs BLEVE Diesel Fuel Truck (Highway 51) 0.22 mi. 50,000 lbs Stationary Ethylene Oxide Truck (Highway 51) 0.22 mi. 50.000 lbs Stationary, Vapor Cloud Gasoline Truck (Highway 51) 0.22 mi. 50,000 lbs Stationary, Vapor Cloud Propane Truck (Highway 51) 0.22 mi. 50,000 lbs Stationary, Vapor Cloud, BLEVE Hydrogen Truck (I-90/39) 2.1 mi. 3,300 lbs Stationary, Vapor Cloud Natural Gas Pipeline 0.28 mi. NA Vapor Cloud (Methane) (West of Hwy 51)

Natural Gas Pipeline 2.5 mi. NA Vapor Cloud (Methane) (East of I90/39)

References:

Abitec Corporation, 2012.

Crop Production Services, 2012.

Evonik Industries, 2012.

Manta, 2012(a-d).

Rock County, 2012.

SHINE Medical Technologies 2.2-36 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-17 Stationary Explosion Analysis Mass/ Acceptable Chemical Location DIstance Volume Instance(a)

Diesel Fuel Bounding Instance 0.5 mi. 1,258,091 lbs 1,258,091 lbs at 0.22 mi.

Ethylene Oxide Abitec / Rail 1.6 mi. 440,000 lbs 440,000 lbs at 0.22 mi.

Gasoline Janesville Jet Center 0.9 mi. 133,946 lbs 133,946 lbs at 0.22 mi.

Jet Fuel (Kerosene) Bounding Instance 0.22 mi. 79,968 lbs 500,000 lbs at 0.22 mi.

Deuterium/Tritium On-site N/A 1000 standard Low probability -

liters / Safety features are 100 grams designed into systems Diesel Oil On-site 50 ft. 22,248 gallons Probability =

2.4x10-8 per year Nitrogen BLEVE On-site 200 ft. 20,000 lbs 20,000 lbs at 194 ft.

Diesel Fuel Truck (Highway 51) 0.22 mi. 50,000 lbs 1,258,091 lbs at 0.22 mi.

Ethylene Oxide Truck (Highway 51) 0.22 mi. 50.000 lbs 440,000 lbs at 0.22 mi.

Gasoline Truck (Highway 51) 0.22 mi. 50,000 lbs 133,946 lbs at 0.22 mi.

Propane Truck (Highway 51) 0.22 mi. 50,000 lbs 55,724 lbs at 0.22 mi.

Propane BLEVE Truck (Highway 51) 0.22 mi. 50,000 lbs 50,000 lbs at 0.22 mi.

Hydrogen Truck (I-90/39) 2.1 mi. 3,300 lbs 18,196 lbs at 0.22 mi.

a) The Acceptable Instance shows the analyzed condition that bounds the hazard in both distance and mass. For some chemicals, the maximum acceptable mass was calculated at the actual distance, for others the minimum standoff distance for the actual mass was calculated. This was performed to simplify the analysis. For example, the truck of diesel and the stored tank of diesel were combined into one bounding acceptable instance.

SHINE Medical Technologies 2.2-37 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-18 Flammable Vapor Cloud Explosion Analysis Acceptable Mass/ (Standoff Chemical Location DIstance Volume Distance)

Ethylene Oxide Abitec / Rail 1.6 mi. 440,000 lbs 0.54 mi.

Gasoline Janesville Jet Center 0.9 mi. 133,946 lbs 0.36 mi.

Methylchloride Evonik / Rail 1.6 mi. 320,000 lbs 0.24 miles N-Butyl Alcohol Evonik Goldschmidt 3 mi. 25,160 lbs Vapor Pressure <

LEL, no flammable vapor cloud Deuterium/Tritium On-site N/A 1000 standard Volume of vapor liters / at LEL < volume 100 grams of room, not confined Ethylene Oxide Truck (Highway 51) 0.22 mi. 50.000 lbs 99 allowable shipments, few expected Gasoline Truck (Highway 51) 0.22 mi. 50,000 lbs 0.214 mi.

Propane Truck (Highway 51) 0.22 mi. 50,000 lbs 404 allowable shipments Hydrogen Truck (I-90/39) 2.1 mi. 3,300 lbs 0.77 mi.

Natural Gas Pipeline 0.28 mi. NA 0.24 mi.

(Methane) (West of Hwy 51)

Natural Gas Pipeline 2.5 mi. NA 2.2 mi.

(Methane) (East of I90/39)

Natural Gas Pipeline NA NA Probability = 7.7 x (Methane) (Feeding SHINE) 10-7 per year SHINE Medical Technologies 2.2-38 Rev. 1

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-19 On-Site Pipeline Analysis Case 2: Upstream Case 3: Upstream Case 1: of Regulator of Regulator Case 4:

Parameter Small Break Class G Big Break Class F Big Break On-site Big Accident Rate (breaks 1.5 x 10-3 1.5 x 10-3 1.5 x 10-3 1.5 x 10-3 per pipeline-mi. per yr)

Break Size Probability 0.8 0.2 0.2 0.2 Explosion Probability 0.001 0.005 0.005 0.005 Given Release (explosions per break)

Probability of Adverse 1 0.11349 0.10080 1 Weather Exposure Distance 0.27 0.17 0.08 0.27 (pipeline-mi.)

Explosions (/yr) 3.2 x 10-7 2.9 x 10-8 1.2 x 10-8 4.1 x 10-7 Total for four 7.7 x 10-7 cases (/yr)

SHINE Medical Technologies 2.2-39 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-20 Heat Flux Analysis Concrete Mass/ Wall Heat Up (a)

Chemical Location Distance Volume Heat Flux Duration Gasoline Truck (Highway 0.22 mi. 50,000 lbs 2.93 kW/m2 53 sec. 43°F 51)

Propane Truck (Highway 0.22 mi. 50,000 lbs 10.8 kW/m2 11 sec. 32°F 51)

Natural Pipeline 0.28 mi. NA 0.011 kW/m2 indefinite Negligible Gas (West of Hwy 51)

(Methane)

Natural Pipeline NA NA Bounded by indefinite Negligible Gas (Feeding SHINE) VCE analysis (Methane) (Table 2.2-20) a) From ACI standard 349-06, temporary concrete temperatures of up to 350°F and long term concrete temperatures of 150°F are acceptable. The 43°F temperature increase above ambient temperature does not exceed the ACI limits.

SHINE Medical Technologies 2.2-40 Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-21 Bounding Toxic Chemical Hazards within 5 Mi. (8 Km) of the SHINE Site (Sheet 1 of 3)

Distance Mass Chemical Location (mi.) (lbs) Disposition Polymer dispersion Humane Manufacturing 1 mi. 58,800 lbs No Hazard (1, 3-butadiene)

Polymer dispersion Humane Manufacturing 1 mi. 58,800 lbs No Hazard (benzene)

Asphyxiant Model Linde Merchant Production 2 mi. 5,000,000 lbs No Hazard (carbon monoxide)

Abitec Corporation and Bounding Amide Evonik Goldschmidt 2 mi. 640,000 lbs No Hazard (Formamide)

(Bounding Case)

Abitec Corporation and Bounding Amine Evonik Goldschmidt 2 mi. 640,000 lbs No Hazard (diethylamine)

(Bounding Case)

Abitec Corporation and Bounding Amine Evonik Goldschmidt 2 mi. 640,000 lbs No Hazard (n-Butylamine)

(Bounding Case)

Ethylene Oxide Abitec Corporation 2 mi. 440,000 lbs No Hazard Isopropanol Abitec Corporation 2 mi. 185,800 lbs No Hazard Oxygen Linde Merchant Production 2 mi. 2,150,000 lbs No Hazard Volatile Amine WI School for the 2 mi. 300 lbs No Hazard (cyclohexylamine) Visually Handicapped Benzyl acetate Evonik Goldschmidt 3 mi. 12,321 lbs No Hazard Chlorine Janesville Pump Station #12 3 mi. 900 lbs No Hazard Ethyl Alcohol Evonik Goldschmidt 3 mi. 168,000 lbs No Hazard Hydrogen Peroxide Evonik Goldschmidt 3 mi. 60,000 lbs No Hazard Methyl Chloride Evonik Goldschmidt 3 mi. 320,000 lbs No Hazard n-Heptane Evonik Goldschmidt 3 mi. 125,000 lbs No Hazard Sodium Bisulfite Evonik Goldschmidt 3 mi. 15,000 lbs No Hazard (as sulfur dioxide)

Sodium Chlorite Evonik Goldschmidt 3 mi. 14,000 lbs No Hazard (as chlorine dioxide)

Styrene Monterey Mills 3 mi. 225,280 lbs No Hazard Volatile Amine Evonik Goldschmidt 3 mi. 12,045 lbs No Hazard (DMAPA)

SHINE Medical Technologies 2.2-40a Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-21 Bounding Toxic Chemical Hazards within 5 Mi. (8 Km) of the SHINE Site (Sheet 2 of 3)

Distance Mass Chemical Location (mi.) (lbs) Disposition Evonik Goldschmidt and Rail Propylene Oxide 1.6 mi. 360,000 lbs No Hazard (Bounding Case)

Acrylonitrile Rail 1.6 mi. 199,852 lbs No Hazard Additional Ammonia Rail 1.6 mi. 150,054 lbs Evaluation Bounding Amide Rail 1.6 mi. 282,214 lbs No Hazard (Formamide)

Bounding Amine Rail 1.6 mi. 175,391 lbs No Hazard (diethylamine)

Bounding Amine Rail 1.6 mi. 183,538 lbs No Hazard (n-Butylamine)

Ethylene Oxide Rail 1.6 mi. 216,317 lbs No Hazard Methyl Chloride Rail 1.6 mi. 227,428 lbs No Hazard Vinylidene Chloride Rail 1.6 mi. 300,966 lbs No Hazard Additional Ammonia Truck (US 51) 0.22 mi. 50,000 lbs Evaluation Asphyxiant Model Truck (US 51) 0.22 mi. 50,000 lbs No Hazard (Carbon Monoxide)

Bounding Amide Truck (US 51) 0.22 mi. 50,000 lbs No Hazard (Formamide)

Chlorine Truck (US 51) 0.22 mi. 150 lbs No Hazard Ethyl Alcohol Truck (US 51) 0.22 mi. 50,000 lbs No Hazard Gasoline (as butane) Truck (US 51) 0.22 mi. 50,000 lbs No Hazard Gasoline (as toluene) Truck (US 51) 0.22 mi. 50,000 lbs No Hazard Hydrogen Peroxide Truck (US 51) 0.22 mi. 50,000 lbs No Hazard Isopropanol Truck (US 51) 0.22 mi. 50,000 lbs No Hazard n-Butyl Alcohol Truck (US 51) 0.22 mi. 50,000 lbs No Hazard Propane Truck (US 51) 0.22 mi. 50,000 lbs No Hazard Additional Propylene Oxide Truck (US 51) 0.22 mi. 50,000 lbs Evaluation Sodium Bisulfite Additional Truck (US 51) 0.22 mi. 15,000 lbs (as sulfur dioxide) Evaluation Styrene Truck (US 51) 0.22 mi. 50,000 lbs No Hazard SHINE Medical Technologies 2.2-40b Rev. 0

Chapter 2 - Site Characteristics Nearby Industrial, Transportation, and Military Facilities Table 2.2-21 Bounding Toxic Chemical Hazards within 5 Mi. (8 Km) of the SHINE Site (Sheet 3 of 3)

Distance Mass Chemical Location (mi.) (lbs) Disposition Acetone Truck (I-90/39) 2.1 mi. 50,000 lbs No Hazard Chlorine Truck (I-90/39) 2.1 mi. 2,000 lbs No Hazard Additional Chlorine Truck (I-90/39) 2.1 mi. 44,000 lbs Evaluation Hydrogen Truck (I-90/39) 2.1 mi. 50,000 lbs No Hazard Methyl Acetate Truck (I-90/39) 2.1 mi. 50,000 lbs No Hazard n-Heptane Truck (I-90/39) 2.1 mi. 50,000 lbs No Hazard Nitric Acid Truck (I-90/39) 2.1 mi. 50,000 lbs No Hazard Sodium Bisulfite Truck (I-90/39) 2.1 mi. 50,000 lbs No Hazard (as sulfur dioxide)

Sodium Hypochlorite Truck (I-90/39) 2.1 mi. 50,000 lbs No Hazard (as chlorine)

SHINE Medical Technologies 2.2-40c Rev. 0

Chapter 2 - Site Characteristics Meteorology 2.3 METEOROLOGY 2.3.1 GENERAL AND LOCAL CLIMATE 2.3.1.1 Introduction Climate is a statistical description of the weather conditions that occur during a long period of time, usually several decades. Weather refers to short term variations (minutes to months) in the atmosphere.

Sources of data typically used to analyze the climate at a site include weather maps (depictions of areal weather phenomena at one instant of time), atlas maps summarizing long term climate, records of weather at specific monitoring stations at single instants of time, and long term climatic statistics at specific monitoring stations.

The purpose of analysis of regional climate is to understand the local climate at the project site in the context of the climate of the surrounding area. Climate phenomena are then analyzed at progressively smaller scales and within progressively smaller areas. As the area being analyzed decreases, some monitoring stations that are considered initially in the broad analysis are excluded because these stations are found to be unrepresentative of the site climate. The end result is a documented, systematic approach that defines local climate within a context that includes a broad surrounding region.

2.3.1.2 Regional Climate The site for the SHINE site is located in south-central Wisconsin. The following discussion summarizes a variety of information that describes the general region in which the project site is located. Because the information is derived from a variety of sources, the geographic area implied by the term "region" is somewhat variable in this introductory discussion. Subsection 2.3.1.2.1 defines a more specific region considered to have a climate representative of the project site, and the subsequent subsections present detailed climatological data for that specific region.

The project site is located in a region with the Keppen classification "Daf", which is a humid continental climate with warm summers, snowy winters, and humid conditions (Trewartha, G. T.,

1954). The climate features a large annual temperature range and frequent short duration temperature changes (NCDC, 2011a). Although there are no pronounced dry seasons, most of the annual precipitation falls during the summer. During the autumn, winter, and spring, strong synoptic scale surface cyclones and anticyclones frequently move across the site region. During the summer, synoptic scale cyclones are usually weaker and pass north of the site region. Most air masses that affect the site region are generally of polar origin. However, air masses occasionally originate from arctic regions, or the Gulf of Mexico. Air masses originating from the Gulf of Mexico generally do not reach the site region during winter months. There are occasional episodes of extreme heat or high humidity in the summer. The windiest months generally occur during the spring and autumn. The annual average number of days with thunderstorms varies from approximately 45 at the southwest corner of the state of Wisconsin, to approximately 35 at the northeast corner of the state (Moran, J. M. and E. J. Hopkins, 2002). Hail is most frequent in the southwestern and west central portions of the state, and is most common during summer months, peaking in late July. Tornadoes are relatively infrequent. Winter storms that affect the region generally follow one of three tracks shown in Figure 2.3 1: Alberta, Panhandle, and Gulf SHINE Medical Technologies 2.3-1 Rev. 0

Chapter 2 - Site Characteristics Meteorology Coast tracks. During an average winter, the ground is covered with snow about 60 percent of the time (NCDC, 2011a).

Regional land use is primarily cropland (corn and beans) and dairying (Rand McNally, 1982 and 2005). The natural vegetation includes broadleaf deciduous trees (oak and hickory), evergreen trees, and medium height prairie grass. There are also several urban areas. The soil at the project site is well-drained silt loam.

The landforms of Wisconsin are described by the five physiographic provinces plotted on the map in Figure 2.3 2. Details of vegetation, topography, and elevations for those provinces are described in Table 2.3 1 (Moran, J. M. and E. J. Hopkins, 2002). Most of the surface water impoundments in Wisconsin are located in the Northern Highland and Eastern Ridges and Lowlands physiographic provinces. Water also flows through extensive wetlands in the form of marshes and swamps. The Northern Highland province has the highest elevations, from which water drains northward to Lake Superior; eastward to Lake Michigan via the Menominee and Wolf Rivers; and westward to the Mississippi River via the St. Croix, Chippewa, Black, and Wisconsin Rivers. The Western Uplands province, which comprises most of the western border of the state with Minnesota, escaped recent glaciation. This allowed streams and rivers to form deeply incised valleys over geologic time. Portions of the uplands are referred to as the "driftless area" due to the lack of glacial debris, or "drift".

Lake breeze phenomena occur near the shorelines of large bodies of water, such as Lake Michigan, which borders Wisconsin on the east (Moran, J. M. and E. J. Hopkins, 2002). These phenomena feature a circulation system in which air rises over the land and descends over the water, flows from the water toward the land near the ground surface, and flows from land toward the lake aloft. At the surface, the lake breeze appears as a relatively cool and humid wind that sweeps inland. The leading edge of a lake breeze is a miniature cold front and is referred to as the lake breeze front. As the lake breeze front moves inland, it lifts warmer air upward, sometimes causing clouds, or showers. The inland penetration of the lake breeze front varies from a few hundred yards to as much as 25 mi. (40.2 km) (Moran, J. M. and E. J. Hopkins, 2002).

Since the project site is located approximately 60 mi. (96.6 km) west of Lake Michigan, it is located too far from the lake be affected by lake breezes. Inland lakes that are located in the SHINE site region are too small to be associated with lake breeze circulations. Therefore, lake breeze circulations are not expected to affect the project site.

The local radiation balance and winds determine temperatures across the state. Movement of air masses, synoptic scale fronts, and synoptic scale cyclones and anticyclones strongly influence local temperature and precipitation. Seasonal changes in the intensity and movements of air masses and synoptic-scale weather systems, plus changes in radiation exposure at the ground bring about seasonal changes in temperature and precipitation. North and northwest winds generally bring cold, dry air. South and southeast winds typically bring warm, humid air. Calm wind conditions allow pooling of colder, denser air at locations with lower elevations such as valleys. Unequal rates of diurnal heating of the ground cause some local valley and hillside airflows.

Maps of monthly mean dry bulb temperatures in Wisconsin are presented in Figure 2.3-3 through Figure 2.3-6 (Moran, J. M. and E. J. Hopkins, 2002). Mean monthly temperatures for winter (Figure 2.3-3) show cooler temperatures at the northern end of the state, warmer temperatures near Lake Michigan, and slightly warmer temperatures near Lake Superior. Figure 2.3-4 presents mean monthly temperatures in the spring. The springtime monthly temperature pattern in Figure SHINE Medical Technologies 2.3-2 Rev. 0

Chapter 2 - Site Characteristics Meteorology 2.3-4 is similar to the wintertime temperature pattern in Figure 2.3-3, with colder temperatures in the north interior. The counties that border the Great Lakes have cooler temperatures during spring, since the water warms at a slower rate than the land and thereby cools the air near the shorelines.

Mean monthly temperatures for summer (Figure 2.3-5) show a pattern similar to springtime monthly mean temperatures in Figure 2.3-4, with warmer interior temperatures in the south.

Counties adjacent to Lakes Michigan and Superior are slightly cooler because the lake surfaces are relatively cooler than the land during the summer.

Mean monthly temperatures for autumn (Figure 2.3-6) show warmer conditions in the southern interior. The temperatures show a pattern similar to those in the winter, with warmer temperatures at counties near the lake, since the land cools more quickly than the water.

Wisconsin counties that border Lakes Michigan and Superior experience somewhat cooler summers, milder winters, and longer agricultural growing seasons than those counties at greater distances from the lakes. The lakes also occasionally produce lake effect snow during late autumn through winter.

Maps of monthly mean water-equivalent precipitation in Wisconsin are presented in Figure 2.3-7 through Figure 2.3-10 (Moran, J. M. and E. J. Hopkins, 2002). Generally, the average annual precipitation is higher in southern portions of the Midwest due to the proximity of the Gulf of Mexico, which is a major source of moisture (EDS, 1968). That same general pattern is observed over the state of Wisconsin. Superimposed over that general pattern is a local pattern of periodic lake effect precipitation. During lake effect precipitation events, Lakes Superior and Michigan are local sources of moisture that can cause precipitation adjacent to and downwind of the lake shorelines. Those periods of precipitation enhancement tend to occur when the lake water is warmer than the air, which is generally in winter. For example, the winter month precipitation in Figure 2.3-7 shows higher monthly water equivalent precipitation totals (approximately 1.2 to 2.2 in. [3.0 to 5.6 cm]) near the north and east boundary counties, caused by lake effect snow from Lakes Michigan and Superior.

The Madison, Wisconsin and Rockford, Illinois National Oceanic and Atmospheric Administration (NOAA) weather observing stations (NCDC, 2011a, NCDC, 2011c) are the closest first order weather stations, and are located approximately 40 mi. (64.4 km) north-northwest and 30 mi.

(48.3 km) south-southwest of the project site, respectively. First-order stations are defined as those on a 24 hour2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> per day, year round observing schedule with trained, certified observers.

Climatic statistics for Madison presented in Table 2.3-2 (NCDC, 2011a) show that monthly mean wind speeds range from 6.7 miles per hour (mph) (3.0 m/s) during the month of August to 10.1 mph (4.5 m/s) during the month of April. Annual mean wind speed is 8.5 mph (3.8 m/s). Monthly prevailing wind directions are from the south-southwest during all months except the winter months of December through February, when the monthly prevailing winds are all from the northwest. Annual prevailing wind is from the south-southwest.

Climatic statistics for Rockford presented in Table 2.3-3 (NCDC, 2011c) show that monthly mean wind speeds are similar to those for Madison, and range from 7.0 mph (3.1 m/s) during the month of August, to 11.3 mph (5.1 m/s) during the month of April. Annual mean wind speed is 9.3 mph (4.2 m/s). Monthly prevailing wind directions are similar to Madison, and blow from the south-southwest direction during all months except the period January through March, when the SHINE Medical Technologies 2.3-3 Rev. 0

Chapter 2 - Site Characteristics Meteorology monthly prevailing winds are all from the northwest. Annual prevailing wind is from the south-southwest.

Monthly mean relative humidities for Madison range from 66 percent during April and May, to 78 percent during December (Table 2.3-2). Rockford monthly mean relative humidities presented are similar to those from Madison, ranging from 66 percent during April and May, to 80 percent during December (Table 2.3-3).

Mean monthly water equivalent precipitation and snowfall for Madison and Rockford (Table 2.3-2 and Table 2.3-3) are similar. Water equivalent precipitation ranges from minima of 1.25 in. (3.18 cm) during January in Madison and 1.34 in. (3.40 cm) during February in Rockford, to maxima during August of 4.33 in. (11.00 cm) at Madison, and during June of 4.80 in. (12.19 cm) in Rockford. Mean monthly snowfall is limited to the months October through May, and ranges from a minimum of 0.3 in. (0.76 cm) during October at Madison to a maximum of 11.6 in. (29.46 cm) during December at Madison. Annual snowfall is 45.1 in. (114.55 cm) at Madison and 36.0 in.

(91.44 cm) at Rockford.

Table 2.3-4 presents the mean numbers of days per month and per year of rain or drizzle, freezing rain or drizzle, snow, and hail or sleet at Madison and Rockford. Those parameters have very similar values for the two stations. Snow typically occurs during 75 days per year at Madison, and 68 days per year at Rockford. Hail or sleet typically occurs during 2 days per year at both Madison and Rockford. Freezing rain or drizzle typically occurs during 2 days per year at both Madison and Rockford 2.3.1.2.1 Identification of Region with Climate Representative of the Project Site The process of comparison of local (site) and regional climates requires a determination of which region is considered "representative" of climate at the SHINE site. That determination is described in this subsection.

The SHINE site is located in central Rock County, Wisconsin which is at the south-central edge of the state. It is located near the boundary of two Wisconsin physiographic provinces as presented in Figure 2.3-2; the Western Uplands and the Eastern Ridges and Lowlands. It is located in NOAA Cooperative Observer Network (COOP) Climate Division 8 South Central (Figure 2.3-11). The finished site grade elevation is approximately 827 ft. (252 m) NAVD 88. The land use in the site area is rural.

Summarizing, the site location is defined by the following characteristics:

a. Located in south-central Wisconsin, on rural prairie silt-loam soil.

b. Located within till plains glacial deposits on the Central Lowland Province of the Interior Plains Division of the United States. It is on the border between the state of Wisconsin Eastern Ridge/Lowland and Western Upland Terrain, and most like the ridge/lowland to the east because the local topography is relatively gently rolling.

c. Located outside the zone of influence of Lake Michigan lake breeze circulation systems.

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Chapter 2 - Site Characteristics Meteorology

d. Located within the zone of influence of Lake Michigan effects on temperature and precipitation, including the following: added local warmth during winter and autumn, cooling during summer and spring, and additional local precipitation during winter, spring, and autumn.

Based on the above summary characteristics, the perimeter of a surrounding geographic region, which is characterized as having the same climate as the site, is plotted on the regional map in Figure 2.3-12. That perimeter is bounded as follows:

a. Bounded on the east by the 25-mi. (40.2 km) distance of maximum inland penetration of lake breeze circulations from Lake Michigan.

b. Bounded on the south by the approximate southward limit of Lake Michigan's effects on the local climate of north-central Illinois, as presented in the mean precipitation and snowfall patterns in Figure 2.3-13 and Figure 2.3-14 and as described by local climatological data summaries for major Illinois monitoring stations. Annual isohyets and lines of equal snowfall are oriented northwest to southeast at the northeast corner of Illinois as shown in Figure 2.3-13 and Figure 2.3-14, illustrating the effects of Lake Michigan on northern Illinois precipitation. Increased clouds and cooling effects due to Lake Michigan (Figure 2.3-15) are described in the climatological summary for Rockford, Illinois (NCDC, 2011c), but are not described in the climatological summaries for Springfield, Illinois farther to the south (NCDC, 2011d), or Moline, Illinois farther to the southwest (NCDC, 2011b).

c. Bounded on the west by the approximate westward limit of Lake Michigans effects on the local climate of southern Wisconsin, as presented in the mean monthly temperature and precipitation, maps in Figure 2.3-3 through Figure 2.3-10.

d. Bounded on the north by the approximate northward limit of Lake Michigans effects on the local climate of central Wisconsin, as presented in the mean temperature and precipitation maps in Figure 2.3-3 through Figure 2.3-10.

e. Bounded on the north by the approximate mean southern boundary of the Wisconsin Central Plain, as presented in Figure 2.3-2.

This site climate region is then used to identify regional weather monitoring stations and Wisconsin and Illinois counties that can be used for comparisons in the analysis of local and regional climate.

2.3.1.2.2 Regional Data Sources The site climate region is identified in Subsection 2.3.1.2.1. Meteorological parameters from weather stations in the site climate region are available from a number of published data sources.

Those data sources are described below.

• Climatography of the United States No. 20 (Clim-20) statistical summaries from the National Climatic Data Center (NCDC).

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Chapter 2 - Site Characteristics Meteorology Clim 20 publications are typically available for COOP daily weather monitoring stations located within the site climate region. Those publications are of particular interest to agriculture, industry, and engineering applications. The publications include a variety of climate statistics useful for regional climate analysis. Those parameters include dry bulb temperature, daily precipitation, and snow fall. Descriptive statistics of those parameters include: mean, extremes, and mean number of days exceeding threshold values.

COOP stations do not generally record humidity related parameters, such as relative humidity, dew point or wet bulb temperatures. Therefore, wet bulb temperatures that are coincident with extreme dry bulb temperatures, which are of interest in regional climate analysis, are generally not available for COOP stations. Therefore, for COOP stations, it is often necessary to estimate coincident wet bulb temperatures using wet bulb temperatures recorded at other stations.

• Climatological statistics available from Local Climatological Data (LCD) summaries published by NCDC.

LCD annual summaries are typically available for meteorological stations located at major airports. Those summaries include climatic normals, averages and extremes. Thirty-year monthly histories are provided for the following parameters: mean temperature, total precipitation, total snowfall, and heating/cooling degree days. The summaries also include a narrative description of the local climate.

• Statistical summaries available from the International Station Meteorological Climate Summary (ISMCS; NCDC, 1996b).

Those summaries are available for many domestic and international airports and military installations. The summaries include tabulations of statistics for several parameters of interest in regional climate analysis. The summaries also include a narrative description of local climate. Particularly useful and unique statistics available in the ISMCS are joint-frequency tables of dry bulb and wet bulb temperature depression, and single-parameter frequency distributions of dry bulb and wet bulb temperatures.

• Statistical summaries published by the American Society of Heating, Refrigerating and Air-Conditioning Engineers, Inc. (ASHRAE) (ASHRAE, 2009).

ASHRAE climatic percentile information is available for worldwide locations including many U.S. airports with hourly surface weather observing stations. Parameters include dry bulb, wet bulb and dew point temperatures. Also included are: statistical design values of dry bulb with mean coincident wet bulb temperature, design wet bulb temperature with mean coincident dry bulb temperature, and design dew point with mean coincident dry bulb temperature

• Statistical summaries published by the U.S. Air Force Combat Climatology Center (AFCCC); (AFCCC, 1999). The AFCCC statistical summaries include values for dry and wet bulb temperatures.

• American Society of Civil Engineers (ASCE) structural design standards for the site climate region (ASCE, 2006).

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Chapter 2 - Site Characteristics Meteorology

• The ASCE standards provide minimum load requirements for the design of buildings and other structures that are subject to building code requirements. Particularly useful and unique statistics of interest for climate analysis are values of basic wind speed on a map of the U.S. The basic speed is required by standards for determination of design wind loads. Also included are various adjustments and supplementary information dependent on site and structure characteristics. ASCE also provides maps of 50 year return interval snow pack and a methodology for converting 50 year values extracted from the maps to other return intervals (ASCE, 2006).

• 48-hour probable maximum precipitation (PMP).

The 48-hour probable maximum precipitation (PMP) is available from a study published by the U.S. Department of Commerce (USDOC) (USDOC, 1978). The study contains maps of estimated maximum probable precipitation amounts for a number of time periods (USDOC, 1978).

• Tornado, waterspout, and other weather event statistics for counties in the site climate region from the NCDC online Storm Events Database (NCDC, 2011g) and Storm Data publications.

The Storm Events Database contains a chronological listing, by state, of climate statistics of interest for climate analysis. Those statistics include: tornadoes, thunderstorms, hail, lightning, high winds, snow, temperature extremes, and other weather phenomena. Also included are statistics on personal injuries and property damage estimates.

The Storm Data publications are monthly summaries of severe weather events published by NCDC. These publications provide supplemental information about specific severe weather events.

• Maps of climatological parameters from the Climate Atlas of the United States (NCDC, 2002a)

This digital atlas provides color maps of climatic elements for the U.S., such as:

temperature, precipitation, snow, wind, and pressure. The period of record for most maps is 1961-1990. The user extracts data from the atlas by selecting a parameter (e.g., dry bulb temperature), a statistical measure (e.g., mean), and a state.

• Hourly meteorological data files in digital TD3505 (NCDC, 2006a; NCDC, 2011j; NCDC, 2011k) and TD3280 (NCDC, 2005a; NCDC, 2011h; NCDC, 2011i) formats.

TD3280 is an older data file format that has recently been replaced by the TD3505 format. Hourly meteorological data files are available in TD3280 format through December, 2009. Data files for 2010 and 2011 are available in TD3505 format. Digital data files are available for worldwide locations from NCDC. These data sets contain hourly values of dry bulb temperature, humidity, wind speed/direction and cloud cover.

These data sets allow analysis of coincident meteorological conditions.

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Chapter 2 - Site Characteristics Meteorology 2.3.1.2.3 Identification and Selection for Analysis of Weather Monitoring Stations Located within the Site Climate Region Figure 2.3-16 and Figure 2.3-17 present maps of the site climate region (identified in Figure 2.3-12), with additional annotations of locations within that region of NOAA Automated Surface Observing Stations (ASOS stations) (Figure 2.3-16), and NOAA COOP stations (Figure 2.3-17) for which NOAA "Clim-20" summaries have been published by NCDC. Table 2.3-5 and Table 2.3-6 present lists of the ASOS and COOP stations that are identified in Figure 2.3-16 and Figure 2.3-17. It should be noted that the ground elevations shown in Table 2.3-5 and Table 2.3-6 are given in ft. MSL (above Mean Sea Level) because that is the terminology used by NOAA in describing the ASOS and COOP stations (NCDC, 2001a; NCDC, 2001b; NCDC, 2001c; NCDC, 2001d; NCDC, 2001e; NCDC, 2001f; NCDC, 2001g; NCDC, 2001h; NCDC, 2001i; NCDC, 2001j; NCDC, 2001k; NCDC, 2001l; NCDC, 2001m; NCDC, 2001n; NCDC, 2001o; NCDC, 2001p; NCDC, 2001q; NCDC, 2001r; NCDC, 2001s; NCDC, 2001t; NCDC, 2001u; NCDC, 2001v; NCDC, 2001w; NCDC, 2001x; NCDC, 2012b). However, the MSL elevations are functionally equivalent to the NAVD 88 elevations used elsewhere in this section.

A subset of the ASOS stations presented in Figure 2.3-16 is selected for analysis. The following criteria were used to select that subset of stations. The two first order stations Rockford and Madison are selected because of the extra statistical summaries in the form of NOAA annual summary LCD publications available for them. They also represent the geographical center of the site climate region. Four additional stations located approximately near the four corners of the site climate region are also selected to geographically bracket that region and avoid duplicate representation of similar areas. Those four additional stations are: Baraboo (at the northwest corner of the region), Fond du Lac (at the northeast corner of the region), Freeport (at the southwest corner of the region), and DuPage County (at the southeast corner of the region).

All of the COOP stations presented in Figure 2.3-17 and Table 2.3-6 are analyzed. Input information for that analysis includes statistics in the NOAA Clim 20 document for each station, that summarize climatic conditions during the 30 year period 1971 through 2000, and ten annual climatological data summaries for each of the states Wisconsin and Illinois, which summarize climatic conditions for each of the 10 years 2001 through 2010. Total years summarized for each of the COOP stations is, therefore, 40 years.

2.3.1.2.4 Extreme Wind A statistic known as the "basic" wind speed is used for design and operating bases. Basic wind speeds are 50 year recurrence interval "nominal design 3-second gust wind speeds (mph) at 33 ft. (10.1 m) above ground for Exposure C category", as defined in Figures 6-1 and 6-1C of ASCE, 2006.

Several sources are considered to determine the wind speeds for the SHINE site. The basic wind speed for the SHINE site is 90 mph (40.2 m/s), based on the plot of basic wind speeds in Figure 6-1C of ASCE, 2006. Basic wind speeds reported in AFCCC, 1999 for hourly weather stations in the site climate region are as follows: 90 mph (40.2 m/s) for Madison, Wisconsin, and 90 mph (40.2 m/s) for DuPage County Airport, West Chicago, Illinois. Consistency of the three values is the basis for selecting a value of 90 mph (40.2 m/s) for the project site. That value applies to a recurrence interval of 50 years. Section C6.5.5 of ASCE, 2006 provides a method to calculate wind speeds for other recurrence intervals. Based on that method, a 100 year return period value SHINE Medical Technologies 2.3-8 Rev. 0

Chapter 2 - Site Characteristics Meteorology is calculated by multiplying the 50 year return-period value by a factor of 1.07. That approach produces a 100 year return period three second gust wind speed for the project site area of 96.3 mph (43.0 m/s).

2.3.1.2.5 Tornadoes and Waterspouts The NCDC Storm Events Database (NCDC, 2011g) provides information on historic storm events on a county basis. To use that database, 27 regional counties that are at least partially included within the site climate region are selected and presented on the map in Figure 2.3-18. Those counties approximate the representative climate region defined above in Subsection 2.3.1.2.1, and have a combined area of 19,347 square miles (50,108.5 sq. km). The 27 counties are listed in Table 2.3-7 (U. S. Census Bureau, 2011).

The NCDC Storm Events Database (NCDC, 2011g) was accessed to extract statistics on regional tornadoes and waterspouts. Information is extracted for the 27 regional counties. Those tornado and waterspout statistics, for the 62 year period May, 1950 through July, 2011, are presented in Table 2.3-7. As presented in Table 2.3-7, total tornadoes and waterspouts reported in the 27 county area during the 62 year period are 663 and 3, respectively.

Strongest tornadoes in the database for Rock County (in which the project site is located) are reviewed and are found to be of intensity F2. Table 2.3-8 provides additional details on the most intense Rock County tornadoes. The strongest tornadoes found in the database for the seven counties adjacent to Rock County: Dane, Jefferson, Walworth, Boone, Winnebago, Stephenson, and Green counties, were reviewed and found to be F3 and F4 storms in Boone County, Illinois, and F3 storms in Dane County and Jefferson County, Wisconsin. Table 2.3-9 presents additional details on the strongest tornadoes in counties adjacent to Rock County.

IAEA guidance for siting research reactors (IAEA, 1987) was reviewed. This guidance requires design tornado information to be based on the maximum historical intensity within a radius of about 100 km (62 mi.) from the project site. For the SHINE project site, a 100 km (62 mi.) radius partially extends outside of the representative site climate region included within the 27 county region described above. An F5 intensity tornado was recorded on 8 June 1984 in Iowa County, Wisconsin, at the town of Barneveld, which is located approximately 50 mi. (80 km) in a west northwest direction from the SHINE project site.

2.3.1.2.6 Water Equivalent Precipitation Extremes This subsection examines and compares water equivalent precipitation extremes within the site climate region, and locally near the project site. Daily total water equivalent precipitation is measured at the local NOAA COOP monitoring station at Beloit, Wisconsin, and several regional COOP stations within the site climate region.

A PMP value for the project site is presented in Subsection 2.3.1.2.9 Table 2.3-10 presents maximum recorded 24-hour and monthly water equivalent precipitation values for the local COOP station at Beloit, and for the 18 regional COOP stations located within the site climate region defined on the map in Figure 2.3-17.

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Chapter 2 - Site Characteristics Meteorology Overall historic maximum recorded 24-hour water-equivalent precipitation from records for either the local Beloit station or for regional stations is 8.09 in. (20.55 cm) at DeKalb, Illinois. That event occurred on 18 July 1996. It was due to thunderstorms in a warm, moist tropical air mass streaming north from the Gulf of Mexico and into the warm sector southeast of a synoptic low pressure center located over northern Minnesota (NCDC, 1996a). Flash flooding was widespread over north central and northeast Illinois due to record breaking rainfall during the 17-18 July period (NCDC, 1997b).

Overall historic maximum monthly water-equivalent precipitation from records for either the local Beloit station or for regional stations is 16.09 in. (40.87 cm) at Portage, Wisconsin. That month was August, 1980.

2.3.1.2.7 Hail, Snowstorms and Ice Storms The mean hail or sleet frequencies during winter, spring, summer, autumn, and annual periods for Rockford and Madison are listed in Table 2.3 11. Mean hail frequencies are less than one day per season at both stations. Statistics are very similar at Rockford and Madison, verifying some consistency across the site climate region.

Hail events that are either severe (with hail size exceeding 0.75 in. (1.91 cm) in diameter) or large (with hail exceeding 1.00 in. (2.54 cm) in diameter) are reported to have occurred in Rock County, Wisconsin on 11 occasions during the period 1961 - 1990, or with a frequency of approximately 0.37 occurrences per year (NCDC, 2002a). The largest hailstones that Rock County has experienced are as follows: of diameter 3.00 in. (7.62 cm) on one occasion during June 1930, of diameter 2.50 in. (6.35 cm) on one occasion during August 2006, and of diameter 2.00 in. (5.08 cm) on one occasion during June 1975 and one occasion during June 1998 (NCDC, 2011g).

Daily total snowfall amounts are measured at the local NOAA COOP monitoring station at Beloit, Wisconsin, as well as at several regional COOP stations within the site climate region.

Maximum recorded 24-hour snowfall from records for either the local Beloit station or for regional stations is 21.0 in. (53.34 cm) at Dalton, Wisconsin. That event occurred on 2 January 1999. It was due to a major winter synoptic cyclone (the "Blizzard of 1999") that developed in Colorado, curved northeast through the Great Lakes, then entered Canada (NCDC, 1999a and NCDC, 2000b). On 2 January 1999 the synoptic surface low was centered at the south tip of Illinois. A warm maritime tropical air mass with temperatures in the 80s°F was present to the south, and a continental arctic air mass with temperatures primarily in the teens °F was present to the north.

An area of heavy snow covered the site climate region. This blizzard paralyzed south central and southeast Wisconsin. Ten to 21 in. (25.40 to 53.34 cm) of snow were deposited and wind gusts of 45 to 63 mph (20.1 to 28.2 m/s) occurred. Nearly all cities and villages declared snow emergencies, and airports were closed. Visibility in blowing snow was typically 0.5 mi. (0.8 km).

Structural damage to buildings and power lines was reported.

Overall historic maximum monthly snowfall from records for either the local Beloit station, or for regional stations, is 50.4 in. (128.0 cm) at Watertown, Wisconsin. That month was January 1979.

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Chapter 2 - Site Characteristics Meteorology Overall, extreme snowfall conditions recorded at the local station at Beloit, Wisconsin are bracketed by conditions recorded at stations within the site climate region, supporting conclusions regarding climate region representativeness.

A snow pack value for the project site is presented in Subsection 2.3.1.2.9.

The mean number of days with freezing rain or drizzle is 2 days per year at both Madison, Wisconsin and Rockford, Illinois (Table 2.3-4). A summary of 14 ice storms that affected Rock County, Wisconsin during the period 1995-2011 is presented in Table 2.3-12 (NCDC, 2011g).

That summary indicates the following.

a. Several ice storms, as many as two or three, can occur per year.

b. Ice can accumulate periodically or during a consecutive period of anywhere from approximately 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> to 11 hours1.273148e-4 days <br />0.00306 hours <br />1.818783e-5 weeks <br />4.1855e-6 months <br />.

c. Ice accumulations typically range from one-tenth to one-quarter inch, but can reach one-half inch.

d. Hazardous driving conditions are a typical result of the storms.

A 50-year return-interval atmospheric ice load due to freezing rain is estimated to be 0.75 in.

(1.91 cm) for the project site area (ASCE, 2006). Concurrent three second wind gust is estimated to be 40 mph (17.9 m/s).

2.3.1.2.8 Thunderstorms and Lightning Thunderstorm statistics for the regional NOAA first order weather stations at Rockford, Illinois and Madison, Wisconsin are published and available for the site climate region (NCDC, 1996b; NCDC, 2011a and NCDC, 2011c). Thunderstorms occur during an average of 43.0 days per year at Rockford, and 39.6 days per year at Madison. Mean seasonal thunderstorm frequencies for Rockford and Madison are listed in 2.3-13. Thunderstorms are most frequent in summer and least frequent in winter at both stations.

The mean frequency of lightning strikes to earth is calculated via a method from the Electric Power Research Institute (EPRI), per the U. S. Department of Agriculture Rural Utilities Service (USDA, 1998). The method assumes a relationship between the average number of thunderstorm days per year (T), and the number of lightning strikes to earth per square mile per year (N). The mathematical relationship is as follows:

N = [0.31][T] (Equation 2.3-1)

Based on the average number of thunderstorm days per year at Rockford during the 55 year period 1955-2010 (43.0, which is slightly higher than the value of 39.6 days for Madison and is therefore used here), the frequency of lightning strikes to earth per square mile per year is 13.3 (5.1 strikes per square km per year) for the project site and surrounding area. For comparison, based on a five year period of record (NLSI, 2011), indicates 2 to 4 flashes per square kilometer per year for the site region, which corresponds to 5.2 to 10.4 flashes per square mile per year.

The EPRI value therefore is shown to be a reasonable indicator.

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Chapter 2 - Site Characteristics Meteorology 2.3.1.2.9 Snowpack and Probably Maximum Precipitation (PMP)

A 100-year return-period snowpack for the project site vicinity was derived by multiplying the 50-year return interval snowpack from Figure 7.1 of ASCE, 2006 by a factor which converts the 50-year return interval snowpack to a 100-year return-interval snowpack. Table C7-3 of ASCE, 2006 suggests that an appropriate factor is 1.22 (i.e., the 50-year value divided by the factor of 0.82 listed in Table C7-3).

The estimated 50-year interval snowpack for the project site from Figure 7.1 of ASCE 2006 is 25 pounds per square foot (lb/ft2) (122.1 kilograms per square meter [kg/m2]). The resulting estimated 100-year return interval snow pack for the project site is 30.5 lb/ft2 (30.5 lb/ft2 = 1.22 x 25 lb/ft2) (148.9 kg/m2).

The weight of the 48-hour PMP for the project site vicinity was derived by multiplying the 48-hour PMP (in inches) from Figure 21 of USDOC, 1978 by the weight of one inch of water (one inch of water covering one square foot weighs 5.2 lb (2.4 kg)).

The estimated 48-hour PMP for the project site from Figure 21 of USDOC, 1978 is 34 in.

(86.4 cm). The resulting estimated weight of the 48-hour PMP for the project site is 176.8 lb/ft2 (863.2 kg/m2) (176.8 lb/ft2 = 34 in. x 5.2 lb/ ft2).

2.3.1.2.10 Design Dry Bulb and Wet Bulb Temperatures Site design basis dry bulb temperatures (DBTs) and wet bulb temperatures (WBTs) are defined for the project site and its climate area. Those include the following statistics:

a. Maximum DBT with annual exceedance probability of 0.4 percent

b. Mean coincident WBT (MCWB) at the 0.4 percent DBT

c. Maximum DBT with annual exceedance probability of 2.0 percent

d. MCWB at the 2.0 percent DBT

e. Minimum DBT with annual exceedance probability of 0.4 percent

f. Minimum DBT with annual exceedance probability of 1.0 percent

g. Maximum WBT with annual exceedance probability of 0.4 percent

h. Maximum DBT with annual exceedance probability of 5 percent

i. Minimum DBT with annual exceedance probability of 5 percent

j. 100-year return maximum annual DBT

k. MCWB at the 100-year return maximum annual DBT

l. 100-year return maximum annual WBT

m. 100-year return minimum annual DBT Statistics for (a)-(g) are readily available from ASHRAE, 2009. Since those statistics are available from a well-known reference, no additional data analysis is required. ASHRAE, 2009 includes values for the following stations in the project site climate region: Fond du Lac, Wisconsin; Madison, Wisconsin; Rockford, Illinois; and DuPage County Airport, Illinois. These stations represent climatic conditions in the northern, central and southern portions of the climate region, respectively (Figure 2.3-16). Worst-case (bounding) values for (a)-(g) are selected from those four stations. To maintain thermodynamic consistency between DBT and coincident WBTs, DBT/

MCWB pairs are retained for a single station. The resulting statistics are listed in Table 2.3-14.

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Chapter 2 - Site Characteristics Meteorology Statistics for the maximum and minimum DBT with an annual exceedance probability of 5 percent (items [h] and [i] above) are not available from ASHRAE, 2009. In lieu of values from ASHRAE, 2009, values are extracted from published DBT and wet-bulb depression joint-frequency tables in NCDC, 1996b. Joint-frequency tables are available only for Madison and Rockford. The extracted statistics for Madison and Rockford are listed in Table 2.3-14.

The 100-year return interval maximum annual DBTs and WBTs (items [j], [l] and [m] above) are estimated used a technique described on page 14.6 of Chapter 14 of ASHRAE, 2009. The technique estimates the n-year return-interval extreme temperature from a series of annual maximum and minimum temperatures. The ASHRAE technique uses the following equation:

Tn = M + I Fs (Equation 2.3-2) where Tn = n-year return period value of the extreme temperature computed, in years M = mean annual extreme maximum or minimum temperature I = +1 if the maximum temperature is computed; -1 if the minimum temperature is computed s = standard deviation of the annual extreme maximum or minimum temperatures n = return period in years ( n =100 for a 100-year return interval).

6 n F = 0.5772 + ln ln( n 1)

(Equation 2.3-3) where F is a function that converts the standard deviation of annual extreme temperature parameter s (such as the annual extreme temperature in °F) to a new variable that is linearly related to the n-year return-interval extreme temperature Tn.

Since the MCWB coincident with the 100-year return interval maximum DBT is required (item [k]

above), this technique is only applied at meteorological stations in the climate region which had:

(1) digital records of hourly DBT and coincident WBT and (2) published annual extreme DBTs (i.e., NOAA annual summary LCD publications, such as NCDC 2011a). The published annual extreme DBTs are required to check annual extreme DBTs extracted from the digital records.

There were only two stations in the climate region which meet these requirements: Rockford, Illinois and Madison, Wisconsin.

The ASHRAE technique is applied to hourly TD3280 and TD3505 digital datasets (NCDC, 2011h-k) for each of these stations. The extreme DBT and WBT are first identified for each year which has at least 90 percent of possible hourly coverage of DBT and WBT. This produces a time-series of annual maximum and minimum DBTs and WBTs for 53 years for Madison and 30 years for Rockford. Each time-series is then input into the ASHRAE technique. The resulting estimated SHINE Medical Technologies 2.3-13 Rev. 0

Chapter 2 - Site Characteristics Meteorology 100-year return period annual DBTs and WBTs (items [j], [l] and [m] above) are listed in Table 2.3-15.

The estimated 100 year return maximum annual DBT at Rockford (104.8°F [40.4ºC]; Table 2.3-

15) is only 0.8°F (0.44ºC) above the record maximum DBT at Rockford (104°F [40.0ºC]) (NCDC, 2011c). Instead of attempting to derive a statistical relationship between the DBT and WBT useful over the short DBT interval of 104°F (40.0ºC) to 104.8°F (40.4ºC), the MCWB coincident with the estimated 100 year return maximum annual DBT at Rockford (104.8°F [40.4ºC]) are taken to be the WBT coincident with the record maximum DBT at Rockford (104°F [40.0ºC]). The WBT coincident with the record maximum DBT at Rockford is 80°F (26.7ºC) (NCDC, 2011i and NCDC, 2011k). Therefore, the estimated MCWB coincident with the 100 year return maximum annual DBT at Rockford is 80°F (26.7ºC).

A similar approach is taken for the 100 year return maximum annual DBT for Madison. The 100-year return maximum annual DBT for Madison (104.3°F [40.2ºC]; Table 2.3-15) is only 0.3°F (0.17ºC) above the record maximum DBT for Madison (104°F [40.0ºC]) (NCDC, 2011a).

Therefore, the MCWB coincident with the estimated 100 year return maximum annual DBT is taken to be the WBT coincident with the record maximum DBT for Madison. The WBT coincident with the record maximum DBT at Madison is 75°F (23.9ºC) (NCDC, 2011h and NCDC 2011j).

Therefore, the estimated MCWB coincident with the 100 year return maximum annual DBT for Madison is 75°F (23.9ºC). The 100 year maximum annual DBT and MCWB pairs (items [j] and [k]

above) for Rockford and Madison are listed in Table 2.3-15.

2.3.1.2.11 Extreme Dry Bulb Temperatures An additional review of regional extreme DBTs is done using NOAA COOP climate monitoring stations in the project site climate region. The locations of those stations are shown in Figure 2.3-

17. The COOP climate monitoring stations do not measure WBT and do not record hourly DBTs.

Those stations only record maximum and minimum daily DBTs and daily precipitation totals.

Therefore, it is not possible to identify WBTs coincident with the extreme DBTs recorded at those stations.

Table 2.3-16 presents extreme DBTs recorded at the climate monitoring stations. For completeness, Table 2.3-16 also includes the extreme DBTs recorded at the two first order stations in the project site climate region (Madison, Wisconsin and Rockford, Illinois). The overall extreme DBTs for the climate region are: a maximum of 109°F (42.8ºC) recorded on 14 July 1936 at Marengo in Boone County, Illinois, and a minimum of -45°F (-42.8ºC) recorded on 30 January 1951 at Baraboo in Sauk County, Wisconsin.

Since Marengo is a COOP station, the WBT coincident with the extreme DBT at Marengo (109°F

[42.8ºC]) is not available. Further, DBT and coincident WBT data in digital format that are available for stations in the climate region do not extend as far back as 1936 (Table 2.3-5).

Therefore, it is necessary to estimate a WBT coincident with the overall extreme DBT.

A graphical extrapolation method is used to estimate the WBT coincident with the overall extreme DBT of 109°F (42.8 ºC). A simple graphical approach is appropriate for several reasons:

a. A simple graphical approach is appropriate because at the extreme high end of the DBT range there are only a small number of observations. Use of an objective numerical SHINE Medical Technologies 2.3-14 Rev. 0

Chapter 2 - Site Characteristics Meteorology technique to project larger DBT values using a small population as input is unjustified because it is effectively no less subjective than a graphical approach.

b. The requirement is only for a mean coincident WBT value. A mean WBT value is simply identified for any DBT value on the graph, therefore a set of such means is easily plotted, and form the basis of an extrapolation line.

c. Published DBT/WBT depression joint frequency distribution (JFD) tables are available for Madison and Rockford (NCDC, 1996b). The tables are suitable for use in sketching the graphical relationship between regional DBT and WBT during conditions of the peak DBT.

The closest first-order station to Marengo is Rockford, Illinois which is located approximately 25 mi. (40.2 km) west of Marengo (Figure 2.3-17). Therefore, the DBT/WBT depression JFD table from Rockford is used to estimate the WBT coincident with an overall extreme DBT of 109°F (42.8 ºC) recorded at Marengo. The upper DBT limit of the DBT/WBT depression JFD table from Rockford is 103°F (39.4 ºC). Therefore, it is necessary to extrapolate the upper end of the JFD table to the observed DBT of 109°F (42.8 ºC). Graphical extrapolation of the DBT/WBT depression relationship to a DBT of 109°F (42.8 ºC) results in an estimated WBT depression of 30°F (16.7 ºC), which corresponds to a MCWB of 79°F (26.1 ºC) (109°F - 30°F = 79°F).

Therefore, the estimated MCWB coincident with the overall extreme DBT of 109°F (42.8 ºC) at Marengo is 79°F (26.1 ºC).

2.3.1.2.12 Restrictive Dispersion Conditions Major air pollution episodes are typically a result of persistent surface high pressure weather systems that cause light and variable surface winds and stagnant meteorological conditions for four or more consecutive days. Estimates of the stagnation frequency are provided in (NOAA, 1999; Figures 1 and 2). Those estimates indicate that, on average, the project site location experiences less than 10 days with stagnation per year. When stagnation occurs, stagnation lasts, on average, less than two days.

2.3.1.2.13 Air Quality The project site is located in Rock County, Wisconsin which is part of the Rockford-Janesville-Beloit Interstate Air Quality Control Region (WDNR, 2011). This air quality control region combines agricultural activities with the Beloit-Janesville, Wisconsin and Rockford, Illinois urban-industrial areas. The Wisconsin portion of the air quality control region, Rock County, is mostly flat to gently rolling farmland. Industry in the region consists of manufacturing, foundry operations and electrical power plants (WDNR, 2011). Rock County is currently in attainment for criteria pollutants (ozone, particulate matter, carbon monoxide, nitrogen oxides, sulfur dioxide, and lead (WDNR, 2011, USEPA, 2011).

Maintenance areas are those geographic areas with a history of non-attainment, but are currently meeting the National Ambient Air Quality Standards. In April 2004, the EPA designated the following 10 counties in eastern Wisconsin as being in non-attainment with the 8-hour ozone air quality standard: Door, Kewaunee, Manitowoc, Sheyboygan, Washington, Ozaukee, Waukesha, Milwaukee, Racine, and Kenosha. However, in 2007, eight of the ten counties (Kewaunee, Manitowoc, Washington, Ozaukee, Waukesha, Milwaukee, Racine, and Kenosha) were SHINE Medical Technologies 2.3-15 Rev. 0

Chapter 2 - Site Characteristics Meteorology redesignated as being in attainment with the 8-hour ozone standard (WDNR, 2012). The resulting eight county maintenance area and the two counties currently out of attainment with the 8-hour ozone air quality standard (Door and Sheyboygan counties) are situated to the east of the Rockford Janesville Beloit Interstate Air Quality Control Region, along the western shore of Lake Michigan.

USEPA guidance (USEPA, 1990) states that a Class I visibility impact analysis is necessary for a major source locating within 100 km (160.9 mi.) of a Class I area. Class I areas are national parks and wilderness areas that are potentially sensitive to visibility impairment. Table 2.3-17 lists the nearest Class I areas to the SHINE site (NPS, 2011). The table shows that the closest Class I area is the Rainbow Lake Wilderness Area, Wisconsin which is located approximately 455 km (approximately 283 mi.) northwest of the project site in far northern Wisconsin.

2.3.1.2.14 Climate Change Trends in global climatic conditions are currently the subject of considerable discussion in the scientific community and in the media. There are differences of opinion regarding the nature and causes of such trends. There is also controversy regarding the reliability of projections.

Generally, projections of climatic changes have been done at global scales. Attempts to predict changes at regional scales, for example for the Midwestern U.S., have been problematic. And, certainly, predictions of changes at a single station or at a relatively small area, such as the site climate region, are not reliable.

It is not appropriate to attempt to predict climate changes in the site climate region because of the above uncertainties. It is also not appropriate to try to use such predictions to enhance, or replace, the standard approach of identifying historical extreme climatic conditions in the site climate region. Plant design is most reliably based on a standard approach of projecting via scientifically defensible statistical methods, using historic statistics as input.

It is nevertheless valid to examine historic records for indications of long-term trends for informational purposes. Trends of interest are those of climate elements such as temperature, pressure, or winds that are sustained over periods of several decades or longer (AMS, 2012).

Trends of the following parameters are examined, for the climate region within which the SHINE site is located:

a. Values, for five separate 30-year division normal periods, of mean annual dry bulb temperature and mean annual precipitation. Division normals are climate normals for 30-year periods within a climate division. Climate divisions are segments of individual states that the NOAA has identified as being climatologically homogeneous. By definition, the division normal periods: (1) are 30 years long, (2) overlap, and (3) are updated every 10 years. Division normals for the project site that are reviewed include the section of Wisconsin labeled WI-08 South Central Wisconsin (NCDC, 2002b,c). Variation of mean annual dry bulb temperature and mean annual precipitation from division normal data are identified in the top half of Table 2.3-18.

b. During six separate single-decade periods of record, extremes at Madison, Wisconsin of hourly dry bulb temperature, one-day water-equivalent precipitation, one-day snowfall, and strongest tornadoes. Variations of those historic meteorological parameters are SHINE Medical Technologies 2.3-16 Rev. 0

Chapter 2 - Site Characteristics Meteorology identified in the bottom half of Table 2.3-18. The ending years of the time periods are selected to match those of the normal periods in the top half of Table 2.3-18, but without overlaps of the beginning years of the time periods, and with time period lengths of 10 years instead of the 30-year length of the normal periods.

The statistics in Table 2.3-18 show the following:

a. State climate division temperature State division normal temperature fell by 0.2 percent (0.8ºF) (0.4ºC) from 46.7 to 45.9ºF (8.2 to 7.7ºC) during the first three division normal periods combined, then fell and rose by 0.4 percent (0.2ºF) (0.1ºC) during the fourth and fifth periods respectively. The maximum value (46.7ºF) (8.2ºC) occurred during the first period (1931 to 1960).

b. Division normal precipitation State climate division precipitation fell by 0.35 percent (0.11 in.) (0.28 cm) from 31.24 to 31.13 in. (79.35 to 79.07 cm) during the first two division normal periods, then rose by 9.5 percent (2.98 in.) (7.57 cm) from 31.13 to 34.11 in. (79.07 to 86.64 cm) during the third through fifth division normal periods. The maximum value (34.11 in.) (86.64 cm) occurred during the fifth and most recent period (1991 to 2000).

c. Maximum daily precipitation Maximum daily precipitation Maximum daily precipitation at Madison fell during the second (30 percent) and fourth (5 percent) periods, and rose during the third (6 percent),

fifth (22 percent), and sixth (17 percent) periods. The historical period maximum (5.28 in.)

(13.41 cm) occurred during the most recent (sixth) period (2001 to 2010).

d. Extreme high daily snowfall Maximum 24 hour2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> snowfall at Madison fell during periods three (15 percent), five (18 percent), and six (16 percent), and rose during periods two (48 percent) and four (27 percent). Maximum occurred during the fourth period (17.3 in.) (43.94 cm).

e. Extreme high dry bulb temperature The historical period extreme high dry bulb temperature (104ºF) (40.0ºC) occurred during the third climate period (1971 to 1980). The lowest extreme high (97ºF) (36.1ºC) occurred during the second climate period (1961 to 1970). Otherwise, this parameter value was relatively constant at 101 or 102ºF (38.3 or 38.9ºC), with exception of the most recent period (2001 to 2010), during which the parameter was 98ºF (36.7ºC).

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Chapter 2 - Site Characteristics Meteorology

f. Extreme low dry bulb temperature The historical period extreme low dry bulb temperature (-30ºF) (-34.4ºC) occurred during the second climate period (1961 to 1970). Warmest extreme low (-19ºF) (-28.3ºC) occurred during the most recent period (2001 to 2010). Otherwise, this parameter value was relatively constant at -28 or -29ºF (-33.3 or -33.9ºC).

g. Strongest tornadoes The strongest tornado recorded within the site climate region was an F4 tornado observed during the second climate period (1961 to 1970). Otherwise, strongest tornado intensity values within the site climate region were relatively constant at F2 or F3. In order to satisfy IAEA guidance (IAEA, 1987) tornado intensity within approximately 100 km (62 mi.) of the project site also was considered. An F5 tornado occurred during the fourth climate period (1981 to 1990) at the town of Barneveld, Wisconsin, which is outside of the site climate region but within 100 km (62 mi.) of the project site.

Overall, changes in state division normal (30 year period) mean precipitation and temperature during the 69 year historical period 1931 to 2000 do not indicate consistent trends of rate of increase, or decrease, with time. Between decade changes of short term extremes of daily precipitation and extreme high and low temperatures during the 79 year historical period 1931 to 2010 do not indicate consistent trends, or increase in severity, with time. The highest 30 year mean (34.11 in.) (86.64 cm) and daily (5.28 in.) (13.41 cm) extreme water equivalent precipitation occurred during the most recent available periods, but those values are not part of consistent long term trends.

2.3.2 SITE METEOROLOGY The purpose of this local climate analysis is to understand dispersion conditions in the vicinity of the project site. That characterization is input to and provides a context for assessment of atmospheric impact of the facility on the environment.

Local dispersion climatology includes consideration of airflow and atmospheric turbulence. The following subsections address local topography, the source of local meteorological data, wind roses, and atmospheric stability distribution.

2.3.2.1 Topography The project site is located approximately at the center of Rock County, Wisconsin, about 13 mi.

(20.9 km) north of the Illinois/Wisconsin border, and 2.5 mi. (4.0 km) east of the Rock River. The project site is located within till plains glacial deposits on the Central Lowland Province of the Interior Plains Division of the United States. Within a radial distance from the site of approximately 10 mi. (16.1 km), additional ground surface features include the following:

a. There is terminal kettle-moraine topography in the central, north, and east sections, which represent effects of the last advance of the continental glacier, including uneven hills and ridges, varying drainage patterns, and gently rolling terrain (Rock County, 2012a).

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Chapter 2 - Site Characteristics Meteorology

b. There is dissected upland with isolated bluffs in the west and southwest sections, part of the driftless area (Subsection 2.3.1.2) which was not overrun by ice during the last continental glaciation (Moran and Hopkins, 2002; Rock County, 2012b).

c. The Rock River watershed, the main waterway, bisects the county from north to south (Rock County, 2012a). The Rock River valley is typically less than 1 mi. (1.6 km) wide, with minor slopes at the edges of the river floodplain with heights of approximately 50 ft (15.2 m).

d. Most land is used for agriculture, including corn and soybean farming (Rand McNally, 1982 and 2005).

e. The main urban centers of Janesville and Beloit are located along the Rock River.

f. The finished site grade elevation is approximately 827 ft. (252 m) NAVD 88. The project site and adjacent ground within a radius of approximately 1 mi. (1.6 km) is flat farmland.

Within a 10 mi. (16.1 km) radius from the project site, topographic elevations range from approximately 755 ft. (230 m) NAVD 88 along the Rock River, to approximately 1033 ft.

(315 m) NAVD 88 at the highest bluffs (USGS, 1980). Therefore, the topography within a 10 mi. (16.1 km) radius ranges from approximately 72 ft. (21.9 m) below the project site elevation, to 206 ft. (62.8 m) NAVD 88 above the project site elevation.

2.3.2.2 Local Data Sources Surface meteorological data were available from the Southern Wisconsin Regional Airport in Janesville, Wisconsin (NOAA station identifier KJVL). That airport is located approximately 0.25 mi. (0.40 km) west of the project site. The Southern Wisconsin Regional Airport meteorological monitoring station is an automated weather observation station (AWOS) with precipitation sensors installed (AWOS IIIP). The FAA describes the specifications of an AWOS system in an Advisory Circular (FAA, 2011). Specifications from this Advisory Circular are listed in Table 2.3

19. The AWOS anemometer height at SWRA for the period of interest in this study (2005 to 2010) is 26 ft. (7.9 m) above ground level (NCDC, 2012a).

The FAA Advisory Circular (FAA, 2011) describes the FAA standard for procurement, construction, installation, activation, and maintenance of non Federal AWOS systems. That standard is provided in an FAA Order (FAA, 1992), which requires inspections that meet specified technical standards and tolerances. On-site instrument calibration is required annually unless more frequent calibration is specified by the FAA region. Calibrations are required to be done by a qualified technician with FAA verification authority and witnessed by a qualified FAA non-Federal inspector. Facilities Maintenance Log and Technical Performance Record forms are maintained. In addition, NCDC subjects surface meteorological data collected at AWOS stations such as Southern Wisconsin Regional Airport to documented quality assurance and analysis procedures (Del Greco et al., 2006).

Raw meteorological data from Southern Wisconsin Regional Airport are obtained from NCDC (NCDC, 2011l). Hourly dry bulb temperature, humidity, wind speed, and wind direction data are extracted from the raw data. Table 2.3-20 shows the annual data recovery rates for dry bulb temperature, humidity, wind speed, and wind direction. The table shows that the annual data recovery rate for each variable exceeded 90 percent for 2005, 2006, 2008 to 2010, and that the recovery rate was approximately 87 percent for each variable in 2007. Data from 2005 through SHINE Medical Technologies 2.3-19 Rev. 0

Chapter 2 - Site Characteristics Meteorology 2010 are chosen for analysis in order to produce a data set with the most recent contiguous 5 years of data, and with 5 years of data having recovery rates better than 90 percent. The period of record requirements comply with Final ISG Augmenting NUREG 1537, Part 1, Chapter 19, to provide meteorological data collected as near as possible to the SHINE site for the most recent 5 year period. Table 2.3-21 presents a summary of meteorological parameter statistics from the SWRA during the 2005 to 2010 period.

2.3.2.3 Plans to Access Local Meteorological Data during License Period Meteorological measurements will be available for use in responding to accidental radiological releases or other emergencies, and other routine purposes that require access to meteorological information during the licensing period. That meteorological information will be obtained for local government weather monitoring stations that observe wind and other surface meteorological parameters on an hourly basis.

When needed during an emergency, real time hourly surface meteorological measurements of wind direction, wind speed, air temperature, and weather type will be accessed by SHINE through government data sources. Access will be attempted during the emergency in the following sequence, until reliable data are obtained, as follows:

a. Internet access to hourly surface weather observations recorded at the SWRA AWOS, at URL: http://www.weather.gov/data/obhistory/KJVL.html

b. Telephone access to an automated synthesized voice recording of the most recent hourly surface observations recorded at the SWRA AWOS, at number: (608) 758-1723.

c. If weather observations are not available from the SWRA AWOS, then weather information from another station with hourly meteorological data in the Site Climate Region will be used. The following stations will be used, in the order listed below. The stations are listed in order of increasing distance from Janesville, Wisconsin:

1. Rockford, Illinois: http://www.weather.gov/data/obhistory/KRFD.html

2. Monroe, Wisconsin: http://www.weather.gov/data/obhistory/KEFT.html

3. Burlington, Wisconsin: http://www.weather.gov/data/obhistory/KBUU.html

4. Madison, Wisconsin: http://www.weather.gov/data/obhistory/KMSN.html During normal operations, hourly data will be obtained by internet access to hourly surface weather observations recorded at the SWRA AWOS, at URL: http://www.weather.gov/data/

obhistory/KJVL.html.

2.3.2.4 Comparison of Local and Regional Wind Roses Subsection 2.3.2.2 describes the meteorological monitoring system at the SWRA in Janesville, Wisconsin. As described in that subsection, wind speed and direction measurements are collected at the 26 ft. (7.9 m) level. Wind speed and direction from the 26 ft. (7.9 m) level are used to determine JFDs that are input to relative atmospheric concentration (/Q) and radiological dose assessments in this report.

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Chapter 2 - Site Characteristics Meteorology Figure 2.3-19 through Figure 2.3-35 show the annual, monthly and seasonal wind roses from SWRA. The period of record on which those plots are based is the six years from January 1, 2005 through December 31, 2010 (Subsection 2.3.2.2). That period of record is also used for JFD input to /Q and radiological dose assessments in this report.

An annual wind rose (Figure 2.3-19) shows dominant wind frequencies from the west (approximately 8 percent of the period) and from the south (approximately 7.5 percent of the period). The remaining directions include a group (N, E, SSW, SW, WNW, and NW) with frequencies of occurrence that range from approximately 5 to 7 percent of the period, and another group (NNE, NE, ENE, ESE, SE, SSE, WSW, and NNW) with frequencies of occurrence that range from approximately 3.5 to 5 percent of the period. The multi-modal nature of the annual wind rose reflects airflows associated with seasonal shifts of mean North American surface pressure belts and centers, seasonal changes in paths and frequencies of synoptic-scale surface cyclones and anticyclones that move across the area, and seasonal changes in frequency of development of synoptic surface fronts (Trewartha, G. T., 1954; Trewartha, G. T.,

1961; Rand McNally, 2005; and EDS, 1968).

The winter season wind rose (Figure 2.3-32) shows most frequent wind directions during that season from the west, northwest and north. This is a reflection of polar and arctic air masses that flow from Canada that are dominant during the winter. The large Icelandic low pressure center that intensifies during Northern Hemisphere winter causes a pressure gradient pattern that is oriented in a northwest to southeast direction over Canada and the U.S. that guides surface high pressure systems that contain the polar and arctic air masses in a southeast direction from Canada to the Midwest and eastern U.S. Upper air meridional flow (relatively parallel to lines of longitude) is more prevalent than zonal flow (relatively parallel to lines of latitude), and surface cyclonic storms more frequently occupy the Alberta storm track that extends from southwest Canada into the central U.S.

The spring season wind rose (Figure 2.3-33) shows dominant wind direction frequencies from the east, south, and west. During spring, the Icelandic low weakens, the southwest U.S. surface thermal low intensifies, and the north Atlantic Azores high pressure cell intensifies. Because of the northward shift of the subtropical high pressure belt (including the Azores high), storm systems and Canadian air masses are not always pushed towards the southeast, but rather stay farther north during their movement over the Midwest and eastern U.S. Intensification of the southwest U.S. thermal low increases winds from the south over the central U.S. Warm and stationary fronts form more frequently over the Midwest U.S. at the boundaries between northern and southern air masses. Surface pressure troughs at those fronts draw moist modified maritime tropical air from the south that results in surface convergence, lifting, and formation of precipitation at the fronts. The combined results of these changes are increased frequencies of west, south, and east winds as air masses converge on the area from more locations in the southwest, south, and southeast U.S. than during winter.

During the summer season, the subtropical high pressure belt reaches its maximum intensity. It reinforces development of individual surface anticyclones, which follow in a general easterly direction behind weak cold fronts as they move eastward. Surface lows and precipitation are largely suppressed. The summer season wind rose (Figure 2.3-34) shows dominant wind direction frequencies from the south and southwest, reflecting flow out of the relatively slow-moving surface high pressure centers.

SHINE Medical Technologies 2.3-21 Rev. 0

Chapter 2 - Site Characteristics Meteorology The autumn wind rose (Figure 2.3-35) reverts back to some cool season circulation patterns, which are also characteristic of the spring season. It shows dominant wind direction frequencies from the south and west, but east winds occur less frequently than during the spring season.

East winds are less frequent because the subtropical surface pressure ridge extends westward from the north Atlantic to the central U.S. during autumn, whereas it is strongest off the Atlantic coastline during Spring. Airflow therefore moves north out of surface anticyclones that are reinforced by the mean autumn subtropical ridge position across the east central U.S., and airflow relatively infrequently moves towards the west.

Wind roses were generated for regional climate stations from TD-3505 hourly surface dataset files (NCDC, 2011m). The climate stations (Baraboo, Wisconsin; Madison, Wisconsin; Fond du Lac, Wisconsin; Freeport, Illinois; Rockford, Illinois; and Du Page County Airport, Illinois) were identified in Subsection 2.3.1.2.3. Rockford and Madison represent the geographical center of the site climate region. Baraboo, Fond du Lac, Freeport and Du Page County represent the northwest, northeast, southwest and southeast corners of the climate region, respectively Figure 2.3-36 shows a comparison of annual wind roses for the Southern Wisconsin Regional Airport in Janesville and the six regional stations. The wind roses are arranged in the figure to match the approximate physical locations of the stations relative to Janesville, Wisconsin. The annual wind rose from Fond du Lac shows a bimodal southwest and northeast wind direction distribution. The northeast winds appear to be local effects of nearby Lake Winnebago, which is located approximately three miles northeast of the Fond du Lac airport (Figure 2.3-16). However, the annual wind roses at the other five regional stations (Baraboo, Madison, Freeport, Rockford, and Du Page County Airport) show overall multi modal patterns similar to the annual wind rose from Janesville. This consistency verifies the representativeness of wind measurements from the SWRA in Janesville for purposes of dispersion modeling.

2.3.2.5 Atmospheric Stability Pasquill stability class is derived from hourly wind speed, ceiling height, and sky cover measurements from the AWOS at the SWRA in Janesville, Wisconsin (Subsection 2.3.2.2). The Pasquill stability class is derived using computer code from USEPA, 1999 which implements the method described by Turner, D.B, 1964. Table 2.3-22 shows the joint data recovery of wind speed, wind direction, and the computed Pasquill stability class. Joint data recovery exceeds 90 percent for 2005, 2006, and 2008 to 2010 and is 86 percent for 2007.

Table 2.3-23 presents the annual Pasquill class frequency distributions for the combined local data period 2005 to 2010, and each individual year in the combined period. This table shows that the Pasquill class "D" stability class is the most frequently occurring stability class for each year and for the combined period. The Pasquill "A" class is the least frequently occurring class. Both of these results are consistent with generally observed stability class climatologies. A similar distribution is also presented, for example, in Stern et al. (1984).

The results in Table 2.3-23 are presented in the form of JFDs of wind direction and wind speed stratified by Pasquill stability in Table 2.3-24 through Table 2.3-30. These JFDs are used for /Q and radiological dose calculations presented later in this report.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-1 Selected Characteristics of Wisconsin Physiographic Provinces(a)

Characteristics are based on Moran and Hopkins (2002) and Rand McNally (2005).

Lake Superior Northern Eastern Ridges Western Lowland Highland Central Plain and Lowlands Uplands Vegetation Broadleaf Agriculture is Marginally suited Broadleaf Broadleaf deciduous and limited by lakes, for agriculture. deciduous and deciduous trees needleleaf swamps, and Irrigation needleleaf evergreen trees short growing required. evergreen trees season. Tamarack bogs occur above impervious lake clays.

Topography Gently sloping The Relatively flat or Numerous glacial Escaped recent plains, with steep southernmost gently rolling landforms, lowest glaciation, escarpments at portion of the topography with elevations of allowing streams the southern Canadian Shield occasional Wisconsin. Lake and rivers to form shore of Lake of crystalline sandstone Winnebago is steep valleys.

Superior. bedrock. mesas, buttes, remnant of a Portions of the Weathering and pinnacles. larger glacial uplands are erosion have lake. Niagara referred to as the reduced terrain to cuesta is a rock driftless area nearly a plain. ridge in the due to the lack of Scattered hills of northeast in Door glacial debris, or resistant bedrock and Waukesha drift remain. Lake and Counties.

swamp terrain.

Elevations Several hundred 1,400 to 1,650 ft. 750 to 850 ft. Topographic Approximately feet above NAVD 88 NAVD 88 relief of 100 to 1,000 to 1,200 ft.

elevation of the 200 feet above NAVD 88, Great Lakes the elevation of including some Lake Michigan topographic relief (mean lake approaching 500 elevation is feet. Rock bluffs, approximately mounds (highest 600 ft. NAVD 88). approximately 1,716 ft. NAVD 88).

a) Characteristics are based on Moran, J.M. and E.J. Hopkins, 2002 and Rand McNally, 2005.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-2 Madison, Wisconsin Climatic Means and Extremes (Sheet 1 of 2)

Table extracted from NCDC, 2011a. Refer to that source for explanatory notes.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-2 Madison, Wisconsin Climatic Means and Extremes (Sheet 2 of 2)

Table extracted from NCDC, 2011a. Refer to that source for explanatory notes.

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)

Table 2.3-3 Rockford, Illinois Climatic Means and Extremes (Sheet 1 of 2)

Table extracted from NCDC, 2011c. Refer to that source for explanatory notes.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-3 Rockford, Illinois Climatic Means and Extremes (Sheet 2 of 2)

Table extracted from NCDC, 2011c. Refer to that source for explanatory notes.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-4 Madison, Wisconsin and Rockford, Illinois Additional Climatic Means and Extremes(a)

(Sheet 1 of 2)

Madison, Rockford, Parameter Period Wisconsin Illinois Mean number of days with rain January 5 6 or drizzle February 5 5 (NCDC, 1996b)

March 10 11 April 15 15 May 16 16 June 15 14 July 15 14 August 14 13 September 13 13 October 13 13 November 10 11 December 7 8 Annual 138 139 Mean number of days with January 1 1 freezing rain or drizzle February < 0.5 < 0.5 (NCDC, 1996b)

March < 0.5 < 0.5 April < 0.5 < 0.5 May 0 0 June 0 0 July 0 0 August 0 0 September 0 0 October < 0.5 0 November < 0.5 < 0.5 December 1 1 Annual 2 2 SHINE Medical Technologies 2.3-28 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-4 Madison, Wisconsin and Rockford, Illinois Additional Climatic Means and Extremes(a)

(Sheet 2 of 2)

Mean number of days with January 18 17 snow February 14 13 (NCDC, 1996b)

March 13 11 April 4 3 May < 0.5 < 0.5 June 0 0 July 0 0 August 0 0 September < 0.5 0 October 1 1 November 9 8 December 16 15 Annual 75 68 Mean number of days with hail January 0 < 0.5 or sleet February 0 < 0.5 (NCDC, 1996b)

March < 0.5 < 0.5 April < 0.5 < 0.5 May < 0.5 < 0.5 June < 0.5 < 0.5 July < 0.5 < 0.5 August < 0.5 < 0.5 September < 0.5 < 0.5 October < 0.5 < 0.5 November < 0.5 < 0.5 December < 0.5 0 Annual 2 2 a) Based on NCDC, 1996b.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-5 List of NOAA ASOS Stations Located within the Site Climate Region(a,b,c)

Approximate Available DS 3505 North West Ground Digital USAF WBAN Latitude Longitude Elev. Database ID ID (deg (deg min (ft. Period of Name No. No. St. County min sec) sec) MSL) Record (years)

Baraboo 726503 54833 WI Sauk 43 31 19 89 46 15 978 1997-2011 (15)

Burlington 722059 4866 WI Racine 42 41 23 88 18 14 779 1948-2011 (64)

De Kalb Taylor 722075 04871 WI De Kalb 41 55 55 88 42 28 915 1973-2011 (39)

Municipal Airport Juneau 726509 04898 WI Dodge 43 25 33 88 42 10 936 1997-2011 (15)

Dodge County Du Page County 725305 94892 IL Du Page 41 54 50 88 14 56 758 1973-2011 (39)

Fond du Lac County 726506 04840 WI Fond du 43 46 12 88 29 9 807 1997-2011 (14)

Airport Lac Freeport Albertus 722082 04876 IL Stephen 42 14 45 89 34 55 859 2004-2011 (8)

Airport son Janesville 726415 94854 WI Rock 42 37 1 89 1 58 808 1973-2011 (39)

Southern Wisconsin Regional Madison Dane 726410 14837 WI Dane 43 8 27 89 20 41 866 1948-2011 (64)

County Truax Field Middleton Municipal 720656 n/a WI Dane 43 7 1 89 31 58 928 2009-2011 (3)

Morey Field Monroe Municipal 726414 04873 WI Green 42 36 54 89 35 27 1085 2001-2011 (10)

Rochelle Municipal 722182 04890 IL Ogle 41 53 34 89 4 40 781 2004-2011 (8)

Airport Koritz Field Chicago Rockford 725430 94822 Winneba 42 11 34 89 5 34 743 1973-2011 (39)

Intl Airport IL go Watertown 726464 54834 WI Jefferson 43 10 1 88 43 1 833 1995-2011 (17)

Municipal Airport a) The site climate region and station locations are defined via the map in Figure 2.3 16.

b) Extracted from NCDC, 2012b.

c) MSL elevations are functionally equivalent to the NAVD 88 elevations in this table.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-6 List of NOAA COOP Stations in the Site Climate Region for which Clim-20 Summaries are Available(a)

Approx.

North West Ground Period of Record Latitude Longitude Elev. (years)

Name St. County (deg min) (deg min) (ft. MSL) (temp precip)

Arboretum Univ of WI WI Dane 43 2 89 26 865 41 41 Arlington Univ Farm WI Columbia 43 18 89 20 1080 49 49 Baraboo WI Sauk 43 28 89 44 823 58 73 Beaver Dam WI Dodge 43 27 88 51 840 62 74 Beloit WI Rock 42 30 89 2 780 121 162 Brodhead WI Green 42 37 89 23 790 115 115 Charmany Farm WI Dane 43 4 89 29 910 49 49 Dalton WI Green Lake 43 39 89 12 860 n/a De Kalb IL De Kalb 41 56 88 47 873 119 130 Fond du Lac WI Fond du Lac 43 48 88 27 760 126 126 Ft Atkinson WI Jefferson 42 54 88 52 800 70 70 Hartford 2 W WI Washington 43 20 88 25 980 67 73 Horicon WI Dodge 43 26 88 38 880 109 109 Lake Geneva WI Walworth 42 36 88 26 880 n/a Lake Mills WI Jefferson 43 5 88 54 817 119 121 Madison Dane Co AP WI Dane 43 8 89 21 866 79 79 Marengo IL McHenry 42 18 88 39 815 156 156 Oconomowoc WI Waukesha 43 6 88 30 856 73 73 Portage WI Columbia 43 32 89 26 775 119 123 Prairie du Sac WI Sauk 43 19 89 44 780 n/a Rockford AP IL Winnebago 42 12 89 6 730 61 61 Stoughton WI Dane 42 37 89 45 840 n/a Watertown WI Jefferson 43 10 88 44 825 121 121 Wisconsin Dells WI Columbia 43 37 89 46 835 89 89 a) The site climate region and station locations are defined via the map in Figure 2.3-17.

b) MSL elevations are functionally equivalent to the NAVD 88 elevations in this table.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-7 Regional Tornadoes and Waterspouts(a,b,c)

Number of Number of State County Area (mi.2) Tornadoes Waterspouts IL Boone 282 8 0 IL Carroll 466 14 0 IL Cook 1635 51 0 IL De Kalb 635 11 0 IL Du Page 337 24 0 IL Kane 524 19 0 IL Lake 1368 16 1 IL Lee 729 22 0 IL McHenry 611 15 0 IL Ogle 763 19 0 IL Stephenson 565 13 0 IL Whiteside 697 19 0 WI Adams 689 17 0 WI Columbia 796 34 0 WI Dane 1238 56 0 WI Dodge 907 58 0 WI Fond du Lac 766 43 0 WI Green 585 18 0 WI Green Lake 380 30 0 WI Jefferson 583 33 0 WI Juneau 804 23 0 WI Kenosha 754 9 1 WI Racine 792 20 1 WI Sauk 848 23 0 WI Walworth 577 23 0 WI Washington 436 17 0 WI Waukesha 580 28 0 Totals 19,347 663 3 a) Period of record is May, 1950 through July, 2011.

b) Based on NCDC 2011g.

c) Additionally, an F5 tornado occurred on 8 June 1984 at Barneveld in Iowa County, Wisconsin, which is located approximately 50 miles (80 km) west-northwest of the project site.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-8 Details of Strongest Tornadoes in Rock County, Wisconsin(a,b,c)

Path Path Property Tornado Length Width Damage Intensity Date (mi.) (yd.) ($) Additional Description F2 15 Nov 1960 3.00 67 2,500 Occurred 1.5 mi. (2.4 km) south of Union, Wisconsin. Damage occurred to farm buildings, an abandoned restaurant, and a school roof.

F2 22 Sep 1961 3.60 220 25,000 Occurred 1 mi. (1.6 km) south of Whitewater, Wisconsin. Damage occurred to at least 15 farms. There was 1 injury.

F2 9 Oct 1970 11.10 50 250,000 The tornado moved NNW from the banks of the Rock River just north of Riverside Park (NW of Janesville) and 5 mi. (8.0 km) west of Edgerton toward Stoughton. An outbuilding was damaged. There was 1 injury.

F2 1 Nov 1971 3.00 100 250,000 A small tornado moved northeast in a mostly residential area along a line from 1.5 mi. (2.4 km) NNW to about 4 mi NNE of downtown Beloit. Several homes and garages were severely damaged. There was 1 injury.

F2 8 May 1988 27.00 173 250,000 Tornado affected Rock, Dane, and Jefferson counties. Many farm buildings and two homes were damaged.

F2 27 Mar 1991 7.00 440 2.5 million Tornado affected Green, Rock, Dane, and Jefferson counties. There were 5 injuries and 1 fatality.

F2 25 Jun 1998 2.50 100 845,000 Tornado moved from 2.3 mi. (3.7 km)

WNW of Leyden to 1 mi. (1.6 km)

NNE of Leyden.

a) The project site is located in Rock County, WI.

b) Period of record is May, 1950 through July, 2011.

c) Based on NCDC, 1960b; NCDC, 1961b; NCDC, 1970b; NCDC, 1971b; NCDC, 1988b; NCDC, 1991b; NCDC, 1998b; and NCDC, 2011g.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-9 Details of Strongest Tornadoes in Surrounding Counties Adjacent to Rock County, Wisconsin (Sheet 1 of 2) (a,b,c,d,e,f)

Path Path Property Tornado Length Width Damage Intensity Date County (mi.) (yd.) ($) Additional Description F4 21 Apr 1967 Boone 11.50 1200 250,000 Tornado moved near 50 mph (22.4 m/s) towards ENE to E, from 2 mi.

(3.2 km) SE of Cherry Valley to two mi. north of Woodstock. Numerous reports of multiple funnel sightings were substantiated by damage.

Almost complete destruction directly in path with major wind damage on either side. Many farm homes completely destroyed.

Woods were stripped with large trees uprooted or snapped off.

About 5% of the path was through an urban area, which was the SE corner of Belvidere, where a high school was hit. There were 450 injuries and 24 fatalities.

F3 7 Jan 2008 Boone 7.00 100 2.0 Tornado traveled from about 1.2 mi.

million (1.9 km) N of Poplar Grove in Boone County, to about 3.2 mi (5.1 km) NE of Harvard in McHenry County. A large barn and farmhouse were destroyed, and other buildings severely damaged.

Damage also occurred to power lines. Large trees were snapped, uprooted, and stripped of branches.

There were 4 injuries.

F3 2 Aug 1967 Dane n/a n/a 25,000 Tornado moved SE on the N shore of Lake Mendota in the town of Westport, about 100 yards (0.1 km) inland. Three cottages were destroyed and several homes slightly damaged. There were 5 injuries and 2 fatalities.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-9 Details of Strongest Tornadoes in Surrounding Counties Adjacent to Rock County, Wisconsin (Sheet 2 of 2) (a,b,c,d,e,f)

F3 4 Jun 1975 Dane 2.30 33 25,000 Tornado touched down three miles north of Sun Prairie and moved towards the east. Two farms had extensive damage and one home was destroyed.

F3 17 Jun Dane 16.00 400 25.0 Tornado occurred 2 mi. (3.2 km) 1992 million north of Belleville. There were 30 injuries.

F3 18 Aug Dane 17.00 600 34.3 Strong and destructive tornado 2005 million started about 2.8 mi. (4.5 km) SE of Fitchburg and moved slowly ESE to the southern edge of Lake Kegonsa through residential neighborhoods including Dunn, Pleasant Springs, and Stoughton. There was extensive damage to homes, businesses, farm buildings, vehicles, power lines, and trees.

There were 23 injuries and 1 fatality.

F3 5 Jun 1980 Jeffer- 4.00 n/a 25,000 Tornado formed near Rock River at son 0.25 mi. (0.4 km) E of Watertown, lifted and moved SE where it touched down a second time 1 mi.

(1.6 km) SE of Pipersville.

a) The project site is located in Rock County, WI.

b) Counties adjacent to Rock County include: Green (WI), Dane (WI), Jefferson (WI), Walworth (WI), Boone (IL), Winnebago (IL), and Stephenson (IL).

c) Period of record is May, 1950 through July, 2011.

d) "n/a" means information not available.

e) Based on data in references NCDC, 1967b; NCDC, 1967c; NCDC, 1975b; NCDC, 1980b; NCDC, 1992b; NCDC, 2005c; NCDC, 2008b; and NCDC, 2011g.

f) An F5 tornado occurred on 8 June 1984 at Barneveld in Iowa County, Wisconsin, which is located approximately 50 mi. (80 km) west northwest of the project site.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-10 Precipitation Extremes at Local and Regional NOAA COOP Meteorological Monitoring Stations within the Site Climate Region(a,b,c)

Maximum Maximum Maximum Maximum Recorded Recorded Recorded Recorded 24-Hour Monthly 24-Hour Monthly Station Rainfall Rainfall Snowfall Snowfall Name State County (in.) (in.) (in.) (in.)

Arboretum Univ of WI Dane 6.00 12.07 12.0 25.5 WI Arlington Univ WI Columbia 5.10 12.92 14.0 28.0 Farm Baraboo WI Sauk 7.78 14.79 12.0 35.2 Beaver Dam WI Dodge 4.41 15.05 13.0 30.0 Beloit WI Rock 5.77 14.39 11.0 22.0 Brodhead WI Green 6.62 13.11 10.0 31.1 Charmany Farm WI Dane 5.85 11.47 13.0 20.5 Dalton WI Green Lake 4.69 13.77 21.0 25.5 DeKalb IL De Kalb 8.09 14.23 15.6 34.5 Fond du Lac WI Fond du Lac 6.83 12.70 14.0 25.1 Ft Atkinson WI Jefferson 4.47 9.05 14.0 39.0 Hartford 2 W WI Washington 5.20 11.23 12.0 33.0 Horicon WI Dodge 5.94 14.72 16.0 40.0 Lake Geneva WI Walworth 3.88 11.30 13.2 38.5 Lake Mills WI Jefferson 4.93 11.31 11.0 31.0 Madison Dane Co WI Dane 5.28 15.18 17.3 40.4 AP Marengo IL McHenry 5.15 11.70 12.0 21.0 Oconomowoc WI Waukesha 5.38 11.39 11.5 28.7 Portage WI Columbia 6.29 16.09 12.5 34.0 Prairie du Sac WI Sauk 5.73 11.41 11.6 23.5 Rockford AP IL Winnebago 6.42 13.98 11.4 30.2 Stoughton WI Dane 5.05 8.86 12.0 35.5 Watertown WI Jefferson 6.65 10.47 13.0 50.4 Wisconsin Dells WI Columbia 7.67 14.13 14.0 28.4 a) The site climate region and station locations are defined in Figure 2.3 17.

b) Based on 1971 - 2000 data in NCDC, 2001a x.

c) Madison and Rockford statistics were updated through the year 2010 from NCDC, 2011a and NCDC, 2011c.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-11 Mean Seasonal and Annual Hail or Sleet Frequencies at Rockford, Illinois and Madison, Wisconsin(a)

Station Winter Spring Summer Autumn Annual Rockford <0.3 <0.5 <0.5 <0.5 <0.5 Madison <0.2 <0.5 <0.5 <0.5 <0.7 a) Statistics from NCDC 2011c and NCDC 2011a.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-12 Ice Storms that have Affected Rock County, Wisconsin(a)

Date of Storm Description of Ice Storm 26 Feb 1995 Freezing rain and freezing drizzle. Coating of ice up to one-quarter inch.

26 Nov 1995 Two to six hour period of sleet and/or freezing rain glazed road surfaces.

Ice accumulations of one-quarter to one-half inch on top of one to five inches of snow. A glazing of less than one-quarter inch of freezing rain or 13 Dec 1995 freezing drizzle.

Several hours of freezing rain, accumulated to one quarter inch. Sheets of 4 Feb 1997 ice on roads and sidewalks, especially rural.

Periodic light freezing drizzle of light freezing rain glazed roads and 3 Feb 2003 sidewalks.

7 Apr 2003 Freezing drizzle left crusty layers.

Freezing rain caused road surfaces to become very slippery due to initial ice 16 Jan 2004 glazing of one-sixteenth to one-eighth inch.

7 Mar 2004 Freezing drizzle/rain generated a thin layer of ice on road surfaces.

18 Dec 2004 Light freezing drizzle coated roads and bridges during morning hours.

Pockets of freezing rain or drizzle resulted in a light glaze of ice on many 1 Jan 2005 road surfaces and sidewalks.

Ice storm affected a 25 to 30 mile wide area stretching from Janesville to Ft.

Atkinson to Delafield to West Bend to Port Washington, with about 11 hours1.273148e-4 days <br />0.00306 hours <br />1.818783e-5 weeks <br />4.1855e-6 months <br /> of freezing rain. Ice accumulations ranged from one quarter to one half inch.

17 Feb 2008 Roads were icy.

Freezing rain produced ice accumulations of one-tenth to two-tenths inch 8 Dec 2008 near the Illinois border.

Mixture of sleet, rain, freezing rain and snow caused very hazardous driving 28 Mar 2009 conditions. Ice accumulations were one-tenth inch.

Freezing rain during afternoon hours resulted in a low-end ice storm with ice accumulations of one quarter to one half inch. Trees and power lines were 23 Dec 2009 coated, causing them to break.

a) Based on 1995 - 2011 data in NCDC, 2011g.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-13 Mean Seasonal Thunderstorm Frequencies at Rockford, Illinois and Madison, Wisconsin(a)

Station Winter Spring Summer Autumn Rockford 0.3 4.0 7.4 2.7 Madison 0.2 3.6 7.1 2.3 a) Statistics from NCDC, 2011a and NCDC, 2011c SHINE Medical Technologies 2.3-39 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-14 Design Wet and Dry Bulb Temperatures Statistic Bounding Value (°F)

Maximum DBT with annual exceedance probability of 0.4 percent 91.5 (Rockford)

Mean coincident WBT (MCWB) at the 0.4 percent DBT 75.0 (Rockford)

Maximum DBT with annual exceedance probability of 2.0 percent 85.8 (Rockford)

Mean coincident WBT (MCWB) at the 2.0 percent DBT 72.0 (Rockford)

Minimum DBT with annual exceedance probability of 0.4 percent -9.1 (Madison)

Minimum DBT with annual exceedance probability of 1.0 percent -2.9 (Madison) 78.3 (Du Page County Maximum WBT with annual exceedance probability of 0.4 percent Airport)

Maximum DBT with annual exceedance probability of 5 percent 81 (Rockford)

Minimum DBT with annual exceedance probability of 5 percent 9 (Madison)

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Chapter 2 - Site Characteristics Meteorology Table 2.3-15 Estimated 100-Year Return Maximum and Minimum DBT, MCWB coincident with the 100-Year Return Maximum DBT, Historic Maximum WBT and Estimated 100-Year Annual Maximum Return WBT MCWB Estimated coincident Estimated Estimated 100-yr with 100-yr Historic 100-yr 100-yr maximum maximum maximum maximum minimum Station DBT (°F) DBT (°F) WBT (°F) WBT (°F) DBT (°F)

Rockford 104.8 80 83.6 85.9 -35.1 Madison 104.3 75 85.0 86.0 -33.4 Bounding 104.8 80 85.0 86.0 -35.1 value SHINE Medical Technologies 2.3-41 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-16 Dry Bulb Temperature Extremes at Local and Regional NOAA COOP Meteorological Monitoring Stations within the Site Climate Region(a,b,c,d)

Maximum Minimum Recorded Recorded Dry Bulb Dry Bulb Temperature Temperature Station Name State County (°F) (°F)

Arboretum Univ. of WI WI Dane 108 -38 Arlington Univ. Farm WI Columbia 102 -36 Baraboo WI Sauk 102 -45 Beaver Dam WI Dodge 100 -36 Beloit WI Rock 102 -26 Brodhead WI Green 102 -36 Charmany Farm WI Dane 102 -34 Dalton WI Green Lake 103 -39 De Kalb IL De Kalb 103 -27 Fond du Lac WI Fond du Lac 103 -41 Ft Atkinson WI Jefferson 102 -39 Hartford 2 W WI Washington 105 -35 Horicon WI Dodge 101 -36 Lake Geneva WI Walworth 106 -27 Lake Mills WI Jefferson 104 -33 Madison Dane Co AP WI Dane 104 -37 Marengo IL McHenry 109 -29 Oconomowoc WI Waukesha 101 -33 Portage WI Columbia 103 -35 Prairie du Sac WI Sauk 103 -42 Rockford AP IL Winnebago 104 -27 Stoughton WI Dane 103 -35 Watertown WI Jefferson 103 -33 Wisconsin Dells WI Columbia 102 -43 a) The site climate region and station locations are defined in Figure 2.3-17.

b) Based on 1971-2000 data in NCDC, 2001a-x.

c) Rockford and Madison statistics were updated through the year 2010 from NCDC, 2011a and NCDC, 2011c.

d) The highest and lowest dry bulb temperatures in the region are in bold font.

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Chapter 2 - Site Characteristics Meteorology Table 2.3-17 Nearest Class I Areas to the Project Site Distance Distance from Project from Project Direction from Class I Area Site (km) Site (mi.) Project Site Rainbow Lake Wilderness Area, WI 455 283 Northwest Seney Wilderness Area, MI 475 295 North-northeast Isle Royale National Park , MI 610 379 North Mammoth Cave National Park, KY 630 391 South-southeast Boundary Waters Canoe Area, MN 640 398 North-northwest Mingo Wilderness Area, MO 645 401 South Voyageurs National Park MN 730 454 North SHINE Medical Technologies 2.3-43 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-18 Mean Temperature and Precipitation Climate Parameters for Available Normal (30-year) Periods and Extreme Precipitation, Temperature, and Tornado Occurrence Climate Parameters for Historic (10-year) Periods(a)

Normal Period Period 1 2 3 4 5 1931-1960 1941-1970 1951-1980 1961-1990 1971-2000 Wisconsin South Central 46.7 46.3 45.9 45.7 45.9 Climate Division Temperature (°F)

Wisconsin South Central 31.24 31.13 31.75 32.27 34.11 Climate Division Precipitation (in.)

Historic Period Period 1 2 3 4 5 6 1961- 1981-1951-1960 1970 1971-1980 1990 1991-2000 2001-2010 Madison Wisconsin 5.25 3.67 3.89 3.68 4.51 5.28 extreme high daily precipitation (in.)

Madison Wisconsin 10.8 16.0 13.6 17.3 14.2 11.9 extreme high daily snow (in.)

Madison Wisconsin 102 97 104 102 101 98 extreme high temperature (°F)

Madison Wisconsin -28 -30 -28 -28 -29 -19 extreme low temperature (°F)

Rock County and F2 F4 F3 F2 F3 F3 adjacent counties WI strongest tornado a) Data extracted from NCDC, 1952; NCDC, 1953; NCDC, 1954; NCDC, 1955; NCDC, 1956; NCDC, 1957; NCDC, 1958; NCDC, 1959; NCDC, 1960a; NCDC, 1961a; NCDC, 1962; NCDC, 1963; NCDC, 1964; NCDC, 1965; NCDC, 1966; NCDC, 1967a; NCDC, 1968; NCDC, 1969; NCDC, 1970a; NCDC, 1971a; NCDC, 1972; NCDC, 1973; NCDC, 1974; NCDC, 1975a; NCDC, 1976; NCDC, 1977; NCDC, 1978; NCDC, 1979; NCDC, 1980a; NCDC, 1981; NCDC, 1982; NCDC, 1983; NCDC, 1984; NCDC, 1985; NCDC, 1986; NCDC, 1987; NCDC, 1988a; NCDC, 1989; NCDC, 1990; NCDC, 1991a; NCDC, 1992a; NCDC, 1993; NCDC, 1994; NCDC, 1995; NCDC, 1996c; NCDC, 1997a; NCDC, 1998a; NCDC, 1999b; NCDC, 2000a; NCDC, 2001y; NCDC, 2002d; NCDC, 2003; NCDC, 2004; NCDC, 2005b; NCDC, 2006b; NCDC, 2007; NCDC, 2008a; NCDC, 2009; NCDC, 2010; and NCDC, 2011a SHINE Medical Technologies 2.3-44 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-19 FAA Specifications for Automated Weather Observing Stations(a)

Parameter Range Accuracy Resolution Other Dry bulb -30° - +130°F 1°F RMSE over entire range 1° F time constant 2 min temperature (-35° - +55°C) with maximum error of 2°F Relative 5 - 100% 5% 1% time constant < 2 min humidity Wind speed 2 - 85 knots a) +/- 2 knots up to 40 knots 1 knot a) distance constant < 10 m b) RMSE +/- 5% above 40 knots b) 2 knot threshold Wind 1°- 360° +/- 5% RMSE 1° a) time constant < 2 direction azimuth seconds b) 2 knot threshold Pressure 17.58 - 31.53 a) +/- 0.02 in. Hg RMSE; 0.001 in. Hg drift 0.02 in. Hg for period in. Hg b) maximum error 0.02 in. Hg not less than 6 months Visibility < 1/4 - 10 mi. a) 1/4 1/4 mi.: +/- 1/4 mi. < 1/4, 1/4, 1/2, 3/4, time constant 3 min b) 1-1/2 3/4 mi.: + 1/4 , -1/2 1, 1-1/4, 1-1/2, 2, mi. 2-1/2, 3, 4, 5, 7, 10 and > 10 c) 2 1/2 mi.: +/- 1/2 mi. mi.

d) 3 1/2 mi.: +1/2, -1 mi.

e) 4 mi.: +/- 1 mi.

Precipitation 0.01 - 5 in./hr 0.002 in./hr RMSE or 4%, in.

which ever is greater Cloud height 0 to 12,500 ft 100 ft. or 5%, which ever is a) 0 - 5,500 ft.: 50 ft. a) sampling rate at least greater b) 5,501 -10,000 ft.: 250 ft. once every 30 seconds c) > 10,000 ft.: 500 ft. b) at least three cloud layers when visibility 1/4 mi.

Time 0000 - 2359 within 15 seconds each month 1 second UTC a) from FAA, 2011 SHINE Medical Technologies 2.3-45 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-20 Table Annual Data Recovery Rates (in Percent) of Dry Bulb Temperatures, Relative Humidity, Wind Speed, and Wind Direction from the Southern Wisconsin Regional Airport for 2005-2010 Dry Bulb Relative Wind Wind Year Temperature Humidity Speed Direction 2005 95.9 95.8 94.0 94.0 2006 93.0 92.9 91.1 91.1 2007 87.7 87.6 87.3 87.3 2008 92.6 92.6 91.2 91.2 2009 93.9 93.6 92.7 92.6 2010 93.8 93.7 92.4 92.4 SHINE Medical Technologies 2.3-46 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-21 Historical Dry Bulb Temperatures, Relative Humidity, and Wind Speed from the Southern Wisconsin Regional Airport for 2005-2010 Relative Humidity Dry Bulb Temperature (°F) (%) Wind Speed (mph)

Month Maximum Minimum Average Average Maximum Average January 61 -20 22.6 79.2 35 9.2 February 59 -17 24.2 76.0 49 8.7 March 77 7 36.8 72.7 33 8.9 April 84 19 49.7 63.2 40 10.4 May 93 30 59.2 65.5 31 8.8 June 93 43 69.0 71.3 48 7.0 July 97 46 71.9 74.7 31 6.1 August 93 45 71.9 73.3 38 5.8 September 95 34 64.0 72.8 30 6.5 October 90 23 51.5 72.4 38 8.0 November 77 12 40.1 73.1 33 9.2 December 55 -8 24.0 82.4 44 8.6 Average 81 18 48.7 73.1 38 8.1 SHINE Medical Technologies 2.3-47 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-22 Annual Joint Data Recovery Rates of Wind Speed, Wind Direction, and Computed Pasquill Stability Class from the Southern Wisconsin Regional Airport Joint Data Recovery Year (%)

2005 93.6 2006 90.5 2007 86.0 2008 90.6 2009 91.7 2010 91.7 SHINE Medical Technologies 2.3-48 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-23 Pasquill Stability Class Frequency Distributions from the Southern Wisconsin Regional Airport (Percent) 2005-2010 Frequency of Occurrence (Percent) 2005-Pasquill Class 2005 2006 2007 2008 2009 2010 2010 A 0.78 0.67 0.86 0.68 1.18 1.16 0.89 B 5.00 3.43 3.61 3.64 5.24 5.39 4.40 C 11.88 11.31 10.15 11.18 10.67 11.98 11.21 D 52.90 56.45 56.67 55.44 54.00 50.19 54.24 E 8.83 8.24 8.15 7.41 7.31 7.08 7.83 F 10.10 10.28 10.35 9.69 9.59 10.48 10.08 G 10.51 9.62 10.21 11.96 12.01 13.72 11.35 Total 100.00 100.00 100.00 100.00 100.00 100.00 100.00 SHINE Medical Technologies 2.3-49 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-24 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class A)

Speed (m/s) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm 323 0.00 < WS < 1.00 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 1.00 < WS < 2.00 0 0 1 1 2 1 0 2 0 0 0 0 2 0 0 0 9 2.00 < WS < 3.00 6 2 3 9 5 7 9 6 9 5 5 3 9 5 5 4 92 3.00 < WS < 4.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.00 < WS < 5.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.00 < WS < 6.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.00 < WS < 8.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.00 < WS < 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

> 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Totals 6 2 4 10 7 8 10 8 9 5 5 3 11 5 5 4 425 Speed (m/s)

Calm 0.68 0.00 < WS < 1.00 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 1.00 < WS < 2.00 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 0.02 2.00 < WS < 3.00 0.01 0.00 0.01 0.02 0.01 0.01 0.02 0.01 0.02 0.01 0.01 0.01 0.02 0.01 0.01 0.01 0.19 3.00 < WS < 4.00 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 4.00 < WS < 5.00 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 5.00 < WS < 6.00 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 6.00 < WS < 8.00 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 8.00 < WS < 10.00 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

> 10.00 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 Totals 0.01 0.00 0.01 0.02 0.01 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.02 0.01 0.01 0.01 0.89 SHINE Medical Technologies 2.3-50 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-25 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class B)

Speed (m/s) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm 697 0.00 < WS < 1.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.00 < WS < 2.00 5 10 12 8 11 11 5 4 8 13 8 7 12 5 13 4 136 2.00 < WS < 3.00 31 25 27 23 29 23 21 22 21 28 40 27 35 33 23 19 427 3.00 < WS < 4.00 47 39 34 29 38 31 37 47 45 56 61 43 62 61 31 37 698 4.00 < WS < 5.00 3 5 9 10 6 2 5 3 13 21 8 5 19 12 8 9 138 5.00 < WS < 6.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.00 < WS < 8.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.00 < WS < 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

> 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Totals 86 79 82 70 84 67 68 76 87 118 117 82 128 111 75 69 2096 Speed (m/s)

Calm 1.46 0.00 < WS < 1.00 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 1.00 < WS < 2.00 0.01 0.02 0.03 0.02 0.02 0.02 0.01 0.01 0.02 0.03 0.02 0.01 0.03 0.01 0.03 0.01 0.29 2.00 < WS < 3.00 0.07 0.05 0.06 0.05 0.06 0.05 0.04 0.05 0.04 0.06 0.08 0.06 0.07 0.07 0.05 0.04 0.90 3.00 < WS < 4.00 0.10 0.08 0.07 0.06 0.08 0.07 0.08 0.10 0.09 0.12 0.13 0.09 0.13 0.13 0.07 0.08 1.46 4.00 < WS < 5.00 0.01 0.01 0.02 0.02 0.01 0.00 0.01 0.01 0.03 0.04 0.02 0.01 0.04 0.03 0.02 0.02 0.29 5.00 < WS < 6.00 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 6.00 < WS < 8.00 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 8.00 < WS < 10.00 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

> 10.00 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 Totals 0.18 0.17 0.17 0.15 0.18 0.14 0.14 0.16 0.18 0.25 0.25 0.17 0.27 0.23 0.16 0.14 4.40 SHINE Medical Technologies 2.3-51 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-26 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class C)

Speed (m/s) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm 1118 0.00 < WS < 1.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.00 < WS < 2.00 15 2 5 7 15 6 7 3 15 15 16 6 18 14 14 9 167 2.00 < WS < 3.00 34 24 27 34 25 19 25 28 37 38 57 35 59 53 58 30 583 3.00 < WS < 4.00 52 39 39 39 24 39 24 56 65 83 72 72 105 94 60 59 922 4.00 < WS < 5.00 71 72 49 57 54 45 45 81 111 136 148 114 159 150 120 101 1513 5.00 < WS < 6.00 42 29 31 27 36 26 17 45 81 105 87 65 61 91 53 56 852 6.00 < WS < 8.00 0 5 5 6 4 5 6 5 12 12 21 18 23 8 10 2 142 8.00 < WS < 10.00 0 0 0 1 3 0 0 0 4 3 6 3 11 1 0 0 32

> 10.00 0 0 0 0 1 1 0 2 2 0 3 0 5 0 1 0 15 Totals 214 171 156 171 162 141 124 220 327 392 410 313 441 411 316 257 5344 Speed (m/s)

Calm 2.35 0.00 < WS < 1.00 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 1.00 < WS < 2.00 0.03 0.00 0.01 0.01 0.03 0.01 0.01 0.01 0.03 0.03 0.03 0.01 0.04 0.03 0.03 0.02 0.35 2.00 < WS < 3.00 0.07 0.05 0.06 0.07 0.05 0.04 0.05 0.06 0.08 0.08 0.12 0.07 0.12 0.11 0.12 0.06 1.22 3.00 < WS < 4.00 0.11 0.08 0.08 0.08 0.05 0.08 0.05 0.12 0.14 0.17 0.15 0.15 0.22 0.20 0.13 0.12 1.93 4.00 < WS < 5.00 0.15 0.15 0.10 0.12 0.11 0.09 0.09 0.17 0.23 0.29 0.31 0.24 0.33 0.31 0.25 0.21 3.17 5.00 < WS < 6.00 0.09 0.06 0.07 0.06 0.08 0.05 0.04 0.09 0.17 0.22 0.18 0.14 0.13 0.19 0.11 0.12 1.79 6.00 < WS < 8.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.03 0.03 0.04 0.04 0.05 0.02 0.02 0.00 0.30 8.00 < WS < 10.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.00 0.00 0.00 0.07

> 10.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.03 Totals 0.45 0.36 0.33 0.36 0.34 0.30 0.26 0.46 0.69 0.82 0.86 0.66 0.93 0.86 0.66 0.54 11.21 SHINE Medical Technologies 2.3-52 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-27 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class D)

Speed (m/s) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm 1353 0.00 < WS < 1.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.00 < WS < 2.00 39 31 40 36 45 32 25 18 31 27 24 30 47 35 28 40 528 2.00 < WS < 3.00 241 168 165 158 204 164 154 137 183 185 180 140 254 201 212 150 2896 3.00 < WS < 4.00 323 205 205 224 271 220 203 213 342 282 237 240 331 239 260 236 4031 4.00 < WS < 5.00 326 189 186 200 274 190 161 202 382 250 182 203 319 235 267 241 3807 5.00 < WS < 6.00 374 229 248 263 297 205 194 256 468 476 321 253 486 344 381 326 5121 6.00 < WS < 8.00 259 151 201 291 346 218 174 227 617 488 381 334 605 448 471 379 5590 8.00 < WS < 10.00 63 28 61 90 148 59 31 53 139 170 112 112 239 144 166 115 1730

> 10.00 27 6 8 27 68 25 14 21 72 67 81 96 120 74 55 39 800 Totals 1652 1007 1114 1289 1653 1113 956 1127 2234 1945 1518 1408 2401 1720 1840 1526 25856 Speed (m/s)

Calm 2.84 0.00 < WS < 1.00 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 1.00 < WS < 2.00 0.08 0.07 0.08 0.08 0.09 0.07 0.05 0.04 0.07 0.06 0.05 0.06 0.10 0.07 0.06 0.08 1.11 2.00 < WS < 3.00 0.51 0.35 0.35 0.33 0.43 0.34 0.32 0.29 0.38 0.39 0.38 0.29 0.53 0.42 0.44 0.31 6.07 3.00 < WS < 4.00 0.68 0.43 0.43 0.47 0.57 0.46 0.43 0.45 0.72 0.59 0.50 0.50 0.69 0.50 0.55 0.50 8.46 4.00 < WS < 5.00 0.68 0.40 0.39 0.42 0.57 0.40 0.34 0.42 0.80 0.52 0.38 0.43 0.67 0.49 0.56 0.51 7.99 5.00 < WS < 6.00 0.78 0.48 0.52 0.55 0.62 0.43 0.41 0.54 0.98 1.00 0.67 0.53 1.02 0.72 0.80 0.68 10.74 6.00 < WS < 8.00 0.54 0.32 0.42 0.61 0.73 0.46 0.37 0.48 1.29 1.02 0.80 0.70 1.27 0.94 0.99 0.80 11.73 8.00 < WS < 10.00 0.13 0.06 0.13 0.19 0.31 0.12 0.07 0.11 0.29 0.36 0.23 0.23 0.50 0.30 0.35 0.24 3.63

> 10.00 0.06 0.01 0.02 0.06 0.14 0.05 0.03 0.04 0.15 0.14 0.17 0.20 0.25 0.16 0.12 0.08 1.68 Totals 3.47 2.11 2.34 2.70 3.47 2.33 2.01 2.36 4.69 4.08 3.18 2.95 5.04 3.61 3.86 3.20 54.24 SHINE Medical Technologies 2.3-53 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-28 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class E)

Speed (m/s) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm 0 0.00 < WS < 1.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.00 < WS < 2.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.00 < WS < 3.00 59 35 48 49 77 82 76 70 91 85 75 44 75 50 53 38 1007 3.00 < WS < 4.00 51 35 54 52 90 84 82 94 167 115 68 61 136 81 73 36 1279 4.00 < WS < 5.00 42 21 37 32 64 31 18 58 150 127 73 54 126 76 76 54 1039 5.00 < WS < 6.00 23 9 11 16 17 16 6 30 65 44 16 26 62 23 27 19 410 6.00 < WS < 8.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.00 < WS < 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

> 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Totals 175 100 150 149 248 213 182 252 473 371 232 185 399 230 229 147 3735 Speed (m/s)

Calm 0.00 0.00 < WS < 1.00 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 1.00 < WS < 2.00 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 2.00 < WS < 3.00 0.12 0.07 0.10 0.10 0.16 0.17 0.16 0.15 0.19 0.18 0.16 0.09 0.16 0.10 0.11 0.08 2.11 3.00 < WS < 4.00 0.11 0.07 0.11 0.11 0.19 0.18 0.17 0.20 0.35 0.24 0.14 0.13 0.29 0.17 0.15 0.08 2.68 4.00 < WS < 5.00 0.09 0.04 0.08 0.07 0.13 0.07 0.04 0.12 0.31 0.27 0.15 0.11 0.26 0.16 0.16 0.11 2.18 5.00 < WS < 6.00 0.05 0.02 0.02 0.03 0.04 0.03 0.01 0.06 0.14 0.09 0.03 0.05 0.13 0.05 0.06 0.04 0.86 6.00 < WS < 8.00 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 8.00 < WS < 10.00 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

> 10.00 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 Totals 0.37 0.21 0.31 0.31 0.52 0.45 0.38 0.53 0.99 0.78 0.49 0.39 0.84 0.48 0.48 0.31 7.83 SHINE Medical Technologies 2.3-54 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-29 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class F)

Speed (m/s) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm 975 0.00 < WS < 1.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.00 < WS < 2.00 26 14 21 18 41 31 21 19 28 32 18 26 36 15 23 19 388 2.00 < WS < 3.00 117 74 90 111 158 153 148 164 196 176 164 131 265 192 204 101 2444 3.00 < WS < 4.00 37 26 53 32 51 49 50 82 100 85 84 60 109 71 71 38 998 4.00 < WS < 5.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.00 < WS < 6.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.00 < WS < 8.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.00 < WS < 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

> 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Totals 180 114 164 161 250 233 219 265 324 293 266 217 410 278 298 158 4805 Speed (m/s)

Calm 2.05 0.00 < WS < 1.00 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 1.00 < WS < 2.00 0.05 0.03 0.04 0.04 0.09 0.07 0.04 0.04 0.06 0.07 0.04 0.05 0.08 0.03 0.05 0.04 0.81 2.00 < WS < 3.00 0.25 0.16 0.19 0.23 0.33 0.32 0.31 0.34 0.41 0.37 0.34 0.27 0.56 0.40 0.43 0.21 5.13 3.00 < WS < 4.00 0.08 0.05 0.11 0.07 0.11 0.10 0.10 0.17 0.21 0.18 0.18 0.13 0.23 0.15 0.15 0.08 2.09 4.00 < WS < 5.00 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 5.00 < WS < 6.00 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 6.00 < WS < 8.00 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 8.00 < WS < 10.00 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

> 10.00 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 Totals 0.38 0.24 0.34 0.34 0.52 0.49 0.46 0.56 0.68 0.61 0.56 0.46 0.86 0.58 0.63 0.33 10.08 SHINE Medical Technologies 2.3-55 Rev. 0

Chapter 2 - Site Characteristics Meteorology Table 2.3-30 Joint Frequency Distribution of Wind Speed and Wind Direction from the Southern Wisconsin Regional Airport 2005-2010 (Pasquill Stability Class G)

Speed (m/s) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total Calm 4053 0.00 < WS < 1.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.00 < WS < 2.00 77 35 38 62 113 106 95 61 101 74 55 72 183 126 92 67 1357 2.00 < WS < 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.00 < WS < 4.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.00 < WS < 5.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.00 < WS < 6.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.00 < WS < 8.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.00 < WS < 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

> 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Totals 77 35 38 62 113 106 95 61 101 74 55 72 183 126 92 67 5410 Speed (m/s)

Calm 8.50 0.00 < WS < 1.00 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 1.00 < WS < 2.00 0.16 0.07 0.08 0.13 0.24 0.22 0.20 0.13 0.21 0.16 0.12 0.15 0.38 0.26 0.19 0.14 2.85 2.00 < WS < 3.00 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 3.00 < WS < 4.00 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 4.00 < WS < 5.00 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 5.00 < WS < 6.00 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 6.00 < WS < 8.00 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 8.00 < WS < 10.00 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

> 10.00 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 Totals 0.16 0.07 0.08 0.13 0.24 0.22 0.20 0.13 0.21 0.16 0.12 0.15 0.38 0.26 0.19 0.14 11.35 SHINE Medical Technologies 2.3-56 Rev. 0

Chapter 2 - Site Characteristics Hydrology 2.4 HYDROLOGY NUREG-1537 requires an assessment of applicable hydrologic, hydrogeologic, and solute transport risks to nuclear facilities, both during operation and post-closure. Surface water (i.e.,

hydrologic flows) related to rivers and streams that may impact the site are addressed herein.

Stormwater run-off at the site scale is addressed under separate studies. The purpose of this chapter is to identify hydrological processes that could contribute to radioactive releases, and to characterize the parameters that describe those processes.

NUREG-1537 states that the facility design must consider leakage or loss of primary coolant to groundwater. A primary coolant spill is not a credible scenario as explained in Sections 5a2 and 13a2. The spill scenario considers the effects of accidental releases of unspecified liquid effluents in groundwater. Release scenarios are described in other sections of the Preliminary Safety Analysis Report (PSAR).

This section was prepared using available information including 12 months of groundwater elevation data. The elevations in this section are reported according to the NAVD 88 datum.

2.4.1 HYDROLOGICAL DESCRIPTION This subsection identifies the SHINE site surface water, groundwater aquifers, types of on-site groundwater use, sources of recharge, present known withdrawals and likely future withdrawals, flow rates, travel time, gradients, and other properties that affect movement of accidental contaminants in groundwater, groundwater levels beneath the site, seasonal and climatic fluctuations, monitoring and protection requirements, and man-made changes that have the potential to cause long-term changes in local groundwater regime.

2.4.1.1 General Setting - Surface Water Rock County is drained entirely by the Rock River and its tributaries (see Figure 2.4-1). The site is located approximately 172 river mi. (272 km) (FEMA, 2008) upstream from the mouth of the Rock River where it joins with the Mississippi River. The Rock River is located approximately 2 mi. (3.2 km) west of the site, and flows generally north to south from Janesville (located just to the north), around the site. The Rock River has a contributing drainage area of approximately 3340 sq. mi. (8650 sq. km) at the Afton U.S. Geological Survey (USGS) Gauge located just southwest of the site (FEMA, 2008) (Figure 2.4-1). Water surface elevations along the Rock River channel during normal flow conditions range from approximately 760 ft. (232 m) at Janesville, directly north of the site, to approximately 750 ft. (229 m) to the west and south of the site.

Major tributaries to the Rock River include the Yahara River, the Sugar River, Raccoon Creek, and Turtle Creek. Turtle Creek drains the southeastern portion of Rock County, to its confluence with the Rock River near South Beloit, located approximately 8 mi. (13 km) south of the site. An un-named creek is located approximately 1 mi. (1.6 km) southeast of the site, and is referred to as the un-named tributary in this section. This tributary stream flows east-to-west to where it meets the Rock River approximately 2 mi. (3.2 km) south of the site. The stream has a tributary area of approximately 18.4 sq. mi. (47.7 sq. km) (FEMA, 2008).

The central and southeastern portions of Rock County are characterized as flat glacial outwash plains. The majority of the County's rivers and stream valleys are filled with thick deposits of SHINE Medical Technologies 2.4-1 Rev. 0

Chapter 2 - Site Characteristics Hydrology alluvial sand and gravel. The alluvial sediments and upland plains are the result of glacial activity.

Surface soils include silt loam which are underlain by glacial till or stratified sand and gravel outwash units, which then serve as the source sediments to rivers and streams (FEMA, 2008).

The site is presently an agricultural field with a center-pivot irrigation system. The fields were cultivated with corn and soybeans. Generalized surface topography of the area slopes gently to the southwest. In 2012, the ground surface across the proposed site area slopes gently to the northwest with grades dropping about 7 ft. (2 m) from the southeast to the northwest (i.e., from corner-to-corner). The existing ground elevation at the site ranges from approximately 819 to 826 ft. (250 to 252 m) NAVD 88.

SHINE site climatology is discussed in Section 2.3.

2.4.1.2 General Setting - Groundwater The SHINE site is located in a glacial deposition subjected to post-glacial erosional and depositional processes. The topsoil is under-drained by a relatively clean, fine to coarse grained sand extending to depths of 180 to 185 ft. (55 to 56 m). Occasional gravel layers may occur.

Below this is a layer of sandy silt that is 10 to 18 ft. (3 to 5.5 m) deep, which is underlain by silty sand to the borehole termination depth of 221 ft. (64 m). Bedrock was not encountered during drilling, although soil sampling equipment hit firm surfaces in the three deep boreholes at depths between 170 and 180 ft. (52 to 55 m). Depth to bedrock at the SHINE site may be as deep as 300 ft. (91 m) (see Subsection 2.5.2.1)and it consists of Cambrian and Ordovician sedimentary bedrock (conglomerate, dolomite, limestone, sandstone, shale). The carbonate bedrock is susceptible to dissolution (WGNHS, 2009). The Rock County Hazard Mitigation Plan (Vierbicher, 2010) indicates a potential for karst features to form in the county, particularly in the eastern third of the county that lies to the east of the SHINE site.

Based on this simplified stratigraphy, the top sand layers are considered as the primary aquifer.

Deeper silty sand and Paleozoic aquifers are considered to be isolated by the sandy silt layer encountered in the deeper boreholes.

The monitoring well and remaining geotechnical boreholes were terminated at depths between 60 and 71 ft. (18 and 22 m). Groundwater was encountered in the boreholes during drilling at elevations ranging from about 754 to 766 ft. (230 to 233 m), which is about 60 to 65 ft. (18 to 20 m) below grade. Groundwater levels are expected to fluctuate seasonally and annually with changes in precipitation patterns. Apart from the exploration holes, there is no man-made activity at the site which affects natural groundwater conditions. However, there are irrigation wells operated on properties in the vicinity that have the potential to influence groundwater levels.

The groundwater is expected to be recharged through precipitation (infiltration) and underground flow from the background domains. Underground water flow is assumed to occur within the unsaturated zone (the thickness of this zone is about 50 to 60 ft. [15 to 18 m]) and the saturated zone. The ultimate discharge of the flow system is represented by the Rock River and its tributaries.

SHINE Medical Technologies 2.4-2 Rev. 0

Chapter 2 - Site Characteristics Hydrology 2.4.1.3 Present Withdrawals and Known and Likely Future Withdrawals The SHINE facility design does not include groundwater withdrawal or injection, and no planned future injection or withdrawal is expected to have a significant impact on facility operation or safety.

2.4.1.4 Groundwater Flow The following paragraphs describe the local and regional groundwater flow conditions. The flow system contains the following steps (see Figure 2.4-2):

• Recharge

- Precipitation, infiltration

- Underground recharge

• Underground flow

- Unsaturated flow

- Saturated flow

• Discharge This order of steps follows the evolution of the flow system and can be used to track potential contaminant pathways. NUREG-1537 requires the consideration and assessment of risks related to hydrologic, hydrogeologic and solute transport processes. To meet this requirement at each step, potential hazards and safety factors are discussed in detail.

At the regional scale, there is a large body of literature on the groundwater system (LeRoux, 1963; Gaffield et al., 2002); however, at the scale of the SHINE site, the available information is based primarily on the recent drilling, testing and geotechnical analyses at the site.

As depicted in Figure 2.4-2, recharge of the flow system may occur in two ways:

• Precipitation and infiltration through the ground surface

• Underground flow from background domains No site-specific information is available to estimate infiltration rates. Gaffield et al. used a calibration procedure for their model to get the best fit between measured and simulated groundwater levels and streamflows in Rock County (Gaffield et al., 2002). This study considered that 457 feet per day (ft/day) (139 meters per day [m/day]) hydraulic conductivity for sand and gravel layers close to the surface (Figure 2.4-2), and determined that the corresponding recharge rate for these layers would be 12.7 inches per year (in/yr) (32.3 centimeters per year [cm/yr]).

Another groundwater recharge mechanism at the SHINE site is flow from the surrounding upland areas with higher groundwater levels. Evidence for this process is provided by the SHINE site's monitoring system (Figure 2.4-3), which reveals that flow direction is NNE SSW year round (Figure 2.4-4). A permanent recharge from upland areas is expected under the site because groundwater moves from higher to lower potentials.

As part of the precipitation infiltrates into the soil layers, water moves through first the unsaturated zone, then reaches the water table and travels through the saturated zone to the potential discharge regions.

SHINE Medical Technologies 2.4-3 Rev. 0

Chapter 2 - Site Characteristics Hydrology The highest conductivity values can be measured in the saturated region; in the unsaturated zone the migration of water is relatively slow compared to the saturated zone (assuming the same material in both zones, which is the case at the SHINE site).

The water table was encountered in the boreholes at elevations ranging from 754 to 766 ft. (230 to 233 m) (Table 2.4-1; Figure 2.4-5). Table 2.4-1 only presents estimates of the water table, which indicate local variability but no trends. However, the long-term monitoring data provide additional information about the water table (Table 2.4-2). Based on this long-term monitoring data, the groundwater flow direction is dominantly NNE-SSW (Figure 2.4-4) below the site, indicating that the flow regime is relatively stable. The water table fluctuation was a maximum of 2.2 feet (0.67 m) during the monitoring period. This observation is corroborated by water table estimations from 1958 (Figure 2.4-6) at larger time scales. This consistency in water table elevation levels over more than sixty years indicates that the water table and the hydraulic gradient do not vary significantly over long time periods.

To characterize the hydraulic conductivity of the sandy layers at the site, in-situ hydraulic slug tests were performed in the monitoring wells. Both falling and rising head tests were conducted.

The tests are summarized in Table 2.4-3. The results of Advanced Aquifer Test Analysis Software (AQTESOLV) (Hydrosolve Inc., 2011) hydraulic conductivity evaluations are presented in Table 2.4-4. The average conductivity was 0.0045 feet per second (ft/sec) (0.00137 m/s), based on the empirical/analytical method of Bouwer and Rice (Bouwer, H. and R.C. Rice, 1976).

Because the density of sand increases with depth, it is likely that results of well test interpretations are upper bounds for lower sand layers. A hydraulic conductivity of 0.004 ft/sec (0.00122 m/s) is considered to be an appropriate estimate for the sand deposits. This value is very close to the value reported by Gaffield et al. based on the calibration procedure of their analytic element model (457 ft/day=0.0052 ft/sec) (Gaffield et al., 2002).

Based on this conductivity estimate and the hydraulic gradients, the Darcy flux is 2.06 x 10-6 ft/

sec and 3.07 x 10-6 ft/sec (6.28 x 10-7 and 9.36 x 10-7 m/s) in east-west (EW) and north-south (NS) direction, respectively (hydraulic conductivity [k] =0.004 ft/sec [0.0012 m/s]; gradient is calculated as the average hydraulic gradient presented in Figure 2.4-5). This flux rate is two orders of magnitude higher than that assumed by Gaffield et al. (2002) for infiltration (12.7 in/yr =

3.35 x 10-8 ft/sec [1.02 x 10-8 m/s]). The higher flux rate indicates that a significant part of the recharge to the groundwater beneath the site is coming from off site.

Since groundwater moves from higher groundwater level areas to low level areas, groundwater usually discharges to surface water (lake, river, etc.). The Janesville area is drained entirely by the Rock River and its tributaries. Based on long-term monitoring data, the groundwater flow direction is dominantly NNE-SSW (Figure 2.4-4) below the site.

2.4.2 FLOODS This subsection of the PSAR identifies historical flooding (defined as occurrences of abnormally high water stage or overflow from a stream, floodway, lake, or coastal area) at the proposed SHINE site.

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Chapter 2 - Site Characteristics Hydrology 2.4.2.1 Rock River Flows The Rock River and the un-named tributary stream are subject to flooding throughout the year; however, the largest potential for flooding occurs during the spring run-off. These floods are the result of combined precipitation and rain-on-snow events. Peak flows occur during the winter months when temperatures are low. Ice jam events also occur during these months. A USGS gauge on the Rock River is located approximately 2.5 mi. (4.0 km) to the west of the site (Figure 2.4 1). The portion of the Rock River basin contributing to the site is approximately the same as the basin contributing to the USGS gauge site (i.e., the site is not significantly upstream or downstream of the gauge location relative to basin area). Flows recorded at the gauge are therefore applicable and closely represent analogous conditions at the site and do not need to be scaled up or down to reflect a shift in the basin location. Based on available USGS flow data, March is a common month for floods in the Rock River (USGS, 2012a; FEMA, 2008).

The USGS web-based flow data were reviewed for the gauge site near Afton, located just across the river from the airport and just southwest of the site. This site has a period of record of nearly 100 years dating back to 1914, and is an applicable flow record of the Rock River near the site.

Measurements at the USGS gauge show a flow rate of about 10,000 to 13,000 cubic feet per second (cfs) (283 to 368 cubic meters per second [m3/sec]) for the peak historical flood events flows, with the maximum being 16,700 cfs (473 m3/sec) observed in June 2008. Based on this record, the flows of 10,000 to 13,000 cfs (283 to 368 m3/sec) correspond approximately to the 10 year to 50-year events (FEMA, 2008). The peak flow of 16,700 cfs (473 m3/sec) is generally consistent with the 100 year flood levels along the Rock River (Janesville, 2008; FEMA, 2008).

The flood level at the USGS gauge at Afton during the 2008 flood was approximately 755.65 feet (230.32 m) in elevation (FEMA, 2008).

2.4.2.2 Flood Record Details and Elevations The Federal Emergency Management Agency (FEMA) completed a flood hazard assessment for Rock County in August 2008 that looked at existence and severity of flood-related hazards, including the areas around the site. The study included the Rock River where it passes by the site (at approximately river mile 172 upstream from the confluence with the Mississippi River),

and the un-named tributary stream located just to the south of the site (Figure 2.4-7).

FEMA completed hydrologic and hydraulic analyses for the Rock River and the un-named tributary stream to estimate flow magnitudes for various recurrence interval flood events, and to estimate the water surface elevations for corresponding flood events. Table 2.4-5 provides a summary of flows for the Rock River for the reach from Janesville (river mile 178) to Afton near the USGS gauge (river mile 172), located just across the river from the site and the airport.

Elevations are reported as an approximate range, based on the FEMA, 2008 flood profiles, with the higher elevation corresponding to the upstream end of the reach at Janesville and the lower elevation at the downstream end near the USGS gauge at Afton. Table 2.4-6 provides a similar summary for the un-named tributary to the Rock River for the reach between US 51 and Prairie Road just to the south of the site. The range of reported elevations is similarly derived from the FEMA, 2008 flood profiles. Channel bottom elevations are based on surveys that supported the FEMA, 2008 studies.

SHINE Medical Technologies 2.4-5 Rev. 0

Chapter 2 - Site Characteristics Hydrology FEMA estimated 100-year flood level is approximately 755 ft. (230.1 m), estimated for the 100-year event near the location of the USGS gauge at Afton (refer to Table 2.4 5), which correlates well with the gauge flows and corresponding observed flood levels during the 2008 flood at the same location (FEMA, 2008). The estimated 500-year flood level is 756 ft. (230.4 m) (FEMA, 2008).

The results show that the approximate 500 year floodwater surface elevations for the Rock River are well below the site ground elevation of approximately 819 to 826 ft. (250 to 252 m), for the full reach of the Rock River extending from Janesville downstream and around the site through Afton (Table 2.4-5). Similarly, the approximate 500-year floodwater surface elevations for the un-named tributary to the Rock River, for the reach just south of the site, are well below the site's approximate ground elevations (Table 2.4-6).

2.4.2.3 Effect of Local Intense Precipitation The effect of the local probable maximum precipitation (PMP) on the areas adjacent to safety-related structures of the SHINE facility, including the drainage from the roofs of the structures, was evaluated. The maximum water levels due to local PMP were estimated near the safety-related structures of the SHINE facility based on the site topographic survey map (City of Janesville, 2012).

All elevations in this subsection are referenced to the North American Vertical Datum of 1988 (NAVD 88).

A drainage system designed to carry runoff from the SHINE site up to a 100-year precipitation event consists of conveying water from roofs, as well as runoff from the site and adjacent areas, to peripheral ditches. The SHINE facility is surrounded by berms with interior ditches along the berms. The plant site is graded such that the high point of grade is set at Elevation 827 ft. (252.1 m). The grade around the structures slopes towards the peripheral berms. The storm water drains into the peripheral ditches along the berms. During a local PMP event, the storm water drainage system is conservatively assumed to be not functional.

Using the topographic map (City of Janesville, 2012) and the site grading plan, the SHINE site area was divided into three PMP runoff zones (Zones A through C). A plan showing the delineated PMP zones is presented in Figure 2.4-10. The proposed grade elevation adjacent to the structures is at 827 ft. (252.1 m) and the top of the finished foundation (plant floor) elevation is at 828 ft. (252.4 m).

No active surface water drainage waterway exists which flows towards the SHINE site. PMP runoff from the off-site area northeast of the site flows towards the SHINE site. The off-site area is relatively flat and based on the topographic information the off-site drainage area was conservatively delineated. A plan showing the delineated off-site drainage area is presented in Figure 2.4-11. Peripheral diversion swales and berms north and east of the SHINE site are provided to divert the off-site runoff around the SHINE facility area.

The runoff from the off-site drainage area (Figure 2.4-11) of approximately 234.25 ac. (94.8 ha) flows towards the SHINE site. The perimeter berms on the north and east of the SHINE site area prevent the plant from flooding due to off-site PMP runoff. Outside the peripheral berms 100-foot (30.5 m) wide drainage swales approximately 2 ft. (0.6 m) deep are provided to direct the runoff to the south (east diversion swale) and to the west (north diversion swale).

SHINE Medical Technologies 2.4-6 Rev. 0

Chapter 2 - Site Characteristics Hydrology PMP values at the site for different durations were obtained from Hydrometeorological Report (HMR) 51 (NOAA, 1978) and HMR 52 (NOAA, 1982). PMP values for durations of 6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> and more for 10 sq. mi. (25.9 sq. km) were obtained from Reference 21. The PMP value for 1-hour duration on 1 sq. mi. (2.6 sq. km) area was obtained from HMR 52. PMP values for durations shorter than 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> were estimated by applying the factors obtained from HMR 52 to the 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> PMP value. The PMP values for the 2-hour and 3-hour durations were estimated by interpolation.

The PMP values and intensities for different PMP durations at the site are summarized in Table 2.4-14.

The Rational Method (Chow, 1964) was used to determine peak runoff from each of the zones of SHINE site area. The Rational Method is given by the following equation:

Q= CxIxA (Equation 2.4-1)

Where:

Q= Peak runoff from the drainage area in cfs C= Coefficient of runoff (conservatively assumed to be 1.0)

I= Rainfall intensity in inches/hour, corresponding to time of concentration A= Drainage area in acres The PMP runoff from the off-site area is estimated using Hydraulic Engineering Center's Hydraulic Modeling System (HEC-HMS) (USACE, 2010a) computer program. The off-site runoff hydrograph was developed using the SCS method with a conservative Curve Number of 98.

The time of concentration for each zone and the off-site drainage area was estimated using the Kirpitch formula (USACE, 1994).

Kirpich formula:

Tc = 0.0078 x L0.77 / S0.385 (Equation 2.4-2)

Where:

Tc = Time of concentration in minutes L = Length of flow in feet S = slope in feet/feet As suggested in Engineering Manual EM 1110-2-1417 (USACE, 1994), the estimated time of concentration was reduced by 20 percent for the off-site drainage area.

For computations of water levels, the Hydrologic Engineering Center's River Analysis System (HEC-RAS) Version 4.1 computer program (USACE, 2010b) was used. Separate HEC-RAS runs for each zone were performed considering the peak PMP runoff, boundary conditions, and cross section characteristics. The buildings and other obstructions were modeled as no-flow areas in the cross sections.

SHINE Medical Technologies 2.4-7 Rev. 0

Chapter 2 - Site Characteristics Hydrology Most of the areas in the SHINE site zones are paved, however, a conservative Manning's n-value of 0.035 was used for all zones. Most of the runoff from the off-site drainage area flows through the diversion swales and local creeks. This drainage swale area is not covered with heavy vegetation or trees and therefore a conservative Manning's n value of 0.05 was used for all cross sections in this area. The discharge at each cross section was computed by prorating the peak discharge of the entire zone based on the drainage area upstream of that cross section.

The PMP runoff from Zones A and C flows over the peripheral berms along the downstream-most cross sections of these zones. The existing grade elevations downstream of the berms are more than 2 feet (0.6 m) below the top of berms. Therefore, critical depth at the downstream-most cross section was used as the downstream boundary condition for Zones A and C. The PMP runoff from Zone B flows north and west between the berms and the SHINE facility buildings and eventually drains west of the SHINE site area. The water level at the downstream-most cross section was computed using the broad-crested weir formula considering the road width as the weir length. This estimated water level at the downstream-most cross section in Zone B was used as the downstream boundary condition for Zone B.

Discharge over a broad-crested weir without submergence effect (USACE, 1987) is given by the following equation:

Q = Cd x B x H3/2 H = [Q/(Cd x B)]2/3 (Equation 2.4-3)

Where:

Q = Discharge in cfs Cd = Coefficient of discharge (2.7 used)

B = weir length or length of overflow in feet H = Head of water over the weir in feet

= difference between the water surface elevation and overflow weir elevation A summary of peak discharge, estimated maximum water level and maximum velocity for each zone and the off-site drainage area is presented as follows:

Zone A has a drainage area of 4.6 ac. (1.86 ha) and a time of concentration of 5 minutes. The estimated peak PMP runoff from this zone is 320 cfs (9.1 m3/sec). The estimated maximum water level in Zone A is 827.08 ft. (252.1 m). The maximum flow velocity in this zone is less than 3.3 ft/sec (1.0 m/s).

Zone B has a drainage area of 2.3 acres (0.93 hectares) and a time of concentration of 7 minutes. The estimated peak PMP runoff from this zone is 230 cfs (6.5 m3/sec). The estimated maximum water level in Zone B is 826.70 ft. (252.0 m). The maximum flow velocity in Zone B is less than 2.64 ft/sec (0.8 m/s) except for the downstream-most cross section where velocity is 5.48 ft/sec (1.7 m/s).

Zone C has a drainage area for Zone C is 5.4 ac. (2.19 ha) and a time of concentration of 6 minutes. The estimated peak PMP runoff from this zone is 230 cfs (6.5 m3/sec). The estimated SHINE Medical Technologies 2.4-8 Rev. 0

Chapter 2 - Site Characteristics Hydrology maximum water level in Zone C is 826.70 ft. (252.0 m). The maximum flow velocity in Zone C is less than 3.73 ft/sec (1.1 m/s) except for the downstream-most cross section where velocity is 5.11 ft/sec (1.6 m/s).

The maximum water level of 826.7 ft. (252.0 m) in Zones B and C is less than grade elevation of 827 ft. (252.1 m) adjacent to the buildings; therefore, the PMP runoff from the plant building flows to the west to Zones B and C. To estimate the maximum water levels near the buildings in Zones B and C, Subarea BC (Figure 2.4-10) was analyzed using HEC-RAS. The drainage area for Subarea BC is 1.13 ac. (0.46 ha). The estimated peak PMP runoff from this zone is 78 cfs (2.2 m3/sec). The estimated maximum water level near plant buildings in Zones B and C is 827.14 ft.

(252.1 m). The maximum flow velocity in Subarea BC is less than 2.61 ft/sec (0.80 m/s)

The total off-site drainage area is 234.25 ac. (94.8 ha). The PMP runoff of 3385 cfs (95.9 m3/sec) from off-site area is diverted around the site through the north and east diversion swales. The estimated peak PMP runoff for the north and east diversion swales are 2150 cfs (60.9 m3/sec) and 1235 cfs (35.0 m3/sec), respectively. The estimated maximum water level at the upstream-most cross section is 826.76 ft. (252.0 m). The maximum flow velocity in the north and east diversion swales are less than 5.57 ft/sec (1.7 m/s) and 3.06 ft/sec (0.9 m/s), respectively. For the north diversion swale the maximum water level varies from 826.76 ft. (252.0 m) at the upstream-most cross section to 820.17 ft. (250.0 m) at the downstream-most cross section. For the east diversion swale the maximum water level varies from 826.76 ft. (252.0 m) at the upstream-most cross section to 823.34 ft. (251.0 m) at the downstream-most cross section.

The safety-related structure for the SHINE facility is located in Zones A, B and C. The maximum water level due to local PMP in Zone A near the safety-related structure is 827.08 ft. (252.1 m).

The maximum water level due to local PMP in Zones B and C near the safety-related structure is 827.14 ft. (252.1 m). The top of finished foundation elevation for the safety-related structure is 828 ft. (252.4 m). The safety-related structure will have a floor elevation of 828 ft. (252.4 m) or higher. Therefore, the safety-related structure is not affected by the local PMP at the SHINE site.

The off-site runoff drains towards the SHINE facilities and perimeter berms are provided around the plant to prevent flooding due to off-site runoff. The maximum water level in the off-site diversion swales varies between 826.76 ft. (252.0 m) and 820.17 ft. (250.0 m) for the north swale and between 826.76 ft. (252 m) and 823.34 ft. (251.0 m) for the east swale. The top elevation of these berms varies from an elevation of 828 ft. (252.4 m) to 825 ft. (251.5 m), such that the SHINE facility is not affected by PMP runoff from the off-site drainage area.

2.4.2.4 River or Stream Flooding The PMF is calculated in Subsection 2.4.3. The SHINE facility will be constructed with an at grade finish floor elevation near the existing ground surface, near elevation 825 ft. (251 m)

NAVD 88. The PMF elevation is approximately 51 ft. (15 m) below that elevation (Table 2.4-10).

The vertical separation between the PMF water level and the facility's ground elevation precludes potential inundation at the site, and is assumed to provide a sufficient margin to prevent wind generated waves from reaching the site. Inundation and wind induced waves are not a credible threat to the facility.

As discussed in Subsection 2.4.2.8, seismically induced dam failure is not a credible risk for creating flooding greater than that calculated for the PMF.

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Chapter 2 - Site Characteristics Hydrology Ice jams were considered as part of the PMF. Given the substantial vertical margin between the site elevation and the PMF elevation, ice jams are not a credible threat to the facility.

2.4.2.5 Surges The SHINE site is not adjacent to a sea coast subject to hurricanes. Consequently, surge due to probable maximum hurricane (PMH) is not a credible threat to the facility. Similarly, PMH wind and maximum windstorm-induced (non-hurricane) wave action is also not applicable to the site.

Given the substantial margin that exists between the proposed facility's elevation of approximately 825 ft. (251 m) and the PMF elevation, surges due to wave action on the Rock River are not a credible threat.

2.4.2.6 Seiches The SHINE site is approximately 63 mi. (101 km) from the nearest large body of water (Lake Michigan) (USGS, 1971). Consequently, meteorologically induced seiches in inland lakes, coastal harbors, and embayments are not a credible threat to the facility. The maximum seiche reported for Lake Michigan (Hughes, 1965) is approximately 2 to 4 ft. (0.6 to 1.2 m) high.

2.4.2.7 Tsunami Tsunami hazards would theoretically originate from Lake Michigan, located approximately 63 mi.

(101 km) to the east of the site. The elevation of the lake in the Kenosha area is approximately 580 ft. (177 m) (USGS, 2012b), which is approximately 245 ft. (75 m) below the elevation of the SHINE facility of approximately 825 ft. (251 m). While large waves may be generated in Lake Michigan, it is not a credible scenario that this wave would be greater than 245 ft. and then maintain any appreciable height over the more than 60 mi. (96 km) to the SHINE site. Therefore, the risk of tsunami is not credible, including seismic, hillslope failure, and submarine landslide generated tsunami-like waves.

2.4.2.8 Seismically Induced Dam Failures (or Breaches)

Potential dam failures affecting the SHINE site are addressed in Subsection 2.4.4. Seismic risks for the SHINE site are covered in Section 2.5. As described in Subsection 2.4.4, dam failures induced by any source (including operating basis earthquake [OBE]) will not cause flooding that would reach the proposed site elevation of approximately 825 ft. (251 m). Failure of dam structures coincident with runoff, surge, or seiche floods would also not reach the site elevation, even considering a 25-year flood event.

2.4.2.9 Flooding Caused by Landslides Seismically induced flooding typically is the result of landslides (above or below water) that cause flood waves. As discussed in Section 2.5, the site is not subject to significant seismic hazards.

The SHINE site is also not adjacent to a body of water subject to flooding caused by landslides.

Dams upstream of the SHINE site that could be affected by landslides are addressed in Subsection 2.4.4. Dam failures induced by landslides will not cause flooding that could reach the proposed site elevation of approximately 825 ft. (251 m). Similarly, landslide-induced dam failure or overtopping would not produce runoff, surge, or seiche floods that could reach the site.

SHINE Medical Technologies 2.4-10 Rev. 0

Chapter 2 - Site Characteristics Hydrology 2.4.2.10 Effects of Ice Formation in Water Bodies The large vertical separation between the PMF elevation and the ground elevation at the site is assumed to preclude the potential for impacts from ice jams at the site. Ice effects on water bodies are described in more detail in Subsection 2.4.7.

The estimation of the PMF at the site incorporates the assumed magnitude of the probable maximum flood event, which includes consideration of the occurrence of historical ice jam derived flood events along with all other historical flood events. As such, the estimated PMF flood elevation includes the maximum estimated water level from ice jam events. The PMF elevation is 51 ft. (15 m) below the design elevation at the facility (825 ft. [251 m]), and therefore there is not a credible scenario under which an ice jam derived flood event would impact the site.

2.4.2.11 Combined Events Criteria The PMF (133,000 cfs [3766 m3/sec]) is seven times greater than the 500-year flood as stated by FEMA (Table 2.4-10). This indicates that the PMF based on the NRC Regulatory Guide 3.40 and 1.59 approach considers multiple combined events with an effective probability of less than 1/500 (0.2 percent).

Even for this extreme event, however, the river elevation would only reach 774 ft. (235 m), which is 51 ft. (15 m) below the proposed site elevation of approximately 825 ft. (251 m) (Table 2.4-10).

2.4.3 PROBABLE MAXIMUM FLOOD ON STREAMS AND RIVERS This subsection defines the probable maximum flood (PMF) that will be used to establish the design basis flood level, and determine if any structures, systems, and components require flood protection.

2.4.3.1 Probable Maximum Flood Estimates The PMF for the SHINE site is estimated using procedures developed by the NRC in Regulatory Guides 3.40 and 1.59, and by referencing U.S. Army Corps of Engineers (USACE) data (USACE, 1984). The NRC provides alternative and simplified methods for estimating PMF events to address planning studies, to provide an initial basis for understanding the order of magnitude for the PMF at a given site, for smaller scale sites, and for sites where little information is available.

The second revision to Regulatory Guide 1.59, "Design Basis Floods for Nuclear Power Plants",

was used to estimate the PMF for a given site based on the corresponding drainage area, for sites in the eastern portion of the United States. The NRC guidelines provide isolines that are enveloped PMF estimates for the eastern United States based on PMF estimates in identified river basins (with known drainage basin area, run-off, and PMF peak discharges) to estimate the PMF in a targeted basin by using Creager curves (Regulatory Guide 1.59). Creager curves were developed based on estimated PMF peak flows based on basin size and historical flood data from around the world. Furthermore, the NRC document includes PMF estimates for the Rock River at a location downstream of the site (Regulatory Guide 1.59).

SHINE Medical Technologies 2.4-11 Rev. 0

Chapter 2 - Site Characteristics Hydrology The following comparisons of available PMF information were considered in the review of the PMF at the site:

• Direct-Ratio Area-Adjusted PMF

- Uses the ratio of drainage areas at Janesville (Afton Gage), 3340 sq. mi. (8651 sq.

km) to the drainage area published in Regulatory Guide 1.59 at Byron, Illinois, 8000 sq. mi. (20,720 sq. km).

• Area-Adjusted PMF for Area Downstream of Indianford Dam plus Indianford Dam Spillway Capacity

- Uses the Creager formula to estimate the PMF of the contributing drainage area downstream of Indianford Dam by using the 'C' value estimated from the PMF at Byron, Illinois published in Regulatory Guide 1.59.

- Assumes discharge from Indianford is the maximum spillway capacity of 8000 cfs (227 m3/sec), as published by the WDNR (WDNR, 2012a), but does not consider the effects of dam overtopping and/or failure.

- This method attempts to account for the impact of Lake Koshkonong.

• Area-Adjusted PMF using Creager Formula with Total Drainage Area

- Uses the Creager formula to estimate the PMF of the total contributing drainage area at Janesville (Afton Gage) by using the 'C' value estimated from the PMF at Byron, Illinois published in Regulatory Guide 1.59.

- This method neglects the effects of Lake Koshkonong.

• Downstream PMF at Byron, Illinois

- Does not adjust for drainage area and uses the PMF flow for a contributing drainage area over twice the size as represented for Janesville.

- This method is highly conservative.

Based on the NRC simplified approach for estimating the PMF, and by using only the isolines from the nomographs provided in the guidelines, the envelope for the PMF for the drainage area corresponding to the SHINE site and location would be between approximately 250,000 and 500,000 cfs (7079 and 14,158 m3/sec) (Regulatory Guide 1.59). The NRC document also publishes the peak flows from the NRC-accepted PMF estimates that were normalized to produce the isolines published in the document (Regulatory Guide 1.59). An estimate for the PMF of the Rock River at Byron Illinois (located downstream of the site) is published, with a peak discharge of 308,000 cfs (8721 m3/sec) for a contributing drainage area of 8000 sq. mi. [20,719 sq. km]. Therefore, this estimate of PMF is considered more representative of the contributing basin characteristics than using the isolines. Considering that the contributing basin area to the site (i.e., 3340 sq. mi. [8650 sq. km]) is less than the contributing basin area on the Rock River at Byron, Illinois (i.e., 8000 sq. mi. [20,719 sq. km]), the PMF peak flow for the Rock River near the Site should be less than the 308,000 cfs (8721 m3/sec) estimated at Byron. The estimated PMF for the SHINE site is 133,000 cfs (3766 m3/sec). The PMF value was calculated based on the methods as described above and as summarized in Table 2.4-10 and 2.4-11 (Regulatory Guide 3.40; Regulatory Guide 1.59; WDNR, 2012b).

The PMF estimates, using the methods as outlined above, are provided in Table 2.4 10.

Parameters used in these calculations are summarized in Table 2.4 11.

The PMF flows (Table 2.4-10) were used in a hydraulic calculation at a cross-section of the Rock River and adjacent floodplain at the USGS Afton gauging station, located adjacent the site and referenced previously in this subsection (Figure 2.4-8). The calculation estimated water surface SHINE Medical Technologies 2.4-12 Rev. 0

Chapter 2 - Site Characteristics Hydrology elevations for the 100- and 500-year recurrence interval flows, as well as the established PMF flow values. The corresponding water surface elevations correlated closely to the FEMA established flood levels for the 100- and 500-year flood events.

2.4.3.2 Design Bases for Flooding in Streams and Rivers The estimated PMF for the SHINE site corresponds to a flow of 133,000 cfs (3766 m3/sec) on the Rock River. The PMF value was calculated based on the methods as described in Subsection 2.4.3.1 and as summarized in Table 2.4-10 and 2.4-11 (Regulatory Guide 3.40; Regulatory Guide 1.59; WDNR, 2012b). The corresponding flood elevation on the Rock River is 774 ft. (235 m),

which is below the minimum elevation at the site of approximately 825 ft. (251 m). Therefore the site is not affected by this flood. The flood design basis for the SHINE facility is discussed in Section 3.3..

2.4.3.3 Probable Maximum Precipitation (PMP)

Estimates of the PMP event were developed based on available meteorological data (NWS, 1978) for a basin size of approximately 5000 feet (Tables 2.4-5 and 2.4-6). The PMP is defined as the theoretical greatest depth of precipitation for a given duration that is physically possible over a particular drainage area at a certain time of year (AMS, 1959). These PMP results are not specific to the SHINE site, but they can be used to determine average accumulation of precipitation during defined durations or storm events at a regional scale. Table 2.4 8 summarizes regional estimates for greatest precipitation values for monthly, weekly and 24 hour2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> duration scenarios, and the data sources for those estimates.

Further, the National Weather Service (NWS) analysis of the available data was performed to estimate PMP values (Table 2.4-9) for various durations and for contributing basin areas of approximately 5000 sq. mi. (12,950 sq. km), which is similar to the Rock River basin area (i.e.,

approximately 3340 sq. mi. [8650 sq. km]) (NWS, 1978).

2.4.4 POTENTIAL DAM FAILURES The Rock River has three dams located upstream of the site (Table 2.4-12). The Monterey Dam and Centerway Dam are located in the vicinity of Janesville. These dams are not designed or operated as flood control structures, and therefore have limited impoundments (FEMA, 2008). As such, these dams do not represent a potential hazard to downstream reaches of the river channel from increased releases or modification to flood flows or in response to planned or unplanned operational flows.

A third dam, the Indianford Dam, is located approximately 25 river mi. (40 km) upstream of the site and approximately 20 river mi. (32 km) upstream of Janesville. The Indianford Dam impounds Lake Koshkonong, which is a naturally occurring lake that has been artificially increased in level and size by the Indianford Dam, creating a lake with a surface area of about 16.3 sq. mi. (42.2 sq. km). The maximum depth of Lake Koshkonong is 7 ft. (2.1 m) (WDNR, 2012c). The contributing drainage area upstream of the lake outlet at the Indianford Dam is approximately 2560 sq. mi. (6630 sq. km), or approximately 77 percent of the contributing drainage area of the Rock River basin at the site location. The Indianford Dam is run-of-river, only increases the lake level by 5 to 6 ft. (1.5 to 1.8 m), and is tailwater controlled. The available storage capacity of the lake could be a significant mitigating factor during any flood event. As SHINE Medical Technologies 2.4-13 Rev. 0

Chapter 2 - Site Characteristics Hydrology such, the size of Lake Koshkonong is expected to produce an attenuating effect on potential floods during peak storms, while the size of the Indianford Dam is relatively small and would be backwatered (due to the tail-water control) during any peak event, again focusing any flood attenuation benefits on the lake itself.

2.4.4.1 Flood Waves from Severe Breaching of an Upstream Dam Based on the potential dam failure discussed in Subsection 2.4.4, there is no credible scenario in which flood waves resulting from a dam breach or failure, including those due to hydrologic failure as a result of overtopping for any reason, would be routed to the site and would result in a water surface elevation that may result in flooding of safety-related structures, systems and components.

The dams upstream of the site on the Rock River are low, small and tail-water controlled, effectively mitigating the potential for causing flood waves in the event they were breached.

2.4.4.2 Domino-Type or Cascading Dam Failures Based on the discussion in Subsection 2.4.4, there is no credible scenario in which successive failures of several dams in the path to the plant site caused by failure of an upstream dam due to plausible reasons, such as probable maximum flood, landslide-induced severe flood, earthquakes, or volcanic activity, would affect the highest water surface elevation at the site under the cascading failure conditions.

2.4.4.3 Dynamic Effects on Structures Based on the discussion in Subsection 2.4.4, dynamic effects of dam failure-induced flood waves on safety-related structures, systems and components is not a credible scenario.

2.4.4.4 Loss of Water Supply Due to Failure of a Downstream Dam Due to facility design, the safety-related water supply of the plant would not be influenced by failure of a downstream dam. All water for facility operation is supplied by the City of Janesville public water supply system. Therefore, low water considerations are not applicable.

2.4.4.5 Effects of Sediment Deposition and Erosion Due to facility design, the effects of sediment deposition or erosion during dam failure-induced flood waves that may result in blockage or loss would not influence the function of safety-related structures, systems and components.

2.4.4.6 Failure of On-site Water Control or Storage Structures No significant levees, dikes, or engineered water storage facilities are required for this facility which could induce flooding at the site.

SHINE Medical Technologies 2.4-14 Rev. 0

Chapter 2 - Site Characteristics Hydrology 2.4.5 PROBABLE MAXIMUM SURGE AND SEICHE FLOODING 2.4.5.1 Probable Maximum Hurricane The SHINE site is not adjacent to a sea coast subject to hurricanes. Consequently, surge due to probable maximum hurricane (PMH) is not a credible threat to the facility.

2.4.5.2 Seiche and Resonance Seiche and surge flooding are related to the oscillation of the water surface in an enclosed or semi-enclosed body of water that is initiated by an external cause (NUREG/CR-7046). These flood hazards pertain to sites along the edge of lakes and large bodies of water. The SHINE site is not adjacent to open bodies of water or lakes. The site is 2 mi. (3.2 km) from the Rock River, and 63 mi. (101 km) from the nearest large body of water (Lake Michigan). The record high seiche on Lake Michigan occurred on June 26, 1954 (at Chicago). This wave was 2 to 4 ft. (0.6 to 1.2 m) high, significantly less than the difference in elevation between the Rock River and the site (Hughes, 1965). Thus, no hazards are expected to exist from seiche or surge flooding.

Additionally, the likelihood that a flood wave could be generated in the Rock River that is greater than the flood conditions addressed in the previous discussion of the PMF is highly unlikely. As such, and in the event that a seiche of surge or seismically induced flood event could occur, it's flood characteristics would be far smaller in size and nature than what was estimated for the PMF, and would not impact the site.

2.4.5.3 Wave Runup The site is not located near a large body of open water. As such, wind-induced wave runup under PMH or probable maximum wind storm (PMWS) winds are expected to be less than those for the PMF. As such, the PMH and PMWS induced wave runup should not be a credible hazard. The only body of water near the site would occur during flooding in the Rock River. Even during a peak event of flooding, such as the PMF, the river is located at least 2 mi. (3.2 km) laterally away from the site, and has approximately 38 to 64 ft. (12 to 20 m) of vertical separation between the PMF water level and the ground elevations at the site. As such, wave runup that may originate from the PMF inundated area are not expected to pose a threat to the site.

2.4.5.4 Effects of Sediment Erosion and Deposition Sediment erosion and deposition during storm surge and seiche-induced waves that may result in blockage or loss of function of safety-related structures, systems and components is not a credible scenario.

2.4.6 PROBABLE MAXIMUM TSUNAMI HAZARDS This subsection of the PSAR provides the geohydrological design basis developed to ensure that any potential hazards to the safety-related structures, systems and components due to the effects of probable maximum tsunami are considered in the plant design.

SHINE Medical Technologies 2.4-15 Rev. 0

Chapter 2 - Site Characteristics Hydrology 2.4.6.1 Historical Tsunami Data Historical tsunami data, including paleotsunami mappings and interpretations, regional records and eyewitness reports, and more recently available tide gauge and real-time bottom pressure gauge data, are not available for the SHINE site. The site has not been subjected to tsunami forces due to its inland location.

2.4.6.2 Probable Maximum Tsunami As noted in Subsection 2.4.2.7, tsunami hazards would originate from Lake Michigan, located approximately 63 mi. (101 km) to the east of the site. While a large wave generated in Lake Michigan is possible, it is not a credible scenario that it would be greater than 230 ft. (670 m) in height and maintain any appreciable height over the more than 60 mi. (97 km) to the SHINE site.

This suggests the risk of tsunami is correspondingly not credible. The probable maximum tsunami (PMT) is therefore not applicable to this site.

2.4.7 ICE EFFECTS The hydrometeorological design basis is developed in this subsection to ensure that safety-related facilities and water supply are not affected by ice-induced hazards.

2.4.7.1 Historical Ice Accumulation Historical ice accumulations (e.g., ice jams, wind-driven ice ridges, floes, frazil ice formation, etc.)

on the Rock River are reported in the U.S. Army Corps of Engineers Ice Dam Database (USACE, 2012). A total of 133 events are recorded for the Rock River.

2.4.7.2 High and Low Water Levels The potential effects of ice-induced high or low flow levels are assumed to be addressed within the bounds of the PMF estimates provided in Subsection 2.4.3.1. Ice effects on high water levels are not considered to present a threat to the site. Ice-induced high flow levels would be less than 774 ft. (235 m) (Table 2.4-10). This is 51 ft. (15 m) below the design elevation of 825 ft. (251 m).

The separation of 51 ft. (15 m) ensures that ice-induced high flow levels or low flow levels do not represent a credible threat to the facility.

2.4.7.3 Ice Sheet Formation The potential of a surface ice-sheet reducing the volume of available liquid water in safety-related water reservoirs is limited, because safety-related water requirements do not include a surface water reservoir.

2.4.7.4 Ice-Induced Forces and Blockages The potential for ice-produced forces on, or blockage of, safety-related facilities is minimal at the SHINE site, due to its location 2 mi. (3.2 km) from the Rock River and 63 mi. (101 km) from the nearest large body of water (Lake Michigan).

SHINE Medical Technologies 2.4-16 Rev. 0

Chapter 2 - Site Characteristics Hydrology 2.4.8 COOLING WATER CANALS AND RESERVOIRS Canals and reservoirs used to transport and impound water supplied to the safety-related structures, systems and components are not included in design for the SHINE facility.

2.4.9 CHANNEL DIVERSIONS No channel diversions are included in the design of the SHINE facility.

2.4.10 GROUNDWATER CONTAMINATION CONSIDERATIONS This subsection describes groundwater conditions as they pertain to potential contamination at the SHINE site.

2.4.10.1 Contamination Effects on Local and Regional Groundwater The preliminary water level maps (Figure 2.4-4) indicate that groundwater flow directions are expected to be NNE-SSW.

2.4.11 ACCIDENTAL RELEASES OF RADIOACTIVE LIQUID EFFLUENTS IN GROUND AND SURFACE WATERS The hydrogeological characteristics of the site are evaluated in this subsection to support safety analyses described in PSAR Chapter 13.

2.4.11.1 Alternate Conceptual Models Meyer et al. defined the conceptual model as "a hypothesis or interpretation about the behavior of the system to be modeled and of the connection between the components of the system" (Meyer et al., 2004). The SHINE site is underlain by simple alluvial and glacial geology. No alternative conceptual model is applicable.

2.4.11.2 Pathways As discussed in Subsection 2.4.1.4, accidentally released radioactive contaminants are assumed to migrate along the following pathway:

a. Unsaturated zone

b. Saturated zone

c. Discharge at Rock River and its tributaries In the unsaturated zone the dominant direction of contaminant migration is downward, driven by gravity and capillary forces.

Preliminary estimates can be made on advective particle travel times between the site and the potential discharge points, based on field measurements and available field information. The velocity of groundwater can be calculated by using the well-known Darcy Law (Bear, 1972):

SHINE Medical Technologies 2.4-17 Rev. 0

Chapter 2 - Site Characteristics Hydrology (Equation 2.4-4) where q is the flux, k is the hydraulic conductivity, h is the difference of head over I distance. However, water moves only through a portion of space (between the grains of the soil); therefore q has to be divided by porosity to get water velocity:

v = q --- (Equation 2.4-5) n where n is porosity, v is the velocity.

By knowing the distance between the source and the discharge point, an estimate can be made.

This calculation is conservative in the following ways:

• Particles were released at the groundwater table, so the unsaturated zone had not been considered in the calculations due to the limited information available.

• The model is one-dimensional, so three-dimensional development of contaminant plume had not been modeled; pathways run straight from the site to the discharge points or areas.

• Important transport processes (adsorption, dispersion, diffusion, decay, dilution) were not involved in the calculations - only advective travel times have been estimated.

• Homogeneous, high conductivity values have been assigned to the model, no parameter heterogeneity has been considered.

• No dilution is considered along the bed of the Rock River and within the groundwater system.

Based on these assumptions, the calculation travel times and concentrations bound those that would be involved in an actual event.

A summary of parameters used for advective travel time estimations in the saturated zone is presented in Table 2.4-13. The calculations have been carried out for assumed release locations west and south to the Rock River, and to water supply wells MF461 and UJ792, identified as the nearest off- site features applicable for groundwater pathways. Using Equations 2.4 4 and 2.4 5, Table 2.4 13 provides advective groundwater travel times for two conservative cases: expected hydraulic conductivity and porosity, and unfavorable hydraulic conductivity and porosity. Note that all cases use very conservative assumptions. The river release location uses channel base, and well assumes the maximum reported drawdown.

2.4.11.3 Characteristics that Affect Transport In transport calculations, the following processes are considered:

• Advective transport

• Dispersion

• Dilution

• Sorption

• Decay

• Diffusion SHINE Medical Technologies 2.4-18 Rev. 1

Chapter 2 - Site Characteristics Hydrology Preliminary estimates of advective travel times are presented in Table 2.4-13. Since the hydraulic gradient does not vary significantly based on a one-year monitoring data set (Figure 2.4 5), it can be assumed that advective travel times at the site will not change significantly with water level fluctuation.

Field characteristics or targeted measurements on dispersion are not available. Based on the literature the longitudinal dispersivity and transversal dispersivity can be assumed to be 10 percent and 1 percent of the model dimension, respectively (Kinzelbach, W., 1986). Although the correlation between the model extension and longitudinal dispersivity is not linear, the above ratios are frequently used in hydrogeological models. Assuming about 10,000 ft. (3048 m) between source and sink, the longitudinal and transversal dispersivity are 1000 and 100 ft. (305 and 30 m). Note that the rate of dispersion depends also on the variations in groundwater velocity; a variation in hydraulic gradient (seasonal, climatic), hydraulic conductivity (heterogeneity, grain size, etc.) or porosity (gradation, heterogeneity, grain size, etc.).

Two types of dilution must be considered at the SHINE site: dilution in the groundwater, and dilution in the Rock River and other discharge points. It is important to note that dilution is highly dependent on the water balance. Increased precipitation may result in temporarily intensified flow either below the ground or on the ground.

SHINE Medical Technologies 2.4-19 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-1 Water Table in the Boreholes Drilled at the Site(b)

Surface Surface Borehole Elevation Elevation Water Elevation Water Elevation Number (ft) (m) (ft) (m)

G11-01 818.90 249.60 753.9 229.8 G11-02 822.09 250.57 763.6 232.8 G11-03 824.69 251.37 765.7 233.4 G11-04 821.65 250.44 763.2 232.6 G11-05 824.33 251.26 (a) (a)

G11-06 825.65 251.66 (a) (a)

G11-07 826.13 251.80 761.2 232.0 G11-08 824.52 251.31 765.5 233.3 G11-09 824.77 251.39 (a) (a)

G11-10 825.96 251.75 761.0 232.0 SM-GW 1A 825.56 251.63 763.6 232.8 SM-GW 2A 819.01 249.63 762.0 232.3 SM-GW 3A 827.09 252.10 764.6 233.1 SM-GW 4A 811.50 247.35 761.5 232.1 a) Measurements are obscured by drilling fluids.

b) Elevations are in NAVD 88 SHINE Medical Technologies 2.4-20 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-2 Monitoring Results in SM-GW-1A, SM-GW-2A, SM-GW-3A and SM-GW-4A Wells SM-GW-1A SM-GW-2A SM-GW-3A SM-GW-4A Hydraulic Hydraulic Collection elevation elevation elevation elevation gradient gradient date ft. (m) in ft. (m) in ft. (m) in ft. (m) E-W N-S 10/26/2011 765.50 764.20 765.22 764.42 0.05% 0.08%

(233.32) (232.93) (233.24) (233.00) 11/16/2011 765.38 764.09 765.09 764.32 0.05% 0.08%

(233.29) (232.89) (233.20) (232.96) 12/13/2011 765.24 764.00 764.97 764.18 0.05% 0.08%

(233.25) (232.87) (233.16) (232.92) 1/9/2012 765.16 763.91 764.88 764.80 0.05% 0.08%

(233.22) (232.84) (233.14) (233.11) 2/13/2012 764.96 763.74 (measurement 763.90 N/A 0.08%

(233.16) (232.79) unreliable) (232.84) 3/12/2012 764.85 763.63 764.59 763.80 0.05% 0.08%

(233.13) (232.75) (233.05) (232.81) 4/16/2012 764.71 763.51 764.42 763.66 0.05% 0.08%

(233.08) (232.72) (233.00) (232.76) 5/22/2012 764.43 763.28 764.12 763.51 0.04% 0.07%

(233.00) (232.65) (232.90) (232.72) 6/12/2012 764.20 763.02 763.84 763.07 0.05% 0.07%

(232.93) (232.57) (232.82) (232.58) 7/16/2012 763.52 762.25 762.97 762.64 0.02% 0.08%

(232.72) (232.33) (232.55) (232.45) 8/15/2012 763.30 762.00 762.90 762.31 0.04% 0.08%

(232.65) (232.26) (232.53) (232.35)

SHINE Medical Technologies 2.4-21 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-3 Summary of Slug Test for Monitoring Wells SM-GW-1A, SM-GW-2A, and SM-GW-3A Test Initial Depth to Length Head(a) Head(b) Well Well Aquifer top of well of well Transducer Ho (ft. H (ft. Coordinate(c) Coordinate(c) Thickness(c),(d screen(c) screen(e) Depth (ft.

) (d)

Well Test [m]) [m]) Easting (ft) Northing (ft) b (ft. [m]) (ft. [m]) L (ft. [m]) [m])

Slug In 7.540 7.110 W 20 GW-1A N 248568.86 100+ 50 69

1. 1 (2.298) (2.167) 492655.35 (6.94)

Slug 6.866 7.110 W 20 GW-1A N 248568.86 100+ 50 69 Out #1 (2.092) (2.167) 492655.35 (6.94)

Slug In 7.610 7.110 W 20 GW-1A N 248568.86 100+ 50 69

1. 2 (2.320) (2.167) 492655.35 (6.94)

Slug 6.857 7.110 W 20 GW-1A N 248568.86 100+ 50 69 Out #2 (2.090) (2.167) 492655.35 (6.94)

Slug In 6.539 5.695 W 15 GW-2A N 246973.23 100+ 50 66

1. 1 (1.993) (1.736) 492635.32 (8.51)

Slug 5.284 5.695 W 15 GW-2A N 246973.23 100+ 50 66 Out #1 (1.611) (1.736) 492635.32 (8.51)

Slug In 6.467 5.695 W 15 GW-2A N 246973.23 100+ 50 66

1. 2 (1.971) (1.736) 492635.32 (8.51)

Slug 5.151 5.695 W 15 GW-2A N 246973.23 100+ 50 66 Out #2 (1.570) (1.736) 492635.32 (8.51)

Slug In 6.662 5.695 W 15 GW-2A N 246973.23 100+ 50 66

1. 3 (2.031) (1.736) 492635.32 (8.51)

Slug 5.335 5.695 W 15 GW-2A N 246973.23 100+ 50 66 Out #3 (1.626) (1.736) 492635.32 (8.51)

Slug In 5.843 5.346 W 15 GW-3A N 247753.86 100+ 55 70

1. 1 (1.781) (1.629) 493372.93 (5.50)

Slug 5.108 5.346 W 15 GW-3A N 247753.86 100+ 55 70 Out #1 (1.557) (1.629) 493372.93 (5.50)

Slug In 6.188 5.346 W 15 GW-3A N 247753.86 100+ 55 70

1. 2 (1.886) (1.629) 493372.93 (5.50)

Slug 5.092 5.346 W 15 GW-3A N 247753.86 100+ 55 70 Out #2 (1.552) (1.629) 493372.93 (5.50) a) Head measured in Troll data logger during test conducted on 12/22/11. Test head Ho is the disturbed head due to slug insertion or removal.

b) Head measured in Troll data logger during slug test conducted on 12/22/11. Initial Head H is the head before test-ing, and also depth from the phreatic surface to piezometer.

c) Well coordinates, aquifer thickness, depth to top of well screen and length of well screen were determined from well completion records.

d) Total thickness of aquifer is expected to be over 100 ft. (30 m), including aquifer below bottom of well.

e) Length of well screen: Total Length (Saturated Length).

SHINE Medical Technologies 2.4-22 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-4 Permeabilities Evaluated from Bouwer and Rice (1976) Method, AQTESOLV, and the Average, Standard Deviation of the Results for All of the Tests and Slug-in, Slug-out Tests k k Borehole Test Number Test Type (ft/sec) (m/sec)

GW-1A 1 In 0.0029 .0010 GW-1A 1 Out 0.0037 .0011 GW-1A 2 In 0.0037 .0011 GW-1A 2 Out 0.0027 .0010 GW-2A 1 In 0.0078 .0024 GW-2A 1 Out 0.0034 .0010 GW-2A 2 In 0.0041 .0012 GW-2A 2 Out 0.0030 .0010 GW-2A 3 In 0.0038 .0012 GW-2A 3 Out 0.0020 .0001 GW-3A 1 In 0.0053 .0016 GW-3A 1 Out 0.0081 .0025 GW-3A 2 In 0.0083 .0025 GW-3A 2 Out 0.0043 .0013 Average In 0.0051 .0016 Standard In 0.0021 .0001 deviation Average Out 0.0039 .0012 Standard Out 0.0020 .0001 deviation Average 0.0045 .0014 Standard 0.0021 .0001 deviation Median 0.0037 .0011 SHINE Medical Technologies 2.4-23 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-5 Summary of FEMA Flood Information for the Rock River(a)

Water Surface Elevation in from Janesville to Afton, Peak Discharge in Bottom of Channel in Respectively(c)

R(a) P(b) (cfs [m3/sec]) (ft. [m]) (ft. [m])

10,900 Approx. 738 to 748 Approx. 758.3 to 752 10 0.10 (308.7) (224.9 to 228.0) (231.1 to 229.2) 14,500 Approx. 760 to 754 50 0.02 (410.6) (231.6 to 229.8) 16,000 Approx. 761 to 755 100 0.01 (453.1) (232.0 to 230.1) 19,000 Approx. 762 to 756 500 0.002 (538) (232.3 to 230.4) a) R = Recurrence Interval b) P = Annual probability c) Elevations are approximate, in NAVD 88. Channel bottom elevations are based on FEMA (2008). Results reported for the reach from Janesville to Afton near the USGS gauge.

SHINE Medical Technologies 2.4-24 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-6 Summary of FEMA Flood Information for the Un-Named Tributary to the Rock River(a)

Water Surface Elevation from Highway 51 to Peak Discharge in Bottom of Channel Prairie Road(c)

(a) (b)

R P (cfs [m3/s]) (ft. [m]) (ft. [m])

2,255 Approx. 753 to 770 Approx. 758.3 to 774.3 10 0.10 (63.9) (229.5 to 234.7) (231.1 to 236.0) 3,473 Approx. 759.3 to 775.3 50 0.02 (98.3) (231.4 to 236.3) 4,205 Approx. 760 to 776 100 0.01 (119.1) (231.6 to 233.5) 5,813 Approx. 761 to 777 500 0.002 (164.6) (232.0 to 236.8) a) R = Recurrence Interval b) P = Annual probability c) Elevations are approximate, in NAVD 88. Channel bottom elevations are based on FEMA (2008).

SHINE Medical Technologies 2.4-25 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-7 Design Precipitation 24-Hour Storm Accumulations Precipitation Accumulation Precipitation Accumulation Return Interval (in.) (centimeters) 2-Year 2.9 7.4 10-Year 4.1 10.4 100-Year 6.0 15.2

Reference:

Rock County, 2004 SHINE Medical Technologies 2.4-26 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-8 Summary of Greatest Regional PMP Precipitation Values(a)

Precipitation Precipitation Duration (in.) (cm)

Monthly Approx. 10-12 Approx. 25-28 Weekly Approx. 6-7 Approx. 15-18 24-hour Approx. 14-16 Approx. 36-41 a) Values are based on a basin area of approximately 5,000 sq. mi. (12,050 sq. km)

Reference:

NWS, 1978 SHINE Medical Technologies 2.4-27 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-9 Summary of PMP Values for Similar Basin Size(a)

Precipitation Duration (hours) Precipitation (in.) (cm) 6 Approx. 8-9 Approx. 20-23 12 Approx. 10-11 Approx. 25-28 24 Approx. 12-13 Approx. 30-33 48 Approx. 15-16 Approx. 38-41 72 Approx. 17-18 Approx. 43-46 a) Values are based on a basin area of approximately 5,000 sq. mi. (12,050 sq. km)

Reference:

NWS, 1978 SHINE Medical Technologies 2.4-28 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-10 Summary of PMF Estimates for the SHINE Site(a)

River Elevation in Flow in ft. (m) cfs (m3/

Event Source sec) FEMA(b) Golder(b) 16,000 761 760.4 100-year FEMA 2008 (453) (232) (231.8) 19,000 762 761.1 500-year FEMA 2008 (538) (232) (231.9)

Regulatory Guide 3.40 / 129,000 773.9 Direct-Ratio Area-Adjusted PMF --

Regulatory Guide 1.59 (3,653) (235.9)

Area-Adjusted PMF for Area Regulatory Guide 3.40 /

Downstream of Indianford Dam 133,000 774.1 Regulatory Guide 1.59/ --

plus Indianford Dam Spillway (3,766) (235.9)

WDNR, 2012b Capacity Area-Adjusted PMF using Regulatory Guide 3.40 / 227,000 782.2 Creager Formula with Total --

Regulatory Guide 1.59 (6,427) (238.4)

Drainage Area Regulatory Guide 3.40 / 308,000 786.5 Downstream PMF at Byron --

Regulatory Guide 1.59 (8,721) (239.7) a) The minimum elevation around the proposed facility site is approximately 825 ft. (251 m). Assuming a PMF peak flow of about 130,000 cfs, over approximately 38 - 64 ft. (12 - 20m) of freeboard is available at the site location.

b) Elevation data are in NAVD 88.

SHINE Medical Technologies 2.4-29 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-11 Parameters for PMF Calculations Parameter Value Units Basis Drainage Area at Janesville (Afton 3,340 sq. mi.

FEMA, 2008 Gauge) (8,650) (sq. km) 8,000 sq. mi.

Drainage Area at Byron Regulatory Guide 3.40 (20,720) (sq. km) 2,560 sq. mi.

Drainage Area at Indianford Dam FEMA, 2008 (6,630) (sq. km)

Drainage Area at Indianford Dam 780 sq. mi.

FEMA, 2008 (downstream) (2,020) (sq. km) 308,000 cfs PMF at Byron Regulatory Guide 3.40 (8,721) (m3/s)

Back calculated from PMF at C-Max for Craeger Formula 36.4 -

Byron Craeger Formula and PMF Regulatory Guide 3.40 Equations SHINE Medical Technologies 2.4-30 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-12 Dams Near the SHINE Site Total Discharge Discharge Upstream Through Through Normal Drainage Primary All Primary WI Hydraulic Structure Storage Max. Area Spillway Spillways Date of Crest Spillway State Dam Ref height height Impoundment Vol Storage (sq. mi (cfs (cfs [m3/ Last Length Width Hazard No. Name No. Owner (Lat/Long) (ft. [m]) (ft. [m]) Area (ac. [ha]) (ac-ft) Vol (ac-ft) [sq. km]) m3/sec]) sec]) Inspection (ft. [m]) (ft. [m]) Classification Rock Koshkonong -

1 Indian 60 Lake District 89.089076, 6 (1.8) 13 10460(b) 53,000 107,000 2,594 8,000 8,000 3-May- 500 277 LOW Ford 8 (4.0) (4,233) (b) (b) (6,718) (226) (226) 11 (152) (84)

Statutory 42.803356 Lake District North Upper -

73 American 14 800 3,235 12,150 12,150 325 273 2 Janes- 89.026121, 9 (2.7) 1,900 6,000 9-Oct-09 LOW 3 Hydro Utility (4.3) (323) (9,379) (344) (344) (99) (83) ville 42.684865 Company Monte- 29 City of 10 20 3,235 11,000 11,000 3-May- 1000 384 3 89.031598, 7 (2.1) 180 340 LOW ray 1 Janesville (3.0) (8) (8,379) (311) (311) 11 (305) (117) 42.669357 a) Definitions of dam hazards: "High Hazard Dams" mean a large dam the failure of which would probably cause loss of human life. "Low Hazard Dam" means a large dam the failure of which would probably not cause significant property damage or loss of human life.

b) Controls the outlet from Lake Koshkonong, which is essentially the impoundment for the dam.

Reference:

WDNR, 2012a.

SHINE Medical Technologies 2.4-31 Rev. 0

Chapter 2 - Site Characteristics Hydrology Table 2.4-13 Summary of Parameters Used for Advective Travel Time Estimations Coordinates of Head at Coordinates for Source Assumed Release Head at Assumed at SHINE Facility(a) Location(b) Assumed Release Effective Adjective Permeability Source(c) Location(d) Transport Hydraulic Travel and Porosity Northing Easting Northing Easting Distance (ft. [m]) (ft. [m]) Porosity(e) Conductivity(f) Time(g )

Model Version Assumptions (ft. [m]) (ft. [m]) (ft. [m]) (ft. [m]) (ft. [m]) NAVD-88) NAVD-88) (%) (ft./sec [m/s]) (yrs)

Pathway to Rock 247763.2 492642.3 247763.2 481715.3 10,927 766 738 0.0045 Expected 30 9.0 River (West) (75518.2) (150157.2) (75518.2) (146826.8) (3,331) (233.5) (224.9) (0.0014)

Pathway to Rock 247763.2 492642.3 247763.2 481715.3 10,927 766 738 0.0083 Conservative 10 1.6 River (West) (75518.2) (150157.2) (75518.2) (146826.8) (3,331) (233.5) (224.9) (0.0025)

Pathway to Rock 247763.2 492642.3 247763.2 481715.3 12605 766 738 0.0045 River Tributary Expected 30 26 (75518.2) (150157.2) (75518.2) (146826.8) (3,842) (233.5) (224.9) (0.0014)

(South)

Pathway to Rock 247763.2 492642.3 247763.2 481715.3 12605 766 738 0.0083 River Tributary Conservative 10 4.7 (75518.2) (150157.2) (75518.2) (146826.8) (3,842) (233.5) (224.9) (0.0025)

(South)

Pathway to Nearest Well 247763 492642 249603 490510 2816 766 738 0.0045 Expected 30 1.4 Receptor (75518) (150157) (76078.9) (149507) (858) (233.5) (224.9) (0.0014)

(MF461)

Pathway to Nearest Well 247763 492642 249603 490510 2816 766 738 0.0083 Conservative 10 0.3 Receptor (75518) (150157) (76078.9) (149507) (858) (233.5) (224.9) (0.0025)

(MF461)

Pathway to Low Head DNR Well 247763.0 492642.0 246533.7 491107.1 1,967 766 660 0.0045 Expected 30 0.1 Receptor (75518.2) (150157.3) (75143.5) (149689.5) (600) (233.5) (201) (0.0014)

(UJ792)

Pathway to Low Head DNR Well 247763.0 492642.0 246533.7 491107.1 1,967 766 660 0.0083 Conservative 10 0.01 Receptor (75518.2) (150157.3) (75143.5) (149689.5) (600) (233.5) (201) (0.0025)

(UJ792) a) SHINE source coordinate calculated as center of site.

b) Release coordinates for Rock River (West) and South) are calculated assuming a straight line from the SHINE facility.

c) Head at SHINE facility based on maximum head measured during monitoring period (Table 2.4-8).

d) Head at Rock River (West) and Rock River Tributary (South) release locations based on channel bottom (Table 2.4-1 and 2.4-2). Head at Well MF461 calculated based on minimum head reported in WDNR, 2012b.

e) High (Expected) and Low (Conservative) Transport Porosity Values from Gaffield et al, 2002.

f) Hydraulic Conductivity based on the Average Hydraulic Conductivity from Slug Tests (Table 2.4-10). Conservative case is highest Hydraulic Conductivity from Slug Tests (Table 2.4-10).

g) Advective Travel Time calculated from Darcy's Law (Bear, 1972).

SHINE Medical Technologies 2.4-32 Rev. 1

Chapter 2 - Site Characteristics Hydrology Table 2.4-14 PMP Values and Intensities at the SHINE Site(a)

PMP Duration 5 15 30 60 120 180 360 720 1440 (minutes)

PMP Value 5.75 9.00 13.00 17.00 20.00 21.90 25.50 29.50 31.00 (inches)

PMP intensity 69.00 36.00 26.00 17.00 10.00 7.30 4.25 2.46 1.29 (inches/

hr) a) The values presented in this table are used for estimation of water levels at the safety-related structure resulting from the local PMP.

References:

NOAA, 1978 and NOAA, 1982.

SHINE Medical Technologies 2.4-33 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering 2.5 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL ENGINEERING This section provides information on the geology, seismology, and geotechnical characteristics of the SHINE site.

The SHINE site is located in Rock County, on the south side of the city of Janesville, Wisconsin as shown on Figure 2.5 1. The SHINE site has historically been cultivated for agricultural crops.

The surface topography of the site area slopes gently to the southwest towards the north south flowing Rock River located 2 mi. (3.2 km) to the west. The ground surface across the proposed building area decreases in elevation by about 7 ft. (2.1 m) from the southeast to the northwest.

Surveyed levels indicate grades ranging from elevation 826 to 819 ft. (251.8 to 249.6 m)

NAVD 88.

2.5.1 REGIONAL GEOLOGY This subsection provides summary descriptions of the geologic units, their origins, structure, and tectonic development in the region surrounding the SHINE site. The regional geology descriptions are based on a review of relevant, readily available, peer reviewed, published reports and maps, and where available, records and unpublished reports from federal and state agencies. Several unpublished reports and student theses, local field trip guides, and conference papers have also been reviewed. Information on the site conditions has been acquired from these same sources and from site specific geotechnical field investigations.

The regional summary includes a description of the following major geologic characteristics within about 200 mi. (322 km) of the SHINE site (Figure 2.5 2):

• Regional physiography and geomorphology.

• Tectonic provinces and structures within the basement rocks.

• Bedrock geology including stratigraphy, lithology, and structure.

• Magnetic and gravity geophysical anomalies.

• Surficial geology and glacial history.

The evaluation of regional geology and tectonics does not focus strongly on the regional tectonic provinces because in this part of North America they are based largely on basement terranes unrelated to the present tectonic setting of a geologically-stable continental interior. Rather, this regional geological analysis focuses on identifying the major geologic and geophysical structures of the region, and an evaluation of any evidence that these structures may represent potential seismogenic sources and/or capable faults that have been the source of historical earthquakes or could generate future large earthquakes. In Subsection 2.5.2, Site Geology, the geologic setting, structural geology, geologic history and soil conditions of the SHINE site are described in greater detail.

The geologic units and structures that comprise the regional geology of Wisconsin preserve a record of several phases of continental accretion and deformation, sedimentary erosion and deposition, and in the Quaternary period (last 1.8 million years), glacial and post glacial SHINE Medical Technologies 2.5-1 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering processes that have resulted in the present-day landscape. These are described in further detail below.

For this section, the SHINE region is defined as the area within a 200 mi. (322 km) radius of the SHINE site. For the assessment of the capability of the mapped faults, the definition of capable as set out in Appendix A of 10 CFR 100: a capable fault is a fault with at least one of the following:

a. Movement at or near the ground surface at least once within the past 35,000 years or movement of a recurring nature within the past 500,000 years.

b. Macro seismicity instrumentally determined with records of sufficient precision to demonstrate a direct relationship with the fault.

c. A structural relationship to a capable fault according to characteristics noted in a. and b.

above such that movement on one could be reasonably expected to be accompanied by movement on the other.

The 10 CFR 100 definition of capable identifies faults that are considered capable of being the source of moderate to large earthquakes in the future. Evidence for the existence of capable faults is based on a geomorphic expression of surface fault rupture in surficial sediments that range in age from present day to 35,000 and/or 500,000 years old, instrumental evidence for the alignment of hypocenters that could indicate a subsurface fault; and in the case where these types of evidence are lacking, a structural relationship with a known capable fault (i.e., a fault is parallel or offsets similarly aged rocks by the same amount as the capable fault).

2.5.1.1 Physiography and Geomorphology Southern and central Wisconsin are located within the Central Lowland Province of the Interior Plains Division of the United States (USGS, 2003), one of many geomorphic or physiographic regions of the United States as defined by the general texture of the surface terrain, rock type, and geologic structure and history. The regions represent a three-tiered classification of the United States by division, province, and section.

Figure 2.5 2 shows the boundaries of the three physiographic sections of the Central Lowland Province that surround and include the SHINE site. The south central portion of Wisconsin is located within the Till Plains a region of predominantly Illinoian age glacial deposits (formed 310,000 to 128,000 years ago). To the west is the Wisconsin Driftless section a region of unglaciated terrain. To the east is the Eastern Lake section that contains the most recent topography formed in association with the deposition of glacial advance deposits that surround present-day Lake Michigan.

The present day physiography of the Central Lowland Province and the three sections described above have been influenced by processes associated with Pleistocene (1.8 million years to 10,000 years ago) glacial erosion and deposition, and the subsequent post glacial erosional and deposition as described by Fullerton et al. and Attig et al. (Fullerton et al., 2003; Attig et al.,

2011). Glacial processes in this part of Wisconsin were part of the widespread glaciations that affected the entire northern portion of the continent. Although the most recent episode of widespread glacial advance in Wisconsin (late Wisconsin Glaciation) occurred from approximately 31,000 years ago to about 11,000 years ago, and covered much of the state, the SHINE Medical Technologies 2.5-2 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering immediate area of the SHINE site was not covered by glacial ice during this most recent glaciation episode.

2.5.1.2 Tectonic Provinces, Basement Rocks and Major Geologic Structures The major tectonic provinces and geologic structures surrounding the SHINE site preserve a record of major geologic events occurring over about the last 2.6 billion years (Ga) of geologic history. Figure 2.5-3 (left) is a generalized summary of the major older (Archean and Paleoproterozoic-2.6 to 1.6 Ga) geologic provinces, structures and phases of major crustal deformation (orogens). Figure 2.5-3 (right) summarizes the same information but for the relatively younger Meso- to Neo-late Proterozoic time (1.6 to 0.542 Ga). The tectonic chronological overview below is drawn from the studies of Charpentier, R.R. (1987); Howell, P.D.,

and van der Pluijm, B. (1990); Sims, P.K., and Carter, L.M.H. (1996); Braschayko, S.M. (2005);

Sims et al. (2005); Schulz, K.J., and Cannon, W.F. (2007); Whitmeyer, S.J., and Karlstrom, K.E.

(2007); Cannon et al. (2008); Garrity, C.P., and Soller, D.R. (2009); and Hammer et al. (2011).

In Wisconsin and the surrounding region, the geologic age of the tectonic provinces and structures generally decrease from north to south. The geologic provinces are inferred to represent several stages of continental expansion that occurred by processes of continental accretion and intrusions of igneous rock (e.g., granite); and continental rifting related to partial continental breakup.

The Superior or Southern Province of the Canadian Shield in northern Wisconsin forms part of the Archean craton that preserves rocks ranging in age from approximately 2.6 to 2.75 Ga. In the northern Wisconsin and Lake Superior region, the Superior Province (Figure 2.5-3) consists of gneiss, amphibolites, granite, and metavolcanic rock types.

The Penokean Orogen (Figure 2.5-3) in northern Wisconsin represents two phases of accretion to the southern margin of the Canadian Shield in this part of North America. Approximately 1.86 to 1.84 Ga ago, the Pembrine-Wausau terrane, a volcanic arc, accreted to the Canadian Shield along an east-northeast-trending suture zone. Then approximately 1.84 to 1.82 Ga, the Marshfield terrane, composed of Archean crust, accreted to the Pembrine-Wausau terrane.

The processes of continental accretion continued as the Yavapai Province, included in the Central Plains Orogen (Figure 2.5-3) of southern Wisconsin, accreted to the Penokean Orogen terranes at approximately 1.76 to 1.72 Ga. The Yavapai Province represents an assemblage of oceanic volcanic arc rocks as inferred by the abundance of rhyolite and granite rocks preserved within the Province. In southern Wisconsin, quartzite deposits with an approximate age of 1.7 Ga were deposited as the siliceous rhyolite and granite rocks were eroded and deposited in local sedimentary basins.

Following the accretion of the Yavapai Province, the Mazatzal Province of southern Wisconsin and northern Illinois accreted to the Yavapai Province at approximately 1.69 to 1.65 Ga.

Accretion occurred along a northeast-striking (northwest vergent) suture zone (Figure 2.5-3). The Mazatzal Province rocks, included in the Central Plains Orogen, represent volcanic and related sedimentary rocks that formed at the then active continental margin. Intrusion of granite-rhyolite rocks into the Penokean Orogen terranes, and Yavapai and Mazatzal Provinces along the southern Wisconsin border region and in northern Wisconsin, occurred at approximately 1.48 to 1.35 Ga.

SHINE Medical Technologies 2.5-3 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering At approximately 1.1 to 1.2 Ga, a period of continental breakup resulted in the development of the Mid-Continent Rift (Figure 2.5-3). While the rifting ultimately failed to fully break up this part of the North American continent, it left a major geologic and geophysical region known as the Mid Continent Rift (MCR). The MCR can be traced north from Michigan up through Lake Superior, then southwest through northern Wisconsin and the Midwest of the United States (Figure 2.5-3).

Rocks associated with the MCR include flood basalt, rhyolite, sandstone, and gabbroic assemblages. In addition, several northeast-striking normal faults developed in southern Wisconsin as part of intracontinental extension within the Marshfield terrane, Yavapai and Mazatzal Provinces, 1 Ga old quartzite deposits, and 1.48 to 1.35 Ga old granite-rhyolite rocks.

During the Paleozoic Era, the Michigan Basin formed and accumulated substantial thicknesses of Cambrian to Pennsylvanian sedimentary deposits (540 to 300 million years [Ma] ago). The Michigan Basin is one of several basins in the Midwest of North America that contain predominantly Paleozoic sedimentary rocks underlain by Precambrian basement rock units.

Models for the formation of the Michigan Basin include post-rifting thermal subsidence, tectonic reactivation of pre-existing crustal structures, and regional subsidence influenced by the active Appalachian Orogeny farther east. As shown on Figure 2.5-5, three major structures that controlled the western margin of the Michigan Basin are present in Wisconsin - the Wisconsin Dome in northern Wisconsin, the north-trending Wisconsin Arch in the southern portion of the state and trending into northern Illinois, and the northwest-trending Kankakee Arch in northern Illinois and Indiana.

2.5.1.3 Bedrock Geology The regional Proterozoic basement rocks are parts of the Marshfield, Penokean, Yavapai, and Mazatzal Provinces/terranes (Figure 2.5-3), as well as local quartzite and granite-rhyolite intrusive rocks that, in general, are overlain by Paleozoic marine sedimentary rocks. The following discussion of regional bedrock for the project region, including stratigraphy and lithology, is based on geological maps prepared by Mudrey et al. (Muedry et al., 1982) and Garrity and Soller (Garrity, C.P., and Soller, D.R., 2009). Figure 2.5-4 shows the mapped bedrock geology of the project region.

The oldest rocks in the project region occur in the north (Figure 2.5-4), consisting of isolated Early Proterozoic quartzite and felsic volcanic rocks, and the Middle Proterozoic Wolf River Batholith. The oldest Phanerozoic sedimentary rocks generally occur in the northwest, but are also locally present where younger bedrock units have been eroded away, or where the older bedrock has been locally uplifted along major faults. Cambrian sedimentary rocks composed of sandstone, dolomite, and shale represent the oldest Phanerozoic bedrock units. Flanking the eastern and southern margins of the Cambrian bedrock units are Ordovician shale, dolomite, and sandstone, with additional limestone and conglomerate units. The Ordovician units are in turn flanked to the south and east by Silurian dolomite. Along the southern portion of the project area, Upper Devonian and Pennsylvanian limestone, sandstone, and clay rocks have been mapped.

Upper Devonian and Lower Mississippian carbonate, sandstone, and shale rocks are preserved along the eastern portion of the project area.

2.5.1.4 Structural Geology This subsection provides a summary of the regional structural geology in terms of known and/or mapped major faults and folds. To assist in the understanding of the summary, the description commences with structures mapped in Wisconsin and then continues clockwise through SHINE Medical Technologies 2.5-4 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Michigan, Indiana, Illinois, Missouri, Iowa, and Minnesota. Additionally, the development of regional structural basins and arches is described. Basement faults mapped in Rock County are discussed separately in Subsection 2.5.6, Surface Faulting, where they are evaluated in terms of being capable faults per 10 CFR 100, Appendix A.

2.5.1.4.1 Northern Wisconsin Faults In northern Wisconsin, several faults are associated with the Archean and Proterozoic magmatic terranes and Penokean Orogen (Figure 2.5-5) (Sims, P.K., and Schultz, K.J., 1996). The northwest-trending, southwest-vergent Eau Pleine Shear Zone, approximately 78 mi. (125 km) long, separates the Pembrine-Wausau terrane from the Marshfield terrane. The Wolf River Batholith is bounded by high-angle normal faults along the western and southern boundaries -

the western boundary fault is approximately 61 mi. (98 km) long, has a northeast strike, and a western downthrown block; the southern boundary fault is approximately 34 mi. (54 km) long, has a northeast strike, with the southern block downthrown. The location of the March 14, 1900 E[M] 2.32 earthquake epicenter may have been located on or near a fault in the magmatic terranes or Penokean Orogen. Based on the lack of confirmed Quaternary movement, that faults within the Archean and Proterozoic magmatic terranes and Penokean Orogen are not considered to be capable faults.

2.5.1.4.2 Waukesha Fault The Waukesha fault of southeastern Wisconsin is a northeast-striking normal fault (southeast side down) mapped within the Silurian and possibly Ordovician sedimentary rock units (Mudrey et al., 1982) (Figure 2.5-5). Fault length estimates range from 38.5 mi. (62 km) to 133 mi. (214 km), with multiple strands or splays possible (Braschayko, S.M., 2005). There is no known evidence that the Waukesha fault or associated minor faults have Pleistocene or post-Pleistocene displacement (Exelon, 2006a). The Waukesha fault and associated faults have no evidence that they are capable faults.

2.5.1.4.3 Madison Fault The Madison fault is mapped as an east-striking, approximately 8-mi. long (13 km) fault by Mudrey et al. (Mudrey et al., 1982) (Figure 2.5-5). From Exelon (Exelon, 2006a), two fault segments of the Madison fault are inferred: a northern segment with north side downthrown 40 to 75 ft. (12.2 to 23 m), and a southern segment with south side downthrown 85 to 125 ft. (26 to 38 m). Both fault segments lack evidence for Pleistocene or post-Pleistocene displacement. Fault segments associated with the Madison fault show no evidence that they are capable faults.

2.5.1.4.4 Structures Associated with the Mineral Point and Meekers Grove Anticlines Located in the southwestern corner of Wisconsin, plus adjacent portions of Iowa and Illinois, the Upper Mississippi Valley mining district contains folds with southeast-, east- and northeast trending fold axes. These folds include the Mineral Point and Meekers Grove anticlines, and Galena syncline (Exelon, 2006a; Exelon, 2006b) (Figure 2.5-5). The northeast striking Mifflin fault is approximately 10 mi. (16 km) long and is located on the northeast limb of the Mineral Point anticline (DPC, 2010). The Mifflin fault has at least 65 ft. (20 m) of vertical separation (northeast side down) and about 1000 ft. (305 m) of strike-slip separation, with the most recent fault movement estimated to have occurred from 330 Ma to 240 Ma (DPC, 2010). The last SHINE Medical Technologies 2.5-5 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering movement on the Mineral Point and Meekers Grove anticlines is estimated by Exelon as Late Paleozoic in age (Exelon, 2006a). The Mifflin fault, and Mineral Point and Meekers Grove anticlines are, therefore, not considered to be capable faults.

Major faults within the bedrock of Michigan have not been identified by Garrity and Soller (Garrity, C.P., and Soller, D.R., 2009). The potential for capable faults in these areas is not considered further.

2.5.1.4.5 Royal Center Fault The Royal Center fault in northwestern Indiana is an approximately 57-mi. (92 km) long fault (Figure 2.5-5). The fault has a northeast strike, and the southeast block is downthrown approximately 100 ft. (Exelon, 2006a; Exelon, 2006b). Estimates for the timing of most recent movement include Post-Middle Devonian and Pre-Pleistocene (Exelon, 2006a). The Royal Center fault is, therefore, not considered to be a capable fault.

2.5.1.4.6 Saint Charles Lineament (SCL)

The Saint Charles Lineament (SCL) is a northeast-trending structure that can be traced for more than 932 mi. (1500 km). The SCL has been interpreted from geochemical and geophysical signatures that extend from southwest Ontario, Canada to southeast Oklahoma (Harrison, R.W.,

and Schultz, A., 2002; Exelon, 2006a). While there are several structural interpretations for the SCL, it is generally characterized as forming a boundary between Proterozoic basement bedrock units. Paleozoic bedrock strata appear not to be disrupted by the SCL.

In Alton, Illinois, about 15 miles (24 km) north of St. Louis, Missouri, a set of conjugate strike-slip faults of probable Late Mississippian to Early Pennsylvanian age occur in association with the SCL. The faults do not displace the overlying Pleistocene loess unit. Harrison and Schultz summarize two lines of "weak and non-definitive" evidence for possible neotectonic activity along the SCL: a) structural control of the Missouri River that could be related to the presence of faults or other bedrock structures, and b) tilting of possible Miocene-age gravels above the Pennsylvanian bedrock that could have been caused by differential displacements along the SCL (Harrison, R.W., and Schultz, A., 2002).

Since 1974, seven earthquakes of magnitude 2.5 or less have been recorded in regions surrounding the SCL. Four epicenters appear to be located near the SCL and three additional epicenters could possibly be related to the SCL. Based on the lack of confirmed Quaternary movement and the limited evidence of historic earthquake activity, the SCL is not considered to be a capable fault.

2.5.1.4.7 Faults in the Chicago area and Cook County Faults In northeastern Illinois (Figure 2.5-5), a northwest-striking fault zone with Precambrian basement down thrown to the southwest by 900 ft. (274 m) has been mapped in the Chicago area by Exelon and DPC (Exelon, 2006a; DPC, 2010). The most recent fault offset may be pre-middle Ordovician in age. An additional interpretation by DPC suggests that the Precambrian basement is not offset and a fault may not be present (DPC, 2010). An additional 25 minor faults have been identified in the subsurface rocks of Cook County. The location and existence of these faults is SHINE Medical Technologies 2.5-6 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering based on the interpretation of subsurface seismic reflection data. The interpretations indicate up to 55 ft. (17 m) of vertical displacement on faults dated as post-Silurian and pre-Pleistocene in age (DPC, 2010) (Figure 2.5-5). None of these faults has evidence of displacement of the present-day ground surface. Available evidence indicates that the Chicago area and Cook County faults are not capable faults.

2.5.1.4.8 The Sandwich Fault Zone The Sandwich fault zone in northern Illinois is a northwest-striking, approximately 85-mi. long (137 km), normal fault system with a generally down-to-the-northeast sense of vertical displacement, and up to approximately 330 ft. (100 m) of vertical separation (Kolata et al., 2005; DPC, 2010) (Figure 2.5-5). There are also anticlines mapped with fold axes parallel to the fault system (Exelon, 2006b). The most recent fault movement is constrained to post-Silurian time and pre-Pleistocene (DPC, 2010), or post-Pennsylvanian and pre-Pleistocene (Exelon, 2006a).

Based on felt intensities, the earthquakes of May 26, 1909 and January 2, 1912 might be related to the Sandwich fault zone within the Precambrian basement (Larson, T.H., 2002; Exelon, 2006a). However, the lack of surface rupture in the last 35,000 years, and lack of microearthquake activity associated with the fault suggests that the Sandwich fault is not a capable fault.

2.5.1.4.9 La Salle Anticlinorium The La Salle anticlinorium is a northwest-trending series of open folds in northern Illinois that extend for 230 mi. (370 km) along the eastern flank of the Illinois Basin (DPC, 2010) (Figure 2.5 5). Faults may be present on the west flank of the anticlinorium and exhibit pre-Cretaceous movement (DPC, 2010). The major movement of the fold belt is post-Mississippian (Exelon, 2006a). Larson suggested that three historic earthquakes in 1881, 1972, and 1999 may have been generated on faults associated with the northwest-trending Peru monocline that is part of the La Salle anticlinorium (Larson, T.H., 2002). Larson suggests that these moderate earthquakes may indicate that some faults within this larger Paleozoic structure could be in the process of reactivation within the present- day stress field (Larson, T.H., 2002). The lack of surface rupture in the last 35,000 years, however, and a lack of microearthquake activity associated with the faults related to the folds suggest that the faults associated with the La Salle anticlinorium are not capable faults.

2.5.1.4.10 Wabash Valley Liquefaction Features The northern boundary of the Wabash Valley liquefaction features region is located approximately 170 mi. (274 km) south of the SHINE site (Figure 2.5-5). Studies of paleoliquefaction features indicate that at least seven Holocene earthquakes and one late Pleistocene earthquake may have generated on the order of M 7.5 earthquakes (Obermeier, S.F., and Crone, A.J., compilers, 1994). Faults associated with the Wabash Valley liquefaction features are capable faults.

2.5.1.4.11 Peoria Folds Located in central Illinois, the Peoria folds (Figure 2.5-5) include a series of 16 synclines and anticlines that generally trend to the east-northeast (Nelson, W.J., 1995; Exelon, 2006a; Exelon, 2006b). The anticlines include the Astoria, Farmington, Littleton, Bardolph, Brereton, St. David, SHINE Medical Technologies 2.5-7 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Sciota, Seville, and Versailles folds. The synclines include the Bryant, Bushnell, Canton, Elmwood, Fairview, Ripley, and Table Grove folds. These folds range in length from approximately 5 mi.

(8 km) to 29 mi. (46 km), and have an eastward plunge along with the regional easterly dip. The folds generally have less than 100 ft. (30 m) of structural relief. The major movement and development age for the fold system is estimated as Mississippian and Pennsylvanian (Exelon, 2006a). Based on the lack of confirmed Quaternary movement, the Peoria folds are not related to capable faults.

2.5.1.4.12 Southeast Iowa Folds In southeastern Iowa, near the state borders with Missouri and Illinois (Figure 2.5-5), a series of five northwest-trending anticlines that range in length from 42 mi. (67 km) to 68 mi. (109 km) have been mapped by Exelon (Exelon, 2006a; Exelon, 2006b). The folds are the Oquawka, Sperry, Burlington, Skunk River, and Bentonsport anticlines. The folds appear to have formed in the Mississippian Epoch of the Carboniferous Period more than 320 Ma (Exelon, 2006a). Based on the lack of any evidence for fold development into the Quaternary Period, these five anticlines in southeast Iowa are not related to capable faults.

2.5.1.4.13 Plum River Fault Zone In northern Illinois and eastern Iowa, the Plum River fault zone is an approximately 150-mi. long (241 km), east-northeast-striking fault and fold system (DPC, 2010; Witzke et al., 2010) (Figure 2.5-5). The faults have en echelon segments with 100 to 400 ft. (30 to 122 m) of vertical, down-to-the-north separation. Exelon recognizes synclines and anticlines that are parallel to the fault system (Exelon, 2006b). The last movement on the fault zone is constrained to have occurred between post-middle Silurian and pre-middle Illinoian time (DPC, 2010). No evidence of Quaternary activity has been identified on the Plum River fault zone by Exelon (Exelon, 2006a).

Based on the lack of confirmed Quaternary movements, the faults associated with the Plum River fault zone are not considered to be capable faults.

2.5.1.4.14 Amana Fault Zone To the west of the Plum River fault zone, the Amana fault zone is a northeast-trending fault mapped for a length of approximately 20 mi. (32 km) (Figure 2.5-5). Witzke et al. (2010) indicate that the Amana fault zone is a continuation of the Plum River fault zone, but with an opposite sense of vertical separation (south-side block down). Exelon designates the Amana fault zone as a separate fault segment from the Plum River fault zone (Exelon, 2006b). Based on the similarity in strike and geologic setting with the Plum River fault zone, the Amana fault zone is not considered a capable fault.

2.5.1.4.15 Iowa City-Clinton Fault Zone To the south of the Plum River fault zone, the Iowa City-Clinton fault zone follows a similar east-northeast strike to that of the Plum River fault zone (Witzke et al., 2010) (Figure 2.5-5). The Iowa City-Clinton fault zone has a south-side-down sense of vertical separation. The Iowa City-Clinton fault zone has not been mapped in Illinois (Kolata et al., 2005). There is no known evidence for displacement during the Quaternary Period along mapped traces of the Iowa City-Clinton fault SHINE Medical Technologies 2.5-8 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering zone. Based on similar geometries and physiographic settings for both fault zones, the faults associated with the Iowa City-Clinton fault zone are not considered to be capable faults.

2.5.1.4.16 Southeast Minnesota Faults Jirsa et al. mapped several faults in the southeast corner of Minnesota (Figure 2.5-5) (Jirsa et al.,

2011). In Wabasha and Goodhue Counties, northwest-, northeast-, and north-trending faults extend up to 10 mi. (16 km) in length. The faults are located in the Minnesota River Valley subprovince a region of the Archean southern Superior Province. The faults offset Upper Cambrian and Lower Ordovician sedimentary rocks. In Houston County, northwest-, northeast-,

and east-trending faults extend up to 9 mi. (14 km) in length. The faults are located within the Yavapai Province and displace Middle and Upper Cambrian and Lower Ordovician sedimentary rocks. In Mower County, north to northwest-trending faults extend up to 11 mi. (18 km) in length.

The faults are located within the MCR and displace Middle and Upper Devonian sedimentary rocks. DPC completed a study of facility site characteristics at a boiling water reactor south of Genoa, Wisconsin (DPC, 2010). They concluded that faults within a 200 mi. (322 km) radius of the site are at least pre-Pleistocene in age and, therefore, are not capable faults. They note that the closest mapped fault to the Genoa project site of any size is the Mifflin fault. While faults in Wabasha, Goodhue, Houston and Counties in Minnesota from Jirsa et al. (2011) are not specifically mentioned in DPC (2010), the faults in the southeast corner of Minnesota are not considered to be capable faults.

2.5.1.4.17 Michigan Basin The faults and folds described above have developed during the formation and development of a series of regional basins, arches, and domes (Figure 2.5-5). The Michigan Basin contains Cambrian to Pennsylvanian sedimentary deposits (540 Ma to 300 Ma). The Illinois Basin is located to the southwest of the SHINE site. The last known major tectonic movements occurred in the Michigan Basin in the early to late Proterozoic (Exelon, 2006a). The Wisconsin Dome is located in the northern portion of Wisconsin, to the west of the Michigan Basin (Heyl et al., 1978).

Separating the basins and domes are several structural arches. The Wisconsin Arch trends south from the Wisconsin Dome and had its last major tectonic movements in the early to late Paleozoic (Exelon, 2006a). The Kankakee Arch in northern Illinois forms the southwestern margin of the Michigan Basin (Howell, P.D., and van der Pluijm, B., 1990), and had its last major tectonic movements in the Ordovician to Pennsylvanian (Exelon, 2006a). The Mississippi River Arch to the west of the Illinois Basin had its last major tectonic movements in the post-early Pennsylvanian (Exelon, 2006a). Faults within the Michigan Basin are not considered to be capable.

2.5.1.5 Regional Magnetic and Gravity Geophysical Anomalies Maps and interpretations of geophysical magnetic and gravity anomalies have been used by others to summarize the geologic interpretations of the regional geological history and structure.

Much of the published literature focuses on areas in central and northern Wisconsin, such as the MCR, Penokean fold belt, and Wolf River Batholith (e.g., Klasner et al., 1985; Chandler, V.W.,

1996). In this section, the regional patterns of two major potential field geophysical anomalies are evaluated for additional information on the location and seismic potential of major regional structures.

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Five principal sources of magnetic anomaly data are available for review: the magnetic anomaly map of North America (NAMAG, 2002); subsequent interpretation of Precambrian basement (Sims et al., 2005); the Earth magnetic anomaly grid (Maus et al., 2009); the Wisconsin composite aeromagnetic map (Daniels, D.L., and Snyder, S.L., 2002); and a magnetic anomaly map of Illinois (Daniels et al., 2008).

Figure 2.5-6 is the magnetic anomaly map from Maus et al., 2009 with interpretation of Precambrian basement structures from Sims et al., 2005. The magnetic anomalies have been interpreted by Sims et al. to illustrate the major tectonic features such as the MCR and major basement faults (Sims et al., 2005). Sims et al. also infer several northeast-striking ductile shear zones (faults in the mid to lower crust) and northwest-striking high-angle faults (Sims et al.,

2005). They suggest that these basement structures are of late Paleoproterozoic-Mesoproterozoic age (1.76 to 1.70 Ga), and were the result of northwest-southeast shortening of the crust at that time. These shear zones probably bound the 1.76 to 1.65 Ga belt of rhyolite quartz arenite to the north of the SHINE site. To the south of this belt of siliceous rocks, the Eastern granite-rhyolite province (1.5 to 1.4 Ga) is preserved and continues into Illinois. The SHINE site is located within the Eastern granite rhyolite province. Figure 2.5-7 is a large-scale map of uninterpreted magnetic anomalies of Wisconsin and northern Illinois (Maus et al., 2009).

Three principal sources of gravity anomaly data are available for the region: the Bouguer gravity anomaly map of the conterminous United States presented by Kucks, R.P. (1999), the Bouguer gravity anomaly map of Wisconsin prepared by Daniels, D.L. and Snyder, S.L. (2002), and a Bouguer gravity anomaly map of Illinois (Daniels et al., 2008). Interpretation of the gravity maps suggests that the southern margin of the central Wisconsin gravity low is possibly the northeast-trending shear zone that marks the boundary between the rhyolite-quartz arenite belt and Eastern granite-rhyolite province. Figures 2.5-8 and 2.5-9 are uninterpreted regional Bouguer gravity anomaly maps, and cover most of Wisconsin and northern Illinois, respectively. These maps show the MCR as a strong positive anomaly because it is a region of dense volcanic and igneous rocks surrounded by lower-density sedimentary rocks. The Wolf River Batholith is interpreted by Chandler (1996) to be the source of the large negative gravity anomaly in central Wisconsin.

2.5.1.6 Surficial Geology and Glacial History The surficial geology of the region is controlled principally by processes associated with the advance and retreat of Pleistocene glaciers, and processes such as erosion and sedimentation that followed the retreat of glacial ice (post-glacial). Several major periods of Pleistocene ice advance are recognized in northern North America. These Pleistocene glaciations are known as the pre-Illinoian, Illinoian (also referred to as pre-Wisconsin), and Wisconsin (Roy et al., 2004) glaciations. Figure 2.5-10 is a map of the surficial geology of the region as modified from Fullerton et al., 2003. Figure 2.5-11 indicates the estimated thickness of overburden and drift for Wisconsin and northern Illinois (Piskin, K., and Bergstrom, R.E., 1975; WGNHS, 1983). The following summary is based on physiographic divisions from the USGS (2003), and summaries of the surficial geology and glacial history described by USDA SCS (1974); Fullerton et al. (2003);

WGNHS (2004); Clayton, L. and Attig, J.W. (1997); and MLRA (2012).

The oldest known landform in the project region is the unglaciated Wisconsin Driftless section of the Central Lowland Province. The Wisconsin Driftless section contains relatively rugged, fluvially-dissected topography with about 600 ft. (180 m) of topographic relief. Based on its geomorphology and lack of preserved glacial deposits, the Wisconsin Driftless section has not SHINE Medical Technologies 2.5-10 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering been glaciated. In Dane County, Wisconsin, the Driftless section comprises near-horizontal Paleozoic sedimentary rocks that are locally mantled by Pleistocene deposits of windblown (eolian) and hillslope sediments.

Landforms composed of glacial deposits that formed during the Illinoian and Wisconsin Glaciations are present within the region. During the Wisconsin Glaciations, the Laurentide Ice Sheet flowed south and comprised several ice lobes, including the Green Bay and Lake Michigan ice lobes that flowed over the region. Glacial till was deposited from these ice lobes and as basal and end moraines. Sand and gravel were transported from the edges of the glacial ice across the surrounding region to form extensive glacial outwash fan surfaces. Fine-grained sediments (silt and clay) were deposited within proglacial lakes near the ice margins and within the outwash plain. The maximum extent of the Wisconsin Glaciation ice occurred approximately 30,000 years ago. Ice was absent from the area of the state of Wisconsin beginning around 11,000 years ago (Attig et al., 2011). Alluvial and wind processes reworked the glacial deposits during the Holocene Epoch (last 10,000 years) during and following ice retreat.

With the retreat and almost complete melting of the Laurentide ice sheet, land surfaces of North America experienced a period of adjustment (known as glacial isostatic adjustment [GIA]) that continues to the present day. In GIA, slow movements occur in the highly viscous mantle in response to the loading and unloading of the Earth's surface. In North America, GIA is still causing vertical movements of the land surface because of the removal of significant volumes of ice more than 10,000 years ago. Based on Global Positioning System (GPS) measurements, Sella et al. established a hinge line in the Great Lakes vicinity; north of the line, uplift from GIA is still occurring (e.g., 10 millimeters per year [mm/yr] of present day uplift at Hudson Bay, Canada),

while south of the line subsidence of up to 2 mm/yr is continuing at present (Sella et al., 2007).

The SHINE site is located to the south of the hinge line. Based on the GIA model of Sella et al.

(2007), Wisconsin has 0 to 2 mm/yr of ongoing subsidence caused by the melting of ice more than 10,000 years ago. This subsidence is, however, regional in nature and not expected to result in any differential movements at the SHINE site.

2.5.2 SITE GEOLOGY This subsection is a summary of the geologic setting, stratigraphy and structure within about a 5 mi. (8 km) radius of the SHINE site.

2.5.2.1 Stratigraphy and Depth to Bedrock As described in the previous Subsection 2.5.1, Regional Geology, the Precambrian basement rocks form geologic terranes that were accreted to the North American continent prior to about 1.48 to 1.35 Ga. During the Paleozoic Era, the site region was part of a large continental marine basin, the Michigan Basin, where deposits of shallow marine sediments accumulated over many millions of years. The development of the Wisconsin Arch within the Michigan Basin formed long wavelength, open regional folds within the Cambrian through Ordovician sedimentary rocks.

The bedrock geology units mapped in the vicinity of the project site (Figure 2.5-4) are the Ordovician Period Prairie du Chien Group (dolomite with some sandstone and shale), Ancell Group (sandstone with minor limestone, shale, and conglomerate), and Sinnippee Group (dolomite with some limestone and shale). From Mudrey et al., the Ordovician sedimentary rock sequence is approximately 200 ft. (60 m) thick, and underlain by an estimated 1000 ft. (300 m) of SHINE Medical Technologies 2.5-11 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Cambrian age sedimentary rock, that in turn overlies the Precambrian basement rocks (Mudrey et al., 1982).

The surficial geology of Rock County (Figure 2.5-10) consists of the Wisconsin-age Jonestown moraine to the north. This moraine was formed at the margins of the Green Bay ice lobe. The remainder of the county contains Illinoian-age ground moraine deposits that in places were dissected by southward flowing Late Wisconsin outwash streams. The stream valleys now contain Late Wisconsin- and possibly Holocene-age glaciofluvial outwash deposits (Fullerton et al., 2003; RCGIS, 2012). The Green Bay ice lobe also produced paleo-lakes Yahara and Scuppernong with outflow that extended through the Rock River drainage basin (Clayton, L., and Attig, J.W., 1997).

Based on the geologic maps of Mudrey et al. and Cannon et al., the bedrock beneath the SHINE site is Cambrian-age sandstone that contains some dolomite and shale beds (Figure 2.5-4)

(Mudrey et al., 1982; Cannon et al., 1999). These sedimentary rocks were deposited in the Michigan Basin and then were gently deformed within the Wisconsin Arch. Bedrock units overlie Archean and Proterozoic volcanic and associated basement rocks that were intruded by a 1.48 to 1.35 Ga granite-rhyolite intrusive episode (Whitmeyer, S.J., and Karlstrom, K.E., 2007). The basement rock units are part of the Yavapai or Mazatzal Province/terrane (Figure 2.5-3).

Two estimates of depth to bedrock at the SHINE site are available: an estimate of 200 to 300 ft.

(60 to 90 m) from WGNHS, 1983, and an estimate of 100 to 300 ft. (30 to 90 m) from Mudrey et al., 1982. Site geotechnical drilling investigations extended to a maximum depth of 221 ft. (67.4 m) below ground surface (bgs) and did not encounter bedrock. Accordingly, the depth to bedrock at the site is more than 221 ft. (67.4 m) bgs.

2.5.2.2 Structural Geology The SHINE site is located near the axis of the Wisconsin Arch (Charpentier, R.R., 1987) (Figure 2.5-5). Despite the presence of the Arch, cross sections from Mudrey et al. (1982), suggest that the Cambrian and Ordovician sedimentary rock units beneath the SHINE site probably have very shallow to horizontal dips. These observations indicate little or no net deformation beneath the SHINE site over about the last 500 million years.

2.5.2.3 Site Soil Conditions Soil mapping at and surrounding the SHINE site shows that it is located on the Warsaw and Lorenzo well-drained, loamy soils. Topsoil layers of the Warsaw and Lorenzo soil units are underlain by stratified sand and gravel at depths of approximately 10 to 40 in. (0.25 to1 m)

(USDA SCS, 1974; RCGIS, 2012). The sand and gravel units are inferred to result from deposition of fluvio-glacial sediments on glacial outwash plains and deposition during the construction and erosion of local fluvial terraces.

The subsurface conditions encountered at the site were evaluated by extending 15 boreholes beneath the SHINE site. In general terms, the site soil conditions comprise about 1 ft. (0.3 m) of topsoil and crop residue overlying relatively clean, fine- to coarse-grained sand with occasional gravel layers. Based on three deeper boreholes, these soil conditions extend to 180 to 185 ft.

(54.9 to 56.4 m) bgs. Below the sand is a 10 to 18 ft. (3.0 to 5.5 m) thick layer of clayey silt that is underlain by sand or silty sand to the borehole termination depth of 221 ft. (67.4 m) bgs. Bedrock was not encountered beneath the SHINE site.

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering 2.5.2.4 Non-Seismic Geological Hazards Available reports and maps that describe geologic hazards associated with landslides, land subsidence, karst features, and swelling clays were reviewed for the SHINE site and its surrounding region in Rock County, Wisconsin.

Based on the landslide overview map of the conterminous United States (Radbruch-Hall et al.,

1982; Godt, J.W., and Radbruch-Hall, D.H., 1997), the SHINE site is located in a zone of low landslide incidence that is defined as less than 1.5 percent of area subjected to the effects of landslides. The Rock County Hazard Mitigation Plan (Vierbicher, 2010) indicates that "no significant landslides have been reported in Rock County in recent years." The lack of landslide potential is consistent with the low gradient (less than 7 ft. [2.1 m] elevation change) of the SHINE site, and the unsaturated nature of the poorly-graded sands within 50 ft. (15.2 m) of the ground surface.

The Rock County Hazard Mitigation Plan also indicates that "subsidence has not been an issue in Rock County" and that the subsidence hazard is low (Vierbicher, 2010). The plan notes that under some conditions of agricultural tilling and pumping of groundwater a localized settlement and subsidence hazard may occur (Vierbicher, 2010).

Rock County contains carbonate bedrock susceptible to dissolution or karst formation (WGNHS, 2009). The Rock County Hazard Mitigation Plan (Vierbicher, 2010) indicates that no significant sinkholes have been reported in Rock County in recent years. The plan indicates a potential for karst features to form in the county, particularly in the eastern third of the county that lies to the east of the SHINE site. No evidence for karst or karst-related subsidence was observed at the SHINE site.

The swelling clays map of the conterminous United States prepared by Olive et al. has the SHINE site located in a unit identified as containing little or no swelling clay (Olive et al., 1989).

The Rock County Hazard Mitigation Plan (Vierbicher, 2010) provides no information on the presence of soils with high shrink-swell potential, expansive soils, or swelling clays. Geotechnical investigations found no evidence of highly-plastic clays in any of the samples obtained during the subsurface investigation. Hazards from swelling or expansive clays are considered to be minimal at the SHINE site.

2.5.3 SEISMICITY This subsection describes the history of recorded and felt earthquakes in southern Wisconsin-northern Illinois based on online earthquake catalogs and databases, and peer-reviewed publications on specific earthquake events.

2.5.3.1 Historic Earthquakes A project-specific catalog of historic earthquakes was developed for the SHINE site by searching several earthquake databases and published references on the location and intensity of historic earthquakes. The following earthquake databases and references were reviewed in the initial phase of catalog development:

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering

• Worldwide Advanced National Seismic System (ANSS) Composite Catalog (ANSS, 2012): The catalog is created by merging the master earthquake catalogs from contributing ANSS institutions and then removing duplicate solutions for the same event.

• USGS/NEIC 1973 to Present Preliminary Determination of Epicenters Catalog (PDE)

(USGS, 2012d): The catalog includes earthquakes located by the U.S. Geological Survey National Earthquake Information Center (NEIC).

• Significant U.S. Earthquakes (USHIS) 1568-1989 (USGS, 2012d): The catalog is from the NEIC based on Stover, C.W. and Coffman, J.L. (1993).

• Eastern, Central, and Mountain States of the United States, 1350-1986 (SRA) (USGS, 2012d): The catalog is from the NEIC based on Stover et al. (1984).

• National Center for Earthquake Engineering Research (NCEER) Group (NCEER, 2012):

Catalog of central and eastern United States earthquakes from 1627 to 1985 (Armbruster, J. and Seeber, L., 1992).

• U.S. Geological Survey reports on central United States earthquakes and earthquake information by state: Bakun, W.H. and Hopper, M.G. (2004); Dart, R.L., and Volpi, C.M.

(2010); Stover, C.W. and Coffman, J.L. (1993); Wheeler, R.L. (2003); Wheeler et al.

(2003); USGS (2012f).

• Review of significant Canadian earthquakes from 1600 to 2006 (Lamontagne et al., 2008) and Natural Resources Canada earthquake information (Natural Resources Canada, 2012).

• Centennial Catalog (Engdahl, E.R., and Villasenor, A., 2002): A global catalog of earthquakes from 1900 to 2008.

Because of numerous inconsistencies within and between various earthquake databases and references (e.g., different epicenter locations for a given earthquake), a second phase of review was undertaken based on the Central Eastern United States earthquake catalog (CEUS-SSC)

(CEUS-SSC, 2012). This earthquake catalog was compiled as part of studies to develop a new seismic source characterization model for the Central and Eastern United States. The catalog contains records of earthquakes documented from 1568 to 2008. Earthquakes from various magnitude scales were recalculated to a uniform magnitude scale using moment magnitude (M).

Based on the uncertainty of assessment, the recalculated magnitudes for historic earthquakes are termed expected moment magnitude (E[M]) in the CEUS-SSC catalog (CEUS SSC, 2012).

The primary benefits of using the CEUS-SSC (2012) catalog to develop the project-specific SHINE catalog include: a) using a single earthquake database that has been compiled and reviewed under uniform procedures; and b) obtaining uniform earthquake magnitudes for the project-specific database with E[M] values (CEUS-SSC, 2012).

The project-specific catalog was developed based on the CEUS-SSC catalog that contains 58 records of historic earthquakes with epicenters located within about 200 mi. (322 km) of the SHINE site located at 42.624136 degrees north latitude, 89.024875 degrees west longitude (CEUS-SSC, 2012). The project-specific catalog is listed in Table 2.5-1, and includes earthquake magnitudes ranging from E[M] 2.32 to 5.15. Four earthquake events are assigned depths of 5 km (3.1 mi.) or 10 km (6.2 mi.), with the remaining depths assigned a depth of 0 km (0 mi.). The SHINE Medical Technologies 2.5-14 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering October 22, 1909 and October 17, 1913 earthquake epicenters have the same latitude and longitude coordinates.

In the project-specific catalog, the largest earthquake is the May 26, 1909 E[M] 5.15 event located approximately 85 mi. (137 km) southeast of the SHINE site. The largest earthquake since the 1970s is the June 28, 2004 E[M] 4.13 event located approximately 82 mi. (132 km) south of the SHINE site. The closest earthquake epicenter to the SHINE site is the December 7, 1933 E[M] 3.03 event located approximately 21 mi. (34 km) to the northwest.

The project-specific catalog indicates that in general, the region surrounding the SHINE site has a historic record of relatively infrequent, small to moderate earthquakes that is typical of much of the central and eastern United States.

2.5.3.2 Felt Intensities In addition to recorded earthquake epicenters, information is also available on how earthquake shaking has been experienced by people located in Janesville and other communities near the SHINE site. The experience of earthquake shaking and a qualitative assessment of damage is measured on the Modified Mercalli Intensity scale (MMI). Table 2.5-2 provides a description of MMI levels of intensity, referenced from USGS, 2000. While the quality of the measurements is highly variable depending on the skills of the observer and the quality of local engineered and non-engineered structures, the MMI scale nevertheless provides a reasonable estimate of the occurrence of moderate and large earthquakes that occurred before the development of a network of earthquake recording instruments.

The National Geophysical Data Center (NGDC) of the NOAA developed the National Earthquake Intensity Database (NEID), which is a collection of records of damage and felt reports from more than 23,000 U.S. earthquakes (NEID, 2012). The database contains information regarding the coordinates of earthquake epicenters, estimated magnitudes, and focal depths, names and coordinates of reporting cities (or localities), reported intensities, and the distance from a city (or locality) to the epicenter. Earthquakes listed in the NGDC database date from 1638 to 1985.

From 1985 onward, the reports of earthquake shaking are maintained by the USGS.

Shaking intensity records from NEID of earthquakes within approximately 200 mi. (322 km) of the SHINE site contain reports from 12 earthquakes that occurred from 1928 to 1985 (NEID, 2012).

A composite dataset is listed in Table 2.5-3, and consists of the earthquake location and expected moment magnitude from the CEUS-SSC database, plus the event MMI values from the NEID database and other sources cited in Table 2.5-3 (CEUS-SSC, 2012; NEID, 2012). The 12 earthquakes listed in Table 2.5 3 are shown in Figure 2.5-12. An estimated MMI value of V at the SHINE site accompanied the 1909 E[M] 5.15 earthquake located approximately 85 mi. (137 km) to the southeast, and accompanied the 1972 E[M] 4.08 earthquake located approximately 70 mi.

(113 km) to south-southwest (Table 2.5-3).

Historic earthquake reports and isoseismal maps were reviewed for the central United States from 1568 to 1989 (Stover, C.W. and Coffman, J.L., 1993), 1827 to 1952 (Bakun, W.H. and Hopper, M.G., 2004), and United States earthquake information by state and territory (USGS, 2012f). In addition, a summary of significant Canadian earthquakes from 1600 to 2006 (Lamontagne et al., 2008; Natural Resources Canada, 2012) was also reviewed. Table 2.5 4 lists historic earthquakes with epicenters located more than 200 mi. (322 km) from the SHINE site where earthquake shaking was reported as felt or inferred to have been felt in the SHINE site SHINE Medical Technologies 2.5-15 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering area. As in Table 2.5-3, the composite dataset listed in Table 2.5-4 lists event location and estimated moment magnitude from the CEUS-SSC database, earthquake MMI values from Stover and Coffman, and estimated MMI values at the SHINE site from sources cited in the Table 2.5 4 (CEUS-SSC, 2012; Stover, C.W. and Coffman, J.L., 1993). Depending on the level of detail in historical earthquake descriptions, the MMI value at the SHINE site had to be estimated for some earthquakes because only general felt intensity information for other earthquakes could be identified (e.g., "Felt in Wisconsin"). Figures 2.5-13 through 2.5-18 provide isoseismal maps from Stover and Coffman (Stover, C.W. and Coffman, J.L., 1993) and Bakun and Hopper (Bakun, W.H.

and Hopper, M.G., 2004) for the more significant earthquakes listed in Table 2.5-4.

The MMI values for historic earthquakes within an approximate 200 mi. (322 km) radius of the SHINE site range from MMI II to MMI VII (Table 2.5-3). The largest MMI value (VII) recorded in the region was during the May 26, 1909 E[M] 5.15 earthquake. Figure 2.5-17 shows the isoseismal map from a detailed study of the 1909 earthquake by Bakun, W.H. and Hopper, M.G.

(2004). The location of the estimated earthquake epicenter depends on the reference. For example, the 1909 event is located approximately 85 mi. (137 km) southeast of the SHINE site in CEUS-SSC, 2012 and Stover, C.W. and Coffman, J.L. (1993); and 68 mi. (109 km) south of the SHINE site according to the study of Bakun, W.H. and Hopper, M.G. (2004); and as depicted on Figure 2.5-17. For this report, the CEUS-SSC (2012) dataset is the primary dataset for epicenter locations for reasons discussed in Subsection 2.5.3.1. Thus, Figure 2.5-17 displays the felt intensity epicenter of the May 26, 1909 earthquake based on the location provided in CEUS-SSC (2012) and Stover, C.W. and Coffman, J.L. (1993).

Based on the review of felt intensity records for historic earthquakes (up to 1985), regional earthquakes have developed MMI values ranging from III to VII within approximately 200 mi.

(322 km) of the SHINE site. At distances greater than 200 mi. (322 km) from the site, felt intensities of historic earthquakes (up to 1989) developed MMI values estimated at MMI I to V at the SHINE site. The maximum felt intensity experienced at the SHINE site in historical times corresponds only to moderate shaking (MMI V). MMI V intensity may have occurred at the SHINE site four times in approximately the last 200 years during earthquakes that occurred in 1811, 1886, 1909, and 1972.

2.5.4 MAXIMUM EARTHQUAKE POTENTIAL The review of the regional geological stratigraphy, structure, and tectonics presented in Subsection 2.5.1 indicates that major geologic structures mapped in the region appear to have developed within a tectonic regime different from the present day. The long-term geologic history of the emplacement and metamorphism of regional basement rocks, analysis of the stratigraphy, and geologic structures mapped or inferred within the local sedimentary bedrock provide no positive evidence that they have experienced any significant tectonic movements in Quaternary time (over the last 1.8 million years). Most of the major geologic and geophysical structures are preserved in the pre-Phanerozoic basement rocks and appear related to major episodes of continental accretion and breakup before about 500 million years ago.

Several regional geologic structures appear to deform the Paleozoic rocks in the region: the Sandwich fault zone, the La Salle anticlinorium, several small and limited-length faults, and the regional Wisconsin and Kankakee Arches. The Wisconsin and Kankakee Arches are regional-scale, long wavelength tectonic features that appear related to crustal adjustment during and following the filling and development of the Michigan Basin more than 300 million years ago.

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering The bedrock faults, such as the Sandwich and Plum River fault zones, appear to have generated vertical offset of the Paleozoic rocks, indicating that the fault movements post-date the filling of the Michigan Basin. No evidence, however, is available to indicate that either of these faults has propagated upward into the Late Wisconsin sediments and/or to the ground surface. The lack of a mapped surface trace for these faults indicates that there has been no surface displacement along the faults for perhaps 35,000 years. Based on the review of and interpretation of available literature and data, including NRC documents for other sites, the closest known capable faults to the SHINE site are part of the Wabash Valley liquefaction features located about 170 mi. (274 km) south of the site.

The pattern of historical seismicity for the region does not demonstrate a positive alignment of the few known epicenters that might indicate ongoing seismic activity and reactivation of these older structures by the present-day stress field. The epicenter of the E[M] 5.15 earthquake in 1909 estimated by Bakun and Hopper is, however, close to the mapped trace of the Sandwich fault that is mapped to offset the Paleozoic rocks of northern Illinois (Figure 2.5-4) (Bakun, W.H.

and Hopper, M.G., 2004). It is not clear, however, whether this single, moderate-magnitude earthquake indicates Holocene reactivation of the Sandwich fault zone, or if the earthquake was generated by localized strain release on some other small-scale fault.

The review of historical earthquake records indicates that the maximum earthquake that has occurred during the last 200 years within 200 mi. (322 km) of the site is the E[M] 5.15 event. Well-studied historic earthquakes suggest that the strongest shaking experienced at the SHINE site is MMI V, with a maximum in the region of MMI VII. These values are typical for geologically stable, continental interior regions such as the central United States where infrequent, moderate magnitude earthquakes occur without a clear association with known geologic structures.

A 200-year historic earthquake record is generally considered too short a time period to estimate the longer term earthquake potential, particularly in regions where the larger earthquakes occur infrequently. To estimate the longer term earthquake shaking potential, the results of the disaggregation of the 2008 USGS National Seismic Hazard Model (Petersen et al., 2008) were calculated for return periods of 4975 to 19,900 years. Figures 2.5-19 through 2.5-23 show deaggregation results for 4975, 9950, and 19,900 years, respectively. The deaggregation plots for the longer return periods all indicate that the major contributor to seismic hazard are earthquakes with magnitudes between about M 5 and M 6. The PGA values for the longer return periods increase because the source earthquake has a higher probability of being closer to the SHINE site.

To assess the potential maximum magnitude that may impact the SHINE site and its immediate surroundings, the mean earthquake magnitude was estimated from the disaggregation of the 2008 USGS National Seismic Hazard Model (Petersen et al., 2008) for return periods of 4975, 9950 and 19,900 years, and a site located at 89.025 degrees west longitude and 42.624 degrees north latitude. The mean earthquake magnitudes for these long return period disaggregations are in a narrow range of about M 5.7 to 5.8. This magnitude range is about 0.5 to 0.6 magnitude units greater than the E[M] 5.15 maximum that is the largest historic earthquake magnitude to have occurred in the last 200 years within about 200 mi. (322 km) of the SHINE site. An M 5.8 earthquake can reasonably be regarded as the maximum potential earthquake magnitude to occur within the region.

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering 2.5.5 VIBRATORY GROUND MOTION This Subsection presents an evaluation of the earthquake ground shaking expected at the SHINE site. Because most of the mapped faults, folds, and major known geological structures within 200 mi. (332 km) of the SHINE site are not considered to be seismically capable, the analysis of earthquake ground shaking at the site is based on interpolation of the national seismic hazard model. The development of an earthquake ground motion design response spectrum follows the procedures set out in the structural codes and standards applicable to Wisconsin.

2.5.5.1 Earthquake Shaking Hazard Evaluation Probabilistic seismic hazard analysis (PSHA) is commonly used to estimate expected levels of earthquake ground shaking for regions and for sites (e.g., McGuire, 2004). The PSHA method provides a probabilistic estimate (annual frequency of exceedance) for specified levels of earthquake ground motion. The earthquake ground motions can be reported as peak horizontal ground acceleration (PGA) estimates, as often required for foundation or slope stability analyses, or spectral accelerations (Sa = accelerations at a specified frequency), as commonly used in modern building codes and structural standards.

The USGS developed national probabilistic seismic hazard models in 1996, 2002, and 2008 (with minor updates in 2010), which all include Wisconsin (e.g., Petersen et al. 2008). Each update of the national probabilistic model and associated hazard maps has incorporated the latest information on fault locations and fault characteristics; historical earthquake locations, magnitudes and effects; and a range of ground motion prediction equations (GMPE) developed from earthquake records from the United States and around the world. The seismic hazard models can be used to estimate PGA and Sa values for any site in the conterminous United States (USGS, 2012e).

2.5.5.2 Earthquake Shaking Hazard Estimates Probabilistic PGA estimates were acquired for the SHINE site based on the USGS 2008 national hazard model (USGS, 2012a) (Figures 2.5-19 through 2.5-23). For the SHINE site, the USGS 2008 model is limited to the estimation of hazard for outcropping, weak rock and hard rock sites with average shear-wave velocity profiles in the upper 100 ft. (30 m) of 760 m/s (2493 ft/sec) (soft rock and/or very stiff soil) or 2000 m/s (6562 ft/sec) (hard rock), respectively. The 760 m/s (2493 ft/sec) value was used to obtain PGA estimates for five return periods from 475 years to 19,900 years as listed in Table 2.5-5. The PGA values listed in Table 2.5-5 indicate a low to very low level of earthquake shaking hazard at the SHINE site.

2.5.5.3 2009 International Building Code Seismic Design Ground Motion Parameters The Final ISG Augmenting NUREG-1537 Part 2 Section 6b.3 requires that the criticality accident alarm system (CAAS) be designed to remain operational during credible events, such as a seismic shock equivalent to the site-specific, design-basis earthquake or the equivalent value specified by the Uniform Building Code. In Wisconsin, the Uniform Building Code (UBC) has been superseded by the 2009 International Building Code (IBC) (IBC, 2009). Thus, seismic design parameters for the proposed SHINE project are discussed in terms of the 2009 IBC and associated standards rather than in terms of the UBC.

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Seismic provisions within the 2009 IBC Chapter 16, Section 16, Earthquake Loads (IBC, 2009) and the ASCE 7-05 Standard, Chapter 11 (ASCE, 2005) are based on five-percent damped spectral accelerations for a maximum considered earthquake (MCE) with a return period of 2475 years (equivalent to a ground motion with a 2 percent probability of exceedance in 50 years).

Spectral acceleration values for the MCE are for soil Site Class B (rock) site conditions (average shear wave velocity in the top 100 feet [30 m] between 2500 and 5000 ft/sec [760 to 1500 m/s]).

For most sites, the short- (SS) and long- (S1) period spectral accelerations for rock sites can be read from maps included with the IBC 2009 code, or they can be calculated from the online USGS Ground Motion Parameter Calculator and/ or U.S. Seismic Design Maps web application (USGS, 2012b).

In IBC, 2009, Site Class B soil conditions require modification for other soil site classes (Site Classes A, C, D, E, and F) by the application of the site coefficients Fa (site coefficient for 0.2 second period) and Fv (site coefficient for 1 second period). Soil-modified SS becomes SMS (maximum considered earthquake spectral response for 0.2 seconds modified for soil Site Class) and soil-modified S1 become SM1 (maximum considered earthquake spectral response for 1 second period modified for soil Site Class) where SMS = SS x Fa and SM1 = S1 x Fv (Equations 16-36 and 16-37 in IBC, 2009). The U.S. Seismic "Design Maps" web application (USGS, 2012b) indicates SS and S1 values of 0.129 g (gravitational acceleration) and 0.050 g, respectively (Fa and Fv = 1) for the MCE at the SHINE site. These values are slightly different than those obtained from the USGS 2008 national hazard maps because the 2009 IBC-ASCE 7-05 MCE values are based on the earlier 2002 USGS national hazard maps.

The SHINE site is a soil Site Class D site. When modified for a Site Class D site by application of the site coefficients Fa and Fv, SMS and SM1 values of 0.206 g and 0.119 g, respectively (Fa = 1.6 and Fv = 2.4) are obtained. The SMS and SM1 values represent the MCE acceleration response spectral accelerations for the site as modified for the site soil conditions. These modified spectral acceleration values are then multiplied by two-thirds to develop the design acceleration response spectrum values of SDS (design spectral response acceleration coefficient at short periods) and SD1 (design spectral response acceleration coefficient at 1-second period) for where SDS = SMS x 2/3 and SD1 = SM1 x 2/3 (Equations 16-38 and 16-39 from IBC, 2009). The SDS and SD1 values are used to develop the design acceleration response spectrum suitable for structural analysis and design for the requirements of the IBC 2009 code and ASCE 7-05 Standard. Key parameters for the development of seismic design ground motions from the 2009 IBC-ASCE 7-05 seismic design procedures are listed in Table 2.5-6.

2.5.6 SURFACE FAULTING IThe USGS Quaternary Fault and Fold Database of the United States, including the 2010 update (USGS, 2012c) contains information on the location and activity of known or mapped Quaternary faults and folds in the United States. The database contains no record of Quaternary faults or folds within an approximate 200 mile (322 km) radius of the SHINE site. A review of site aerial photographs and Google Earth' images found no evidence for geomorphic features that might indicate the presence of a fault with demonstrated surface rupture in the Quaternary within 5 mi.

(8 km) of the SHINE site.

Two east-striking faults mapped within the Cambrian to Ordovician sedimentary bedrock have been identified in the subsurface of Rock County by Mudrey et al. (Mudrey et al., 1982). The SHINE Medical Technologies 2.5-19 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Janesville fault (also named the Evansville fault) consists of an approximately 19-mi. long (31 km), east-striking fault with the north side downthrown (DPC, 2010), and located approximately 6 mi. (10 km) north of Janesville (Figure 2.5-4). This fault is identified as the predominant fault segment, with a second segment striking to the north (DPC, 2010). It is assumed that the estimated 70 ft. (21.3 m) of displacement for the downthrown side (Exelon, 2006a) of the Janesville fault is associated with the primary east-striking fault segment. There is no evidence of Pleistocene or post-Pleistocene activity on the Janesville fault (Exelon, 2006a). The Janesville fault is not considered to be a capable fault.

An unnamed, approximately 1.6-mi. long, (2.6 km) east-trending fault in the bedrock units underlying Rock County is located approximately 1.9 mi. (3.1 km) north of Janesville (Mudrey et al., 1982) (Figure 2.5-4). The type or amount of fault displacement has not been determined for this unnamed fault. Based on the unnamed fault's similar orientation and location with respect to the Janesville fault, the unnamed fault is also not considered to be a capable fault.

From the USGS Quaternary Fault and Fold Database of the United States (USGS, 2012c), the northern boundary of the Wabash Valley liquefaction features region is located approximately 170 mi. (274 km) south of the SHINE site (Figure 2.5-5). Liquefaction studies indicate that at least seven Holocene (10,000 years ago to present day) up to M 7.5 earthquakes and one late Pleistocene (130,000 years to 10,000 years) earthquake may have occurred in this region (Obermeier, S.F., and Crone, A.J., compilers, 1994). Surface faulting associated with future earthquakes is not anticipated to affect the SHINE site.

2.5.7 LIQUEFACTION POTENTIAL 2.5.7.1 Site Soil Conditions Geotechnical engineering characteristics of the SHINE site were evaluated by a series of field investigations. Based on standard penetrometer test (SPT) blow counts (N-values) measured in 14 boreholes extended at the SHINE site, the density of the sand beneath the SHINE site increases with depth. In general, the sandy soils observed down to a depth of approximately 60 to 80 ft.

(18.3 to 24.4 m) can be classified as "compact to dense" except close to the level of the water table encountered in the boreholes. Although no soil heave was observed during drilling operations, six of the 14 borings included one SPT classified as loose at or just below the observed water level. Below approximately 80 ft. (24.4 m), sandy soils are classified as dense to very dense.

The 10 to 18 ft. thick (3.1 to 5.5 m) stratum of clayey silt encountered at approximately 180 to 185 ft. (54.9 to 56.4 m) bgs in the three deeper borings can be classified as hard. Results from penetrometer tests measured by hand corroborate the SPT results.

Laboratory tests of the distribution of soil grain sizes for samples selected from the boreholes indicate that the soils can be geotechnically classified as poorly-graded sand, with gravel and silt." Soil moisture contents in the upper 50 ft. (15.2 m) ranged from 2.0 to 11.3 percent, and moisture contents below this depth ranged from 9.5 to 25.4 percent. Soluble-sulfate in soil at sample depths between 10 and 40 ft. (3.0 to 12.2 m) bgs exhibited "negligible sulfate exposure" levels (less than 0.10 percent by mass). Other laboratory testing indicated that the clayey silt had liquid limits (LL) of 18 to 19, and plastic limits (PL) of 13 to 14.

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering 2.5.7.2 Groundwater Level Groundwater was encountered at the time of drilling in the boreholes extended at the SHINE site.

Measured groundwater level elevations ranged from about 754 to 766 ft. (230 to 233 m), about 60 to 65 ft. (18.3 to 19.8 m) bgs. Groundwater levels can generally be expected to fluctuate seasonally and annually with changes in local and regional precipitation patterns. Analyses of the groundwater flow direction and gradient are provided in Subsection 2.4.1.4.

2.5.7.3 Liquefaction Assessment The potential for soil liquefaction at the SHINE site was reviewed in accordance with Regulatory Guide 1.198, Procedures and Criteria for Assessing Seismic Soil Liquefaction at Nuclear Power Plant Sites.

A qualitative review of the potential for soil liquefaction indicates that the soils at the SHINE site pose no potential liquefaction hazard to the project because:

a. Liquefaction occurs only in saturated or near-saturated soils. The soils at the site are unsaturated to a depth of about 58 to 65 ft. (17.7 to 19.8 m) below the ground surface and thus are not liquefiable. Soils below these depths are generally considered non-liquefiable (even under higher seismic loads) due to the high effective stress confining the soil.

b. Liquefaction occurs generally in loose soils. The relative densities of the sandy soils in the upper 100 ft. (30 m) are generally compact to dense, and are, therefore, considered non-liquefiable under the design seismic ground motions.

c. The seismic design ground motions associated with this low seismic hazard are of insufficient scale and duration; the resulting seismic cyclic stresses are not considered capable of producing excess pore water pressure and thus insufficient to trigger liquefaction.

To confirm the qualitative analysis, a deterministic liquefaction analysis was undertaken to assess the liquefaction hazard potential for the site soil conditions, and to evaluate the potential for surface settlement due to liquefaction. The analysis was based on the SPT N-values that were acquired during geotechnical field investigations in 14 boreholes advanced at the SHINE site.

Liquefaction triggering analysis was performed at a PGA value of 0.13 g. This PGA value was derived by scaling the 4975-year return period PGA from the national seismic hazard model by 1.6 to account for the soil Site Class D site soil condition. An M 5.8 earthquake was selected as the maximum potential earthquake. The depth to highest groundwater level was estimated at 30 ft. (9.1 m) bgs to represent conservatively the groundwater levels higher than measured at the site and estimated to exist during the 500-year flood event.

Results of both the qualitative and quantitative liquefaction analysis demonstrate that there is no potential for liquefaction to occur within the soils underlying the SHINE site. The factor of safety against liquefaction ranges from 2 to 30, and in most cases exceeds 3. The median factor of SHINE Medical Technologies 2.5-21 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering safety against liquefaction is 5.3. Factors of safety greater than 1.4 are considered high, and in those cases soil elements would suffer relatively minor cyclic pore pressure generation (NUREG/CR-5741).

2.

5.8 CONCLUSION

S Analysis of the long-term geologic history of the emplacement, metamorphism, and structural evolution of regional basement rocks; the stratigraphy and structure of the local sedimentary bedrock units, the glacial geology and geomorphology; and regional magnetic and gravity anomalies all indicate that the SHINE site is located within a region characterized by long-term tectonic stability. Analysis of the development and displacement history of 17 mapped fault and fault structures within 200 mi. (322 km) of the SHINE site found no evidence to indicate that these structures are capable faults as defined in Appendix A of 10 CFR 100. The closest known capable faults are part of the Wabash Valley liquefaction features located about 170 mi. (274 km) south of the site, and the New Madrid seismic zone located about 400 mi. (644 km) south of the SHINE site.

The USGS Quaternary Fault and Fold Database of the United States, including the 2010 update (USGS, 2012c) contains no record of Quaternary faults or folds within an approximate 200 mi.

(322 km) radius of the SHINE site. The Janesville fault, an approximately 19 mi. long (31 km) fault located approximately 6 mi. (10 km) north of Janesville (Figure 2.5-4), has no evidence of Pleistocene or post-Pleistocene activity. An unnamed, approximately 1.6 mi. long (2.6 km), east trending fault in the bedrock approximately 1.9 mi. (3.1 km) north of Janesville has a similar orientation to the Janesville fault, and is also considered not to be a capable fault. Surface faulting associated with future earthquakes is not anticipated to affect the SHINE site.

Geotechnical data collected from site-specific subsurface investigations show that the site has a very gentle gradient, and is underlain by more than 200 ft. (61.0 m) of dense to very dense sand, sandy silt and silty sand. The water table at the time of investigation was more than 50 ft. (15.2 m) bgs. Results of both a qualitative and quantitative liquefaction analysis demonstrate that there is no potential for liquefaction to occur within the soils underlying the SHINE site. The median factor of safety against liquefaction is 5.3, and ranges from 2 to 30. Geological hazards related to landslide occurrence, and other subsidence, karst formation and swelling clays are all considered to be insignificant at the SHINE site.

A project-specific earthquake catalog extracted from the CEUS-SSC (2012) catalog contains 58 records of historic earthquakes with epicenters located within about 200 mi. (322 km) of the SHINE site. Earthquake magnitudes range from E[M] 2.32 to 5.15. The largest recorded earthquake within 200 mi. (322 km) was the May 26, 1909 E[M] 5.15 event located approximately 85 mi. (137 km) southeast of the SHINE site. The closest earthquake epicenter to the SHINE site is the December 7, 1933 E[M] 3.03 event located approximately 21 mi. (34 km) to the northwest of the site. The MMI values from historic earthquakes within an approximate 200 mi. (322 km) radius of the SHINE site range from MMI III to MMI VII. The maximum felt intensity experienced at the SHINE site in historical times corresponds only to a moderate level shaking (MMI V). MMI V intensity may have occurred at the SHINE site four times in approximately the last 200 years during earthquakes that occurred in 1811, 1886, 1909, and 1972. The historical earthquake catalog indicates that in general, the region surrounding the SHINE site has an historic record of relatively infrequent, small to moderate earthquakes that is typical of much of the central and eastern United States.

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering National seismic hazard maps (USGS, 2012e) indicate that the SHINE site is located within one of the lowest seismic hazard regions in the conterminous United States. For example, a low hazard is illustrated by a PGA value of 0.19 g having a return period of more than 19,900 years.

The low hazard is also reflected in the seismic parameters required for application of the 2009 IBC-ASCE 7-05 seismic design procedures. The SHINE site SMS and SM1 values of 0.206 g and 0.119 g, respectively represent the MCE acceleration response spectral accelerations with a two percent probability of exceedance in the next 50 years (2475-year return period) for the site soil conditions. Regional earthquake hazard estimates, an estimated maximum potential earthquake of M 5.8 earthquake, and site-specific spectral accelerations required for application of the 2009 IBC-ASCE 7-05 seismic design procedures suggest that earthquake shaking should not be a major constraint for the development of facilities at the SHINE site.

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Table 2.5-1 Historic Earthquake Epicenters Located Within Approximately 200 Miles (322 km) of the SHINE Site (Sheet 1 of 3)

Approximate Expected Distance from Moment Epicenter to Latitude Longitude Magnitude SHINE Janesville Year(a) Month(a) Day(a)(b) (°N)(a) (°W)(a) Depth(a) (E[M])(a) Site (km)(c) 1804 8 20 42.0 87.8 0 4.18 122 1804 8 24 42 89 0 4.12 69 1833 2 4 42.3 85.6 0 3.83 284 1861 12 23 42.09 87.98 0 2.98 105 1869 8 17 41.56 90.60 0 2.32 176 1876 5 22 41.29 89.51 0 3.31 154 1881 4 20 41.6 85.8 0 2.65 290 1881 5 27 41.3 89.1 0 4.44 147 1883 2 4 40.5 89.0 0 4.52 236 1883 2 4 42.3 85.6 0 4.73 284 1887 2 11 40.37 91.39 0 2.98 319 1889 3 3 40.5 89.0 0 2.65 236 1892 8 4 42.68 88.28 0 2.79 61 1893 12 20 41.62 85.95 0 3.96 278 1894 2 27 42.12 86.46 0 2.65 219 1894 11 9 42.12 86.46 0 2.65 219 1895 10 7 41.1 89.0 0 3.31 169 1897 6 6 43.33 91.51 0 3.01 217 1897 12 3 43.1 89.8 0 3.92 83 1897 12 3 42.4 90.4 0 3.31 116 1899 2 11 41.6 86.8 0 4.11 216 1899 2 11 43.35 85.40 0 2.67 306 1899 10 11 42.1 86.5 0 3.15 216 1900 3 14 45.5 89.5 0 2.32 322 1907 11 28 42.3 89.8 0 2.77 73 SHINE Medical Technologies 2.5-24 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Table 2.5-1 Historic Earthquake Epicenters Located Within Approximately 200 Miles (322 km) of the SHINE Site (Sheet 2 of 3)

Approximate Expected Distance from Moment Epicenter to Latitude Longitude Magnitude SHINE Janesville Year(a) Month(a) Day(a)(b) (°N)(a) (°W)(a) Depth(a) (E[M])(a) Site (km)(c) 1909 5 26 41.6 88.1 0 5.15 137 1909 7 19 40.3 90.7 0 4.35 294 1909 10 22 41.8 89.7 0 2.98 107 1911 7 29 41.8 87.6 0 2.98 149 1912 1 2 42.3 89.0 0 4.38 36 1912 9 25 42.3 89.1 0 2.32 37 1913 10 17 41.8 89.7 0 3.38 107 1914 10 7 43.1 89.4 0 2.65 61 1921 2 26 39.85 88.93 0 2.32 308 1921 3 14 40 88 0 4.11 304 1922 7 7 43.8 88.5 0 4.1 137 1923 11 10 40.0 89.9 0 3.21 301 1925 1 26 42.5 92.4 0 2.62 277 1928 1 23 42 90 0 3.00 106 1933 12 7 42.9 89.2 0 3.03 34 1934 11 12 41.5 90.5 0 3.73 175 1938 2 12 41.6 87.0 0 3.69 202 1942 3 1 41.2 89.7 0 3.48 168 1944 3 16 42.0 88.3 0 2.61 92 1947 3 16 42.1 88.3 0 2.65 83 1947 5 6 43.0 87.9 0 3.53 101 1948 1 15 43.1 89.7 0 2.65 76 1948 4 20 41.7 91.8 0 2.65 251 1956 3 13 40.5 90.4 0 3.31 262 1956 7 18 43.6 87.7 0 2.65 153 SHINE Medical Technologies 2.5-25 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Table 2.5-1 Historic Earthquake Epicenters Located Within Approximately 200 Miles (322 km) of the SHINE Site (Sheet 3 of 3)

Approximate Expected Distance from Moment Epicenter to Latitude Longitude Magnitude SHINE Janesville Year(a) Month(a) Day(a)(b) (°N)(a) (°W)(a) Depth(a) (E[M])(a) Site (km)(c) 1956 10 13 42.9 87.9 0 2.65 97 1957 1 8 43.5 88.8 0 2.32 99 1972 9 15 41.64 89.37 10 4.08 113 1978 2 16 39.80 88.23 5 2.38 321 1981 6 12 43.9 89.9 0 2.65 159 1985 9 9 41.848 88.014 5 2.91 120 1999 9 2 41.72 89.43 5 3.41 106 2004 6 28 41.44 88.94 5 4.13 132 a) Data from CEUS-SSC (2012) source file: CEUS_EQ_Catalog_R0.shp.

b) Day is based on time with respect to Coordinated Universal Time (UTC), not local time.

c) Distance (ellipsoidal) estimated based on SHINE Janesville site location at 42.624136° N, 89.024875° W.

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Table 2.5-2 Modified Mercalli Intensity Scale Level Abbreviated Description I Not felt except by a very few under especially favorable conditions.

II Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing.

III Felt quite noticeably by persons indoors, especially on upper floors of buildings.

Many people do not recognize it as an earthquake. Standing motor cars may rock slightly. Vibration similar to the passing of a truck. Duration estimated.

IV Felt indoors by many, outdoors by few during the day. At night, some awakened.

Dishes, windows, doors disturbed; walls make cracking sound. Sensation like heavy truck striking building. Standing motor cars rocked noticeably.

V Felt by nearly everyone; many awakened. Some dishes, windows broken. Unstable objects overturned. Pendulum clocks may stop.

VI Felt by all, many frightened. Some heavy furniture moved; a few instances of fallen plaster. Damage slight.

VII Damage negligible in buildings of good design and construction; slight to moderate in well-built ordinary structures; considerable damage in poorly built or badly designed structures; some chimneys broken.

VIII Damage slight in specially designed structures; considerable damage in ordinary substantial buildings with partial collapse. Damage great in poorly built structures.

Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture overturned.

IX Damage considerable in specially designed structures; well-designed frame structures thrown out of plumb. Damage great in substantial buildings, with partial collapse. Buildings shifted off foundations.

X Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foundations. Rail bent.

XI Few, if any (masonry) structures remain standing. Bridges destroyed. Rails bent greatly.

XII Damage total. Lines of sight and level are distorted. Objects thrown into the air.

Reference:

USGS (2000).

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Table 2.5-3 Recorded Earthquake Intensities (Modified Mercalli Intensity - MMI) for Earthquakes Within Approximately 200 Miles (322 km) of the SHINE Site Earthquake MMI at Approximate SHINE Distance from Janesville Expected Epicenter to Site Moment SHINE (Reported Lat Long Magnitude Janesville or Year(a) Month(a) Day(a)(b) (°N)(a) (°W)(a) MMI(c) (E[M])(a) Site (km)(d) Estimated) 1804 8 24 42 89 VI 4.12 69 -

1883 2 4 42.3 85.6 VI 4.73 284 -

1909 5 26 41.6 88.1 VII 5.15 137 V(e) 1909 7 19 40.3 90.7 VII 4.35 294 0(e) 1912 1 2 42.3 89.0 III 4.38 36 Felt in Madison and Milwaukee(f) 1923 11 10 40.0 89.9 V 3.21 301 -

1928 1 23 42 90 IV 3.00 106 -

1942 3 1 41.2 89.7 IV 3.48 168 -

1972 9 15 41.64 89.37 VI 4.08 113 V(g) 1974 11 25 40.3 87.4 II - 292 -

1985 9 9 41.848 88.014 V 2.91 120 -

1985 11 12 41.85 88.01 III - 120 -

a) Data from CEUS-SSC (2012) source file: CEUS_EQ_Catalog_R0.shp; except 11/25/1974 and 11/12/1985 data from NEID (2012).

b) Day is based on time with respect to Coordinated Universal Time (UTC), not local time.

c) Maximum MMI for earthquake from NEID (2012) data.

d) Distance (ellipsoidal) estimated based on SHINE site location at 42.624136° N, 89.024875° W.

e) From Bakun and Hopper (2004).

f) From (USGS, 2012f), Wisconsin Earthquake History.

g) From NEID (2012) data for Janesville, Wisconsin (42.68° N, 89.02° W).

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Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Table 2.5-4 Recorded Earthquake Intensities (Modified Mercalli Intensity - MMI) for Earthquakes with Epicenters farther than 200 Miles (322 km) of the SHINE Site Approximate Earthquake Distance from Epicenter MMI at SHINE Lat Long to SHINE (Reported or (a) (a)

Year Month Day (a)(b) Location (° N)(a) (°W)(a) MMI (c)

(E[M]) (a)

Site (km)(d) Estimated) 1811 12 16 Arkansas 36 90 X 7.17 740 V(c) 1877 11 15 Nebraska 41 97 VII 5.50 686 Felt in Wisconsin(c) 1886 9 1 South Carolina 33.0 80.2 X 6.90 1319 II-III to IV(c); V(f) 1891 9 27 Illinois 38.3 88.5 VII 5.52 482 I-III(e) (site is may be outside this iso-seismal) 1895 10 31 Missouri 37.82 89.32 VIII 6.00 534 IV(c) 1917 4 9 Illinois 37 90 VII 4.86 630 Felt in Wisconsin(c) 1925 3 1 Quebec 47.8 69.8 - 6.18 1611 III in Milwaukee and LaCrosse(g) 1935 11 1 Quebec 46.78 79.07 - 6.06 913 III(f) 1937 3 2 Ohio 40.488 84.273 VII 5.0Mfa 462 Felt in Milwaukee(g) 1937 3 9 Ohio 40.4 84.2 VIII 5.11 472 Felt in Milwaukee and Madison(g) 1939 11 23 Illinois 38.18 90.14 V 4.75 502 III(f) 1944 9 5 New York 45.0 74.7 VIII 5.71 1181 Felt in Wisconsin(g) 1968 11 9 Illinois 37.91 88.37 VII 5.32 526 I-III(c); IV(f) 1974 4 3 Illinois 38.549 88.072 VI 4.29 460 I-III in southern Wisconsin(g) 1987 6 10 Illinois 38.713 87.954 VI 4.95 444 Felt in Wisconsin(c) a) Data from CEUS-SSC (2012) source file: CEUS_EQ_Catalog_R0.shp; except 3/2/1937 data from Stover and Coffman (1993), Mfa (body-wave magnitude calculated from earthquake felt area).

b) Day is based on time with respect to Coordinated Universal Time (UTC), not local time.

c) From Stover and Coffman (1993).

d) Distance (ellipsoidal) estimated based on SHINE site location at 42.624136° N, 89.024875° W.

e) From Bakun and Hopper (2004).

f) From NEID (2012) for Janesville, Wisconsin (42.68° N, 89.02° W).

g) From (USGS, 2012f), Wisconsin Earthquake History.

SHINE Medical Technologies 2.5-29 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Table 2.5-5 Probabilistic Estimates of PGA for Selected Return Periods at the SHINE Site for an Average Shear Wave Velocity (760 m/s) Site Class B(a)

Return Period (years) PGA (g) 475 0.017 2,475 0.050 4,975 0.079 9,950 0.124 19,900 0.194 a) Parameters based on SHINE Janesville project location of 42.624°N, 89.025°W.

SHINE Medical Technologies 2.5-30 Rev. 0

Chapter 2 - Site Characteristics Geology, Seismology, and Geotechnical Engineering Table 2.5-6 2009 IBC-ASCE 7-05 Seismic Parameters for the SHINE Site(a)(b)(c)

Parameter Value SS 0.129 g S1 0.050 g Site Class D SMS 0.206 g SM1 0.119 g Fa 1.6 Fv 2.4 TL 12 seconds a) Parameters based on SHINE site location of 42.624136°N, 89.024875°W.

b) Parameters include the following: short period spectral response acceleration (SS); 1-second spectral response acceleration (S1); maximum considered earthquake spectral response for short period (SMS); maximum considered earthquake spectral response for 1-second period (SM1); site coefficient for short period (Fa); site coefficient for 1-second period (Fv) (IBC, 2009); and long-period transition period (TL) (ASCE, 2005).

c) SS and S1 are for Site Class B; SMS and SM1 are for Site Class D.

SHINE Medical Technologies 2.5-31 Rev. 0

Chapter 2 - Site Characteristics References

2.6 REFERENCES

2.6.1 GEOGRAPHY AND DEMOGRAPHY City of Beloit, 2012a. Comprehensive Plan, 2008, Website: http://www.ci.beloit.wi.us/

index.asp?Type=B_LIST&SEC=%759663D0-9855-48BC-A4F5-63A1689478B4%7D, Date accessed: January 9, 2012.

City of Beloit, 2012b. City of Beloit Parks and Open Space Plan, 2006, Website: http://

www.ci.beloit.wi.us/index.asp?Type=B_BASIC&SEC=%7B498B8A15- 5A89-40D7-A224-7E5B5E7BF5A4%7D, Date accessed: January 2, 2012.

City of Janesville, 2012a. Comprehensive Plan, 2009, Website:

http://www.ci.janesville.wi.us/index.aspx?page=214, Date accessed: January 12, 2012.

City of Janesville, 2012b. City of Janesville Park and Open Space Plan, 2008, Website:

http://www.ci.janesville.wi.us/modules/showdocument.aspx?documentid=765, Date accessed:

January 4, 2012.

DOA, 2012. State of Wisconsin Department of Administration Website: Wisconsin Population &

Household Projections: 2000-2035, Website:

http://www.doa.state.wi.us/subcategory.asp?linksubcatid=105&linkcatid=11&linkid=64&locid=9, Date accessed: January 3, 2012.

ESRI, 2009. ArcView, Version 9.3.1, November 2009, Dates accessed: March and April 2012.

Greatschools, 2012. Data on Janesville Schools enrollment, Website:

http://www.greatschools.org/, Date accessed: January 6, 2012.

Janesville Area Convention & Visitors Bureau, 2011. Website: http://www.janesvillecvb.com/,

Date accessed: December 12, 2011.

Mercy Health System, 2011. Website, http://www.mercyhealthsystem.org/body.cfm?id=7, Date accessed: December 2, 2011.

NAIP, 2010. USDA NAIP Imagery, Website: http://

www.fsa.usda.gov/FSA/apfoapp?area=home&subject=prog&topic=nai, Date accessed: August 15, 2012.

Rock County Wisconsin Economic Development Alliance, 2012. Listing of Largest Employers, Website: http://www.rockcountyalliance.com/, Date accessed: January 4, 2012.

Schooltree, 2012. Data on Janesville Schools enrollment, Website:

http://wisconsin.schooltree.org/public/Adams-Elementary-095628.html, Date accessed: January 4, 2012.

USCB, 2012a. Rock County Quick Facts, Website:

http://quickfacts.census.gov/qfd/states/55/55105.html, Date accessed: February 1, 2012.

SHINE Medical Technologies 2.6-1 Rev. 0

Chapter 2 - Site Characteristics References USCB, 2012b. Census 2010 Summary File 1, Website:

http://factfinder2.census.gov/faces/nav/jsf/pages/index.xhtml, Date accessed: February 1, 2012.

USGS, 1980. Rockford, Illinois; Wisconsin (Eastern U. S.) 1:250,000 Series (Topographic) Map, U. S. Geological Survey (USGS), Reston, Virginia 1980.

USCB TIGER, 2010. 2010 Census TIGER/Line Shapefiles, U.S. Census Bureau, Geography Division, Geographic Productions Branch, Website: http:// www.census.gov/geo/www/tiger/

tgrshp2010/tgrshp2010.html, Date accessed: August 15, 2012.

Visit Beloit, 2011. Website: http://www.visitbeloit.com/, Date accessed: December 12, 2011.

Wisconsin Department of Health Services, 2011. Wisconsin Assisted Living Facilities, Website:

http://www.dhs.wisconsin.gov/bqaconsumer/assistedliving/CtyPages/ROCK.htm, Date accessed:

December 1, 2011.

2.6.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES Abitec Corporation, 2012. Website: http://www.abiteccorp.com/, Date accessed: April 9, 2012.

Abitec Corporation, 2015. Correspondence from Jay Gasser, Abitec Corporation Health and Safety Manager, to Catherine Kolb, SHINE Medical Technologies, January 23, 2015.

ACI, 2007. Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-06) and Commentary, ACI Standard 349-06, American Concrete Institute, 2007.

Alliant Energy, 2012. Correspondence from Jesse OBrien, Alliant Energy, to Max Ross, Sargent

& Lundy, June 21, 2012.

ALOHA, 2008. Computer Program: Areal Locations of Hazardous Atmospheres Version 5.4.1, Developed by EPA and NOAA, 2008.

ALOHA, 2013. Computer Program: Areal Locations of Hazardous Atmospheres Version 5.4.4, Developed by EPA and NOAA, 2013.

APO, 2014. APO Terminal Area Forecast Detail Report, Federal Aviation Administration Office of Aviation Policy and Plans, February 2014.

Burdick, 2012a. Correspondence from Ron Burdick, Southern Wisconsin Regional Airport, to Daniel Laubenthal, Sargent & Lundy, April 14, 2012.

Burdick, 2012b. Correspondence from Ron Burdick, Southern Wisconsin Regional Airport, to Judy Xue, Sargent & Lundy, June 25, 2012 Burdick, 2012c. Correspondence from Ron Burdick, Southern Wisconsin Regional Airport, to Daniel Laubenthal, Sargent & Lundy, June 2, 2012 City of Beloit, 2012. Plan, 2008, Website: http://www.ci.beloit.wi.us/

index.asp?Type=B_LIST&SEC=%7B759663D0-9855-48BC-A4F5-63A1689478B4%7D, Date accessed: January 9, 2012.

City of Beloit, 2015. Correspondence from Mike Tinder, City of Beloit Water Utility Supervisor, to Catherine Kolb, SHINE Medical Technologies, January 14, 2015.

City of Janesville, 2012a. Comprehensive Plan, 2009, Website:

http://www.ci.janesville.wi.us/index.aspx?page=214, Date accessed: January 12, 2012.

City of Janesville, 2012b. Correspondence from Vic Grassman, Economic Development Director, to Timothy Krause, Sargent & Lundy, April 13, 2012.

SHINE Medical Technologies 2.6-2 Rev. 1

Chapter 2 - Site Characteristics References City of Janesville, 2015a. Correspondence from Craig Thiesenhusen, City of Janesville Water Utility Superintendent, to Catherine Kolb, SHINE Medical Technologies, January 26, 2015.

City of Janesville, 2015b. Correspondence from Joe Zakovec, City of Janesville Wastewater Superintendent, to Catherine Kolb, SHINE Medical Technologies, January 21, 2015.

Crop Production Services, 2012. Crop Production Services Home, Website:

http://www.cpsagu.com, Date accessed: April 9, 2012.

DOE, 2006. Accident Analysis for Aircraft Crash into Hazardous Facilities, DOE-STD-3014-96, U.S.

Department of Energy, October 1996, Reaffirmed May 2006.

Evonik Industries, 2012. Evonik Industries - Specialty Chemicals, Website:

http://corporate.evonik.com/en/Pages/default.aspx, Date accessed: April 2012.

FEMA, 1989. Handbook of Chemical Hazard Analysis Procedures, Federal Emergency Management Agency, U.S. Department of Transportation, U.S. Environmental Protection Agency, 1989-626-095-10575.

IAEA, 1987. Consideration of external events in the design of nuclear facilities other than nuclear power plants, with emphasis on earthquakes, IAEA-TECDOC-1347, International Atomic Energy Agency, 1987.

Manta, 2012a. Crop Production Services, Website:

http://www.manta.com/c/mmd2gbb/crop-production-service-inc, Date accessed: April 9, 2012.

Manta, 2012b. Janesville Jet Center, Website:

http://www.manta.com/c/mmssbpk/janesville-jet-center, Date accessed: April 9, 2012.

Manta, 2012c. School District of Beloit Turner, Website:

http://www.manta.com/c/mm7lwfm/school-district-beloit-turner, Date accessed: April 9, 2012.

Manta, 2012d. United Parcel Service, Website: http://www.manta.com/c/mm4xtbz/ups-store, Date accessed: April 9, 2012.

NPMS, 2012. National Pipeline Mapping System. Website: https://www.npms.phmsa.dot.gov/, Date accessed: April 30, 2012.

Rock County, 2012. Correspondence from Shirley Connors, Rock County Emergency Management Agency, to Daniel Laubenthal, Sargent & Lundy, February 14, 2012.

SFPE, 1995. The SFPE Handbook of Fire Protection Engineering, 2nd Edition, 1995.

SHINE, 2015. Memorandum from Devon Engleman, SHINE Medical Technologies, dated January 28, 2015, Meeting at Janesville Air Traffic Control, 2015-SMT-0005.

Wisconsin DOT, 2012. Wisconsin Truckers Guide, Website: http:

//www.wistrans.org/cfire/documents/TruckersGuideFinal.pdf, Date accessed: March 23, 2012.

Wisconsin Emergency Management, 2011. Correspondence from Rebecca Slater, EPCRA Compliance Officer, to Bernie Mount, Sargent & Lundy, November 3, 2011.

2.6.3 METEOROLOGY AFCCC, 1999. Engineering Weather Data, 2000 Interactive Edition, Air Force Combat Climatology Center, National Climatic Data Center, Asheville, North Carolina, 1999.

SHINE Medical Technologies 2.6-3 Rev. 1

Chapter 2 - Site Characteristics References AMS, 2012. Glossary of Meteorology, American Meteorological Society. Website: http://

amsglossary.allenpress.com/glossary/, Accessed: January, 2012.

ASCE, 2006. Minimum Design Loads for Buildings and Other Structures, ASCE Standard ASCE/

SEI 7-05 Including Supplement No. 1, American Society of Civil Engineers, Reston, Virginia, 2006.

ASHRAE, 2009. 2009 ASHRAE Handbook - Fundamentals, American Society of Heating, Refrigerating and Air-Conditioning Engineers, Inc., IP edition. Chapter 14.6, American Society of Heating, Refrigerating and Air-Conditioning Engineers, Inc., Atlanta, Georgia, 2009.

Changnon et al., 2004. Changnon, S. A., J. R. Angel, K. E. Kunkel, C. M. B. Lehmann, Climate Atlas of Illinois, Illinois State Water Survey, Champaign, Illinois, March 2004.

Del Greco et al., 2006. S. A. Del Greco and collaborators, Surface Data Integration at NOAAs National Climatic Data Center: Data Format, Processing, QC and Product Generation, 86th AMS Annual Meeting, 29 January - 2 February 2006, Atlanta, Georgia.

EDS, 1968. Climatic Atlas of the United States, Environmental Data Service, U. S.

Superintendent of Documents, U. S. Government Printing Office, Washington, D. C., 1968.

FAA, 1992. Non-Federal Navigational Aids and Air Traffic Control Facilities, Federal Aviation Administration Order 6700.20A, December 11, 1992.

FAA, 2011. Automated Weather Observing Systems (AWOS) for Non-Federal Applications, Federal Aviation Administration Advisory Circular AC 150/5220-16D, April 28, 2011.

IAEA, 1987. Siting of Research Reactors, International Atomic Energy Agency (IAEA), Report IAEA-TECDOC-403, Vienna, Austria, 1987.

Moran, J. M. and E. J. Hopkins, 2002. Wisconsins Weather and Climate, The University of Wisconsin Press, Madison, Wisconsin, 2002.

NCDC, 1952. Local Climatological Summary with Comparative Data, 1951, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1952.

NCDC, 1953. Local Climatological Data with Comparative Data, 1952, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1953.

NCDC, 1954. Local Climatological Summary with Comparative Data, 1953, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1954.

NCDC, 1955. Local Climatological Summary with Comparative Data, 1954, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1955.

NCDC, 1956. Local Climatological Summary with Comparative Data, 1955, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1956.

NCDC, 1957. Local Climatological Summary with Comparative Data, 1956, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1957.

SHINE Medical Technologies 2.6-4 Rev. 0

Chapter 2 - Site Characteristics References NCDC, 1958. Local Climatological Summary with Comparative Data, 1957, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1958.

NCDC, 1959. Local Climatological Summary with Comparative Data, 1958 Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1959.

NCDC, 1960a. Local Climatological Summary with Comparative Data, 1959, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1960.

NCDC, 1960b. Storm Data, November 1960, Volume 2 No. 11, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1961a. Local Climatological Summary with Comparative Data, 1960, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1961.

NCDC, 1961b. Storm Data, September 1961, Volume 3 No. 9, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1962. Local Climatological Summary with Comparative Data, 1961, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1962.

NCDC, 1963. Local Climatological Summary with Comparative Data, 1962, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1963.

NCDC, 1964. Local Climatological Summary with Comparative Data, 1963, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1964.

NCDC, 1965. Local Climatological Summary with Comparative Data, 1964, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1965.

NCDC, 1966. Local Climatological Summary with Comparative Data, 1965, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1966.

NCDC, 1967a. Local Climatological Summary with Comparative Data, 1966, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1967.

NCDC, 1967b. Storm Data, April 1967, Volume 9 No. 4, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1967c. Storm Data, August 1967, Volume 9 No. 8, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1968. Local Climatological Summary with Comparative Data, 1967, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1968.

NCDC, 1969. Local Climatological Summary with Comparative Data, 1968, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1969.

NCDC, 1970a. Local Climatological Summary with Comparative Data, 1969, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1970.

SHINE Medical Technologies 2.6-5 Rev. 0

Chapter 2 - Site Characteristics References NCDC, 1970b. Storm Data, October 1970, Volume 12 No. 10, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1971a. Local Climatological Summary with Comparative Data, 1970, Madison, Wisconsin, National Climatic Data Center, Asheville North Carolina, 1971.

NCDC, 1971b. Storm Data, November 1971, Volume 13 No. 11, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1972. Local Climatological Summary with Comparative Data, 1971, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1972.

NCDC, 1973. Local Climatological Summary with Comparative Data, 1972, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1973.

NCDC, 1974. Local Climatological Summary with Comparative Data, 1973, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1974.

NCDC, 1975a. Local Climatological Summary with Comparative Data, 1974, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1975.

NCDC, 1975b. Storm Data, June 1975 Volume 17 No. 6, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1976. Local Climatological Summary with Comparative Data, 1975, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1976.

NCDC, 1977. Local Climatological Summary with Comparative Data, 1976, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1977.

NCDC, 1978. Local Climatological Summary with Comparative Data, 1977, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1978.

NCDC, 1979. Local Climatological Summary with Comparative Data, 1978, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1979.

NCDC, 1980a. Local Climatological Summary with Comparative Data, 1979, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1980.

NCDC, 1980b. Storm Data, June 1980, Volume 22 No. 6, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November, 2011.

NCDC, 1981. Local Climatological Summary with Comparative Data, 1980, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1981.

NCDC, 1982. Local Climatological Summary with Comparative Data, 1981, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1982.

SHINE Medical Technologies 2.6-6 Rev. 0

Chapter 2 - Site Characteristics References NCDC, 1983. Local Climatological Summary with Comparative Data, 1982, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1983.

NCDC, 1984. Local Climatological Summary with Comparative Data, 1983, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1984.

NCDC, 1985. Local Climatological Summary with Comparative Data, 1984, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1985.

NCDC, 1986. Local Climatological Summary with Comparative Data, 1985, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1986.

NCDC, 1987. Local Climatological Summary with Comparative Data, 1986, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1987.

NCDC, 1988a. Local Climatological Summary with Comparative Data, 1987, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1988.

NCDC, 1988b. Storm Data, May 1988, Volume 30 No. 5, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1989. Local Climatological Summary with Comparative Data, 1988, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1989.

NCDC, 1990. Local Climatological Summary with Comparative Data, 1989, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1990.

NCDC, 1991a. Local Climatological Summary with Comparative Data, 1990, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1991.

NCDC, 1991b. Storm Data, March 1991, Volume 33 No. 3, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1992a. Local Climatological Summary with Comparative Data, 1991, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1992.

NCDC, 1992b. Storm Data, June 1992, Volume 34 No. 6, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1993. Local Climatological Summary with Comparative Data, 1992, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1993 NCDC, 1994. Local Climatological Summary with Comparative Data, 1993, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1994.

NCDC, 1995. Local Climatological Summary with Comparative Data, 1994, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1995.

SHINE Medical Technologies 2.6-7 Rev. 0

Chapter 2 - Site Characteristics References NCDC, 1996a. Daily Weather Maps, Weekly Series, July 15-21, 1996, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: October 2011.

NCDC, 1996b. International Station Meteorological Climate Summary, Ver 4.0, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/.

NCDC, 1996c. Local Climatological Summary with Comparative Data, 1995, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1996.

NCDC, 1997a. Local Climatological Summary with Comparative Data, 1996, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1997.

NCDC, 1997b. Storm Data, July 1996, Volume 38 No. 7, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1998a. Local Climatological Summary with Comparative Data, 1997, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1998.

NCDC, 1998b. Storm Data, June 1998, Volume 40 No. 6, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 1999a. Daily Weather Maps, Weekly Series, December 28 1998 - January 3, 1999, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/,

Date accessed: November, 2011.

NCDC, 1999b. Local Climatological Summary with Comparative Data, 1998, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 1999.

NCDC, 2000a. Local Climatological Summary with Comparative Data, 1999, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 2000.

NCDC, 2000b. Storm Data, January 1999, Volume 41 No. 1, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001a. Climatography of the United States No. 20, 1971-2000, Arboretum Univ Wis, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/,

Date accessed: November 2011.

NCDC, 2001b. Climatography of the United States No. 20, 1971-2000, Arlington Univ Farm, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/,

Date accessed: November 2011.

NCDC, 2001c. Climatography of the United States No. 20, 1971-2000, Baraboo, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001d. Climatography of the United States No. 20, 1971-2000, Beaver Dam, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/,

Date accessed: November 2011.

SHINE Medical Technologies 2.6-8 Rev. 0

Chapter 2 - Site Characteristics References NCDC, 2001e. Climatography of the United States No. 20, 1971-2000, Beloit, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001f. Climatography of the United States No. 20, 1971-2000, Brodhead, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001g. Climatography of the United States No. 20, 1971-2000, Charmany Farm, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/,

Date accessed: November 2011.

NCDC, 2001h. Climatography of the United States No. 20, 1971-2000, Dalton, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001i. Climatography of the United States No. 20, 1971-2000, DeKalb, IL, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001j. Climatography of the United States No. 20, 1971-2000, Fond du Lac, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001k. Climatography of the United States No. 20, 1971-2000, Fort Atkinson, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/,

Date accessed: November 2011.

NCDC, 2001l. Climatography of the United States No. 20, 1971-2000, Hartford 2 W, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001m. Climatography of the United States No. 20, 1971-2000, Horicon, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001n. Climatography of the United States No. 20, 1971-2000, Lake Geneva, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/,

Date accessed: November 2011.

NCDC, 2001o. Climatography of the United States No. 20, 1971-2000, Lake Mills, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001p. Climatography of the United States No. 20, 1971-2000, Madison Dane Co AP, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://

www.ncdc.noaa.gov/, Date accessed: November 2011.

SHINE Medical Technologies 2.6-9 Rev. 0

Chapter 2 - Site Characteristics References

.NCDC, 2001q. Climatography of the United States No. 20, 1971-2000, Marengo, IL, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

NCDC, 2001r. Climatography of the United States No. 20, 1971-2000, Oconomowoc, WI, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/,

Date accessed: November 2011.

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NCDC, 2002b. Division Normals and Standard Deviations of Temperature, Precipitation, and Heating and Cooling Degree Days, 1971-2000 (and previous normals periods), Section 1:

Temperature, Climatography of the United States No. 85, National Climatic Data Center, Asheville, North Carolina, 2002.

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NCDC, 2002d. Local Climatological Summary with Comparative Data, 2001, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 2002.

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Chapter 2 - Site Characteristics References NCDC, 2003. Local Climatological Summary with Comparative Data, 2002, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 2003.

NCDC, 2004. Local Climatological Summary with Comparative Data, 2003, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 2004.

NCDC, 2005a. Data Documentation for Data Set 3280 (DSI-3280) Surface Airways Hourly, National Climatic Data Center, Asheville, North Carolina, May 4, 2005.

NCDC, 2005b. Local Climatological Summary with Comparative Data, 2004, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 2005.

NCDC, 2005c. Storm Data, August 2005, Volume 47 No. 8, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November 2011.

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NCDC, 2006b. Local Climatological Summary with Comparative Data, 2005, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 2006.

NCDC, 2007. Local Climatological Summary with Comparative Data, 2006, Madison, Wisconsin, National Climatic Data Center, Asheville North Carolina, 2007.

NCDC, 2008a. Local Climatological Summary with Comparative Data, 2007, Madison, Wisconsin, National Climatic Data Center, Asheville North Carolina, 2008.

NCDC, 2008b. Storm Data, January 2008 Volume 50 No. 1, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/, Date accessed: November, 2011.

NCDC, 2009. Local Climatological Summary with Comparative Data, 2008, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 2009.

NCDC, 2010. Local Climatological Summary with Comparative Data, 2009, Madison, Wisconsin, National Climatic Data Center, Asheville, North Carolina, 2010.

NCDC, 2011a. 2010 Local Climatological Data, Annual Summary with Comparative Data, Madison, Wisconsin (KMSN), National Climatic Data Center, Asheville, North Carolina, 2011.

NCDC, 2011b. 2010 Local Climatological Data, Annual Summary with Comparative Data, Moline, Illinois (KMLI), National Climatic Data Center, Asheville, North Carolina, 2011.

NCDC, 2011c. 2010 Local Climatological Data, Annual Summary with Comparative Data, Rockford, Illinois (KRFD), National Climatic Data Center, Asheville, North Carolina, 2011.

NCDC, 2011d. 2010 Local Climatological Data, Annual Summary with Comparative Data, Springfield, Illinois (KSPI), National Climatic Data Center, Asheville, North Carolina, 2011.

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NCDC, 2011f. Climatological Data Annual Summary Wisconsin 2010, Volume 115, Number 13, National Climatic Data Center, Asheville, North Carolina, Website: http://www.ncdc.noaa.gov/.

NCDC, 2011g. NCDC Storm Event Database, National Climatic Data Center, Asheville, North Carolina, Website: http://www4.ncdc.noaa.gov/cgi-win/wwcgi.dll?wwEvent~Storms, Date accessed: November 2011.

NCDC, 2011h. TD3280 - Airways Surface Observations, Surface weather observations in TD 3280 digital format from 1948-2009, for NWS-Madison, WI. National Climatic Data Center (NCDC), data purchased from NCDC, Asheville, NC, October 2011.

NCDC, 2011i. TD 3280 - Airways Surface Observations, Surface weather observations in TD 3280 digital format from 1973-2009, for NWS-Rockford, IL. National Climatic Data Center (NCDC), data purchased from NCDC, Asheville, NC, October 2011.

NCDC, 2011j. TD3505 - Airways Surface Observations, Surface weather observations in TD 3505 digital format from 2005-2010, for NWS-Madison, WI. National Climatic Data Center (NCDC), data purchased from NCDC, Asheville, NC, October 2011.

NCDC, 2011k. TD3505 - Airways Surface Observations, Surface weather observations in TD 3505 digital format from 2005-2010, for NWS-Rockford, IL. National Climatic Data Center (NCDC), data purchased from NCDC, Asheville, NC, October 2011.

NCDC, 2011l. TD3505 - Airways Surface Observations, Surface weather observations in TD 3505 digital format from 2005-2010, for Southern Wisconsin Regional Airport, Janesville, WI.

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NCDC, 2011m. TD3505 - Archive Data Server, National Climatic Data Center (NCDC), data purchased from NCDC, Asheville, NC, Website: ftp://ftp3.ncdc.noaa.gov/pub/data/noaa/, Date accessed: December, 2011.

NCDC, 2012a. Data File anem_elev_inf Referenced in Data Documentation for Data Set 6421 (DSI-6421) Enhanced Hourly Wind Station Data for the Contiguous United States National Climatic Data Center, Asheville North Carolina. Website: http://www.wcc.nrcs.usda.gov/ftpref/

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Chapter 2 - Site Characteristics References NOAA, 1999. Julian X.L. Wang and J.K. Angell, Air Stagnation Climatology for the United States (1948-1998). National Oceanic and Atmospheric Administration (NOAA), Air Resources Laboratory, Environmental Research Laboratories, Office of Oceanic and Atmospheric Research, Silver Spring, MD, April 1999.

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Rand McNally, 2005. Goodes World Atlas, 21st edition, Rand McNally & Company, Skokie, Illinois, 2005.

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Trewartha, G. T., 1961. The Earths Problem Climates, The University of Wisconsin Press, Madison, Wisconsin, 1961.

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Chapter 2 - Site Characteristics References USEPA, 1999. PCRAMMET.FOR, FORTRAN program, version 99169. U.S. Environmental Protection Agency, Technology Transfer Networks Support Center for Regulatory Atmospheric Modeling. Computer code available June 1999, Website: http://

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2.6.4 HYDROLOGY AMS, 1959. American Meteorological Society. Boston, Massachusetts. 638 p.

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Version 3.5 for Windows, U.S. Army Corps of Engineers, Hydraulic Engineering Center, 2010.

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2.6.5 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL ENGINEERING ANSS, 2012. Advanced National Seismic System ANSS Catalog Search, Northern California Earthquake Data Center, Website: http://quake.geo.berkeley.edu/cnss/catalog- search.html, Date accessed: January 9, 2012.

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- A Sample of the Northern Margin of the Penokean Fold and Thrust Belt, United States Geological Survey, Professional Paper 1730, 44 p.

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Kanamori, H., Jennings, P.C., Kisslinger, C., (eds.), International Handbook of Earthquake and Engineering Seismology, Part A, Chapter 41, pp. 665-690, Academic Press, 2012.

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Chapter 2 - Site Characteristics References Petersen, M., Frankel, A., Harmsen, S., Mueller, C., Haller, K., Wheeler, R., Wesson, R.,

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Chapter 2 - Site Characteristics References WGNHS, 1983. Thickness of Unconsolidated Material in Wisconsin, University of Wisconsin-Extension Geological and Natural History Survey, Website: http://wisconsingeologicalsurvey.org/

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