ML13242A356

Shine Draft Responses to Environmental Site Audit Information Needs (1 of 2)

ML13242A356
Person / Time
Site:	SHINE Medical Technologies
Issue date:	08/30/2013
From:	Michelle Moser NRC/NRR/DLR/RERGUB
To:
Moser M
References
Download: ML13242A356 (418)

Text

August 30, 2013 NOTE TO: File FROM: Michelle Rome Moser, Project Manager Environmental Review and Guidance Update Branch Division of License Renewal Office of Nuclear Reactor Regulation

SUBJECT:

DRAFT RESPONSES TO ENVIRONMENTAL SITE AUDIT NEEDS (PART 1 of 2)

Enclosed contain SHINE Medical Inc.s draft responses to the staffs environmental site audit needs.

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Thursday, August 15, 2013 5:08 PM To: Moser, Michelle; Lynch, Steven

Subject:

DRAFT SHINE Response to Transportation Request #6 Attachments: DRAFT - Transportation Request 6 Response - Revision 2.pdf Michelle and Steve, Attached is the Draft SHINE Response to Transportation Request #6.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 210-1734 1

Moser, Michelle From: Jim Costedio <Jim.Costedio@shinemed.com>

Sent: Thursday, August 08, 2013 1:11 PM To: Lynch, Steven Cc: Moser, Michelle; Jeff Bartelme; Bill Hennessy

Subject:

DRAFT SHINE Response to Proposed Action Request #5 Attachments: SHINE Response to Proposed Action Request #5.pdf; Attachment 18 - Figure 19.2.2-1, Revision 1.pdf Importance: High Hi Steve, I am providing you with these attachments to facilitate your discussion regarding proprietary information with AL Adams. Attached is a draft of what we plan on submitting.

Note that Reference 2 in the attached response to Proposed Action Request #5 is the SHINE Medical Technologies, Inc.

letter to NRC, dated March 26, 2013, Part One of the SHINE Medical Technologies, Inc. Application for Construction Permit (ML130880226).

Jim Jim Costedio Licensing Manager SHINE Medical Technologies 608-210-1730 1

Proposed Action Request #5 Please provide a high-level non-proprietary schematic that visually describes the overall isotope production process. Please include target solution loading, tritium target loading, accelerator startup, chemical adjustment, off-gas removal, heat removal/dissipation, target solution removal, product separation, recycle of target solution, cleanup of target solution, removal of solid/liquid/gaseous discharges, and other relevant process steps that show input and output of resources and wastes.

SHINE Response Upon further review, SHINE determined that the benefits of the greater transparency afforded by releasing Figure 19.2.2-1 to the public outweigh the potential harm caused to the company.

The proprietary marking has been removed from the figure. Attachment 18 provides Figure 19.2.2-1, Revision 1, a high-level non-proprietary schematic that visually describes the overall isotope production process. An Issues Management Report (IMR) has been issued to address this change to Figure 19.2.2-1 of the ER.

SHINE requests the NRC replace Revision 0 of Figure 19.2.2-1 provided in Part One of the SHINE Medical Technologies, Inc. Application for Construction Permit (Reference 2) with Revision 1 of Figure 19.2.2-1, provided in Attachment 18.



ENCLOSURE 1 ATTACHMENT 18 SHINE MEDICAL TECHNOLOGIES, INC.

SHINE MEDICAL TECHNOLOGIES, INC. APPLICATION FOR CONSTRUCTION PERMIT RESPONSE TO ENVIRONMENTAL SITE AUDIT REQUEST FOR ADDITIONAL INFORMATION FIGURE 19.2.2 ISOTOPE PRODUCTION SYSTEM HIGH-LEVEL FLOW DIAGRAM REVISION 1 1 page follows

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

Chapter 19 - Environmental Review Radioisotope Facility Description Figure 19.2.2 Isotope Production System High-Level Flow Diagram SHINE Medical Technologies Rev. 10

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Monday, August 12, 2013 2:49 PM To: Moser, Michelle; Lynch, Steven

Subject:

SHINE Environmental Audit Response Update Attachments: DRAFT - Transportation Request 3 Response - Revision 1.pdf; DRAFT - Proposed Action Request 3 Response - Revision 1.pdf; DRAFT - Proposed Action Request 14 Response -

Revision 1.pdf; DRAFT - Air Quality Request 10 Response - Revision 1.pdf Michelle and Steve, Attached are the Draft SHINE Responses to Transportation Request #3, Proposed Action Request #3, Proposed Action Request #14, Air Quality #10.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 2101734 1

NRC 2013 SITE ENVIRONMENTAL VISIT QUESTION Part 1: Question Question No.: Transportation Request #3 Rev 1 Inspector: NRC Audit Team Date: July 3, 2013 Question: SHINE suggested that traffic could be optimized using traffic signals at the entrance and exit. Please clarify whether SHINE intends to obtain a traffic light (optimization) at the entrance and exit to mitigate traffic issues. If so, please describe the current status of obtaining this traffic light (i.e., has it been negotiated, or otherwise agreed upon?).

Part 2: Response Assigned to: * * * *

Response

AF SHINE will not be providing a traffic signal at the entrance and exit to the plant site. Access to the SHINE plant will comply with Federal and Wisconsin Department of Transportation requirements for entrance and exit to the US Highway.

T SHINE plans to use a staggered construction work shift schedule to reduce the hourly traffic flow onto Highway 51. In addition SHINE will post signs near the construction entrances and exits to make the public aware of potential high traffic areas. SHINE will consider buses, vans, and carpools combined with the staggered shifts to optimize the traffic flow to and from Highway 51. To the extent possible SHINE will plan for truck deliveries early in the day to help reduce traffic congestion.

R Additional Action Taken (e.g., IMR)

D

NRC 2013 SITE ENVIRONMENTAL VISIT QUESTION Part 1: Question Question No.: Proposed Action Request #3, Rev 1 Inspector: NRC Audit Team Date: July 3, 2013 Question: Please provide an estimate of the amount of diesel fuel that the facility would use annually. Please explain if there is any equipment, other than the standby generator, that would use diesel fuel.

Part 2: Response Assigned to: * * * *

Response

AF Construction. Preoperational. and Decommissioning This estimate assumes a 12 month construction period and a 6 month preoperational period.

Decommissioning is assumed to be 6 months. The amount of diesel fuel used per month is provided in the ER, Section 19.2 Proposed Action.

T Construction - 295,044 gal Preoperational-70,326 gal Decommissioning - 171,642 gal Operation There are two diesel engines at the SHINE facility, a standby diesel generator and a diesel-driven fire pump.

R SHINE estimates that the standby diesel generator will be run one hour per month for testing and maintenance and will use approximately 1500 gal/year.

SHINE estimates that the diesel-driven fire pump will be run weekly for testing and maintenance and use approximately 360 gal/year.

D The total annual diesel fuel used is approximately 1860 gal/year.

These estimates are based on a suitable representative diesel generator and diesel-driven fire pump.

The actual devices will be chosen during final design.

Additional Action Taken (e.g., IMR) None

NRC 2013 SITE ENVIRONMENTAL VISIT QUESTION Part 1: Question Question No.: Proposed Action Request #14, Rev 1 Inspector: NRC Audit Team Date: July 3, 2013 Question: Please clarify the extent to which SHINE will conduct activities in accordance with 10 CFR 50.1 O(a)(2) prior to receiving a construction permit. If known, please provide a description of the activities that SHINE will conduct, the timeline for performing these activities, and any regulatory, or other requirements that must be met prior to commencing these activities.

Part 2: Response Assigned to:

Response

AF SHINE has prepared a detailed permit, construction, and system startup schedule outlining key activities and milestones. Prior to receiving the construction permit, over 15 different permit applications will be completed to support early site preparation and support receipt of the construction permit. These permit applications are identified in PSAR Chapter 19, Table 19.1 .2-1. The SHINE plan is to submit permit applications and perform these activities between the first quarter of 2014 through the first quarter of T

2015. As allowed by 10 CFR 50.1 O(a)(2) SHINE may perform the following activities prior to receiving a construction permit:

• temporary fencing and other access control measures,

• access road entrance and exit,

• temporary power line and surveying for electrical substation,

• early site road grading with road gravel and construction signage,

• surveying markers and grading profiles,

• interface points for water, sewage, natural gas lines,

• temporary lighting and poles for communication, R

• excavation borings to determine foundation conditions,

• installation of drainage and erosion control measures,

• erection of support buildings, and

• procurement or fabrication of components or portions of the facility at a location other than the final location.

D Each of these early activities will be aligned with local and state permits to support the facility construction permit and the critical path activities.

The following list provides the construction activity and associated approximate time frame. The time frames are based on the current project schedule and are subject to change based on a number of variables.

1. Detailed site survey with markers to support grading - 3/14 through 8/14

2. Temporary fencing for site perimeter- 4/14 through 9/14

3. Early site grading with on-site road gravel and signage- 5/14 through 10/14

4. Temporary power line and substation surveying - 5/14 through 9/14

5. Site road entrance and exit from Hwy 51 - 5/14 through 10/14

6. Placement of temporary construction trailers/support - 5/14 through 9/14

7. Clearing and installation of erosion and drainage control measures- 5114 through 9/14

8. Excavation borings to determine foundation conditions - 5/14 through 10/14

9. Temporary lighting and poles for communication- 5/14 through 10/14

10. Construct interface points for water, sewage, natural gas lines - 4/14 through 10/14

11. Installation of drainage and erosion control measures - 5/14 through 10/14 Additional Action Taken (e.g., IMR) None AF T

R D

NRC 2013 SITE ENVIRONMENTAL ESTIO Part 1: Question Question No.: Air Quality Request #1 0 Revision 1 Inspector: NRC Audit Team Date: July 3, 2013 Question: Vehicle emissions need to be quantified and documented. Please provide estimated vehicle emissions for all operational activities such as workforce commuting and truck deliveries.

Part 2: nse

Response

Vehicle air emissions for operational activities have been calculated in SHINE calculation CALC-2013-0007, including workforce commuting and truck deliveries. The calculation results are provided AF in Tables 1 through 4. The fuel type for the standard passenger automobiles was assumed to be gasoline, and the fuel type for the monthly truck deliveries was assumed to be diesel fuel. The units for all of the calculated emissions are in tons/year. PSAR Subsection 19.4.7 provided the total number of personnel automobiles that will be used during construction, operations, and decommissioning.

The units for the emission values in Tables 1 - 4 are in tons/year.

Type of Vehicle Standard Passenger Automobile Engine Horse*

power (hp)

T T abl e 1: Em1ss1ons Peak Number of Vehicles for W ork er Automob'l1es d unng co NOx Hydro-carbons

. construct1on PM-10 PM-2.5 C02 R

(50 Miles Daily Commute)

Standard Passenger Automobile 150 150 391 29 50.643 7.512 3.734 0.554 5.802 0.861 0.024 0.004 0.022 0.003 1984.774 294.417 D (100 Miles Daily Commute)

Total 420 58 4 7 0.03 0.03 The duration of construction activities was assumed to be 24 months (PSAR Subsection 19.4.7.1 ).

The actual construction schedule is 12 months. However, using 24 months is conservative because this duration over-predicts the expected amount of equipment needed for construction of the facility, thereby over-predicting the total amount of emissions as a result of the amount of equipment used.

2279

T abl e 2 Em1ss1ons

.. u omo b"l1es dunn f or W or ker At . g 01perat1ons Engine Horse-Type of power Monthly Hydro-Vehicle (hp) Average co NOx carbons PM-10 PM-2.5 C02 Standard Passenger Automobile 150 139 18.004 1.327 2.063 0.008 0.008 705.585 (50 Miles Daily Commute)

Standard Passenger Automobile 150 11 2.849 0.210 0.326 0.001 0.001 111.675 (100 Miles AF Daily Commute)

Total 150 21 2 2 0.01 0.01 817 Ta bl e 3 Em1ss1ons

.. . 0)perar1ons f or Mon thl1y T rue k Sh"1pment s d unng Engine Horse-T Type of power Monthly Hydro-Vehicle (hp) Average co NOx PM carbons so2 C02 Semi Tracker

& Trailer (20 cy) Mack 450 36 67.635 313.875 0.018 25.009 20.756 11643.750 MP8 (Shipments/

Deliveries)

Semi Tracker cy) Mack MP8 R

& Trailer (20 (Rad Waste Shipment)

Total 450 1 37 1.879 70 8.719 323 0.000 0.02 0.695 26 0.577 21 323.438 11967 D

For operation, the monthly delivery trucks will be used as follows: approximately nine product shipments per week, one non-radioactive solid waste shipment per week, and the rest of the trucks will be used for delivery of consumables, parts, and other miscellaneous supplies needed to operate the plant. In addition to the monthly delivery trucks, there will be one radioactive waste shipment per month. PSAR Section 19.2 provided the monthly average truck deliveries and waste shipment.

Ta bl e 4 Em1ss1ons

.. for W 0 rk er Automob'l1es dunnQ

. Decomm 1ss1onmg Engine Horse-Type of power Monthly Hydro-Vehicle (hp) Average co NOx carbons PM-10 PM-2.5 C02 Standard Passenger Automobile (50 Miles Daily Commute) 150 239 30.956 2.282 3.547 O.Q14 O.o14 1213.199 Standard Passenger Automobile (100 Miles AF Daily Commute) 150 22 5.699 0.420 0.653 0.003 0.002 223.351 Total 261 37 3 4 0.02 0.02 1437 The duration of decommissioning was assumed to be 12 months, which is half the duration of construction activities.

T Fugitive dust was not calculated for the personnel automobiles because the automobiles will be parked at the site during construction, operations, and decommissioning activities. Fugitive dust was not calculated for the monthly truck shipments that will occur during operations because the roads that will be in use will be paved.

The references that were used to calculate the vehicle emissions for construction, operation, and decommissioning activities are the following:

1. Average Annual Emissions and Fuel Consumption for Gasoline-Fueled Passenger Cars and Light Trucks, United States Environmental Protection Agency, Website accessed:

R http://www.epa.gov/otaq/consumer/420f08024.pdf, Date accessed: July 23, 2013.

2. Gasoline and Industrial Engines, Chapter 3, Section 3.3, Table 3.3-1, United States Environmental Protection Agency Fifth Edition Compilation of Air Pollutant Emissions Factors, Volume 1: Stationary Point and Area Sources, Fifth Edition, USEPA, Website accessed:

http://www.epa.gov/ttn/chief/ap42/ch03/final/c03s03.pdf, Date accessed: July 22, 2013.

D Additional Action Taken (e.g., IMR)

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Monday, August 12, 2013 4:26 PM To: Moser, Michelle; Lynch, Steven

Subject:

SHINE Environmental Audit Response Update Attachments: DRAFT - Alternatives Request 2 Response - Revision 1 - Part 1.pdf Michelle and Steve, Attached is Part 1 of 2 of the Draft SHINE Response to Alternatives Request #2.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 210-1734 1

NRC 2013 SITE ENVIRONMENTAL VISIT QUESTION Part 1: Question Question No.: Alternatives Request #2, Rev 1 Inspector: NRC Audit Team Date: July 3, 2013 Question: Please make available any site selection studies or summaries prepared to support the site evaluation and selection process.

Part 2: Response Assigned to:

Response: SHINE's site selection process is described in PSAR Section 19.5.2.1.1. No additional comparative site selection studies or summaries were prepared to support AF the site evaluation and selection process. However, a Phase I Environmental Site Assessment was performed and four groundwater monitoring wells were installed at the Stevens Point site. Reports from those activities are attached as follows:

Attachment 1: Phase I Environmental Site Assessment (Draft) for Stevens Point (February 10, 2012). SHINE currently does not have access to Revision 0 of the Phase I Environmental Site Assessment for the Stevens Point site. When Revision 0 T

becomes available, SHINE will provide the finalized Phase I Environmental Site Assessment for the Stevens Point site to the NRC. An Issues Management Report has been initiated to track submittal of the Revision 0 Phase I Environmental Site Assessment to the NRC.

Attachment 2: Data Report of Well Installation- Stevens Point, Wisconsin (September 26, 2012).

Samples were collected from the groundwater wells on the Stevens Point site during R December 2011 and January-February 2012. Sampling data from this time period is not available at this time. When the data becomes available, SHINE will provide the water sampling data for the Stevens Point site to the NRC. An Issues Management Report has been initiated to track submittal of the data to the NRC.

D Additional Action Taken (e.g., IMR) IMR-2013-0034, IMR-2013-0035

PHASE I ENVIRONMENTAL T

SITE ASSESSMENT T

SHINE MEDICAL STEVENS POINT, WI T23N R8W, SECTION 1 STEVENS POINT, WI 54481 S

REPORT Submitted To: SHINE Medical Technologies 8123 Forsythia St. Suite 140 Middleton, WI 53562 S

Submitted By: Golder Associates Inc.

4438 Haines Road Duluth, MN 55811 February 10, 2012 Project No. 113-81093 A world of capabilities delivered locally DRAFT Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation

Golder Associates 4438 Haines Road Duluth, MN 55811 Ph. 218-724-0088 Fax 218-724-0089 February 10, 2012 Dr. Gregory Piefer/CEO SHINE Medical Technologies 8123 Forsythia St. Suite 140 Middleton, WI 53562 Our Ref: 113-81093 RE: Phase I Environmental Site Assessment P113-81093 SHINE Medical - Stevens Point, WI Lands End Way Stevens Point, WI

Dear Dr. Piefer:

Golder Associates (Golder) is pleased to present to SHINE Medical Technolgies this Phase I Environmental Site Assessment Report for the Subject Property. Information presented in this Report is subject to the general limitations presented in the Report and Golders Proposal dated December 7, 2011.

Golder appreciates this opportunity to assist you with your environmental needs. If you have any questions or comments regarding the information presented in this report, please call our office.

Sincerely, GOLDER ASSOCIATES INC.

Kathryn R Larson Kathryn R Larson Senior Project Geologist DRAFT Golder Associates

2/10/2012 Table of Contents Project No. 113-81093

SUMMARY

.................................................................................................................................................... 1

1.0 INTRODUCTION

.................................................................................................................................... 2 1.1 Purpose....................................................................................................................................... 2 1.2 Scope of Services........................................................................................................................ 2 1.3 Limitations and Exceptions.......................................................................................................... 3 1.4 Special Terms and Conditions..................................................................................................... 4 1.5 User Reliance.............................................................................................................................. 4 2.0 PROPERTY DESCRIPTION.................................................................................................................. 5 2.1 Location and Legal Description................................................................................................... 5 2.2 Site and Vicinity General Characteristics..................................................................................... 5 2.3 Current Use of the Subject Property............................................................................................ 5 2.4 Description of Structures, Roads, and Other Improvements on the Subject Property.................5 2.5 Current Use of Adjoining Properties............................................................................................ 6 3.0 USER PROVIDED INFORMATION........................................................................................................ 7 3.1 Environmental Cleanup Liens...................................................................................................... 7 3.2 Activity and Use Limitations......................................................................................................... 7 3.3 Relationship of the Purchase Price to the Fair Market Value....................................................... 7 3.4 Commonly Known or Reasonably Ascertainable Information...................................................... 7 3.5 The Degree of Obviousness or the Presence of Contamination................................................. 8 3.6 Reason for Conducting ESA........................................................................................................ 8 4.0 RECORDS REVIEW.............................................................................................................................. 9 4.1 Standard Environmental Records Sources, Federal and State................................................... 9 4.1.1 Subject Property Database Listing.................................................................................... 9 4.1.2 Off-Site Properties Database Listings............................................................................. 10 4.1.3 Orphans Summary.......................................................................................................... 10 4.1.4 Other Agency Records.................................................................................................... 10 4.2 Additional Environmental Record Sources................................................................................ 10 4.3 Physical Setting Sources........................................................................................................... 10 4.3.1 Sources Reviewed.......................................................................................................... 10 4.3.2 General Topographic Setting of the Area........................................................................ 10 4.3.3 Geologic and Hydrogeologic Setting............................................................................... 10 4.3.4 Surface Water and Hydrologic Setting............................................................................ 11 4.4 Historical Use Information on the Subject Property................................................................... 11 4.4.1 Subject Property Historical Use Summary...................................................................... 11 4.4.2 Standard Historical Records........................................................................................... 11 4.5 Historical Use Information on Adjoining Properties................................................................... 13 5.0 SITE RECONNAISSANCE...................................................................................................................14 5.1 Methodology and Limiting Conditions........................................................................................ 14 5.2 General Site Setting...................................................................................................................14 5.2.1 Current Use of the Subject Property............................................................................... 14 5.2.2 Past Use of the Subject Property.................................................................................... 14 5.2.3 General Description of Structures................................................................................... 14 5.2.4 Roads.............................................................................................................................. 14 5.2.5 Potable Water Supply...................................................................................................... 14 5.2.6 Sewage Disposal System............................................................................................... 14 DRAFT

2/10/2012 Table of Contents Project No. 113-81093 5.3 Interior and Exterior Observations............................................................................................. 15 5.3.1 Storage Tanks................................................................................................................. 15 5.3.2 Odors.............................................................................................................................. 15 5.3.3 Pools of Liquid................................................................................................................. 15 5.3.4 Drums............................................................................................................................. 15 5.3.5 Hazardous Substance and Petroleum Product Containers............................................. 15 5.3.6 Unidentified Substance Containers................................................................................. 15 5.3.7 Evidence of Polychlorinated Biphenyls........................................................................... 15 5.3.8 Heating/Conditioning....................................................................................................... 15 5.3.9 Stains or Corrosion......................................................................................................... 15 5.3.10 Drains and Sumps...........................................................................................................15 5.3.11 Pits, Ponds, or Lagoons.................................................................................................. 16 5.3.12 Stained Soil or Pavements.............................................................................................. 16 5.3.13 Stressed Vegetation........................................................................................................ 16 5.3.14 Solid Waste Disposal...................................................................................................... 16 5.3.15 Waste Water.................................................................................................................... 16 5.3.16 Wells............................................................................................................................... 16 5.3.17 Septic Systems............................................................................................................... 16 5.3.18 Other Interior and Exterior Observations........................................................................ 16 5.4 Off-Site Conditions.....................................................................................................................16 5.4.1 Adjoining Properties........................................................................................................ 16 5.4.2 Other Surrounding Properties......................................................................................... 16 6.0 INTERVIEWS....................................................................................................................................... 17 6.1 Overview.................................................................................................................................... 17 6.2 Interview with Owners, Past Owners, Past Operators and Past Occupants.............................. 17 6.3 Interview with Site Manager.......................................................................................................17 6.4 Interview with Occupants........................................................................................................... 17 6.5 Interview with Local Government Officials................................................................................. 18 6.6 Interviews with Others............................................................................................................... 18 7.0 DISCUSSION....................................................................................................................................... 19 7.1 Findings and Opinions............................................................................................................... 19 7.1.1 Recognized Environmental Conditions........................................................................... 19 7.1.2 Historical Recognized Environmental Conditions........................................................... 19 7.1.3 De Minimis Conditions.................................................................................................... 19 7.2 Additional Investigation.............................................................................................................. 19 7.3 Data Gaps..................................................................................................................................19

8.0 CONCLUSION

S................................................................................................................................... 20 9.0 QUALIFICATIONS AND SIGNATURES OF ENVIRONMENTAL PROFESSIONALS........................... 21

10.0REFERENCES

..................................................................................................................................... 22 LIST OF FIGURES FIGURE 1 VICINITY MAP FIGURE 2 SITE MAP LIST OF APPENDICES Appendix A Legal Description of the Subject Property/Chain of Title Report Appendix B Federal and State Regulatory Database Search DRAFT

2/10/2012 Table of Contents Project No. 113-81093 Appendix C Historical Documentation Appendix D Photographs Recorded During the Subject Property Inspection Appendix E User Questionnaire Appendix F Resumes of Environmental Professionals DRAFT

2/10/2012 1 Project No. 113-81093

SUMMARY

SHINE Medical retained Golder Associates Inc. (Golder) to perform a Phase I Environmental Site Assessment (ESA) of the property located at T23N, R8W, Section 1, Stevens Point, WI. The purpose of this Phase I ESA is to identify recognized environmental conditions (RECs) in connection with the Subject Property, to the extent feasible, pursuant to the processes prescribed in the ASTM Practice E 1527-05 entitled "Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment Process" (ASTM Standard), and the EPA Rule entitled, "Standards and Practices for All Appropriate Inquiries; Final Rule" (AAI Rule), 40 CFR Part 312, the Golder Proposal dated December 15th, 2011 (the Proposal), and Golder's professional judgment.

This Summary is to be used only in conjunction with the attached Phase I ESA for SHINE Medical, Stevens Point, Wisconsin dated February 2, 2012 (the Report). All definitions used in this Summary have the same meanings as in the Report, and the use of this Summary is subject to the limitations and conditions contained in the Report. The Report shall govern in the event of any inconsistency between this Summary and the Report.

This assessment has revealed no evidence of RECs in connection with the Subject Property except for the following:

Golder identified the following de minimis conditions, at the Subject Property:

FINDING: Pesticides and herbicides have been used on the Subject Property for agricultural and forestry activities. There is no evidence that pesticides and herbicides are stored or have been stored on the Subject Property in the past.

OPINION: The use of pesticides and herbicides on the Subject Property generally does not present a threat to human health or the environmental and generally would not be the subject of enforcement action if brought to the attention of appropriate governmental agencies. The use of pesticides and herbicides is a de minimis condition.

De minimis conditions are not recognized environmental conditions. De minimis conditions generally do not present a threat to human health or the environment and generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies.

DRAFT

2/10/2012 2 Project No. 113-81093

1.0 INTRODUCTION

1.1 Purpose SHINE Medical (the User) retained Golder Associates Inc. (Golder) to perform a Phase I Environmental Site Assessment (ESA) of the property located at T23N, R8W, Section 1, Stevens Point, WI. The purpose of this Phase I ESA is to identify recognized environmental conditions (RECs) in connection with the Subject Property, to the extent feasible, pursuant to the processes prescribed in the ASTM Practice E 1527-05 entitled "Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment Process" (ASTM Standard), and the EPA Rule entitled, "Standards and Practices for All Appropriate Inquiries; Final Rule" (AAI Rule), 40 CFR Part 312, the Golder Proposal dated December 7, 2011, and Golder's professional judgment. Golder representatives performed the Phase I ESA in conformance with these criteria.

The AAI Rule states that the ASTM Standard may be used to comply with the requirements of the AAI Rule, so whenever reference is made in this Report to the ASTM Standard, it shall include the AAI Rule.

The ASTM Standard defines RECs as "the presence or likely presence of any hazardous substances or petroleum products on a property under conditions that indicate an existing release, a past release, or a material threat of a release of any hazardous substances or petroleum products into structures on the property or into the ground, groundwater, or surface water of the property. The term includes hazardous substances or petroleum products even under conditions in compliance with laws."

1.2 Scope of Services The scope of services for this ESA consisted of the following tasks:

Records Review

• Reviewing property information to confirm the legal description and location of the Subject Property.

This information is included in Appendix A;

• Reviewing environmental record sources including federal and state regulatory databases to identify facilities with past or current regulatory enforcement actions within applicable distances of the Subject Property as defined in the ASTM Standard. The regulatory database search report is presented in Appendix B;

• Reviewing physical setting information sources to identify information about the geologic, hydrogeologic, hydrologic, and topographic conditions in the area of the Subject Property. The U.S.

Geological Survey (USGS) 7.5-minute topographic map of the area of the Subject Property is shown on Figure 1;

• Reviewing historical record sources to identify past land use activities at the Subject Property and surrounding properties. Selected historical information obtained during performance of the Phase I ESA investigation is included in Appendix C.

Site Reconnaissance

• Performing a visual inspection of the Subject Property and surrounding properties to identify potential sources of chemical and petroleum contamination such as aboveground storage tanks (ASTs),

underground storage tanks (USTs), potential sources of polychlorinated biphenyls (PCBs),

chemicals, and hazardous materials. Surficial evidence of potential RECs such as distressed vegetation, stained soils, and/or stained paving was also evaluated. Photographs recorded during the site reconnaissance are included in Appendix D.

DRAFT

2/10/2012 3 Project No. 113-81093 Interviews

• Interviewing available individuals with knowledge of current or historical use, storage, or disposal of potentially hazardous materials or other environmentally related activities on or adjacent to the Subject Property. User provided information is included in Appendix E.

Report Preparation

• Preparing a report that documents the findings, opinions, and conclusions of the Phase I ESA investigation conducted at the Subject Property, and provides the supporting documentation and references for those findings, opinions, and conclusions (the Report). Resumes for the environmental professionals that performed the assessment and prepared this Phase I ESA Report are included in Appendix F.

1.3 Limitations and Exceptions Golder performed our services in accordance with the following principles, which are an integral part of the ASTM Standard: (i) No environmental site assessment can wholly eliminate uncertainty regarding the potential for RECs in connection with a property. Performance of this ESA is intended to reduce, but not eliminate, uncertainty regarding the potential for RECs in connection with the Subject Property, and the ASTM Standard recognizes reasonable limits of time and cost; (ii) "all appropriate inquiry" does not mean an exhaustive assessment of a property. Golder performed this ESA in conformance with the ASTM Standard's principle of identifying a balance between the competing goals of limiting the costs and time demands inherent in performing an ESA and the reduction of uncertainty about unknown conditions resulting from additional information; (iii) not every property warrants the same level of assessment - the type of property subject to the assessment, the expertise and risk tolerance of the user, and the information developed in the course of the inquiry guided the appropriate level of assessment for this ESA; and (iv) ESAs must be evaluated based on the reasonableness of judgments made at the time and under the circumstances in which they were made. Subsequent ESAs should not be considered valid standards to judge the appropriateness of any prior assessment based on hindsight, new information, use of developing technology or analytical techniques, or other factors.

Along with all of the limitations set forth in various sections of the ASTM E 1527-00 protocol, the accuracy and completeness of this report may be limited by the following:

Access Limitations - None Physical Obstructions to Observations - Dormant winter vegetation, dense woodland Outstanding Information Requests - None Other - None The information and conclusions contained in this report are based upon work undertaken by trained professional and technical staff in accordance with generally accepted engineering and scientific practices current at the time the work was performed. The conclusions and recommendations presented represent the best judgment of Golder based on the data obtained from the work. Due to the nature of investigation and the limited data available, Golder cannot warrant against undiscovered environmental liabilities. Conclusions and recommendations presented in this report should not be construed as legal advice.

Should additional information become available which differs significantly from our understanding of conditions presented in this report, we request that this information be brought to our attention so that we may reassess the conclusions provided herein.

DRAFT

2/10/2012 4 Project No. 113-81093 1.4 Special Terms and Conditions No special terms and conditions are applicable to this ESA.

1.5 User Reliance Golder has prepared this Report at the request of the User for the purpose identified by the User in Section 3.6. Use of the information contained in this Report by anyone other than User is permissible only with the prior written authorization to do so from Golder, and only under the conditions allowed by the ASTM Standard. Golder is not responsible for independent conclusions, opinions, or recommendations made by others or otherwise based on the findings presented in this Report.

DRAFT

2/10/2012 5 Project No. 113-81093 2.0 PROPERTY DESCRIPTION 2.1 Location and Legal Description The Subject Property is located at T23N, R8W, Section 1, Stevens Point, WI. The parcel is located one quarter-mile north of County Road HH and one half-mile west of Burbank Road and is accessed by a private road that extends west from Burbank Road. The square-shaped parcel is comprised of 88.08 acres of land.

The Subject Property is located in Section 1, T23N, R8W on the United States Geological Survey (USGS) 7.5-minute, Polonia, WI topographic quadrangle map, as shown on Figure 1. The Assessor's Parcel Numbers for the Subject Property are 020-23-0801-01.04, 020-23-0801-02.02, 020-23-0801-02.06, 020-23-0801-03.01, 020-23-0801-03.02, 020-23-0801-04.01, 030-23-0801-13, and 030-23-0801-14. The Subject Property is located at approximately 44 30' 27.45"N and 89 29' 41.70"W.

The site layout is shown on Figure 2.

According to The City of Stevens Point, the legal description for the Subject Property is a parcel of land located in the NE 1/4 of the NE 1/4 of the NE 1/4 of Section 1, T23N, R8W, Town of Hull and Town of Plover, Marathon and Portage Counties, Wisconsin bounded and described in Appendix A. A copy of the description is included in Appendix A.

2.2 Site and Vicinity General Characteristics The Subject Property is located on the eastern edge of Stevens Point, WI . The adjacent properties to the north, south, and east of the Subject Property are rural, consisting of agricultural and forest land and, according to aerial photographs, has been agricultural and forest land since at least 1938. The adjacent properties to the west of the Subject Property are developed as industrial and residential areas.

Development to the west of the Subject Property has occurred recently with the adjacent property being developed after 1998. A rail line exists within one quarter-mile to the north of the Subject Property. The rail line has been north of the Subject Property since at least 1938.

The topographic gradient is low and gently slopes to Portage River and McDill Pond located approximately 2 miles to the southwest.

2.3 Current Use of the Subject Property The Subject Property is used for agriculture and forestry. No buildings exist on the property.

Pesticides and herbicides are applied to the agricultural areas of the Subject Property bi-annually. No hazardous substances or petroleum products are stored, generated, or disposed of on site.

Selective tree harvesting has occurred on the wooded portions of the parcel.

2.4 Description of Structures, Roads, and Other Improvements on the Subject Property No structures exist on the Subject Property.

A private access road extends west from Burbank Road through the subject property.

A private trap shooting range located near the center of the Subject Property is used approximately twice a year.

Residences and businesses in the vicinity of the Subject Property are served by municipal water from the city of Stevens Point Wisconsin. Wastewater in the vicinity of the Subject Property is handled by the City of Stevens Point Wastewater Treatment system.

DRAFT

2/10/2012 6 Project No. 113-81093 2.5 Current Use of Adjoining Properties The adjoining property uses are described below:

North - Agriculture and woodland. A rail line exists just north of these parcels.

East - Agriculture and woodland.

South - Agriculture and woodland.

West - Industrial Park. A Land's End Inlet occupies the adjoining parcel.

DRAFT

2/10/2012 7 Project No. 113-81093 3.0 USER PROVIDED INFORMATION The ASTM Standard defines User as the party seeking to use Practice E 1527 to complete an ESA of the Subject Property. The ASTM Standard requires the User to provide certain information to the environmental professional. Golder has provided a User Questionnaire to SHINE Medial to facilitate the transfer of this information to Golder. Dawn Sovinec of SHINE Medical completed the User Questionnaire and provided it to Golder on December 21st, 2011. A copy of the completed User Questionnaire is included in Appendix E.

3.1 Environmental Cleanup Liens Golder representatives asked the User about their knowledge of environmental cleanup liens against the Subject Property that are filed or recorded under federal, tribal, state or local law. The User replied:

User has no knowledge of environmental cleanup liens on the Subject Property.

3.2 Activity and Use Limitations Golder representatives asked the User about their knowledge of activity and use limitations (AULs),

such as engineering controls, land use restrictions or institutional controls that are in place on the Subject Property or have that been filed or recorded in a registry under federal, tribal, state or local law.

The User replied:

User has no information regarding activity or land use limitations at the Subject Property.

3.3 Relationship of the Purchase Price to the Fair Market Value Golder representatives asked the User if the purchase price being paid for this property reasonably reflects the fair market value of the property. The User replied:

User believes the purchase price being paid for the Subject Property reasonably reflects the fair market value of the property.

3.4 Commonly Known or Reasonably Ascertainable Information Golder representatives asked the User if they were aware of commonly known or reasonably ascertainable information about the Subject Property that would assist the environmental professional in identifying conditions indicative of releases or threatened releases. Golder representatives asked the following questions:

a) Do you know the past uses of the Subject Property? The User replied:

The User knows that the Subject Property has been used as an agricultural field and that selective tree harvesting/logging has occurred on the wooded portions of the parcel, and is being used for such purposes currently.

b) Do you know of specific chemicals that are present or once were present at the Subject Property?

The User replied:

The User has no information regarding specific chemicals that are, or once were, present at the Subject Property.

c) Do you know of spills or other chemical releases that have taken place at the Subject Property? The User replied:

The User knows of no spills or other chemical releases that have taken place at the Subject Property.

DRAFT

2/10/2012 8 Project No. 113-81093 d) Do you know of any environmental cleanups that have taken place at the Subject Property? The User replied:

The User knows of no environmental cleanups that have taken place at the Subject Property.

3.5 The Degree of Obviousness or the Presence of Contamination Golder representatives asked the User if, based on User's knowledge and experience related to the Subject Property, there are any obvious indicators that point to the presence or likely presence of contamination at the Subject Property. The User replied:

The User has no information regarding contamination on the Subject Property.

3.6 Reason for Conducting ESA The User indicated the ESA is being conducted as part of a property transfer and financing, to satisfy one of the conditions required for landowner liability protection (LLP) under CERCLA.

DRAFT

2/10/2012 9 Project No. 113-81093 4.0 RECORDS REVIEW 4.1 Standard Environmental Records Sources, Federal and State Golder retained Environmental Data Resources (EDR) to perform an environmental regulatory database search of the general area of the Subject Property, which is presented in Appendix B. In accordance with the search requirements of ASTM E-1527-05 Standard, Golder representatives reviewed the federal and state regulatory agency records listed below to identify the use, generation, storage, treatment or disposal of hazardous substances or petroleum products, or release incidents of such materials that might impact the Subject Property. A summary of significant listings (Subject Property and adjacent properties with the potential to impact the Subject Property) presented in the environmental regulatory database report is presented below. The following is a listing of databases reviewed during the Phase I ESA.

Federal ASTM Standard Databases Database Approximate Minimum Search Distance Federal NPL (National Priorities List) 1.0 mile Federal delisted NPL site list 0.5 mile Federal Comprehensive Environmental Response, 0.5 mile Compensation and Liability Information System (CERCLIS) site list Federal CERCLIS-No Further Remedial Action 0.5 mile Planned (NFRAP) site list Federal Resource Conservation and Recovery Act 1.0 mile (RCRA) CORRACTS (Corrective Action Report) facilities list Federal RCRA non-CORRACTS Treatment 0.5 mile Storage and Disposal (TSD) facilities list Federal RCRA Generators list Subject Property and adjoining properties Federal Institutional Control/Engineering Control Subject Property Registries Federal Emergency Response Notification System Subject Property (ERNS) list State and Tribal ASTM Standard Databases Database Approximate Minimum Search Distance State and tribal hazardous waste sites identified 1.0 mile for investigation or remediation: NPL - equivalent sites State and tribal hazardous waste sites identified 0.5 mile for investigation or remediation: CERCLIS -

equivalent sites State and tribal landfill and/or solid waste disposal 0.5 mile site list State and tribal leaking storage tank lists 0.5 mile State and tribal registered storage tank lists Subject Property and adjoining properties State and tribal Institutional Control/Engineering Subject Property Control Registries State and tribal voluntary cleanup sites 0.5 mile State and tribal Brownfield sites 0.5 mile 4.1.1 Subject Property Database Listing The Subject Property is not listed on any of the databases listed in the EDR database report.

DRAFT

2/10/2012 10 Project No. 113-81093 4.1.2 Off-Site Properties Database Listings No off-site facilities were identified in the environmental database report that are considered potential environmental concerns to the Subject Property.

4.1.3 Orphans Summary Thirteen facilities listed in the EDR Report were shown as "orphan sites." These are sites that are listed in environmental databases, but which EDR has been unable to locate with adequate precision to determine whether they are pertinent to the investigation at the Subject Property. Golder was able to determine to a reasonable degree of certainty that these orphan sites were not listed on databases that indicated environmental impairment and/or were not within the specified database search distances.

4.1.4 Other Agency Records No other agency records were reviewed for this Phase I ESA.

4.2 Additional Environmental Record Sources Golder representatives did not review additional environmental record sources as part of this Phase I ESA.

4.3 Physical Setting Sources 4.3.1 Sources Reviewed The USGS 7.5-minute Polonia, WI topographic map was reviewed in order to obtain information regarding the topographic, geologic, hydrogeologic, and hydrologic characteristics of the area of the Subject Property. In the sections below (4.3.2 through 4.3.4), topographic conditions are noted to the extent that they can be determined from review of topographic maps, or were visually and/or physically observed during the Site visit.

4.3.2 General Topographic Setting of the Area Based on the site reconnaissance, the EDR Radius Map with GeoCheck and information provided on the USGS Polonia, Wisconsin, 7.5 Minute Series Topographic Maps, the Subject Property is characterized by low topographic relief, lying approximately 1090 feet above mean sea level.

4.3.3 Geologic and Hydrogeologic Setting Golder installed four groundwater monitoring wells at the Subject Property in December of 2011 (Figure 2). Based on Golder's 2012 Geotechnical and Hydrological Investigation of the site the soil conditions indicated by the boreholes is about one foot of topsoil and crop residue overlying a medium to coarse grained, silty SAND nding to depths of 9 to 14 feet. Below this is a relatively clean, medium to coarse grained, SAND with silt to the borehole termination depth of 31 feet. One borehole was advanced without sampling to a depth of 140 feet adjacent to SM-GW3A. This borehole was intended for a well installation into bedrock and bedrock was not encountered within 140 feet of the urface. Groundwater was encountered in all of the wells at elevations ranging from about 1096 to 1106 (about 8 to 11 feet below grade) as indicated in the table below. Groundwater levels should be expected to fluctuate seasonally and annually with changes in precipitation patterns.

DRAFT

2/10/2012 11 Project No. 113-81093 4.3.4 Surface Water and Hydrologic Setting Surface water runoff in the vicinity of the Subject Property is to the southwest toward the Portage River and McDill Pond. The Portage River flows to the Mississippi River to the Southwest.

4.4 Historical Use Information on the Subject Property 4.4.1 Subject Property Historical Use Summary Land adjacent in to the Subject Property has supported agriculture and forestry since at least 1938.

Sometime between 1998 and 2005, a business park has developed to the west of the Subject Property.

4.4.2 Standard Historical Records 4.4.2.1 Aerial Photographs Review Golder representatives obtained historical aerial photographs from Historical Information Gatherers, Inc.

for the years 2010, 2005, 1998, 1992, 1986, 1978, 1968, 1960, 1953, and 1938. Selected historical aerial photographs are provided in Appendix C. The following table summarizes observations from the review of these aerial photographs.

Year Scale Description 1938 1" = 500' The Subject Property and surrounding area is a mix of woodlands and argicultural land. A railroad appears to run east west approximately 700 feet north of the Subject Property.

1953 1" = 500' The Subject Property and surround area appear relatively unchanged from the 1938 photograph.

1960 1" = 500' The Subject Property and surround area appear relatively unchanged from the 1938 and 1953 photographs.

1968 1" = 500' The Subject Property and surround area appear relatively unchanged from the 1938, 1953 and 1960 photographs.

1978 1" = 500' The Subject Property and surround area appear relatively unchanged from the 1938, 1953, 1960 and 1968 photographs.

1986 1" = 800' The Subject Property and surround area appear relatively unchanged from the 1938, 1953, 1960, 1968 and 1978 photographs.

1992 1" = 500' The Subject Property and surround area appear relatively unchanged from the 1938, 1953, 1960, 1968, 1978 and 1986 photographs.

1998 1" = 500' The Subject Property and surround area appear relatively unchanged from the 1938, 1953, 1960, 1968, 1978, 1986 and 1992 photographs.

2005 1' = 500' The Subjecr Property and surrounding area appear unchanged from the previous photographs except that the edge of a business park is visible just west of the Subject Property.

2010 1" = 500' The Subject Property and surrounding area appears relatively unchanged from the 2005 photograph.

4.4.2.2 Sanborn Fire Insurance Map Review Golder representatives requested historical Sanborn© Fire Insurance Maps from Environmental Data Resources, Inc. Golder was informed that Sanborn© maps were not developed for the area surrounding the Subject Property. A copy of the "No Coverage" document is included in Appendix C.

DRAFT

2/10/2012 12 Project No. 113-81093 4.4.2.3 Property Tax Files Golder representatives obtained Subject Property Tax records for the County Parcel ID Nos:

Parcel ID Number 020-23-0801-02.06- Owner = Thomas Mocadlo and Margaret Jakusz 020-23-0801-03.01- Owner = Thomas Mocadlo and Margaret Jakusz 020-23-0801-02.02- Owner = Thomas J. and Sandra M. Mocadlo 020-23-0801-01.04- Owner = Bernard Mocadlo 020-23-0801-04.01- Owner = Bernard Mocadlo 020-23-0801-03.02- Owner = Blue Top Farms, Inc.

030-23-0801 Owner = Blue Top Farms, Inc.

030-23-0801 Owner = MS & S Enterprises Limited Partnership Copies and parcel maps are provided in Appendix A.

The property tax records did not indicate records of past ownership, appraisals, maps, sketches, photos, or other information pertaining to the property.

4.4.2.4 Recorded Land Title Records Title documents were not obtained for this Phase I ESA.

4.4.2.5 Historical Topographic Map Review Golder representatives obtained historical USGS topographic quadrangle maps from Environmental Data Resources, Inc. for the years 1955, 1957, 1969, 1970, 1976, 1978, 1980, 1986, and 1991. Copies of the historical topographic maps are provided in Appendix C. The following paragraphs summarize our observations from the review of these historical topographic maps.

Year Scale Description 1955 1:48000 A portion of the Subject Property is visible in the southwest corner of the topographic map. An elecric tranmission line runs near the southern boundary of the Subject Property.

The Minneapolis, St. Paul and Sault Ste Marie Rail Line is visible north of the Subject Property.

1969 1:24000 The Subject Property is entirely visible on this map. The map appears similar ot the 1955 map.

1986 1:24000 The Subject Property is entirely visible on this map. The map appears similar ot the 1955 map.

4.4.2.6 Local Street Directories Local Street Directories from EDR were requested. The Subject Property address was not included in the city directory listing.

4.4.2.7 Building Department Records No building records pertaining to the Subject Property were available.

4.4.2.8 Zoning and Land Use Records Golder used the Portage County Geographic Information Systems (GIS) Map to review a property profile for the Subject Property. Information indicated that the Subject Property is zoned A1 for agricultural use.

DRAFT

2/10/2012 13 Project No. 113-81093 4.4.2.9 Other Historical Records No additional historical records were reviewed during this assessment.

4.5 Historical Use Information on Adjoining Properties The following is a summary of historical use information for adjacent properties based on information obtained from the Subject Property visit, a review of historical topographic maps and previous ESA reports for the Subject Property:

The adjacent properties were all agricultural and woodland since at least 1938. The rail line present north of the Subject Property was operational since at least 1938 and has been operated by at least two railroads. An electrical transmission line has run near the southern boundary of the Subject Property since at least 1938. A business park was built west of the Subject Property some time between 1998 and 2005.

DRAFT

2/10/2012 14 Project No. 113-81093 5.0 SITE RECONNAISSANCE Golder representative Alexandra A. Prasch performed a visual assessment of the Subject Property on December 15th, 2011 to identify potential sources of chemical and petroleum contamination. The Golder representative assessed surficial evidence of potential impacts such as waste or refuse dumping, distressed vegetation, stained soils, and/or stained paving. Photographs recorded during the site assessment are presented in Appendix D.

5.1 Methodology and Limiting Conditions The site reconnaissance was conducted during the period of December 15th - December 17th, 2011 by Alexandra Prasch, Environmental Technician with Golder Associates. Weather conditions at the time of the site reconnaissance were sunny, partly cloudy, and windy. The visual reconnaissance consisted of observing the boundaries of the property and systematically traversing the site to provide an overlapping field of view, wherever possible. Portions of the property and boundaries were inaccessible due to heavily wooded land and brush. Photographs of pertinent site features identified during the site reconnaissance are included in Appendix D.

5.2 General Site Setting The Subject Property consists of approximately 88.08 acres of farmland and forest with no buildings, utilities, or other developments. The ground surface at the site is level and slopes gently to the southwest. The Subject Property is accessed from a private road extending west from Burbank Road.

5.2.1 Current Use of the Subject Property Information about the current use of the Subject Property is detailed in section 2.3 of this report.

5.2.2 Past Use of the Subject Property The Subject Property has been used for agricultural and forestry purposes since 1938 or before. The use of the Subject Property prior to 1938 is unknown.

5.2.3 General Description of Structures No structures were observed on the Subject Property.

5.2.4 Roads There are no public roads through or leading to the Subject Property. A private access road extends to and through the Subject Property from Burbank Road.

5.2.5 Potable Water Supply Currently the Subject Property has no potable water supply.

5.2.6 Sewage Disposal System There is no sewage disposal system within the Subject Property.

DRAFT

2/10/2012 15 Project No. 113-81093 5.3 Interior and Exterior Observations Golder identified current or past uses likely to involve the use, treatment, storage, disposal or generation of hazardous substances or petroleum products, to the extent they were visually and/or physically observed during the Subject Property visit or identified from the interviews or the records review. The substances and approximate quantities, types of containers (if any) and storage conditions are discussed in the following subsections.

5.3.1 Storage Tanks Golder observed no evidence of underground or aboveground storage tanks at the Subject Property at the time of the site visit.

5.3.2 Odors Golder observed no unusual odors at the Subject Property at the time of the site visit.

5.3.3 Pools of Liquid Golder observed no pools of liquid at the Subject Property at the time of the site visit.

5.3.4 Drums Golder observed no drums at the Subject Property at the time of the site visit.

5.3.5 Hazardous Substance and Petroleum Product Containers Golder observed no hazardous substance or petroleum product containers at the Subject Property at the time of the site visit.

5.3.6 Unidentified Substance Containers Golder observed no unidentified substance containers at the Subject Property at the time of the site visit.

5.3.7 Evidence of Polychlorinated Biphenyls Golder observed no evidence of polychlorinated biphenyls.

5.3.8 Heating/Conditioning The Subject Property is undeveloped. No heating or air conditioning systems were present.

5.3.9 Stains or Corrosion Golder observed no evidence of stains or corrosion at the Subject Property at the time of the site visit.

5.3.10 Drains and Sumps Golder observed no drains or sumps on the Subject Property at the time of the site visit.

DRAFT

2/10/2012 16 Project No. 113-81093 5.3.11 Pits, Ponds, or Lagoons Golder observed no pits, ponds, or lagoons on the Subject Property at the time of the site visit.

5.3.12 Stained Soil or Pavements Golder observed no stained soil or pavements at the Subject Property at the time of the site visit.

5.3.13 Stressed Vegetation Golder observed no stressed vegetation at the Subject Property at the time of the site visit.

5.3.14 Solid Waste Disposal No readily apparent evidence of solid waste dumping, suspect fill material, or landfills was identified on the Subject Property during the site reconnaissance.

5.3.15 Waste Water Golder observed no evidence that industrial waste water is generated or discharged from the Subject Property at the time of the site visit.

5.3.16 Wells Golder observed no evidence of wells at the Subject Property at the time of the site visit.

5.3.17 Septic Systems Golder observed no evidence of septic systems at the Subject Property at the time of the site visit.

5.3.18 Other Interior and Exterior Observations Golder made no other interior or exterior observations of the Subject Property during the site visit.

5.4 Off-Site Conditions The following two sections discuss the off-site observations, to the extent that the current uses of the adjoining properties were observable during the Subject Property reconnaissance, and were likely to indicate an REC in connection with the adjoining properties or the Subject Property.

5.4.1 Adjoining Properties Golder did not observe any evidence of RECs on adjoining properties from the Subject Property during the site visit.

5.4.2 Other Surrounding Properties The adjacent properties were observed to be a business park, forested land and agricultural land during the site visit. There were no indications of RECs noted on other surrounding properties during the site visit.

DRAFT

2/10/2012 17 Project No. 113-81093 6.0 INTERVIEWS 6.1 Overview During the completion of this Phase I ESA, available individuals were interviewed with knowledge of current or historical use, storage, or disposal of potentially hazardous materials or other environmentally related activities on or adjacent to the Subject Property. Information provided is summarized throughout the text of the report and in the following sections.

6.2 Interview with Owners, Past Owners, Past Operators and Past Occupants Golder interviewed the owners identified in section 4.4.2.3 of the report. Interviews were conducted via telephone call. Phase I ESA Interview forms summarizing the interviews are available for review in the Golder file.

Thomas Mocadlo, owner of parcels 020-23-081-02.02, 020-23-081-02.06 and 020-23-801-03.01, indicated that he purchased the property around 1985 for the purpose of hunting and gathering firewood. His brother Bernard owns other parcels that are part of the Subject Property. He was not aware of any solid or liquid wastes that have been handled or disposed of on the Subject Property. He indicated that small amounts of pesticides or herbicides have been used in the past on the Subject Property, but they have not been stored on the Subject Property.

Bernard Mocadlo, owner of parcels 020-23-0801-04.01 and 020-23-1.04, indicated that he has owned the property for 54 years and farmed the property for 30 years. The land has been used for potato, sweet corn, pea and vegetable crops. He was not aware of any solid or liquid wastes that have been handled or disposed of on the Subject Property. He indicated that small amounts of pesticides or herbicides have been used in the past on the Subject Property, but they have not been stored on the Subject Property.

Curt Soik, owner of parcel 030-230-0801-1.13, indicated that he purchased his parcel in 1962 from a farmer. His parcel has been used for growing of corn and other vegetable crops. He was not aware of any solid or liquid wastes that have been handled or disposed of on the Subject Property. He indicated that small amounts of pesticides have been used in the past on the Subject Property, but they have not been stored on the Subject Property.

Peter Zakrzewski, President of Blue Top Farms and owner of parcels 030-230-801.14 and 020-230-801-03.02, indicated that he is the son of the original owner (J. James Zakrzewski). His father purchased the property 30 years ago. Peter has been the Vice President of Blue Top Farms for the last 10 years. The property has been used for corn, green bean, soy bean and potato crops. He rented a portion of the parcels he owns to a potato farmer in the past. He believed liquid manure was handled in the southwest corner of the parcels he owns in the past, but has not been used in the last two years. He indicated that pesticides and herbicides have been used in the past on the Subject Property, but they have not been stored on the Subject Property. He does maintain a private shooting range on the parcels that he owns. He uses the shooting range no more than a few times a year.

6.3 Interview with Site Manager Golder did not interview a Site Manager for the Phase I ESA.

6.4 Interview with Occupants Golder did not interview Occupants for the Phase I ESA.

DRAFT

2/10/2012 18 Project No. 113-81093 6.5 Interview with Local Government Officials Golder did not interview Local Government Officials for the Phase I ESA.

6.6 Interviews with Others Golder did not interview Others for the Phase I ESA.

DRAFT

2/10/2012 19 Project No. 113-81093 7.0 DISCUSSION This section identifies the known or suspect RECs, historical RECs, and de minimis conditions identified during the assessment.

7.1 Findings and Opinions 7.1.1 Recognized Environmental Conditions No Recognized Environmental Conditions were identified during this assessment.

7.1.2 Historical Recognized Environmental Conditions An HREC is an environmental condition which, in the past, would have been considered a REC, but which may or may not be considered a REC currently. Golder's rationale for considering these environmental conditions as HRECs is based solely on the information stated herein. Designation as an HREC however, does not preclude the potential for the condition to affect the Subject Property.

No Historical Recognized Environmental Conditions were identified during this assessment.

7.1.3 De Minimis Conditions De minimis conditions are not recognized environmental conditions. De minimis conditions generally do not present a threat to human health or the environment and generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies.

FINDING: Pesticides and herbicides have been used on the Subject Property for agricultural and forestry activities. There is no evidence that pesticides and herbicides are stored or have been stored on the Subject Property in the past.

OPINION: The use of pesticides and herbicides on the Subject Property generally does not present a threat to human health or the environmental and generally would not be the subject of enforcement action if brought to the attention of appropriate governmental agencies. The use of pesticides and herbicides is a de minimis condition.

7.2 Additional Investigation No additional investigation is indicated based on the information gathered during this assessment.

7.3 Data Gaps A Data Failure occurs when all of the standard historical sources that are reasonably ascertainable and likely to be useful have been reviewed and yet the objectives have not been met. Some Data Failures may comprise Data Gaps. A Data Gap is defined as the lack of or inability to obtain information required by the ASTM Standard despite good faith efforts by the EP to gather such information. A significant data gap occurs when a data gap impacts the ability of the EP to identify RECs.

Golder representatives did not identify significant data gaps during this assessment.

DRAFT

2/10/2012 20 Project No. 113-81093

8.0 CONCLUSION

S Golder performed a Phase I ESA of the property located at T23N, R8W, Section 1, Stevens Point, WI in conformance with the scope and limitations of the ASTM Standard. Any exceptions to, or deletions from, the ASTM Standard are described in the appropriate sections of this Report. This assessment has revealed no evidence of RECs in connection with the Subject Property except:

Golder identified the following de minimis conditions, at the Subject Property:

FINDING: Pesticides and herbicides have been used on the Subject Property for agricultural and forestry activities. There is no evidence that pesticides and herbicides are stored or have been stored on the Subject Property in the past.

OPINION: The use of pesticides and herbicides on the Subject Property generally does not present a threat to human health or the environmental and generally would not be the subject of enforcement action if brought to the attention of appropriate governmental agencies. The use of pesticides and herbicides is a de minimis condition.

De minimis conditions are not recognized environmental conditions. De minimis conditions generally do not present a threat to human health or the environment and generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies.

DRAFT

2/10/2012 21 Project No. 113-81093 9.0 QUALIFICATIONS AND SIGNATURES OF ENVIRONMENTAL PROFESSIONALS Alexandra Prasch, Geologist in Training, Level 1 Environmental Technician with 2 years of professional experience, conducted the site visit. Kathryn Larson, Senior Project Geologist with 15 years of experience, prepared this Report, and Amy Thorson, Senior Engineer with 20 years of professional experience, served as the senior reviewer of the Report. Resumes for members of the project team are included in Appendix F.

"We declare that, to the best of our professional knowledge and belief, we meet the definition of Environmental Professional as defined in Section 312.10 of 40 CFR Part 312.

We have the specific qualifications based on education, training, and experience to assess a property of the nature, history, and setting of the Subject Property. We have developed and performed the all appropriate inquiries in conformance with the standards and practices set forth in 40 CFR Part 312."

GOLDER ASSOCIATES INC.

DRAFT

2/10/2012 22 Project No. 113-81093

10.0 REFERENCES

The Report's author annotated the reference sources relied upon in preparing the Phase I ESA in the relevant sections of this Report.

DRAFT

List of Figures DRAFT

PROJECT LOCATION PROJECT LOCATION J:\2011 Jobs\113-81093 SHINE Steven's Point WI\CAD\VICINITY_MAP_WI.dwg l 1/11/2012 10:58 AM l AGarrigus l STEVENS POINT 1 0 1 SCALE MILES REFERENCE TOPOGRAPHIC MAP PROVIDED BY WISCONSIN DNR.

SCALE AS SHOWN TITLE DESIGN ---- ---- VICINITY MAP CADD APG 1/11/12 SHINE MEDICAL TECHNOLOGIES STEVENS POINT, WISCONSIN DRAFT CHECK MTK 1/11/12 FILE No. REVIEW VICINITY_MAP_WI.dwg AT 1/11/12 FIG.

PROJECT No.

113-81051 REV. 0 ---- SMT / STEVENS POINT / AK 1

2308-01-2201-01 2308-01-2101-01 162' 100' 100'

\\anc1-s-fs2-vm\Jobs_In_Progress\2011 Jobs\113-81093 SHINE Steven's Point WI\CAD\Proposed_building_layout_SP.dwg l 1/11/2012 11:01 AM l AGarrigus l STEVENS POINT 60' INTERSTATE TRANSIT FACILITY 18.61 AC. PROPOSED HIGHWAY 39 700' 21 AC.

10.33 AC.

21 AC.

700' PROPERTY10.43 AC. 700' BOUNDARY 1,000'R 3 AC. 2.2 AC. 1.5 AC. 100' FUTURE STREET 2.4 AC. 1.5 AC.

1,000'R 5 AC. 5.1 AC.

80' FUTURE STREET 13 AC.

4.26 AC.

80 AC.

66' 316'-3" SM-GW1A 23.34 AC.

SM-GW4A 1,868' 316'-3" 2.4 AC.

25.23 AC.

17.52 AC. 19.93 AC.

TRANSMISSION LINE 0.4 AC. 5.1 AC. 1,868' 3.7 AC.

SM-GW3A 66 SM-GW2A 35.69 AC.

34.23 AC. PROPOSED BUILDING AREA OUTLINE 66 66' 100O 0 100O SCALE FEET NOTES 1.) NORTHINGS AND EASTINGS PROVIDED IN NAD_1983_HARN_WISCRS_PORTAGE_COUNTY_FEET SCALE TITLE AS SHOWN REFERENCES DESIGN ---- ---- SITE MAP CADD APG 1/11/12 SHINE MEDICAL TECHNOLOGIES 1.) LOCATION OF POTENTIAL LOCATION FOR STEVENS POINT, WISCONSIN SHINE MEDICAL FACILITY PROVIDED BY CITY DRAFT CHECK MTK 1/11/12 OF STEVENS POINT ON 12/20/11. FILE No. REVIEW Proposed_building_layout_SP.dwg AT 1/11/12 2.) AERIAL IMAGERY PROVIDED BY PROVIDED FIG.

BY CITY OF STEVENS POINT ON 12/20/11. PROJECT No.

113-81051 REV. 1 ---- SMT / STEVENS POINT / AK 2

Appendix A Legal Description of the Subject Property/

Chain of Title Report DRAFT

RFI RESPONSE FORM PM-001, Revision 2 RFI NO.: GOLDER-2011- RFI Revision: 0 Due Date: 12/16/2011 Sheet 1 of 3 0051 RFI RESPONSE:

The following table is the leaal parcels description for the Stevens Point property:

• Parcel Township Owner(s) Approximate Identification Acreage Number 020-23-0801-02.06 Town of Hull Thomas Mocad1o and 7.2 Margaret Jakusz 020-23-0801-03.01 TownofHull Thomas Mocadlo and 19.92 Margaret Jakusz

.020-23-0801-02.02 Town ofHu]J Thomas J. and Sandra 6.6 M. Mocadlo 020-23-0801-01 .04 Town of Hull Bernard J. Mocad1o 25.23 020-23-0801-04.01 020-23-0801-03.02 Town of Hull Blue Top Farms, Inc. 19.93 030-23-0801-1 4 Town of Plover Blue Top Farms, Inc. 5.5 030-23-0801-13 Town of Plover MS & S Enterprises 3.7 Limited P~rtnership Total Combined 88.08 Parcel Acreqe Please also find Phase 1 ESA User Questionnaire responses on pages 2 and 3 of the RFI response.

Responder: Dawn Sovinec Date: 12.21.11 Company: SHINE Medical Phone No.: 608-831-0814 Independent Reviewer (for Design I n p u t ) - - - - - ' - - - - - - - - - - - - Date:

---

~

Responder's 12/28/2011 Management:

X Gregory R Piefer Greg Plefer CEO Signed by: greg.p@shlnemed.com Date:

---

~

SHINE Licensing:

-~-----~---------

Originator Acceptance: -1{~ ~

DRAFT

My Map Bernard J Mocadlo 5823 Old Highway 18 020230801-01.04 Stevens Point, WI 54482 This map does not constitute a legal survey. Contact Planning and Zoning Office (715) 346-1334 Tue Jan 3 2012 02:26:25 PM.

DRAFT

My Map 020230801-02.02 This map does not constitute a legal survey. Contact Planning and Zoning Office (715) 346-1334 Tue Jan 3 2012 02:40:03 PM.

DRAFT

My Map 020230801-02.06 This map does not constitute a legal survey. Contact Planning and Zoning Office (715) 346-1334 Tue Jan 3 2012 02:42:58 PM.

DRAFT

My Map Jakusz Margaret A Etal Mocadlo Thomas, J 020230801-03.01 5931 Old Highway 18 Stevens Point, WI This map does not constitute a legal survey. Contact Planning and Zoning Office (715) 346-1334 Tue Jan 3 2012 02:15:59 PM.

DRAFT

My Map Emmerich Hakrzewski Bluetop Farms Inc 020-23-0801-03.02 5613 County Road HH Stevens Point, WI This map does not constitute a legal survey. Contact Planning and Zoning Office (715) 346-1334 Tue Jan 3 2012 02:30:47 PM.

DRAFT

My Map Bernard J Mocadlo 5823 Old Highway 18 Stevens Point, WI 54482 020230801-04.01 This map does not constitute a legal survey. Contact Planning and Zoning Office (715) 346-1334 Tue Jan 3 2012 02:28:50 PM.

DRAFT

My Map M S & S Enterprises 6213 County Road HH 030-23-0801-13 Stevens Point, WI 54482 This map does not constitute a legal survey. Contact Planning and Zoning Office (715) 346-1334 Tue Jan 3 2012 02:34:11 PM.

DRAFT

My Map Blue Top Farms Inc.

5613 County Road HH 030-23-0801-14 Stevens Point, WI 54482 This map does not constitute a legal survey. Contact Planning and Zoning Office (715) 346-1334 Tue Jan 3 2012 02:32:31 PM.

DRAFT

Appendix B Federal and State Regulatory Database Search DRAFT

SHINE Medical Stevens Point, WI Lands End Way, Stevens Point, WI 54482 Inquiry Number: 3220399.2s December 07, 2011 The EDR Radius Map' Report with GeoCheck 440 Wheelers Farms Road Milford, CT 06461 Toll Free: 800.352.0050 DRAFT www.edrnet.com FORM-BPK-SPM

TABLE OF CONTENTS SECTION PAGE Executive Summary ES1 Overview Map 2 Detail Map 3 Map Findings Summary 4 Map Findings 7 Orphan Summary 8 Government Records Searched/Data Currency Tracking GR-1 GEOCHECK ADDENDUM Physical Setting Source Addendum A-1 Physical Setting Source Summary A-2 Physical Setting SSURGO Soil Map A-5 Physical Setting Source Map A-9 Physical Setting Source Map Findings A-11 Physical Setting Source Records Searched A-30 Thank you for your business.

Please contact EDR at 1-800-352-0050 with any questions or comments.

Disclaimer - Copyright and Trademark Notice This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice.

Copyright 2011 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.

EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners.

DRAFT TC3220399.2s Page 1

EXECUTIVE

SUMMARY

A search of available environmental records was conducted by Environmental Data Resources, Inc (EDR).

The report was designed to assist parties seeking to meet the search requirements of EPAs Standards and Practices for All Appropriate Inquiries (40 CFR Part 312), the ASTM Standard Practice for Environmental Site Assessments (E 1527-05) or custom requirements developed for the evaluation of environmental risk associated with a parcel of real estate.

TARGET PROPERTY INFORMATION ADDRESS LANDS END WAY, STEVENS POINT, WI 54482 COORDINATES Latitude (North): 44.507000 - 44 30 25.2 Longitude (West): 89.495900 - 89 29 45.2 Universal Tranverse Mercator: Zone 16 UTM X (Meters): 301598.3 UTM Y (Meters): 4931000.0 Elevation: 1113 ft. above sea level USGS TOPOGRAPHIC MAP ASSOCIATED WITH TARGET PROPERTY Target Property Map: 44089-E4 POLONIA, WI Most Recent Revision: 1986 South Map: 44089-D4 ARNOTT, WI Most Recent Revision: 1969 Southwest Map: 44089-D5 WHITING, WI Most Recent Revision: 1976 West Map: 44089-E5 STEVENS POINT, WI Most Recent Revision: 1991 AERIAL PHOTOGRAPHY IN THIS REPORT Photo Year: 2010 Source: USDA TARGET PROPERTY SEARCH RESULTS The target property was not listed in any of the databases searched by EDR.

DRAFT TC3220399.2s EXECUTIVE

SUMMARY

1

EXECUTIVE

SUMMARY

DATABASES WITH NO MAPPED SITES No mapped sites were found in EDRs search of available ("reasonably ascertainable ") government records either on the target property or within the search radius around the target property for the following databases:

STANDARD ENVIRONMENTAL RECORDS Federal NPL site list NPL National Priority List Proposed NPL Proposed National Priority List Sites NPL LIENS Federal Superfund Liens Federal Delisted NPL site list Delisted NPL National Priority List Deletions Federal CERCLIS list CERCLIS Comprehensive Environmental Response, Compensation, and Liability Information System FEDERAL FACILITY Federal Facility Site Information listing Federal CERCLIS NFRAP site List CERC-NFRAP CERCLIS No Further Remedial Action Planned Federal RCRA CORRACTS facilities list CORRACTS Corrective Action Report Federal RCRA non-CORRACTS TSD facilities list RCRA-TSDF RCRA - Treatment, Storage and Disposal Federal RCRA generators list RCRA-LQG RCRA - Large Quantity Generators RCRA-SQG RCRA - Small Quantity Generators RCRA-CESQG RCRA - Conditionally Exempt Small Quantity Generator Federal institutional controls / engineering controls registries US ENG CONTROLS Engineering Controls Sites List US INST CONTROL Sites with Institutional Controls Federal ERNS list ERNS Emergency Response Notification System State- and tribal - equivalent CERCLIS SHWS Hazard Ranking List DRAFT TC3220399.2s EXECUTIVE

SUMMARY

2

EXECUTIVE

SUMMARY

State and tribal landfill and/or solid waste disposal site lists SWF/LF List of Licensed Landfills WDS Registry of Waste Disposal Sites SHWIMS Solid & Hazardous Waste Information Management System State and tribal leaking storage tank lists LUST Leaking Underground Storage Tank Database LAST Leaking Aboveground Storage Tank Listing INDIAN LUST Leaking Underground Storage Tanks on Indian Land State and tribal registered storage tank lists UST Registered Underground Storage Tanks AST Tanks Database INDIAN UST Underground Storage Tanks on Indian Land FEMA UST Underground Storage Tank Listing State and tribal institutional control / engineering control registries CRS Closed Remediation Sites AUL Deed Restriction at Closeout Sites State and tribal voluntary cleanup sites VCP Voluntary Party Liability Exemption Sites INDIAN VCP Voluntary Cleanup Priority Listing State and tribal Brownfields sites BEAP Brownfields Environmental Assessment Program BROWNFIELDS Brownfields Site Locations Listing ADDITIONAL ENVIRONMENTAL RECORDS Local Brownfield lists US BROWNFIELDS A Listing of Brownfields Sites Local Lists of Landfill / Solid Waste Disposal Sites DEBRIS REGION 9 Torres Martinez Reservation Illegal Dump Site Locations ODI Open Dump Inventory SWRCY Recycling Center Listing INDIAN ODI Report on the Status of Open Dumps on Indian Lands Local Lists of Hazardous waste / Contaminated Sites US CDL Clandestine Drug Labs WI ERP Environmental Repair Program Database CDL Clandestine Drug Lab Listing US HIST CDL National Clandestine Laboratory Register DRAFT TC3220399.2s EXECUTIVE

SUMMARY

3

EXECUTIVE

SUMMARY

Local Land Records LIENS 2 CERCLA Lien Information LUCIS Land Use Control Information System Records of Emergency Release Reports HMIRS Hazardous Materials Information Reporting System SPILLS Spills Database AGSPILLS Agricultural Spill Cases Other Ascertainable Records RCRA-NonGen RCRA - Non Generators DOT OPS Incident and Accident Data DOD Department of Defense Sites FUDS Formerly Used Defense Sites CONSENT Superfund (CERCLA) Consent Decrees ROD Records Of Decision UMTRA Uranium Mill Tailings Sites MINES Mines Master Index File TRIS Toxic Chemical Release Inventory System TSCA Toxic Substances Control Act FTTS FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act)

HIST FTTS FIFRA/TSCA Tracking System Administrative Case Listing SSTS Section 7 Tracking Systems ICIS Integrated Compliance Information System PADS PCB Activity Database System MLTS Material Licensing Tracking System RADINFO Radiation Information Database FINDS Facility Index System/Facility Registry System RAATS RCRA Administrative Action Tracking System BRRTS Bureau of Remediation & Redevelopment Tracking System NPDES NPDES Permit Listing MANIFEST Hazardous Waste Manifest Data DRYCLEANERS Five Star Recognition Program Sites WI WRRSER Wisconsin Remedial Response Site Evaluation Report AIRS Air Permit Program Listing TIER 2 Tier 2 Facility Listing LEAD Lead Inspection Data INDIAN RESERV Indian Reservations SCRD DRYCLEANERS State Coalition for Remediation of Drycleaners Listing COAL ASH EPA Coal Combustion Residues Surface Impoundments List FINANCIAL ASSURANCE Financial Assurance Information Listing COAL ASH Coal Ash Disposal Site Listing PCB TRANSFORMER PCB Transformer Registration Database COAL ASH DOE Sleam-Electric Plan Operation Data EDR PROPRIETARY RECORDS EDR Proprietary Records Manufactured Gas Plants EDR Proprietary Manufactured Gas Plants DRAFT TC3220399.2s EXECUTIVE

SUMMARY

4

EXECUTIVE

SUMMARY

SURROUNDING SITES: SEARCH RESULTS Surrounding sites were not identified.

Unmappable (orphan) sites are not considered in the foregoing analysis.

DRAFT TC3220399.2s EXECUTIVE

SUMMARY

5

EXECUTIVE

SUMMARY

Due to poor or inadequate address information, the following sites were not mapped. Count: 13 records.

Site Name

____________ Database(s)

STEVENS POINT MUNICIPAL AIRPORT NPDES STEVENS POINT MUNI FINDS FROM STEVENS POINT CTY LIMITS TO C SPILLS JUNCTION CITY TO STEVENS POINT SPILLS WI RIVER & WISCONSIN ST SPILLS UW STEVENS POINT BALDWIN HALL SPILLS WISCONSIN RIVER BELOW POINT PAPER SPILLS STEVENS POINT AIRPORT #2 WI WRRSER KWIK TRIP - STEVENS POINT WI WRRSER STEVENS POINT BRRTS WI RIVER BOAT LANDING BRRTS STEVENS POINT BRRTS STEVENS POINT WATER DEPARTMENT - W TIER 2 DRAFT TC3220399.2s EXECUTIVE

SUMMARY

6

1120 DRAFT EDR Inc.

DETAIL MAP - 3220399.2s N Target Property

.... Sites at elevations higher than or equal to the target property 0 Indian Reservations BIA

• Slt8s at elevations lower than the target property N Oil & Gas pipelines from USGS

~ 100-year flood zone

.&. Manufactured Gas Plants

~ 600-yaar flood zone li Sensitive ReceptDrs EJ National Priority Ust SiiH ITJJ Dept. Defense Silas This report includes Interactive Map Layers to display and/or hide map information. The legend includes only those icons for the default map view.

SITE NAME: SHINE Medical Stevens Point, WI ADDRESS: Lands End Way, DRAFT CLIENT:

CONTACT:

Golder Associates Kattvyn Larson Stevens Point WI 54482 INQUIRY#: 3220399.2s LAT/LONG: 44.5070 /89.4959 DATE: Decermer07,2011 11:47am

!lDpyrlgllt02D11 EDR, lnc.C2D1DUIIJIIIMIIII. 07120011.

EDR Inc.

MAP FINDINGS

SUMMARY

Search Target Distance Total Database Property (Miles) < 1/8 1/8 - 1/4 1/4 - 1/2 1/2 - 1 >1 Plotted STANDARD ENVIRONMENTAL RECORDS Federal NPL site list NPL 1.000 0 0 0 0 NR 0 Proposed NPL 1.000 0 0 0 0 NR 0 NPL LIENS TP NR NR NR NR NR 0 Federal Delisted NPL site list Delisted NPL 1.000 0 0 0 0 NR 0 Federal CERCLIS list CERCLIS 0.500 0 0 0 NR NR 0 FEDERAL FACILITY 1.000 0 0 0 0 NR 0 Federal CERCLIS NFRAP site List CERC-NFRAP 0.500 0 0 0 NR NR 0 Federal RCRA CORRACTS facilities list CORRACTS 1.000 0 0 0 0 NR 0 Federal RCRA non-CORRACTS TSD facilities list RCRA-TSDF 0.500 0 0 0 NR NR 0 Federal RCRA generators list RCRA-LQG 0.250 0 0 NR NR NR 0 RCRA-SQG 0.250 0 0 NR NR NR 0 RCRA-CESQG 0.250 0 0 NR NR NR 0 Federal institutional controls /

engineering controls registries US ENG CONTROLS 0.500 0 0 0 NR NR 0 US INST CONTROL 0.500 0 0 0 NR NR 0 Federal ERNS list ERNS TP NR NR NR NR NR 0 State- and tribal - equivalent CERCLIS SHWS 1.000 0 0 0 0 NR 0 State and tribal landfill and/or solid waste disposal site lists SWF/LF 0.500 0 0 0 NR NR 0 WDS 0.500 0 0 0 NR NR 0 SHWIMS TP NR NR NR NR NR 0 State and tribal leaking storage tank lists LUST 0.500 0 0 0 NR NR 0 LAST 0.500 0 0 0 NR NR 0 INDIAN LUST 0.500 0 0 0 NR NR 0 DRAFT TC3220399.2s Page 4

MAP FINDINGS

SUMMARY

Search Target Distance Total Database Property (Miles) < 1/8 1/8 - 1/4 1/4 - 1/2 1/2 - 1 >1 Plotted State and tribal registered storage tank lists UST 0.250 0 0 NR NR NR 0 AST 0.250 0 0 NR NR NR 0 INDIAN UST 0.250 0 0 NR NR NR 0 FEMA UST 0.250 0 0 NR NR NR 0 State and tribal institutional control / engineering control registries CRS TP NR NR NR NR NR 0 AUL 0.500 0 0 0 NR NR 0 State and tribal voluntary cleanup sites VCP 0.500 0 0 0 NR NR 0 INDIAN VCP 0.500 0 0 0 NR NR 0 State and tribal Brownfields sites BEAP 0.500 0 0 0 NR NR 0 BROWNFIELDS 0.500 0 0 0 NR NR 0 ADDITIONAL ENVIRONMENTAL RECORDS Local Brownfield lists US BROWNFIELDS 0.500 0 0 0 NR NR 0 Local Lists of Landfill / Solid Waste Disposal Sites DEBRIS REGION 9 0.500 0 0 0 NR NR 0 ODI 0.500 0 0 0 NR NR 0 SWRCY 0.500 0 0 0 NR NR 0 INDIAN ODI 0.500 0 0 0 NR NR 0 Local Lists of Hazardous waste /

Contaminated Sites US CDL TP NR NR NR NR NR 0 WI ERP 0.500 0 0 0 NR NR 0 CDL TP NR NR NR NR NR 0 US HIST CDL TP NR NR NR NR NR 0 Local Land Records LIENS 2 TP NR NR NR NR NR 0 LUCIS 0.500 0 0 0 NR NR 0 Records of Emergency Release Reports HMIRS TP NR NR NR NR NR 0 SPILLS TP NR NR NR NR NR 0 AGSPILLS TP NR NR NR NR NR 0 Other Ascertainable Records RCRA-NonGen 0.250 0 0 NR NR NR 0 DRAFT TC3220399.2s Page 5

MAP FINDINGS

SUMMARY

Search Target Distance Total Database Property (Miles) < 1/8 1/8 - 1/4 1/4 - 1/2 1/2 - 1 >1 Plotted DOT OPS TP NR NR NR NR NR 0 DOD 1.000 0 0 0 0 NR 0 FUDS 1.000 0 0 0 0 NR 0 CONSENT 1.000 0 0 0 0 NR 0 ROD 1.000 0 0 0 0 NR 0 UMTRA 0.500 0 0 0 NR NR 0 MINES 0.250 0 0 NR NR NR 0 TRIS TP NR NR NR NR NR 0 TSCA TP NR NR NR NR NR 0 FTTS TP NR NR NR NR NR 0 HIST FTTS TP NR NR NR NR NR 0 SSTS TP NR NR NR NR NR 0 ICIS TP NR NR NR NR NR 0 PADS TP NR NR NR NR NR 0 MLTS TP NR NR NR NR NR 0 RADINFO TP NR NR NR NR NR 0 FINDS TP NR NR NR NR NR 0 RAATS TP NR NR NR NR NR 0 BRRTS TP NR NR NR NR NR 0 NPDES TP NR NR NR NR NR 0 MANIFEST 0.250 0 0 NR NR NR 0 DRYCLEANERS 0.250 0 0 NR NR NR 0 WI WRRSER TP NR NR NR NR NR 0 AIRS TP NR NR NR NR NR 0 TIER 2 TP NR NR NR NR NR 0 LEAD TP NR NR NR NR NR 0 INDIAN RESERV 1.000 0 0 0 0 NR 0 SCRD DRYCLEANERS 0.500 0 0 0 NR NR 0 COAL ASH EPA 0.500 0 0 0 NR NR 0 FINANCIAL ASSURANCE TP NR NR NR NR NR 0 COAL ASH 0.500 0 0 0 NR NR 0 PCB TRANSFORMER TP NR NR NR NR NR 0 COAL ASH DOE TP NR NR NR NR NR 0 EDR PROPRIETARY RECORDS EDR Proprietary Records Manufactured Gas Plants 1.000 0 0 0 0 NR 0 NOTES:

TP = Target Property NR = Not Requested at this Search Distance Sites may be listed in more than one database DRAFT TC3220399.2s Page 6

Map ID MAP FINDINGS Direction Distance EDR ID Number Elevation Site Database(s) EPA ID Number NO SITES FOUND DRAFT TC3220399.2s Page 7

Count: 13 records. ORPHAN

SUMMARY

City EDR ID Site Name Site Address Zip Database(s)

STEVENS POINT S109260948 STEVENS POINT AIRPORT #2 HWY 66 WI WRRSER STEVENS POINT S110356483 STEVENS POINT MUNICIPAL AIRPORT HWY 66 OF POINT E NPDES STEVENS POINT S106975782 STEVENS POINT ADDRESS UNKNOWN BRRTS STEVENS POINT S107426958 FROM STEVENS POINT CTY LIMITS TO C FROM STEVENS PT SPILLS STEVENS POINT S100670543 KWIK TRIP - STEVENS POINT 3533 E HWY 66 WI WRRSER STEVENS POINT S107429234 JUNCTION CITY TO STEVENS POINT JUNCTION CITY TO STEVENS PT SPILLS STEVENS POINT S109326408 WI RIVER & WISCONSIN ST WI RIV S SPILLS STEVENS POINT S110674654 WI RIVER BOAT LANDING RIVER RD BRRTS STEVENS POINT S107432651 UW STEVENS POINT BALDWIN HALL UW STEVENS PT SPILLS STEVENS POINT S110357602 STEVENS POINT STEVENS PT BRRTS STEVENS POINT 1011985398 STEVENS POINT MUNI UNKNOWN FINDS STEVENS POINT S107685149 STEVENS POINT WATER DEPARTMENT - W 100 WELL FIELD RD TIER 2 STEVENS POINT S107433219 WISCONSIN RIVER BELOW POINT PAPER WISCONSIN RIVER BELOW PT SPILLS DRAFT TC3220399.2s Page 8

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING To maintain currency of the following federal and state databases, EDR contacts the appropriate governmental agency on a monthly or quarterly basis, as required.

Number of Days to Update: Provides confirmation that EDR is reporting records that have been updated within 90 days from the date the government agency made the information available to the public.

STANDARD ENVIRONMENTAL RECORDS Federal NPL site list NPL: National Priority List National Priorities List (Superfund). The NPL is a subset of CERCLIS and identifies over 1,200 sites for priority cleanup under the Superfund Program. NPL sites may encompass relatively large areas. As such, EDR provides polygon coverage for over 1,000 NPL site boundaries produced by EPAs Environmental Photographic Interpretation Center (EPIC) and regional EPA offices.

Date of Government Version: 06/30/2011 Source: EPA Date Data Arrived at EDR: 07/12/2011 Telephone: N/A Date Made Active in Reports: 09/29/2011 Last EDR

Contact:

10/12/2011 Number of Days to Update: 79 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly NPL Site Boundaries Sources:

EPAs Environmental Photographic Interpretation Center (EPIC)

Telephone: 202-564-7333 EPA Region 1 EPA Region 6 Telephone 617-918-1143 Telephone: 214-655-6659 EPA Region 3 EPA Region 7 Telephone 215-814-5418 Telephone: 913-551-7247 EPA Region 4 EPA Region 8 Telephone 404-562-8033 Telephone: 303-312-6774 EPA Region 5 EPA Region 9 Telephone 312-886-6686 Telephone: 415-947-4246 EPA Region 10 Telephone 206-553-8665 Proposed NPL: Proposed National Priority List Sites A site that has been proposed for listing on the National Priorities List through the issuance of a proposed rule in the Federal Register. EPA then accepts public comments on the site, responds to the comments, and places on the NPL those sites that continue to meet the requirements for listing.

Date of Government Version: 06/30/2011 Source: EPA Date Data Arrived at EDR: 07/12/2011 Telephone: N/A Date Made Active in Reports: 09/29/2011 Last EDR

Contact:

10/12/2011 Number of Days to Update: 79 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly NPL LIENS: Federal Superfund Liens Federal Superfund Liens. Under the authority granted the USEPA by CERCLA of 1980, the USEPA has the authority to file liens against real property in order to recover remedial action expenditures or when the property owner received notification of potential liability. USEPA compiles a listing of filed notices of Superfund Liens.

Date of Government Version: 10/15/1991 Source: EPA Date Data Arrived at EDR: 02/02/1994 Telephone: 202-564-4267 Date Made Active in Reports: 03/30/1994 Last EDR

Contact:

08/15/2011 Number of Days to Update: 56 Next Scheduled EDR

Contact:

11/28/2011 Data Release Frequency: No Update Planned DRAFT TC3220399.2s Page GR-1

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Federal Delisted NPL site list DELISTED NPL: National Priority List Deletions The National Oil and Hazardous Substances Pollution Contingency Plan (NCP) establishes the criteria that the EPA uses to delete sites from the NPL. In accordance with 40 CFR 300.425.(e), sites may be deleted from the NPL where no further response is appropriate.

Date of Government Version: 06/30/2011 Source: EPA Date Data Arrived at EDR: 07/12/2011 Telephone: N/A Date Made Active in Reports: 09/29/2011 Last EDR

Contact:

10/12/2011 Number of Days to Update: 79 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly Federal CERCLIS list CERCLIS: Comprehensive Environmental Response, Compensation, and Liability Information System CERCLIS contains data on potentially hazardous waste sites that have been reported to the USEPA by states, municipalities, private companies and private persons, pursuant to Section 103 of the Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA). CERCLIS contains sites which are either proposed to or on the National Priorities List (NPL) and sites which are in the screening and assessment phase for possible inclusion on the NPL.

Date of Government Version: 02/25/2011 Source: EPA Date Data Arrived at EDR: 03/01/2011 Telephone: 703-412-9810 Date Made Active in Reports: 05/02/2011 Last EDR

Contact:

11/29/2011 Number of Days to Update: 62 Next Scheduled EDR

Contact:

03/12/2012 Data Release Frequency: Quarterly FEDERAL FACILITY: Federal Facility Site Information listing A listing of National Priority List (NPL) and Base Realignment and Closure (BRAC) sites found in the Comprehensive Environmental Response, Compensation and Liability Information System (CERCLIS) Database where EPA Federal Facilities Restoration and Reuse Office is involved in cleanup activities.

Date of Government Version: 12/10/2010 Source: Environmental Protection Agency Date Data Arrived at EDR: 01/11/2011 Telephone: 703-603-8704 Date Made Active in Reports: 02/16/2011 Last EDR

Contact:

10/14/2011 Number of Days to Update: 36 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Varies Federal CERCLIS NFRAP site List CERCLIS-NFRAP: CERCLIS No Further Remedial Action Planned Archived sites are sites that have been removed and archived from the inventory of CERCLIS sites. Archived status indicates that, to the best of EPAs knowledge, assessment at a site has been completed and that EPA has determined no further steps will be taken to list this site on the National Priorities List (NPL), unless information indicates this decision was not appropriate or other considerations require a recommendation for listing at a later time.

This decision does not necessarily mean that there is no hazard associated with a given site; it only means that, based upon available information, the location is not judged to be a potential NPL site.

Date of Government Version: 02/25/2011 Source: EPA Date Data Arrived at EDR: 03/01/2011 Telephone: 703-412-9810 Date Made Active in Reports: 05/02/2011 Last EDR

Contact:

11/29/2011 Number of Days to Update: 62 Next Scheduled EDR

Contact:

03/12/2012 Data Release Frequency: Quarterly Federal RCRA CORRACTS facilities list CORRACTS: Corrective Action Report CORRACTS identifies hazardous waste handlers with RCRA corrective action activity.

DRAFT TC3220399.2s Page GR-2

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 03/09/2011 Source: EPA Date Data Arrived at EDR: 03/15/2011 Telephone: 800-424-9346 Date Made Active in Reports: 06/14/2011 Last EDR

Contact:

11/14/2011 Number of Days to Update: 91 Next Scheduled EDR

Contact:

02/27/2012 Data Release Frequency: Quarterly Federal RCRA non-CORRACTS TSD facilities list RCRA-TSDF: RCRA - Treatment, Storage and Disposal RCRAInfo is EPAs comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Transporters are individuals or entities that move hazardous waste from the generator offsite to a facility that can recycle, treat, store, or dispose of the waste. TSDFs treat, store, or dispose of the waste.

Date of Government Version: 06/15/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 07/07/2011 Telephone: 312-886-6186 Date Made Active in Reports: 08/08/2011 Last EDR

Contact:

10/05/2011 Number of Days to Update: 32 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Quarterly Federal RCRA generators list RCRA-LQG: RCRA - Large Quantity Generators RCRAInfo is EPAs comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Large quantity generators (LQGs) generate over 1,000 kilograms (kg) of hazardous waste, or over 1 kg of acutely hazardous waste per month.

Date of Government Version: 06/15/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 07/07/2011 Telephone: 312-886-6186 Date Made Active in Reports: 08/08/2011 Last EDR

Contact:

10/05/2011 Number of Days to Update: 32 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Quarterly RCRA-SQG: RCRA - Small Quantity Generators RCRAInfo is EPAs comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Small quantity generators (SQGs) generate between 100 kg and 1,000 kg of hazardous waste per month.

Date of Government Version: 06/15/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 07/07/2011 Telephone: 312-886-6186 Date Made Active in Reports: 08/08/2011 Last EDR

Contact:

10/05/2011 Number of Days to Update: 32 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Quarterly RCRA-CESQG: RCRA - Conditionally Exempt Small Quantity Generators RCRAInfo is EPAs comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Conditionally exempt small quantity generators (CESQGs) generate less than 100 kg of hazardous waste, or less than 1 kg of acutely hazardous waste per month.

Date of Government Version: 06/15/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 07/07/2011 Telephone: 312-886-6186 Date Made Active in Reports: 08/08/2011 Last EDR

Contact:

10/05/2011 Number of Days to Update: 32 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Varies DRAFT TC3220399.2s Page GR-3

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Federal institutional controls / engineering controls registries US ENG CONTROLS: Engineering Controls Sites List A listing of sites with engineering controls in place. Engineering controls include various forms of caps, building foundations, liners, and treatment methods to create pathway elimination for regulated substances to enter environmental media or effect human health.

Date of Government Version: 03/16/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 03/25/2011 Telephone: 703-603-0695 Date Made Active in Reports: 06/14/2011 Last EDR

Contact:

09/12/2011 Number of Days to Update: 81 Next Scheduled EDR

Contact:

12/26/2011 Data Release Frequency: Varies US INST CONTROL: Sites with Institutional Controls A listing of sites with institutional controls in place. Institutional controls include administrative measures, such as groundwater use restrictions, construction restrictions, property use restrictions, and post remediation care requirements intended to prevent exposure to contaminants remaining on site. Deed restrictions are generally required as part of the institutional controls.

Date of Government Version: 03/16/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 03/25/2011 Telephone: 703-603-0695 Date Made Active in Reports: 06/14/2011 Last EDR

Contact:

09/12/2011 Number of Days to Update: 81 Next Scheduled EDR

Contact:

12/26/2011 Data Release Frequency: Varies Federal ERNS list ERNS: Emergency Response Notification System Emergency Response Notification System. ERNS records and stores information on reported releases of oil and hazardous substances.

Date of Government Version: 10/03/2011 Source: National Response Center, United States Coast Guard Date Data Arrived at EDR: 10/04/2011 Telephone: 202-267-2180 Date Made Active in Reports: 11/11/2011 Last EDR

Contact:

10/04/2011 Number of Days to Update: 38 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Annually State- and tribal - equivalent CERCLIS SHWS: Hazard Ranking List State Hazardous Waste Sites. State hazardous waste site records are the states equivalent to CERCLIS. These sites may or may not already be listed on the federal CERCLIS list. Priority sites planned for cleanup using state funds (state equivalent of Superfund) are identified along with sites where cleanup will be paid for by potentially responsible parties. Available information varies by state.

Date of Government Version: 11/30/1994 Source: Department of Natural Resources Date Data Arrived at EDR: 02/10/1995 Telephone: 608-266-2632 Date Made Active in Reports: 03/01/1995 Last EDR

Contact:

10/03/2011 Number of Days to Update: 19 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: No Update Planned State and tribal landfill and/or solid waste disposal site lists SWF/LF: List of Licensed Landfills Solid Waste Facilities/Landfill Sites. SWF/LF type records typically contain an inventory of solid waste disposal facilities or landfills in a particular state. Depending on the state, these may be active or inactive facilities or open dumps that failed to meet RCRA Subtitle D Section 4004 criteria for solid waste landfills or disposal sites.

DRAFT TC3220399.2s Page GR-4

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 10/12/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 10/13/2011 Telephone: 608-267-7557 Date Made Active in Reports: 11/22/2011 Last EDR

Contact:

10/03/2011 Number of Days to Update: 40 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Semi-Annually WDS: Registry of Waste Disposal Sites The registry was created by the DNR to serve as a comprehensive listing of all sites where solid or hazardous wastes have been or may have been deposited.

Date of Government Version: 07/19/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 10/06/2011 Telephone: 608-266-2632 Date Made Active in Reports: 10/25/2011 Last EDR

Contact:

10/06/2011 Number of Days to Update: 19 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: No Update Planned SHWIMS: Solid & Hazardous Waste Information Management System Information on sites, and facilities operating at sites, that are regulated by the Waste Management program Date of Government Version: 10/04/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 10/06/2011 Telephone: 608-266-2414 Date Made Active in Reports: 10/25/2011 Last EDR

Contact:

10/06/2011 Number of Days to Update: 19 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Quarterly State and tribal leaking storage tank lists LUST: Leaking Underground Storage Tank Database Leaking Underground Storage Tank Incident Reports. LUST records contain an inventory of reported leaking underground storage tank incidents. Not all states maintain these records, and the information stored varies by state.

Date of Government Version: 07/18/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 07/21/2011 Telephone: 608-261-6422 Date Made Active in Reports: 08/01/2011 Last EDR

Contact:

11/03/2011 Number of Days to Update: 11 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly LAST: Leaking Aboveground Storage Tank Listing A listing of leaking aboveground storage tank sites.

Date of Government Version: 07/18/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 07/21/2011 Telephone: 608-261-6422 Date Made Active in Reports: 08/01/2011 Last EDR

Contact:

11/03/2011 Number of Days to Update: 11 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Varies INDIAN LUST R9: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Arizona, California, New Mexico and Nevada Date of Government Version: 01/31/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 02/01/2011 Telephone: 415-972-3372 Date Made Active in Reports: 03/21/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 48 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Quarterly INDIAN LUST R4: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Florida, Mississippi and North Carolina.

Date of Government Version: 08/11/2011 Source: EPA Region 4 Date Data Arrived at EDR: 08/12/2011 Telephone: 404-562-8677 Date Made Active in Reports: 09/13/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 32 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Semi-Annually DRAFT TC3220399.2s Page GR-5

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING INDIAN LUST R10: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Alaska, Idaho, Oregon and Washington.

Date of Government Version: 11/02/2011 Source: EPA Region 10 Date Data Arrived at EDR: 11/04/2011 Telephone: 206-553-2857 Date Made Active in Reports: 11/11/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 7 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Quarterly INDIAN LUST R1: Leaking Underground Storage Tanks on Indian Land A listing of leaking underground storage tank locations on Indian Land.

Date of Government Version: 10/01/2011 Source: EPA Region 1 Date Data Arrived at EDR: 11/01/2011 Telephone: 617-918-1313 Date Made Active in Reports: 11/11/2011 Last EDR

Contact:

11/01/2011 Number of Days to Update: 10 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Varies INDIAN LUST R6: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in New Mexico and Oklahoma.

Date of Government Version: 09/12/2011 Source: EPA Region 6 Date Data Arrived at EDR: 09/13/2011 Telephone: 214-665-6597 Date Made Active in Reports: 11/11/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 59 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Varies INDIAN LUST R7: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Iowa, Kansas, and Nebraska Date of Government Version: 02/16/2011 Source: EPA Region 7 Date Data Arrived at EDR: 06/02/2011 Telephone: 913-551-7003 Date Made Active in Reports: 09/13/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 103 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Varies INDIAN LUST R8: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Colorado, Montana, North Dakota, South Dakota, Utah and Wyoming.

Date of Government Version: 08/18/2011 Source: EPA Region 8 Date Data Arrived at EDR: 08/19/2011 Telephone: 303-312-6271 Date Made Active in Reports: 09/13/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 25 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Quarterly State and tribal registered storage tank lists UST: Registered Underground Storage Tanks Registered Underground Storage Tanks. USTs are regulated under Subtitle I of the Resource Conservation and Recovery Act (RCRA) and must be registered with the state department responsible for administering the UST program. Available information varies by state program.

Date of Government Version: 09/16/2011 Source: Department of Commerce Date Data Arrived at EDR: 09/22/2011 Telephone: 608-266-7874 Date Made Active in Reports: 10/13/2011 Last EDR

Contact:

09/22/2011 Number of Days to Update: 21 Next Scheduled EDR

Contact:

01/02/2012 Data Release Frequency: Quarterly AST: Tanks Database Aboveground storage tank site locations.

DRAFT TC3220399.2s Page GR-6

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 09/16/2011 Source: Department of Commerce Date Data Arrived at EDR: 09/22/2011 Telephone: 608-266-7874 Date Made Active in Reports: 10/13/2011 Last EDR

Contact:

09/22/2011 Number of Days to Update: 21 Next Scheduled EDR

Contact:

01/02/2012 Data Release Frequency: Quarterly INDIAN UST R9: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 9 (Arizona, California, Hawaii, Nevada, the Pacific Islands, and Tribal Nations).

Date of Government Version: 08/04/2011 Source: EPA Region 9 Date Data Arrived at EDR: 08/05/2011 Telephone: 415-972-3368 Date Made Active in Reports: 09/13/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 39 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Quarterly INDIAN UST R8: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 8 (Colorado, Montana, North Dakota, South Dakota, Utah, Wyoming and 27 Tribal Nations).

Date of Government Version: 08/18/2011 Source: EPA Region 8 Date Data Arrived at EDR: 08/19/2011 Telephone: 303-312-6137 Date Made Active in Reports: 09/13/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 25 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Quarterly INDIAN UST R7: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 7 (Iowa, Kansas, Missouri, Nebraska, and 9 Tribal Nations).

Date of Government Version: 04/01/2011 Source: EPA Region 7 Date Data Arrived at EDR: 06/01/2011 Telephone: 913-551-7003 Date Made Active in Reports: 06/14/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 13 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Varies INDIAN UST R10: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 10 (Alaska, Idaho, Oregon, Washington, and Tribal Nations).

Date of Government Version: 11/02/2011 Source: EPA Region 10 Date Data Arrived at EDR: 11/04/2011 Telephone: 206-553-2857 Date Made Active in Reports: 11/11/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 7 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Quarterly INDIAN UST R1: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 1 (Connecticut, Maine, Massachusetts, New Hampshire, Rhode Island, Vermont and ten Tribal Nations).

Date of Government Version: 10/01/2011 Source: EPA, Region 1 Date Data Arrived at EDR: 11/01/2011 Telephone: 617-918-1313 Date Made Active in Reports: 11/11/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 10 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Varies INDIAN UST R4: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 4 (Alabama, Florida, Georgia, Kentucky, Mississippi, North Carolina, South Carolina, Tennessee and Tribal Nations)

DRAFT TC3220399.2s Page GR-7

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 08/11/2011 Source: EPA Region 4 Date Data Arrived at EDR: 08/12/2011 Telephone: 404-562-9424 Date Made Active in Reports: 09/13/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 32 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Semi-Annually INDIAN UST R5: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 5 (Michigan, Minnesota and Wisconsin and Tribal Nations).

Date of Government Version: 07/01/2011 Source: EPA Region 5 Date Data Arrived at EDR: 08/26/2011 Telephone: 312-886-6136 Date Made Active in Reports: 09/13/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 18 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Varies INDIAN UST R6: Underground Storage Tanks on Indian Land The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian land in EPA Region 6 (Louisiana, Arkansas, Oklahoma, New Mexico, Texas and 65 Tribes).

Date of Government Version: 05/10/2011 Source: EPA Region 6 Date Data Arrived at EDR: 05/11/2011 Telephone: 214-665-7591 Date Made Active in Reports: 06/14/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 34 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Semi-Annually FEMA UST: Underground Storage Tank Listing A listing of all FEMA owned underground storage tanks.

Date of Government Version: 01/01/2010 Source: FEMA Date Data Arrived at EDR: 02/16/2010 Telephone: 202-646-5797 Date Made Active in Reports: 04/12/2010 Last EDR

Contact:

10/17/2011 Number of Days to Update: 55 Next Scheduled EDR

Contact:

01/30/2012 Data Release Frequency: Varies State and tribal institutional control / engineering control registries CRS: Closed Remediation Sites A Closed Remediation Site is parcel of land at which the groundwater has become contaminated and which is affected by a particular type of legal restriction. Specifically, certain steps have been taken to stabilize/remediate the contamination, and the state is satisfied that no further efforts are necessary provided that the property is not used for certain purposes.

Date of Government Version: 08/23/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 08/25/2011 Telephone: 608-267-0554 Date Made Active in Reports: 09/14/2011 Last EDR

Contact:

11/24/2011 Number of Days to Update: 20 Next Scheduled EDR

Contact:

03/05/2012 Data Release Frequency: Semi-Annually AUL: Deed Restriction at Closeout Sites Date a deed restriction is recorded at the Register of Deeds office for a property. Extent of soil contamination is known but impracticable to remove now or an engineering control is required to be maintained or NR720 industrial stds are applied. Restricts property use or requires future actions.

Date of Government Version: 07/18/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 07/21/2011 Telephone: 608-261-6422 Date Made Active in Reports: 08/01/2011 Last EDR

Contact:

11/03/2011 Number of Days to Update: 11 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly State and tribal voluntary cleanup sites DRAFT TC3220399.2s Page GR-8

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING INDIAN VCP R1: Voluntary Cleanup Priority Listing A listing of voluntary cleanup priority sites located on Indian Land located in Region 1.

Date of Government Version: 08/04/2011 Source: EPA, Region 1 Date Data Arrived at EDR: 10/04/2011 Telephone: 617-918-1102 Date Made Active in Reports: 11/11/2011 Last EDR

Contact:

10/04/2011 Number of Days to Update: 38 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Varies VCP: Voluntary Party Liability Exemption Sites The Voluntary Party Liability Exemption is an elective environmental cleanup program. Interested persons who meet the definition of "voluntary party" are eligible to apply. A "voluntary party" is any person who submits an application and pays all the necessary fees.

Date of Government Version: 07/18/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 07/21/2011 Telephone: 608-261-6422 Date Made Active in Reports: 08/01/2011 Last EDR

Contact:

11/03/2011 Number of Days to Update: 11 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Varies INDIAN VCP R7: Voluntary Cleanup Priority Lisitng A listing of voluntary cleanup priority sites located on Indian Land located in Region 7.

Date of Government Version: 03/20/2008 Source: EPA, Region 7 Date Data Arrived at EDR: 04/22/2008 Telephone: 913-551-7365 Date Made Active in Reports: 05/19/2008 Last EDR

Contact:

04/20/2009 Number of Days to Update: 27 Next Scheduled EDR

Contact:

07/20/2009 Data Release Frequency: Varies State and tribal Brownfields sites BEAP: Brownfields Environmental Assessment Program The Brownfields Environmental Assessment Program (BEAP) was a federal program that assisted municipalities with Environmental Site Assessments (ESAs) for tax delinquent or bankrupt properties, or properties a local government acquired for redevelopment. Using federal dollars, site assessments were conducted by Department of Natural Resources (DNR) staff to determine if the properties were contaminated.

Date of Government Version: 12/31/2000 Source: Department of Natural Resources Date Data Arrived at EDR: 05/29/2001 Telephone: 608-266-1618 Date Made Active in Reports: 06/29/2001 Last EDR

Contact:

08/17/2009 Number of Days to Update: 31 Next Scheduled EDR

Contact:

11/16/2009 Data Release Frequency: No Update Planned BROWNFIELDS: Brownfields Site Locations Listing A listing of brownfields sites included in the BRRTS database. Brownfields are abandoned, idle or underused commercial or industrial properties, where the expansion or redevelopment is hindered by real or perceived contamination.

Brownfields vary in size, location, age, and past use -- they can be anything from a five-hundred acre automobile assembly plant to a small, abandoned corner gas station.

Date of Government Version: 07/18/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 07/21/2011 Telephone: 608-266-3084 Date Made Active in Reports: 08/01/2011 Last EDR

Contact:

11/03/2011 Number of Days to Update: 11 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly ADDITIONAL ENVIRONMENTAL RECORDS Local Brownfield lists US BROWNFIELDS: A Listing of Brownfields Sites DRAFT TC3220399.2s Page GR-9

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Included in the listing are brownfields properties addresses by Cooperative Agreement Recipients and brownfields properties addressed by Targeted Brownfields Assessments. Targeted Brownfields Assessments-EPAs Targeted Brownfields Assessments (TBA) program is designed to help states, tribes, and municipalities--especially those without EPA Brownfields Assessment Demonstration Pilots--minimize the uncertainties of contamination often associated with brownfields. Under the TBA program, EPA provides funding and/or technical assistance for environmental assessments at brownfields sites throughout the country. Targeted Brownfields Assessments supplement and work with other efforts under EPAs Brownfields Initiative to promote cleanup and redevelopment of brownfields. Cooperative Agreement Recipients-States, political subdivisions, territories, and Indian tribes become Brownfields Cleanup Revolving Loan Fund (BCRLF) cooperative agreement recipients when they enter into BCRLF cooperative agreements with the U.S. EPA. EPA selects BCRLF cooperative agreement recipients based on a proposal and application process. BCRLF cooperative agreement recipients must use EPA funds provided through BCRLF cooperative agreement for specified brownfields-related cleanup activities.

Date of Government Version: 06/27/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 06/27/2011 Telephone: 202-566-2777 Date Made Active in Reports: 09/13/2011 Last EDR

Contact:

09/28/2011 Number of Days to Update: 78 Next Scheduled EDR

Contact:

01/09/2012 Data Release Frequency: Semi-Annually Local Lists of Landfill / Solid Waste Disposal Sites ODI: Open Dump Inventory An open dump is defined as a disposal facility that does not comply with one or more of the Part 257 or Part 258 Subtitle D Criteria.

Date of Government Version: 06/30/1985 Source: Environmental Protection Agency Date Data Arrived at EDR: 08/09/2004 Telephone: 800-424-9346 Date Made Active in Reports: 09/17/2004 Last EDR

Contact:

06/09/2004 Number of Days to Update: 39 Next Scheduled EDR

Contact:

N/A Data Release Frequency: No Update Planned DEBRIS REGION 9: Torres Martinez Reservation Illegal Dump Site Locations A listing of illegal dump sites location on the Torres Martinez Indian Reservation located in eastern Riverside County and northern Imperial County, California.

Date of Government Version: 01/12/2009 Source: EPA, Region 9 Date Data Arrived at EDR: 05/07/2009 Telephone: 415-947-4219 Date Made Active in Reports: 09/21/2009 Last EDR

Contact:

09/26/2011 Number of Days to Update: 137 Next Scheduled EDR

Contact:

01/09/2012 Data Release Frequency: No Update Planned SWRCY: Recycling Center Listing A listing of recycling center locations.

Date of Government Version: 09/14/2011 Source: Solid & Hazardous Waste Education center Date Data Arrived at EDR: 09/16/2011 Telephone: 608-262-0936 Date Made Active in Reports: 10/14/2011 Last EDR

Contact:

11/28/2011 Number of Days to Update: 28 Next Scheduled EDR

Contact:

01/30/2012 Data Release Frequency: Varies INDIAN ODI: Report on the Status of Open Dumps on Indian Lands Location of open dumps on Indian land.

Date of Government Version: 12/31/1998 Source: Environmental Protection Agency Date Data Arrived at EDR: 12/03/2007 Telephone: 703-308-8245 Date Made Active in Reports: 01/24/2008 Last EDR

Contact:

11/07/2011 Number of Days to Update: 52 Next Scheduled EDR

Contact:

02/20/2012 Data Release Frequency: Varies Local Lists of Hazardous waste / Contaminated Sites DRAFT TC3220399.2s Page GR-10

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING US CDL: Clandestine Drug Labs A listing of clandestine drug lab locations. The U.S. Department of Justice ("the Department") provides this web site as a public service. It contains addresses of some locations where law enforcement agencies reported they found chemicals or other items that indicated the presence of either clandestine drug laboratories or dumpsites.

In most cases, the source of the entries is not the Department, and the Department has not verified the entry and does not guarantee its accuracy. Members of the public must verify the accuracy of all entries by, for example, contacting local law enforcement and local health departments.

Date of Government Version: 06/08/2011 Source: Drug Enforcement Administration Date Data Arrived at EDR: 09/16/2011 Telephone: 202-307-1000 Date Made Active in Reports: 09/29/2011 Last EDR

Contact:

12/05/2011 Number of Days to Update: 13 Next Scheduled EDR

Contact:

03/19/2012 Data Release Frequency: Quarterly ERP: Environmental Repair Program Database Environmental Repair Program sites are sites other than LUSTs that have contaminated soil and/or groundwater.

Often, these are old historic releases to the environment.

Date of Government Version: 07/18/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 07/21/2011 Telephone: 608-261-6422 Date Made Active in Reports: 08/01/2011 Last EDR

Contact:

11/03/2011 Number of Days to Update: 11 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly CDL: Clandestine Drug Lab Listing A listing of clandestine drug lab locations in the state.

Date of Government Version: 10/11/2011 Source: Department of Justice Date Data Arrived at EDR: 10/21/2011 Telephone: 920-832-2751 Date Made Active in Reports: 11/22/2011 Last EDR

Contact:

11/15/2011 Number of Days to Update: 32 Next Scheduled EDR

Contact:

02/27/2012 Data Release Frequency: Varies US HIST CDL: National Clandestine Laboratory Register A listing of clandestine drug lab locations. The U.S. Department of Justice ("the Department") provides this web site as a public service. It contains addresses of some locations where law enforcement agencies reported they found chemicals or other items that indicated the presence of either clandestine drug laboratories or dumpsites.

In most cases, the source of the entries is not the Department, and the Department has not verified the entry and does not guarantee its accuracy. Members of the public must verify the accuracy of all entries by, for example, contacting local law enforcement and local health departments.

Date of Government Version: 09/01/2007 Source: Drug Enforcement Administration Date Data Arrived at EDR: 11/19/2008 Telephone: 202-307-1000 Date Made Active in Reports: 03/30/2009 Last EDR

Contact:

03/23/2009 Number of Days to Update: 131 Next Scheduled EDR

Contact:

06/22/2009 Data Release Frequency: No Update Planned Local Land Records LIENS 2: CERCLA Lien Information A Federal CERCLA (Superfund) lien can exist by operation of law at any site or property at which EPA has spent Superfund monies. These monies are spent to investigate and address releases and threatened releases of contamination.

CERCLIS provides information as to the identity of these sites and properties.

Date of Government Version: 09/09/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 09/16/2011 Telephone: 202-564-6023 Date Made Active in Reports: 09/29/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 13 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Varies DRAFT TC3220399.2s Page GR-11

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING LUCIS: Land Use Control Information System LUCIS contains records of land use control information pertaining to the former Navy Base Realignment and Closure properties.

Date of Government Version: 12/09/2005 Source: Department of the Navy Date Data Arrived at EDR: 12/11/2006 Telephone: 843-820-7326 Date Made Active in Reports: 01/11/2007 Last EDR

Contact:

11/22/2011 Number of Days to Update: 31 Next Scheduled EDR

Contact:

03/05/2012 Data Release Frequency: Varies Records of Emergency Release Reports HMIRS: Hazardous Materials Information Reporting System Hazardous Materials Incident Report System. HMIRS contains hazardous material spill incidents reported to DOT.

Date of Government Version: 10/04/2011 Source: U.S. Department of Transportation Date Data Arrived at EDR: 10/04/2011 Telephone: 202-366-4555 Date Made Active in Reports: 11/11/2011 Last EDR

Contact:

10/04/2011 Number of Days to Update: 38 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Annually SPILLS: Spills Database A discharge of a hazardous substance that may adversely impact, or threaten to adversely impact public health, welfare or the environment. Spills are usually cleaned up quickly.

Date of Government Version: 07/18/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 07/21/2011 Telephone: 608-261-6422 Date Made Active in Reports: 08/01/2011 Last EDR

Contact:

11/03/2011 Number of Days to Update: 11 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly AG SPILLS: Agricultural Spill Cases Spills reported to the Department of Agriculture, Trade & Consumer Protection. There are two types of spills.

Long-term: These are mainly pesticide and fertilizer cases. Some might include other contaminants at the same site. Some might involve wood-treaters - which use pesticides. All of them involve spills of products, but these spills generally result from day to day use (chronic spills) rather than accidental spills (acute). Accidental:

These are the acute spills of pesticides and fertilizers and only involve pesticides and fertilizers. Most of these are cleaned up and closed within 3 to 6 months.

Date of Government Version: 08/15/2011 Source: Department of Agriculture, Trade & Consumer Protection Date Data Arrived at EDR: 08/19/2011 Telephone: 608-224-5058 Date Made Active in Reports: 10/10/2011 Last EDR

Contact:

11/14/2011 Number of Days to Update: 52 Next Scheduled EDR

Contact:

02/27/2012 Data Release Frequency: Varies Other Ascertainable Records RCRA-NonGen: RCRA - Non Generators RCRAInfo is EPAs comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Non-Generators do not presently generate hazardous waste.

Date of Government Version: 06/15/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 07/07/2011 Telephone: 312-886-6186 Date Made Active in Reports: 08/08/2011 Last EDR

Contact:

10/05/2011 Number of Days to Update: 32 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Varies DRAFT TC3220399.2s Page GR-12

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING DOT OPS: Incident and Accident Data Department of Transporation, Office of Pipeline Safety Incident and Accident data.

Date of Government Version: 07/29/2011 Source: Department of Transporation, Office of Pipeline Safety Date Data Arrived at EDR: 08/09/2011 Telephone: 202-366-4595 Date Made Active in Reports: 11/11/2011 Last EDR

Contact:

11/08/2011 Number of Days to Update: 94 Next Scheduled EDR

Contact:

02/20/2012 Data Release Frequency: Varies DOD: Department of Defense Sites This data set consists of federally owned or administered lands, administered by the Department of Defense, that have any area equal to or greater than 640 acres of the United States, Puerto Rico, and the U.S. Virgin Islands.

Date of Government Version: 12/31/2005 Source: USGS Date Data Arrived at EDR: 11/10/2006 Telephone: 888-275-8747 Date Made Active in Reports: 01/11/2007 Last EDR

Contact:

10/20/2011 Number of Days to Update: 62 Next Scheduled EDR

Contact:

01/30/2012 Data Release Frequency: Semi-Annually FUDS: Formerly Used Defense Sites The listing includes locations of Formerly Used Defense Sites properties where the US Army Corps of Engineers is actively working or will take necessary cleanup actions.

Date of Government Version: 12/31/2009 Source: U.S. Army Corps of Engineers Date Data Arrived at EDR: 08/12/2010 Telephone: 202-528-4285 Date Made Active in Reports: 12/02/2010 Last EDR

Contact:

09/12/2011 Number of Days to Update: 112 Next Scheduled EDR

Contact:

12/26/2011 Data Release Frequency: Varies CONSENT: Superfund (CERCLA) Consent Decrees Major legal settlements that establish responsibility and standards for cleanup at NPL (Superfund) sites. Released periodically by United States District Courts after settlement by parties to litigation matters.

Date of Government Version: 06/01/2011 Source: Department of Justice, Consent Decree Library Date Data Arrived at EDR: 08/19/2011 Telephone: Varies Date Made Active in Reports: 09/29/2011 Last EDR

Contact:

10/03/2011 Number of Days to Update: 41 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Varies ROD: Records Of Decision Record of Decision. ROD documents mandate a permanent remedy at an NPL (Superfund) site containing technical and health information to aid in the cleanup.

Date of Government Version: 07/31/2011 Source: EPA Date Data Arrived at EDR: 09/14/2011 Telephone: 703-416-0223 Date Made Active in Reports: 09/29/2011 Last EDR

Contact:

09/14/2011 Number of Days to Update: 15 Next Scheduled EDR

Contact:

12/26/2011 Data Release Frequency: Annually UMTRA: Uranium Mill Tailings Sites Uranium ore was mined by private companies for federal government use in national defense programs. When the mills shut down, large piles of the sand-like material (mill tailings) remain after uranium has been extracted from the ore. Levels of human exposure to radioactive materials from the piles are low; however, in some cases tailings were used as construction materials before the potential health hazards of the tailings were recognized.

Date of Government Version: 09/14/2010 Source: Department of Energy Date Data Arrived at EDR: 10/21/2010 Telephone: 505-845-0011 Date Made Active in Reports: 01/28/2011 Last EDR

Contact:

11/29/2011 Number of Days to Update: 99 Next Scheduled EDR

Contact:

03/12/2012 Data Release Frequency: Varies DRAFT TC3220399.2s Page GR-13

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING MINES: Mines Master Index File Contains all mine identification numbers issued for mines active or opened since 1971. The data also includes violation information.

Date of Government Version: 08/18/2011 Source: Department of Labor, Mine Safety and Health Administration Date Data Arrived at EDR: 09/08/2011 Telephone: 303-231-5959 Date Made Active in Reports: 09/29/2011 Last EDR

Contact:

12/07/2011 Number of Days to Update: 21 Next Scheduled EDR

Contact:

03/19/2012 Data Release Frequency: Semi-Annually TRIS: Toxic Chemical Release Inventory System Toxic Release Inventory System. TRIS identifies facilities which release toxic chemicals to the air, water and land in reportable quantities under SARA Title III Section 313.

Date of Government Version: 12/31/2009 Source: EPA Date Data Arrived at EDR: 12/17/2010 Telephone: 202-566-0250 Date Made Active in Reports: 03/21/2011 Last EDR

Contact:

12/02/2011 Number of Days to Update: 94 Next Scheduled EDR

Contact:

03/12/2012 Data Release Frequency: Annually TSCA: Toxic Substances Control Act Toxic Substances Control Act. TSCA identifies manufacturers and importers of chemical substances included on the TSCA Chemical Substance Inventory list. It includes data on the production volume of these substances by plant site.

Date of Government Version: 12/31/2006 Source: EPA Date Data Arrived at EDR: 09/29/2010 Telephone: 202-260-5521 Date Made Active in Reports: 12/02/2010 Last EDR

Contact:

09/27/2011 Number of Days to Update: 64 Next Scheduled EDR

Contact:

01/09/2012 Data Release Frequency: Every 4 Years FTTS: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act)

FTTS tracks administrative cases and pesticide enforcement actions and compliance activities related to FIFRA, TSCA and EPCRA (Emergency Planning and Community Right-to-Know Act). To maintain currency, EDR contacts the Agency on a quarterly basis.

Date of Government Version: 04/09/2009 Source: EPA/Office of Prevention, Pesticides and Toxic Substances Date Data Arrived at EDR: 04/16/2009 Telephone: 202-566-1667 Date Made Active in Reports: 05/11/2009 Last EDR

Contact:

11/28/2011 Number of Days to Update: 25 Next Scheduled EDR

Contact:

03/12/2012 Data Release Frequency: Quarterly FTTS INSP: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act)

A listing of FIFRA/TSCA Tracking System (FTTS) inspections and enforcements.

Date of Government Version: 04/09/2009 Source: EPA Date Data Arrived at EDR: 04/16/2009 Telephone: 202-566-1667 Date Made Active in Reports: 05/11/2009 Last EDR

Contact:

11/28/2011 Number of Days to Update: 25 Next Scheduled EDR

Contact:

03/12/2012 Data Release Frequency: Quarterly HIST FTTS: FIFRA/TSCA Tracking System Administrative Case Listing A complete administrative case listing from the FIFRA/TSCA Tracking System (FTTS) for all ten EPA regions. The information was obtained from the National Compliance Database (NCDB). NCDB supports the implementation of FIFRA (Federal Insecticide, Fungicide, and Rodenticide Act) and TSCA (Toxic Substances Control Act). Some EPA regions are now closing out records. Because of that, and the fact that some EPA regions are not providing EPA Headquarters with updated records, it was decided to create a HIST FTTS database. It included records that may not be included in the newer FTTS database updates. This database is no longer updated.

DRAFT TC3220399.2s Page GR-14

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 10/19/2006 Source: Environmental Protection Agency Date Data Arrived at EDR: 03/01/2007 Telephone: 202-564-2501 Date Made Active in Reports: 04/10/2007 Last EDR

Contact:

12/17/2007 Number of Days to Update: 40 Next Scheduled EDR

Contact:

03/17/2008 Data Release Frequency: No Update Planned HIST FTTS INSP: FIFRA/TSCA Tracking System Inspection & Enforcement Case Listing A complete inspection and enforcement case listing from the FIFRA/TSCA Tracking System (FTTS) for all ten EPA regions. The information was obtained from the National Compliance Database (NCDB). NCDB supports the implementation of FIFRA (Federal Insecticide, Fungicide, and Rodenticide Act) and TSCA (Toxic Substances Control Act). Some EPA regions are now closing out records. Because of that, and the fact that some EPA regions are not providing EPA Headquarters with updated records, it was decided to create a HIST FTTS database. It included records that may not be included in the newer FTTS database updates. This database is no longer updated.

Date of Government Version: 10/19/2006 Source: Environmental Protection Agency Date Data Arrived at EDR: 03/01/2007 Telephone: 202-564-2501 Date Made Active in Reports: 04/10/2007 Last EDR

Contact:

12/17/2008 Number of Days to Update: 40 Next Scheduled EDR

Contact:

03/17/2008 Data Release Frequency: No Update Planned SSTS: Section 7 Tracking Systems Section 7 of the Federal Insecticide, Fungicide and Rodenticide Act, as amended (92 Stat. 829) requires all registered pesticide-producing establishments to submit a report to the Environmental Protection Agency by March 1st each year. Each establishment must report the types and amounts of pesticides, active ingredients and devices being produced, and those having been produced and sold or distributed in the past year.

Date of Government Version: 12/31/2009 Source: EPA Date Data Arrived at EDR: 12/10/2010 Telephone: 202-564-4203 Date Made Active in Reports: 02/25/2011 Last EDR

Contact:

10/31/2011 Number of Days to Update: 77 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Annually ICIS: Integrated Compliance Information System The Integrated Compliance Information System (ICIS) supports the information needs of the national enforcement and compliance program as well as the unique needs of the National Pollutant Discharge Elimination System (NPDES) program.

Date of Government Version: 01/07/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 01/21/2011 Telephone: 202-564-5088 Date Made Active in Reports: 03/21/2011 Last EDR

Contact:

09/26/2011 Number of Days to Update: 59 Next Scheduled EDR

Contact:

01/09/2012 Data Release Frequency: Quarterly PADS: PCB Activity Database System PCB Activity Database. PADS Identifies generators, transporters, commercial storers and/or brokers and disposers of PCBs who are required to notify the EPA of such activities.

Date of Government Version: 11/01/2010 Source: EPA Date Data Arrived at EDR: 11/10/2010 Telephone: 202-566-0500 Date Made Active in Reports: 02/16/2011 Last EDR

Contact:

10/19/2011 Number of Days to Update: 98 Next Scheduled EDR

Contact:

01/30/2012 Data Release Frequency: Annually MLTS: Material Licensing Tracking System MLTS is maintained by the Nuclear Regulatory Commission and contains a list of approximately 8,100 sites which possess or use radioactive materials and which are subject to NRC licensing requirements. To maintain currency, EDR contacts the Agency on a quarterly basis.

Date of Government Version: 06/21/2011 Source: Nuclear Regulatory Commission Date Data Arrived at EDR: 07/15/2011 Telephone: 301-415-7169 Date Made Active in Reports: 09/13/2011 Last EDR

Contact:

09/12/2011 Number of Days to Update: 60 Next Scheduled EDR

Contact:

12/26/2011 Data Release Frequency: Quarterly DRAFT TC3220399.2s Page GR-15

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING RADINFO: Radiation Information Database The Radiation Information Database (RADINFO) contains information about facilities that are regulated by U.S.

Environmental Protection Agency (EPA) regulations for radiation and radioactivity.

Date of Government Version: 01/11/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 01/13/2011 Telephone: 202-343-9775 Date Made Active in Reports: 02/16/2011 Last EDR

Contact:

10/13/2011 Number of Days to Update: 34 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly FINDS: Facility Index System/Facility Registry System Facility Index System. FINDS contains both facility information and pointers to other sources that contain more detail. EDR includes the following FINDS databases in this report: PCS (Permit Compliance System), AIRS (Aerometric Information Retrieval System), DOCKET (Enforcement Docket used to manage and track information on civil judicial enforcement cases for all environmental statutes), FURS (Federal Underground Injection Control), C-DOCKET (Criminal Docket System used to track criminal enforcement actions for all environmental statutes), FFIS (Federal Facilities Information System), STATE (State Environmental Laws and Statutes), and PADS (PCB Activity Data System).

Date of Government Version: 04/14/2010 Source: EPA Date Data Arrived at EDR: 04/16/2010 Telephone: (312) 353-2000 Date Made Active in Reports: 05/27/2010 Last EDR

Contact:

09/13/2011 Number of Days to Update: 41 Next Scheduled EDR

Contact:

12/26/2011 Data Release Frequency: Quarterly RAATS: RCRA Administrative Action Tracking System RCRA Administration Action Tracking System. RAATS contains records based on enforcement actions issued under RCRA pertaining to major violators and includes administrative and civil actions brought by the EPA. For administration actions after September 30, 1995, data entry in the RAATS database was discontinued. EPA will retain a copy of the database for historical records. It was necessary to terminate RAATS because a decrease in agency resources made it impossible to continue to update the information contained in the database.

Date of Government Version: 04/17/1995 Source: EPA Date Data Arrived at EDR: 07/03/1995 Telephone: 202-564-4104 Date Made Active in Reports: 08/07/1995 Last EDR

Contact:

06/02/2008 Number of Days to Update: 35 Next Scheduled EDR

Contact:

09/01/2008 Data Release Frequency: No Update Planned BRS: Biennial Reporting System The Biennial Reporting System is a national system administered by the EPA that collects data on the generation and management of hazardous waste. BRS captures detailed data from two groups: Large Quantity Generators (LQG) and Treatment, Storage, and Disposal Facilities.

Date of Government Version: 12/31/2009 Source: EPA/NTIS Date Data Arrived at EDR: 03/01/2011 Telephone: 800-424-9346 Date Made Active in Reports: 05/02/2011 Last EDR

Contact:

11/30/2011 Number of Days to Update: 62 Next Scheduled EDR

Contact:

03/12/2012 Data Release Frequency: Biennially BRRTS: Bureau of Remediation & Redevelopment Tracking System DRAFT TC3220399.2s Page GR-16

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING BRRTS is a tracking system of contaminated sites. It holds key information for finding out more about a site or an activity. Activity types included are: Abandoned Container - An abandoned container with potentially hazardous contents recovered from a site. No discharge to the environment occurs. If the container did release a hazardous substance, a spill would be associated with the site. Superfund - is a federal program created by Congress in 1980 to finance cleanup of the nations worst hazardous waste sites. VPLE - Voluntary Property Liability Exemptions apply to sites in which a property owner conducts an environmental investigation and cleanup of an entire property and then receives limits on their future liability. General Property - Environmental actions which apply to the property as a whole, rather than a specific source of contamination, such as the LUST or environmental repair site. Examples would be off-site letters, municipal liability clarification letters, lease letters, voluntary party liability exemption actions, and general liability clarification letters.

Date of Government Version: 07/18/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 07/21/2011 Telephone: 608-261-6422 Date Made Active in Reports: 08/01/2011 Last EDR

Contact:

11/03/2011 Number of Days to Update: 11 Next Scheduled EDR

Contact:

01/23/2012 Data Release Frequency: Quarterly NPDES: NPDES Permit Listing A listing of stormwater permit industrial facilities.

Date of Government Version: 09/01/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 09/01/2011 Telephone: 608-264-8971 Date Made Active in Reports: 10/14/2011 Last EDR

Contact:

11/30/2011 Number of Days to Update: 43 Next Scheduled EDR

Contact:

03/12/2012 Data Release Frequency: Quarterly WI MANIFEST: Manifest Information Hazardous waste manifest information.

Date of Government Version: 12/31/2010 Source: Department of Natural Resources Date Data Arrived at EDR: 08/19/2011 Telephone: N/A Date Made Active in Reports: 09/15/2011 Last EDR

Contact:

09/19/2011 Number of Days to Update: 27 Next Scheduled EDR

Contact:

01/02/2012 Data Release Frequency: Annually DRYCLEANERS: Five Star Recognition Program Sites Drycleaning facilities enrolled in the Five Star Recognition Program. The primary focus of the Five Star program is to encourage reductions in the use and emissions of perchloroethylene (perc), a common but potentially hazardous drycleaning solvent. Participating cleaners pursue recycling opportunities, spill prevention strategies, more efficient solvent use, and more wet cleaning to reduce their perc consumption.

Date of Government Version: 10/05/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 10/06/2011 Telephone: 608-267-3125 Date Made Active in Reports: 10/25/2011 Last EDR

Contact:

09/23/2011 Number of Days to Update: 19 Next Scheduled EDR

Contact:

01/02/2012 Data Release Frequency: Varies WRRSER: Wisconsin Remedial Response Site Evaluation Report The WRRSER provides information about location, status, and priority of sites or facilities in the state which are known to cause or have a high potential to cause environmental pollution.

Date of Government Version: 10/01/1995 Source: Department of Natural Resources Date Data Arrived at EDR: 01/02/1996 Telephone: 608-261-6422 Date Made Active in Reports: 02/01/1996 Last EDR

Contact:

10/03/2011 Number of Days to Update: 30 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: No Update Planned AIRS: Air Permit Program Listing A listing of permits issued by the Air Permit Program.

DRAFT TC3220399.2s Page GR-17

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 12/31/2010 Source: Department of Natural Resources Date Data Arrived at EDR: 08/05/2011 Telephone: 608-266-2621 Date Made Active in Reports: 09/15/2011 Last EDR

Contact:

10/24/2011 Number of Days to Update: 41 Next Scheduled EDR

Contact:

02/06/2012 Data Release Frequency: Annually TIER 2: Tier 2 Facility Listing A listing of facilities which store or manufacture hazardous materials that submit a chemical inventory report.

Date of Government Version: 12/31/2009 Source: Department of Natural Resources Date Data Arrived at EDR: 08/17/2010 Telephone: 608-242-3225 Date Made Active in Reports: 09/29/2010 Last EDR

Contact:

10/24/2011 Number of Days to Update: 43 Next Scheduled EDR

Contact:

02/06/2012 Data Release Frequency: Varies LEAD: Lead Inspection Data Lead inspection information.

Date of Government Version: 04/29/2011 Source: Department of Health & Family Services Date Data Arrived at EDR: 04/29/2011 Telephone: 608-267-0473 Date Made Active in Reports: 06/06/2011 Last EDR

Contact:

10/25/2011 Number of Days to Update: 38 Next Scheduled EDR

Contact:

01/09/2012 Data Release Frequency: Annually INDIAN RESERV: Indian Reservations This map layer portrays Indian administered lands of the United States that have any area equal to or greater than 640 acres.

Date of Government Version: 12/31/2005 Source: USGS Date Data Arrived at EDR: 12/08/2006 Telephone: 202-208-3710 Date Made Active in Reports: 01/11/2007 Last EDR

Contact:

10/20/2011 Number of Days to Update: 34 Next Scheduled EDR

Contact:

01/30/2012 Data Release Frequency: Semi-Annually SCRD DRYCLEANERS: State Coalition for Remediation of Drycleaners Listing The State Coalition for Remediation of Drycleaners was established in 1998, with support from the U.S. EPA Office of Superfund Remediation and Technology Innovation. It is comprised of representatives of states with established drycleaner remediation programs. Currently the member states are Alabama, Connecticut, Florida, Illinois, Kansas, Minnesota, Missouri, North Carolina, Oregon, South Carolina, Tennessee, Texas, and Wisconsin.

Date of Government Version: 03/07/2011 Source: Environmental Protection Agency Date Data Arrived at EDR: 03/09/2011 Telephone: 615-532-8599 Date Made Active in Reports: 05/02/2011 Last EDR

Contact:

10/24/2011 Number of Days to Update: 54 Next Scheduled EDR

Contact:

02/06/2012 Data Release Frequency: Varies FEDLAND: Federal and Indian Lands Federally and Indian administrated lands of the United States. Lands included are administrated by: Army Corps of Engineers, Bureau of Reclamation, National Wild and Scenic River, National Wildlife Refuge, Public Domain Land, Wilderness, Wilderness Study Area, Wildlife Management Area, Bureau of Indian Affairs, Bureau of Land Management, Department of Justice, Forest Service, Fish and Wildlife Service, National Park Service.

Date of Government Version: 12/31/2005 Source: U.S. Geological Survey Date Data Arrived at EDR: 02/06/2006 Telephone: 888-275-8747 Date Made Active in Reports: 01/11/2007 Last EDR

Contact:

10/20/2011 Number of Days to Update: 339 Next Scheduled EDR

Contact:

01/30/2012 Data Release Frequency: N/A COAL ASH EPA: Coal Combustion Residues Surface Impoundments List A listing of coal combustion residues surface impoundments with high hazard potential ratings.

DRAFT TC3220399.2s Page GR-18

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 08/17/2010 Source: Environmental Protection Agency Date Data Arrived at EDR: 01/03/2011 Telephone: N/A Date Made Active in Reports: 03/21/2011 Last EDR

Contact:

09/16/2011 Number of Days to Update: 77 Next Scheduled EDR

Contact:

12/26/2011 Data Release Frequency: Varies FINANCIAL ASSURANCE 1: Financial Assurance Information Listing Financial Assurance information.

Date of Government Version: 09/26/2011 Source: Department of Natural Resources Date Data Arrived at EDR: 09/27/2011 Telephone: 608-266-6965 Date Made Active in Reports: 10/14/2011 Last EDR

Contact:

09/26/2011 Number of Days to Update: 17 Next Scheduled EDR

Contact:

01/09/2012 Data Release Frequency: Varies COAL ASH: Coal Ash Disposal Site Listing A listing of coal combusion monofills.

Date of Government Version: 03/16/2011 Source: Deaprtment of Natural Resources Date Data Arrived at EDR: 03/18/2011 Telephone: 608-267-3538 Date Made Active in Reports: 04/12/2011 Last EDR

Contact:

10/03/2011 Number of Days to Update: 25 Next Scheduled EDR

Contact:

01/16/2012 Data Release Frequency: Varies PCB TRANSFORMER: PCB Transformer Registration Database The database of PCB transformer registrations that includes all PCB registration submittals.

Date of Government Version: 01/01/2008 Source: Environmental Protection Agency Date Data Arrived at EDR: 02/18/2009 Telephone: 202-566-0517 Date Made Active in Reports: 05/29/2009 Last EDR

Contact:

11/04/2011 Number of Days to Update: 100 Next Scheduled EDR

Contact:

02/13/2012 Data Release Frequency: Varies COAL ASH DOE: Sleam-Electric Plan Operation Data A listing of power plants that store ash in surface ponds.

Date of Government Version: 12/31/2005 Source: Department of Energy Date Data Arrived at EDR: 08/07/2009 Telephone: 202-586-8719 Date Made Active in Reports: 10/22/2009 Last EDR

Contact:

10/18/2011 Number of Days to Update: 76 Next Scheduled EDR

Contact:

01/30/2012 Data Release Frequency: Varies FINANCIAL ASSURANCE 2: Financial Assurance Information Listing Information for underground storage tanks. Financial assurance is intended to ensure that resources are available to pay for the cost of closure, post-closure care, and corrective measures if the owner or operator of a regulated facility is unable or unwilling to pay.

Date of Government Version: 09/26/2011 Source: Department of Commerce Date Data Arrived at EDR: 10/19/2011 Telephone: 608-266-0956 Date Made Active in Reports: 11/22/2011 Last EDR

Contact:

09/26/2011 Number of Days to Update: 34 Next Scheduled EDR

Contact:

01/09/2012 Data Release Frequency: Varies EDR PROPRIETARY RECORDS EDR Proprietary Records Manufactured Gas Plants: EDR Proprietary Manufactured Gas Plants The EDR Proprietary Manufactured Gas Plant Database includes records of coal gas plants (manufactured gas plants) compiled by EDRs researchers. Manufactured gas sites were used in the United States from the 1800s to 1950s to produce a gas that could be distributed and used as fuel. These plants used whale oil, rosin, coal, or a mixture of coal, oil, and water that also produced a significant amount of waste. Many of the byproducts of the gas production, such as coal tar (oily waste containing volatile and non-volatile chemicals), sludges, oils and other compounds are potentially hazardous to human health and the environment. The byproduct from this process was frequently disposed of directly at the plant site and can remain or spread slowly, serving as a continuous source of soil and groundwater contamination.

DRAFT TC3220399.2s Page GR-19

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: N/A Source: EDR, Inc.

Date Data Arrived at EDR: N/A Telephone: N/A Date Made Active in Reports: N/A Last EDR

Contact:

N/A Number of Days to Update: N/A Next Scheduled EDR

Contact:

N/A Data Release Frequency: No Update Planned OTHER DATABASE(S)

Depending on the geographic area covered by this report, the data provided in these specialty databases may or may not be complete. For example, the existence of wetlands information data in a specific report does not mean that all wetlands in the area covered by the report are included. Moreover, the absence of any reported wetlands information does not necessarily mean that wetlands do not exist in the area covered by the report.

CT MANIFEST: Hazardous Waste Manifest Data Facility and manifest data. Manifest is a document that lists and tracks hazardous waste from the generator through transporters to a tsd facility.

Date of Government Version: 12/31/2007 Source: Department of Environmental Protection Date Data Arrived at EDR: 08/26/2009 Telephone: 860-424-3375 Date Made Active in Reports: 09/11/2009 Last EDR

Contact:

11/22/2011 Number of Days to Update: 16 Next Scheduled EDR

Contact:

03/05/2012 Data Release Frequency: Annually NJ MANIFEST: Manifest Information Hazardous waste manifest information.

Date of Government Version: 12/31/2010 Source: Department of Environmental Protection Date Data Arrived at EDR: 07/20/2011 Telephone: N/A Date Made Active in Reports: 08/11/2011 Last EDR

Contact:

10/18/2011 Number of Days to Update: 22 Next Scheduled EDR

Contact:

01/30/2012 Data Release Frequency: Annually NY MANIFEST: Facility and Manifest Data Manifest is a document that lists and tracks hazardous waste from the generator through transporters to a TSD facility.

Date of Government Version: 08/01/2011 Source: Department of Environmental Conservation Date Data Arrived at EDR: 08/09/2011 Telephone: 518-402-8651 Date Made Active in Reports: 09/16/2011 Last EDR

Contact:

11/08/2011 Number of Days to Update: 38 Next Scheduled EDR

Contact:

02/20/2012 Data Release Frequency: Annually PA MANIFEST: Manifest Information Hazardous waste manifest information.

Date of Government Version: 12/31/2008 Source: Department of Environmental Protection Date Data Arrived at EDR: 12/01/2009 Telephone: 717-783-8990 Date Made Active in Reports: 12/14/2009 Last EDR

Contact:

09/26/2011 Number of Days to Update: 13 Next Scheduled EDR

Contact:

01/09/2012 Data Release Frequency: Annually RI MANIFEST: Manifest information Hazardous waste manifest information Date of Government Version: 12/31/2010 Source: Department of Environmental Management Date Data Arrived at EDR: 06/24/2011 Telephone: 401-222-2797 Date Made Active in Reports: 06/30/2011 Last EDR

Contact:

11/28/2011 Number of Days to Update: 6 Next Scheduled EDR

Contact:

03/12/2012 Data Release Frequency: Annually DRAFT TC3220399.2s Page GR-20

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING VT MANIFEST: Hazardous Waste Manifest Data Hazardous waste manifest information.

Date of Government Version: 08/11/2011 Source: Department of Environmental Conservation Date Data Arrived at EDR: 08/26/2011 Telephone: 802-241-3443 Date Made Active in Reports: 09/14/2011 Last EDR

Contact:

10/24/2011 Number of Days to Update: 19 Next Scheduled EDR

Contact:

02/06/2012 Data Release Frequency: Annually Oil/Gas Pipelines: This data was obtained by EDR from the USGS in 1994. It is referred to by USGS as GeoData Digital Line Graphs from 1:100,000-Scale Maps. It was extracted from the transportation category including some oil, but primarily gas pipelines.

Electric Power Transmission Line Data Source: Rextag Strategies Corp.

Telephone: (281) 769-2247 U.S. Electric Transmission and Power Plants Systems Digital GIS Data Sensitive Receptors: There are individuals deemed sensitive receptors due to their fragile immune systems and special sensitivity to environmental discharges. These sensitive receptors typically include the elderly, the sick, and children. While the location of all sensitive receptors cannot be determined, EDR indicates those buildings and facilities - schools, daycares, hospitals, medical centers, and nursing homes - where individuals who are sensitive receptors are likely to be located.

AHA Hospitals:

Source: American Hospital Association, Inc.

Telephone: 312-280-5991 The database includes a listing of hospitals based on the American Hospital Associations annual survey of hospitals.

Medical Centers: Provider of Services Listing Source: Centers for Medicare & Medicaid Services Telephone: 410-786-3000 A listing of hospitals with Medicare provider number, produced by Centers of Medicare & Medicaid Services, a federal agency within the U.S. Department of Health and Human Services.

Nursing Homes Source: National Institutes of Health Telephone: 301-594-6248 Information on Medicare and Medicaid certified nursing homes in the United States.

Public Schools Source: National Center for Education Statistics Telephone: 202-502-7300 The National Center for Education Statistics primary database on elementary and secondary public education in the United States. It is a comprehensive, annual, national statistical database of all public elementary and secondary schools and school districts, which contains data that are comparable across all states.

Private Schools Source: National Center for Education Statistics Telephone: 202-502-7300 The National Center for Education Statistics primary database on private school locations in the United States.

Daycare Centers: Day Care Directory Source: Department of Health & Family Services Telephone: 608-266-9314 Flood Zone Data: This data, available in select counties across the country, was obtained by EDR in 2003 & 2011 from the Federal Emergency Management Agency (FEMA). Data depicts 100-year and 500-year flood zones as defined by FEMA.

NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR in 2002 and 2005 from the U.S. Fish and Wildlife Service.

Scanned Digital USGS 7.5 Topographic Map (DRG)

Source: United States Geologic Survey A digital raster graphic (DRG) is a scanned image of a U.S. Geological Survey topographic map. The map images are made by scanning published paper maps on high-resolution scanners. The raster image is georeferenced and fit to the Universal Transverse Mercator (UTM) projection.

DRAFT TC3220399.2s Page GR-21

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING STREET AND ADDRESS INFORMATION

© 2010 Tele Atlas North America, Inc. All rights reserved. This material is proprietary and the subject of copyright protection and other intellectual property rights owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material.

DRAFT TC3220399.2s Page GR-22

GEOCHECK - PHYSICAL SETTING SOURCE ADDENDUM TARGET PROPERTY ADDRESS SHINE MEDICAL STEVENS POINT, WI LANDS END WAY, STEVENS POINT, WI 54482 TARGET PROPERTY COORDINATES Latitude (North): 44.50700 - 44 30 25.2 Longitude (West): 89.4959 - 89 29 45.3 Universal Tranverse Mercator: Zone 16 UTM X (Meters): 301598.3 UTM Y (Meters): 4931000.0 Elevation: 1113 ft. above sea level USGS TOPOGRAPHIC MAP Target Property Map: 44089-E4 POLONIA, WI Most Recent Revision: 1986 South Map: 44089-D4 ARNOTT, WI Most Recent Revision: 1969 Southwest Map: 44089-D5 WHITING, WI Most Recent Revision: 1976 West Map: 44089-E5 STEVENS POINT, WI Most Recent Revision: 1991 EDRs GeoCheck Physical Setting Source Addendum is provided to assist the environmental professional in forming an opinion about the impact of potential contaminant migration.

Assessment of the impact of contaminant migration generally has two principle investigative components:

1. Groundwater flow direction, and

2. Groundwater flow velocity.

Groundwater flow direction may be impacted by surface topography, hydrology, hydrogeology, characteristics of the soil, and nearby wells. Groundwater flow velocity is generally impacted by the nature of the geologic strata.

DRAFT TC3220399.2s Page A-1

GEOCHECK - PHYSICAL SETTING SOURCE

SUMMARY

GROUNDWATER FLOW DIRECTION INFORMATION Groundwater flow direction for a particular site is best determined by a qualified environmental professional using site-specific well data. If such data is not reasonably ascertainable, it may be necessary to rely on other sources of information, such as surface topographic information, hydrologic information, hydrogeologic data collected on nearby properties, and regional groundwater flow information (from deep aquifers).

TOPOGRAPHIC INFORMATION Surface topography may be indicative of the direction of surficial groundwater flow. This information can be used to assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradient sites might be impacted.

TARGET PROPERTY TOPOGRAPHY General Topographic Gradient: General SW SURROUNDING TOPOGRAPHY: ELEVATION PROFILES Elevation (ft) 1112 1112 1113 1113 1113 1114 1115 1114 1113 1113 1111 1111 1111 1111 1110 1110 1108 1107 1106 North South TP Elevation (ft) 1110 1111 1111 1111 1113 1113 1114 1115 1116 1118 1120 1121 1124 1125 1105 1105 1107 1108 1109 West East TP 0 1/2 1 Miles Target Property Elevation: 1113 ft.

Source: Topography has been determined from the USGS 7.5 Digital Elevation Model and should be evaluated on a relative (not an absolute) basis. Relative elevation information between sites of close proximity should be field verified.

DRAFT TC3220399.2s Page A-2

GEOCHECK - PHYSICAL SETTING SOURCE

SUMMARY

HYDROLOGIC INFORMATION Surface water can act as a hydrologic barrier to groundwater flow. Such hydrologic information can be used to assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradient sites might be impacted.

Refer to the Physical Setting Source Map following this summary for hydrologic information (major waterways and bodies of water).

FEMA FLOOD ZONE FEMA Flood Target Property County Electronic Data PORTAGE, WI YES - refer to the Overview Map and Detail Map Flood Plain Panel at Target Property: 55097C - FEMA DFIRM Flood data Additional Panels in search area: Not Reported NATIONAL WETLAND INVENTORY NWI Electronic NWI Quad at Target Property Data Coverage NOT AVAILABLE YES - refer to the Overview Map and Detail Map HYDROGEOLOGIC INFORMATION Hydrogeologic information obtained by installation of wells on a specific site can often be an indicator of groundwater flow direction in the immediate area. Such hydrogeologic information can be used to assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradient sites might be impacted.

Site-Specific Hydrogeological Data*:

Search Radius: 1.25 miles Status: Not found AQUIFLOW Search Radius: 1.000 Mile.

EDR has developed the AQUIFLOW Information System to provide data on the general direction of groundwater flow at specific points. EDR has reviewed reports submitted by environmental professionals to regulatory authorities at select sites and has extracted the date of the report, groundwater flow direction as determined hydrogeologically, and the depth to water table.

LOCATION GENERAL DIRECTION MAP ID FROM TP GROUNDWATER FLOW Not Reported DRAFT

• ©1996 Sitespecific hydrogeological data gathered by CERCLIS Alerts, Inc., Bainbridge Island, WA. All rights reserved. All of the information and opinions presented are those of the cited EPA report(s), which were completed under a Comprehensive Environmental Response Compensation and Liability Information System (CERCLIS) investigation.

TC3220399.2s Page A-3

GEOCHECK - PHYSICAL SETTING SOURCE

SUMMARY

GROUNDWATER FLOW VELOCITY INFORMATION Groundwater flow velocity information for a particular site is best determined by a qualified environmental professional using site specific geologic and soil strata data. If such data are not reasonably ascertainable, it may be necessary to rely on other sources of information, including geologic age identification, rock stratigraphic unit and soil characteristics data collected on nearby properties and regional soil information. In general, contaminant plumes move more quickly through sandy-gravelly types of soils than silty-clayey types of soils.

GEOLOGIC INFORMATION IN GENERAL AREA OF TARGET PROPERTY Geologic information can be used by the environmental professional in forming an opinion about the relative speed at which contaminant migration may be occurring.

ROCK STRATIGRAPHIC UNIT GEOLOGIC AGE IDENTIFICATION Era: Paleozoic Category: Stratified Sequence System: Cambrian Series: Cambrian Code: C (decoded above as Era, System & Series)

Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology of the Conterminous U.S. at 1:2,500,000 Scale - a digital representation of the 1974 P.B. King and H.M. Beikman Map, USGS Digital Data Series DDS - 11 (1994).

DRAFT TC3220399.2s Page A-4

1 2

3 0 1/16 1/8 1/4 Miles DRAFT EDR Inc.

GEOCHECK - PHYSICAL SETTING SOURCE

SUMMARY

DOMINANT SOIL COMPOSITION IN GENERAL AREA OF TARGET PROPERTY The U.S. Department of Agricultures (USDA) Soil Conservation Service (SCS) leads the National Cooperative Soil Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns in a landscape. The following information is based on Soil Conservation Service SSURGO data.

Soil Map ID: 1 Soil Component Name: Richford Soil Surface Texture: loamy sand Hydrologic Group: Class A - High infiltration rates. Soils are deep, well drained to excessively drained sands and gravels.

Soil Drainage Class: Somewhat excessively drained Hydric Status: Not hydric Corrosion Potential - Uncoated Steel: Low Depth to Bedrock Min: > 0 inches Depth to Watertable Min: > 0 inches Soil Layer Information Saturated Boundary Classification hydraulic Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil conductivity Soil Reaction micro m/sec (pH) 1 0 inches 7 inches loamy sand Not reported Not reported Max: 141 Max: 7.3 Min: 42 Min: 6.1 2 7 inches 27 inches loamy sand Not reported Not reported Max: 141 Max: 7.3 Min: 42 Min: 6.1 3 27 inches 33 inches sandy loam Not reported Not reported Max: 141 Max: 7.3 Min: 42 Min: 6.1 4 33 inches 40 inches loamy sand Not reported Not reported Max: 141 Max: 7.3 Min: 42 Min: 6.1 5 40 inches 59 inches sand Not reported Not reported Max: 141 Max: 7.3 Min: 42 Min: 6.1 Soil Map ID: 2 Soil Component Name: Billett Soil Surface Texture: sandy loam Hydrologic Group: Class B - Moderate infiltration rates. Deep and moderately deep, moderately well and well drained soils with moderately coarse textures.

Soil Drainage Class: Well drained DRAFT TC3220399.2s Page A-6

GEOCHECK - PHYSICAL SETTING SOURCE

SUMMARY

Hydric Status: Not hydric Corrosion Potential - Uncoated Steel: Low Depth to Bedrock Min: > 0 inches Depth to Watertable Min: > 0 inches Soil Layer Information Saturated Boundary Classification hydraulic Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil conductivity Soil Reaction micro m/sec (pH) 1 0 inches 9 inches sandy loam Not reported Not reported Max: 141 Max: 7.8 Min: 42 Min: 5.1 2 9 inches 27 inches sandy loam Not reported Not reported Max: 141 Max: 7.8 Min: 42 Min: 5.1 3 27 inches 33 inches loamy sand Not reported Not reported Max: 141 Max: 7.8 Min: 42 Min: 5.1 4 33 inches 59 inches loamy sand Not reported Not reported Max: 141 Max: 7.8 Min: 42 Min: 5.1 Soil Map ID: 3 Soil Component Name: Rosholt Soil Surface Texture: loam Hydrologic Group: Class B - Moderate infiltration rates. Deep and moderately deep, moderately well and well drained soils with moderately coarse textures.

Soil Drainage Class: Well drained Hydric Status: Not hydric Corrosion Potential - Uncoated Steel: Low Depth to Bedrock Min: > 0 inches Depth to Watertable Min: > 0 inches Soil Layer Information Saturated Boundary Classification hydraulic Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil conductivity Soil Reaction micro m/sec (pH) 1 0 inches 7 inches loam Not reported Not reported Max: 141 Max: 6.5 Min: 42 Min: 5.1 DRAFT TC3220399.2s Page A-7

GEOCHECK - PHYSICAL SETTING SOURCE

SUMMARY

Soil Layer Information Saturated Boundary Classification hydraulic Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil conductivity Soil Reaction micro m/sec (pH) 2 7 inches 12 inches fine sandy loam Not reported Not reported Max: 141 Max: 6.5 Min: 42 Min: 5.1 3 12 inches 27 inches gravelly fine Not reported Not reported Max: 141 Max: 6.5 sandy loam Min: 42 Min: 5.1 4 27 inches 33 inches gravelly loamy Not reported Not reported Max: 141 Max: 6.5 sand Min: 42 Min: 5.1 5 33 inches 59 inches stratified sand Not reported Not reported Max: 141 Max: 6.5 to gravel Min: 42 Min: 5.1 LOCAL / REGIONAL WATER AGENCY RECORDS EDR Local/Regional Water Agency records provide water well information to assist the environmental professional in assessing sources that may impact ground water flow direction, and in forming an opinion about the impact of contaminant migration on nearby drinking water wells.

WELL SEARCH DISTANCE INFORMATION DATABASE SEARCH DISTANCE (miles)

Federal USGS 1.000 Federal FRDS PWS Nearest PWS within 1 mile State Database 1.000 FEDERAL USGS WELL INFORMATION LOCATION MAP ID WELL ID FROM TP 1 USGS2429048 1/4 - 1/2 Mile SSW 2 USGS2429066 1/2 - 1 Mile West 3 USGS2429073 1/2 - 1 Mile ENE 4 USGS2429094 1/2 - 1 Mile North 5 USGS2429047 1/2 - 1 Mile SE A6 USGS2429033 1/2 - 1 Mile SSE A7 USGS2429032 1/2 - 1 Mile SSE 9 USGS2429067 1/2 - 1 Mile West 10 USGS2429070 1/2 - 1 Mile West 11 USGS2429076 1/2 - 1 Mile WNW 12 USGS2429102 1/2 - 1 Mile NE 13 USGS2429204 1/2 - 1 Mile South 14 USGS2429044 1/2 - 1 Mile WSW 15 USGS2429203 1/2 - 1 Mile South 16 USGS2429210 1/2 - 1 Mile SSW DRAFT TC3220399.2s Page A-8

GEOCHECK - PHYSICAL SETTING SOURCE

SUMMARY

FEDERAL USGS WELL INFORMATION LOCATION MAP ID WELL ID FROM TP B17 USGS2429082 1/2 - 1 Mile ENE B18 USGS2429083 1/2 - 1 Mile ENE B19 USGS2429081 1/2 - 1 Mile ENE 20 USGS2429138 1/2 - 1 Mile SSW FEDERAL FRDS PUBLIC WATER SUPPLY SYSTEM INFORMATION LOCATION MAP ID WELL ID FROM TP No PWS System Found Note: PWS System location is not always the same as well location.

STATE DATABASE WELL INFORMATION LOCATION MAP ID WELL ID FROM TP 8 WI3000000008386 1/2 - 1 Mile WSW DRAFT TC3220399.2s Page A-9

PHYSICAL SETTING SOURCE MAP- 3220399.2s WI N County Boundary 0 114 112 N Major Roads N Contour Lines

+ Groundwater Flow Direction

@]) Indeterminate Groundwater Flow at Location

@ Earthquake epicenter, Richter 5 or greater

@ Groundwater Flow Varies at Location WaterWells (ij]) Closest Hydrogeological Da1B Public Water Supply Wells

~ Cluster of Multiple Icons SITE NAME: SHINE Medical Stevens Point, WI ADDRESS: Lands End Way, DRAFT CLIENT:

CONTACT:

Golder Associates Kathryn Larson Stevens Point WI 54482 INQUIRY#: 3220399.2s LAT/LONG: 44.5070/89.4959 DATE: December 07, 2011 11:47 am Copyri~hl c 2011 EDR, Inc. o 2010 Tolo Allu Rei. 0712009.

EDR Inc.

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Map ID Direction Distance Elevation Database EDR ID Number 1

SSW FED USGS USGS2429048 1/4 - 1/2 Mile Lower Agency cd: USGS Site no: 443005089295501 Site name: PT-23/08E/01-0511 Latitude: 443005 EDR Site id: USGS2429048 Longitude: 0892955 Dec lat: 44.50135807 Dec lon: -89.49872787 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NESWS01 T023N R008E 4 Location map: POLONIA Map scale: 24000 Altitude: 1110.00 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 80.0 Hole depth: 80.0 Source of depth data: Not Reported Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1964-06-07 Ground water data end date: 1964-06-07 Ground water data count: 1 Ground-water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1964-06-07 12.00 2

West FED USGS USGS2429066 1/2 - 1 Mile Lower DRAFT TC3220399.2s Page A-11

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Monday, August 12, 2013 4:33 PM To: Moser, Michelle; Lynch, Steven

Subject:

SHINE Environmental Audit Response Update Attachments: DRAFT - Alternatives Request 2 Response - Revision 1 - Part 2.pdf Michelle and Steve, Attached is Part 2 of 2 of the Draft SHINE Response to Alternatives Request #2.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 210-1734 1

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Agency cd: WI001 Site no: 443027089302201 Site name: PERM 24126 Latitude: 443027 EDR Site id: USGS2429066 Longitude: 0893022 Dec lat: 44.50746908 Dec lon: -89.50622809 Coor meth: M Coor accr: M Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: Not Reported Location map: Not Reported Map scale: Not Reported Altitude: Not Reported Altitude method: Not Reported Altitude accuracy: Not Reported Altitude datum: Not Reported Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: Not Reported Hole depth: Not Reported Source of depth data: Not Reported Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 3

ENE FED USGS USGS2429073 1/2 - 1 Mile Higher Agency cd: USGS Site no: 443038089291101 Site name: PT-23/09E/06-1157 Latitude: 443038 EDR Site id: USGS2429073 Longitude: 0892911 Dec lat: 44.51052505 Dec lon: -89.48650552 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NWNWS06 T23N R09E 4 Location map: POLONIA Map scale: 24000 Altitude: 1120 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Not Reported Topographic: Not Reported Site type: Ground-water other than Spring Date construction: 19850618 Date inventoried: 19870429 Mean greenwich time offset: CST DRAFT TC3220399.2s Page A-12

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: SAND AND GRAVEL AQUIFER Well depth: 71.0 Hole depth: 71.0 Source of depth data: other government (other than USGS)

Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1985-06-18 Ground water data end date: 1985-06-18 Ground water data count: 1 Ground-water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1985-06-18 6.0 4

North FED USGS USGS2429094 1/2 - 1 Mile Higher Agency cd: WI001 Site no: 443053089295001 Site name: PERM 24279 Latitude: 443053 EDR Site id: USGS2429094 Longitude: 0892950 Dec lat: 44.51469148 Dec lon: -89.49733911 Coor meth: M Coor accr: M Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: Not Reported Location map: Not Reported Map scale: Not Reported Altitude: Not Reported Altitude method: Not Reported Altitude accuracy: Not Reported Altitude datum: Not Reported Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: Not Reported Hole depth: Not Reported Source of depth data: Not Reported Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 DRAFT TC3220399.2s Page A-13

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Map ID Direction Distance Elevation Database EDR ID Number 5

SE FED USGS USGS2429047 1/2 - 1 Mile Higher Agency cd: USGS Site no: 443004089291401 Site name: PT-23/09E/06-0486 Latitude: 443004 EDR Site id: USGS2429047 Longitude: 0892914 Dec lat: 44.50108056 Dec lon: -89.48733876 Coor meth: M Coor accr: T Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: S06 T023N R009E 4 Location map: POLONIA Map scale: 24000 Altitude: 1130.00 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 116 Hole depth: 116 Source of depth data: Not Reported Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1963-04-01 Ground water data end date: 1963-04-01 Ground water data count: 1 Ground-water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1963-04-01 21.00 A6 SSE FED USGS USGS2429033 1/2 - 1 Mile Higher DRAFT TC3220399.2s Page A-14

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Agency cd: USGS Site no: 442954089292102 Site name: PT-23/08E/12-0360 Latitude: 442954 EDR Site id: USGS2429033 Longitude: 0892921 Dec lat: 44.49830276 Dec lon: -89.48928325 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NENENES12 T023N R008E 4 Location map: ARNOTT Map scale: 24000 Altitude: 1113.00 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Flat surface Site type: Ground-water other than Spring Date construction: 19591016 Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: QUATERNARY Well depth: 87.4 Hole depth: 92.0 Source of depth data: driller Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 1965-06-10 Water quality data end date:1974-07-12 Water quality data count: 2 Ground water data begin date: 1959-10-16 Ground water data end date: 1959-10-16 Ground water data count: 1 Ground-water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1959-10-16 13.83 A7 SSE FED USGS USGS2429032 1/2 - 1 Mile Higher Agency cd: USGS Site no: 442954089292101 Site name: PT-23/08E/12-0361 Latitude: 442954 EDR Site id: USGS2429032 Longitude: 0892921 Dec lat: 44.49830276 Dec lon: -89.48928325 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NENENES12 T023N R008E 4 Location map: ARNOTT Map scale: 24000 Altitude: 1115.32 Altitude method: Level or other surveying method Altitude accuracy: .1 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Flat surface Site type: Ground-water other than Spring Date construction: 19591113 Date inventoried: Not Reported Mean greenwich time offset: CST DRAFT TC3220399.2s Page A-15

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: QUATERNARY Well depth: 31.3 Hole depth: 31.3 Source of depth data: driller Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 1965-06-10 Water quality data end date:1965-06-10 Water quality data count: 1 Ground water data begin date: 1959-11-13 Ground water data end date: 1959-11-13 Ground water data count: 1 Ground-water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1959-11-13 9.00 8

WSW WI WELLS WI3000000008386 1/2 - 1 Mile Lower Wi unique: TY626 County wel: Not Reported County cod: 5.0E+001 District c: 6 Tax parcel: Not Reported Owner name: ADVENTURE 2120 Owner mail: 3217 JOHN JOANIS DR Owner city: STEVENS POINT Owner stat: WI Owner zip1: 54481 Owner zip2: Not Reported Owner are: Not Reported Owner phon: Not Reported Owner ph 1: Not Reported Complete d: 06/21/2007 Dnr receiv: 10/18/2007 Dnr rece 1: 01/03/2008 Dnr rece 2: 01/03/2008 Constructo: ROBERTS IRRIGATION CO INC Construc 1: 3262 Construc 2: PO BOX 490 Construc 3: PLOVER Construc 4: WI Construc 5: 54467 Construc 6: 0490 Municipal: C Municipal1: STEVENS POINT Fire: Not Reported Well stree: Not Reported Subdivisio: Not Reported Lot no: Not Reported Block no: Not Reported DRAFT TC3220399.2s Page A-16

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Govt lot: Not Reported Quar quar: SE Quar: NE Section: 2.0E+000 Township n: 2.3E+001 Range no: 8.0E+000 E w: E Well statu: 1 Orig year: Not Reported Replace re: Not Reported Prev well: Not Reported New well i: Not Reported Well type: 1 Other expl: Not Reported Well categ: X Service co: Not Reported Facility t: IRRIGATION Hicap well: N Hicap prop: N Highest po: Not Reported Flood plai: N Landfill q: Not Reported Landfill a: 0 Build over: Not Reported Build oh a: 1.4E+001 Septic tan: Not Reported Septic t 1: 0 Sew absorb: Not Reported Sew abso 1: 0 Nonconform: Not Reported Nonconfo 1: 0 Buried oil: Not Reported Buried o 1: 0 Buried pet: Not Reported Buried p 1: 0 Shoreline: Not Reported Shorline p: 0 Dwnspot hy: Not Reported Dwnspot 1: 0 Privy code: Not Reported Privy amt: 0 Found clwt: Not Reported Found cl 1: 0 Found drai: Not Reported Found dr 1: 0 Build drai: Not Reported Build dr 1: 0 Build dr 2: Not Reported Build sewe: Not Reported Build se 1: 0 Build se 2: Not Reported Build se 3: Not Reported Coll sewer: Not Reported Coll sew 1: 0 Clewtr sum: Not Reported Clewtr amt: 0 Wastewtr s: Not Reported Wastewtr a: 0 Pav animal: Not Reported Pav anim 1: 0 Animal yar: Not Reported DRAFT TC3220399.2s Page A-17

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Animal y 1: 0 Silo: Not Reported Silo amt: 0 Silo type: Not Reported Barn gutte: Not Reported Barn gut 1: 0 Manure pip: Not Reported Manure p 1: 0 Manure typ: Not Reported Manure t 1: Not Reported Manure sto: Not Reported Manure s 1: 0 Manure s 2: Not Reported Nr 112 amt: Not Reported Nr 112 a 1: 0 Nr112 text: Not Reported Dr1 dia am: 9.0E+000 Dr1 from a: 0 Dr1 to amt: 5.3E+001 Dr2 dia am: 0 Dr2 from a: 0 Dr2 to amt: 0 Dr3 dia am: 0 Dr3 from a: 0 Dr3 to amt: 0 Dr4 dia am: 0 Dr4 from a: 0 Dr4 to amt: 0 Rot mud co: X Rot air co: Not Reported Rot foam c: Not Reported Rev rot co: Not Reported Cable bit: Not Reported Cable bit1: 0 Tem otr ca: Not Reported Dia temp a: 0 Temp otr r: Not Reported Remove exp: Not Reported Other dril: Not Reported Other ex 1: Not Reported Cls dia am: 6.0E+000 Cls dia 1: 0 Cls dia 2: 0 Cls dia 3: 0 Cls desc t: A53 BLACK NORTHWEST PIPE .280 WELDED Cls desc 1: Not Reported Cls desc 2: Not Reported Cls desc 3: Not Reported Cls from a: 0 Cls from 1: 0 Cls from 2: 0 Cls from 3: 0 Cls to amt: 4.3E+001 Cls to a 1: 0 Cls to a 2: 0 Cls to a 3: 0 Screen dia: 6.0E+000 Screen Type: JOHNSON #20 GALV Screen fro: 4.3E+001 Screen to: 5.3E+001 Seal metho: Not Reported Seal kind: DRILL CUTTINGS Seal from: 0 Seal to am: 3.1E+001 Seal numbe: Not Reported Sacks yard: S Seal kind1: #20 RED FLINT Seal from1: 3.1E+001 Seal to 1: 5.3E+001 Seal num 1: Not Reported Sacks ya 1: S Depth: Not Reported Static wtr: 2.7E+001 Static w 1: B DRAFT TC3220399.2s Page A-18

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Pump wtr b: 3.4E+001 Pump gals: 3.0E+001 Pump by co: M Pump hrs t: 1.0E+000 Well depth: 1.3E+001 Well abvbe: A Well dev c: Y Well disin: Y Well cappe: Y Proper sea: Not Reported Proper s 1: Not Reported Well cont: JP Wc sign da: 10/15/2007 Rig op ini: PR Ro sign da: 10/15/2007 Comment fl: Not Reported Label sent: Y Ditch amt: 0 Septic typ: Not Reported Shoreline1: Not Reported File creat: 05/22/2008 Bottom: 5.3E+001 County tex: PORTAGE Lat degree: 44 Lat minute: 30.192 Long degre: 89 Long minut: 30.555 Lat long m: GPS008 Drill casi: Not Reported Lower rota: Not Reported Lower ro 1: Not Reported Lower ro 2: Not Reported Lower cabl: Not Reported Temp outer: Not Reported Varince is: Not Reported Collect se: Not Reported Collet sew: 0 Hicap no: Not Reported Common wel: Not Reported Fid 1: Not Reported Approval n: Not Reported Approval d: 09/07/2006 Spec capac: 4 Batch: 1117 Record sou: WELL CONSTRUCTION Notificati: 26915464 Empty gy: Not Reported Site id: WI3000000008386 9

West FED USGS USGS2429067 1/2 - 1 Mile Lower DRAFT TC3220399.2s Page A-19

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Agency cd: USGS Site no: 443027089303901 Site name: PT-23/08E/02-0895 Latitude: 443027 EDR Site id: USGS2429067 Longitude: 0893039 Dec lat: 44.50746901 Dec lon: -89.51095042 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NWSENES02 T023N R008E 4 Location map: STEVENS POINT Map scale: 24000 Altitude: 1105.00 Altitude method: Interpolated from topographic map Altitude accuracy: 10 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 78.0 Hole depth: 78.0 Source of depth data: Not Reported Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 10 West FED USGS USGS2429070 1/2 - 1 Mile Lower Agency cd: USGS Site no: 443033089304001 Site name: PT-23/08E/01-1125 Latitude: 443033 EDR Site id: USGS2429070 Longitude: 0893040 Dec lat: 44.50913568 Dec lon: -89.51122822 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NENWS01 T23N R08E 4 Location map: STEVENS POINT Map scale: 24000 Altitude: 1112 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Not Reported Topographic: Not Reported Site type: Ground-water other than Spring Date construction: 19830603 Date inventoried: 19870422 Mean greenwich time offset: CST DRAFT TC3220399.2s Page A-20

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: SAND AND GRAVEL AQUIFER Well depth: 54.0 Hole depth: 54.0 Source of depth data: other government (other than USGS)

Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1983-06-03 Ground water data end date: 1983-06-03 Ground water data count: 1 Ground-water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1983-06-03 7.0 11 WNW FED USGS USGS2429076 1/2 - 1 Mile Lower Agency cd: USGS Site no: 443040089303901 Site name: PT-23/08E/02-0875 Latitude: 443040 EDR Site id: USGS2429076 Longitude: 0893039 Dec lat: 44.51108014 Dec lon: -89.51095046 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NENES02 T023N R008E 4 Location map: STEVENS POINT Map scale: 24000 Altitude: 1106.00 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 45.0 Hole depth: 45.0 Source of depth data: Not Reported Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1975-05-05 Ground water data end date: 1975-05-05 Ground water data count: 1 DRAFT TC3220399.2s Page A-21

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Ground-water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1975-05-05 23.00 12 NE FED USGS USGS2429102 1/2 - 1 Mile Higher Agency cd: USGS Site no: 443100089291201 Site name: PT-24/09E/31-1076 Latitude: 443100 EDR Site id: USGS2429102 Longitude: 0892912 Dec lat: 44.51663617 Dec lon: -89.48678338 Coor meth: M Coor accr: T Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NWSWS31 T024N R009E 4 Location map: POLONIA Map scale: 24000 Altitude: 1117 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Not Reported Topographic: Not Reported Site type: Ground-water other than Spring Date construction: 19820512 Date inventoried: 19870203 Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: SAND AND GRAVEL AQUIFER Well depth: 76 Hole depth: 76 Source of depth data: other government (other than USGS)

Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 13 South FED USGS USGS2429204 1/2 - 1 Mile Lower DRAFT TC3220399.2s Page A-22

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Agency cd: USGS Site no: 442939089293601 Site name: PT-23/08E/12-1054 Latitude: 442939 EDR Site id: USGS2429204 Longitude: 0892936 Dec lat: 44.49413604 Dec lon: -89.49345004 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NES12 T023N R008E 4 Location map: ARNOTT Map scale: 24000 Altitude: 1110.00 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 78.0 Hole depth: 78.0 Source of depth data: Not Reported Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 14 WSW FED USGS USGS2429044 1/2 - 1 Mile Lower Agency cd: USGS Site no: 443000089304001 Site name: PT-23/08E/02-0593 Latitude: 443000 EDR Site id: USGS2429044 Longitude: 0893040 Dec lat: 44.49996898 Dec lon: -89.51122811 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: SESES02 T023N R008E 4 Location map: WHITING Map scale: 24000 Altitude: 1100.00 Altitude method: Interpolated from topographic map Altitude accuracy: 2.5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST DRAFT TC3220399.2s Page A-23

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 86.0 Hole depth: 86.0 Source of depth data: Not Reported Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1967-05-04 Ground water data end date: 1967-05-04 Ground water data count: 1 Ground-water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1967-05-04 21.00 15 South FED USGS USGS2429203 1/2 - 1 Mile Lower Agency cd: USGS Site no: 442938089294901 Site name: PT-23/08E/12-0002 Latitude: 442938 EDR Site id: USGS2429203 Longitude: 0892949 Dec lat: 44.49385818 Dec lon: -89.49706122 Coor meth: M Coor accr: S Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: SWNES12 T023N R008E 4 Location map: ARNOTT Map scale: 24000 Altitude: 1100.00 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 29.0 Hole depth: 30.0 Source of depth data: Not Reported Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1950-07-20 Ground water data end date: 1953-10-14 Ground water data count: 4 DRAFT TC3220399.2s Page A-24

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Ground-water levels, Number of Measurements: 4 Feet below Feet to Feet below Feet to Date Surface Sealevel Date Surface Sealevel 1953-10-14 9.20 1950-11-25 10.91 1950-10-17 10.42 1950-07-20 10.03 16 SSW FED USGS USGS2429210 1/2 - 1 Mile Lower Agency cd: USGS Site no: 442945089302001 Site name: PT-23/08E/12-0894 Latitude: 442945 EDR Site id: USGS2429210 Longitude: 0893020 Dec lat: 44.49580245 Dec lon: -89.50567249 Coor meth: M Coor accr: S Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NWNWS12 T023N R008E 4 Location map: WHITING Map scale: 24000 Altitude: 1105.00 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 90.0 Hole depth: 90.0 Source of depth data: Not Reported Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 B17 ENE FED USGS USGS2429082 1/2 - 1 Mile Higher DRAFT TC3220399.2s Page A-25

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Agency cd: WI001 Site no: 443043089284102 Site name: PERM 23908 Latitude: 443043 EDR Site id: USGS2429082 Longitude: 0892841 Dec lat: 44.51191414 Dec lon: -89.47817205 Coor meth: M Coor accr: M Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: Not Reported Location map: Not Reported Map scale: Not Reported Altitude: Not Reported Altitude method: Not Reported Altitude accuracy: Not Reported Altitude datum: Not Reported Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: Not Reported Hole depth: Not Reported Source of depth data: Not Reported Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 B18 ENE FED USGS USGS2429083 1/2 - 1 Mile Higher Agency cd: WI001 Site no: 443043089284103 Site name: PERM 24110 Latitude: 443043 EDR Site id: USGS2429083 Longitude: 0892841 Dec lat: 44.51191414 Dec lon: -89.47817205 Coor meth: M Coor accr: M Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: Not Reported Location map: Not Reported Map scale: Not Reported Altitude: Not Reported Altitude method: Not Reported Altitude accuracy: Not Reported Altitude datum: Not Reported Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST DRAFT TC3220399.2s Page A-26

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: Not Reported Hole depth: Not Reported Source of depth data: Not Reported Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 B19 ENE FED USGS USGS2429081 1/2 - 1 Mile Higher Agency cd: USGS Site no: 443043089284101 Site name: PT-24/09E/31-0828 Latitude: 443043 EDR Site id: USGS2429081 Longitude: 0892841 Dec lat: 44.51191414 Dec lon: -89.47817205 Coor meth: M Coor accr: F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: SESWS31 T024N R009E 4 Location map: POLONIA Map scale: 24000 Altitude: 1132.00 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 96.0 Hole depth: 96.0 Source of depth data: Not Reported Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 DRAFT TC3220399.2s Page A-27

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS Map ID Direction Distance Elevation Database EDR ID Number 20 SSW FED USGS USGS2429138 1/2 - 1 Mile Lower Agency cd: USGS Site no: 442838089301301 Site name: PT-23/08E/12-0512 Latitude: 442938 EDR Site id: USGS2429138 Longitude: 0893013 Dec lat: 44.49385806 Dec lon: -89.50372802 Coor meth: M Coor accr: S Latlong datum: NAD27 Dec latlong datum: NAD83 District: 55 State: 55 County: 097 Country: US Land net: NWSENWS12 T023N R008E 4 Location map: WHITING Map scale: 24000 Altitude: 1110.00 Altitude method: Interpolated from topographic map Altitude accuracy: 5 Altitude datum: National Geodetic Vertical Datum of 1929 Hydrologic: Castle Rock. Wisconsin. Area = 3250 sq.mi.

Topographic: Not Reported Site type: Ground-water other than Spring Date construction: Not Reported Date inventoried: Not Reported Mean greenwich time offset: CST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 80.0 Hole depth: 80.0 Source of depth data: driller Project number: Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count: Not Reported Ground-water levels, Number of Measurements: 0 DRAFT TC3220399.2s Page A-28

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS RADON AREA RADON INFORMATION Federal EPA Radon Zone for PORTAGE County: 1 Note: Zone 1 indoor average level > 4 pCi/L.

Zone 2 indoor average level >= 2 pCi/L and <= 4 pCi/L.

Zone 3 indoor average level < 2 pCi/L.

Federal Area Radon Information for PORTAGE COUNTY, WI Number of sites tested: 24 Area Average Activity  % <4 pCi/L  % 4-20 pCi/L  % >20 pCi/L Living Area - 1st Floor 1.150 pCi/L 100% 0% 0%

Living Area - 2nd Floor Not Reported Not Reported Not Reported Not Reported Basement 4.258 pCi/L 67% 33% 0%

DRAFT TC3220399.2s Page A-29

PHYSICAL SETTING SOURCE RECORDS SEARCHED TOPOGRAPHIC INFORMATION USGS 7.5 Digital Elevation Model (DEM)

Source: United States Geologic Survey EDR acquired the USGS 7.5 Digital Elevation Model in 2002 and updated it in 2006. The 7.5 minute DEM corresponds to the USGS 1:24,000- and 1:25,000-scale topographic quadrangle maps. The DEM provides elevation data with consistent elevation units and projection.

Scanned Digital USGS 7.5 Topographic Map (DRG)

Source: United States Geologic Survey A digital raster graphic (DRG) is a scanned image of a U.S. Geological Survey topographic map. The map images are made by scanning published paper maps on high-resolution scanners. The raster image is georeferenced and fit to the Universal Transverse Mercator (UTM) projection.

HYDROLOGIC INFORMATION Flood Zone Data: This data, available in select counties across the country, was obtained by EDR in 2003 & 2011 from the Federal Emergency Management Agency (FEMA). Data depicts 100-year and 500-year flood zones as defined by FEMA.

NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR in 2002 and 2005 from the U.S. Fish and Wildlife Service.

HYDROGEOLOGIC INFORMATION AQUIFLOW R Information System Source: EDR proprietary database of groundwater flow information EDR has developed the AQUIFLOW Information System (AIS) to provide data on the general direction of groundwater flow at specific points. EDR has reviewed reports submitted to regulatory authorities at select sites and has extracted the date of the report, hydrogeologically determined groundwater flow direction and depth to water table information.

GEOLOGIC INFORMATION Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology of the Conterminous U.S. at 1:2,500,000 Scale - A digital representation of the 1974 P.B. King and H.M. Beikman Map, USGS Digital Data Series DDS - 11 (1994).

STATSGO: State Soil Geographic Database Source: Department of Agriculture, Natural Resources Conservation Services The U.S. Department of Agricultures (USDA) Natural Resources Conservation Service (NRCS) leads the national Conservation Soil Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns in a landscape. Soil maps for STATSGO are compiled by generalizing more detailed (SSURGO) soil survey maps.

SSURGO: Soil Survey Geographic Database Source: Department of Agriculture, Natural Resources Conservation Services (NRCS)

Telephone: 800-672-5559 SSURGO is the most detailed level of mapping done by the Natural Resources Conservation Services, mapping scales generally range from 1:12,000 to 1:63,360. Field mapping methods using national standards are used to construct the soil maps in the Soil Survey Geographic (SSURGO) database. SSURGO digitizing duplicates the original soil survey maps. This level of mapping is designed for use by landowners, townships and county natural resource planning and management.

DRAFT TC3220399.2s Page A-30

PHYSICAL SETTING SOURCE RECORDS SEARCHED LOCAL / REGIONAL WATER AGENCY RECORDS FEDERAL WATER WELLS PWS: Public Water Systems Source: EPA/Office of Drinking Water Telephone: 202-564-3750 Public Water System data from the Federal Reporting Data System. A PWS is any water system which provides water to at least 25 people for at least 60 days annually. PWSs provide water from wells, rivers and other sources.

PWS ENF: Public Water Systems Violation and Enforcement Data Source: EPA/Office of Drinking Water Telephone: 202-564-3750 Violation and Enforcement data for Public Water Systems from the Safe Drinking Water Information System (SDWIS) after August 1995. Prior to August 1995, the data came from the Federal Reporting Data System (FRDS).

USGS Water Wells: USGS National Water Inventory System (NWIS)

This database contains descriptive information on sites where the USGS collects or has collected data on surface water and/or groundwater. The groundwater data includes information on wells, springs, and other sources of groundwater.

STATE RECORDS Wisconsin Well Construction Report File Source: Department of Natural Resources Telephone: 608-266-0153 In the past, not all latitude/longitudes were accurate. Many were protracted from centroid (center of the quarter sections given in PLSS). The ones that were not accurate were removed from the well database.

OTHER STATE DATABASE INFORMATION RADON State Database: WI Radon Source: Department of Health & Family Services Telephone: 608-266-1865 Wisconsin Measurement Summary Area Radon Information Source: USGS Telephone: 703-356-4020 The National Radon Database has been developed by the U.S. Environmental Protection Agency (USEPA) and is a compilation of the EPA/State Residential Radon Survey and the National Residential Radon Survey.

The study covers the years 1986 - 1992. Where necessary data has been supplemented by information collected at private sources such as universities and research institutions.

EPA Radon Zones Source: EPA Telephone: 703-356-4020 Sections 307 & 309 of IRAA directed EPA to list and identify areas of U.S. with the potential for elevated indoor radon levels.

OTHER Airport Landing Facilities: Private and public use landing facilities Source: Federal Aviation Administration, 800-457-6656 Epicenters: World earthquake epicenters, Richter 5 or greater Source: Department of Commerce, National Oceanic and Atmospheric Administration DRAFT TC3220399.2s Page A-31

PHYSICAL SETTING SOURCE RECORDS SEARCHED STREET AND ADDRESS INFORMATION

© 2010 Tele Atlas North America, Inc. All rights reserved. This material is proprietary and the subject of copyright protection and other intellectual property rights owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material.

DRAFT TC3220399.2s Page A-32

Appendix C Historical Documentation DRAFT

SHINE Medical Stevens Point, WI Lands End Way, Stevens Point, WI 54482 Inquiry Number: 3220399.3 December 07, 2011 Certified Sanborn Map Report DRAFT

Certified Sanborn Map Report 12/07/11 Site Name: Client Name:

SHINE Medical Stevens Point, Golder Associates Lands End Way, 1751 West County Rd B Stevens Point, WI 54482 Roseville, MN 55113 EDR Inquiry # 3220399.3

Contact:

Kathryn Larson The complete Sanborn Library collection has been searched by EDR, and fire insurance maps covering the target property location provided by Golder Associates were identified for the years listed below. The certified Sanborn Library search results in this report can be authenticated by visiting www.edrnet.com/sanborn and entering the certification number. Only Environmental Data Resources Inc. (EDR) is authorized to grant rights for commercial reproduction of maps by Sanborn Library LLC, the copyright holder for the collection.

Certified Sanborn Results:

Site Name: SHINE Medical Stevens Point, WI Address: Lands End Way, City, State, Zip: Stevens Point, WI 54482 Cross Street:

P.O. # 113-81093 Project: 113-81093 Sanborn Library search results Certification # CC0B-4397-AE8B Certification # CC0B-4397-AE8B The Sanborn Library includes more than 1.2 million UNMAPPED PROPERTY Sanborn fire insurance maps, which track historical property usage in approximately 12,000 American This report certifies that the complete holdings of the Sanborn cities and towns. Collections searched:

Library, LLC collection have been searched based on client supplied target property information, and fire insurance maps covering the target property were not found. Library of Congress University Publications of America EDR Private Collection The Sanborn Library LLC Since 1866' Limited Permission To Make Copies Golder Associates (the client) is permitted to make up to THREE photocopies of this Sanborn Map transmittal and each fire insurance map accompanying this report solely for the limited use of its customer. No one other than the client is authorized to make copies. Upon request made directly to an EDR Account Executive, the client may be permitted to make a limited number of additional photocopies. This permission is conditioned upon compliance by the client, its customer and their agents with EDR's copyright policy; a copy of which is available upon request.

Disclaimer - Copyright and Trademark notice This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice.

Copyright 2011 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.

EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners.

DRAFT 3220399 - 3 page 2

SHINE Medical Stevens Point, WI Lands End Way, Stevens Point, WI 54482 Inquiry Number: 3220399.4 December 07, 2011 EDR Historical Topographic Map Report DRAFT

EDR Historical Topographic Map Report Environmental Data Resources, Inc.s (EDR) Historical Topographic Map Report is designed to assist professionals in evaluating potential liability on a target property resulting from past activities. EDRs Historical Topographic Map Report includes a search of a collection of public and private color historical topographic maps, dating back to the early 1900s.

Thank you for your business.

Please contact EDR at 1-800-352-0050 with any questions or comments.

Disclaimer - Copyright and Trademark Notice This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc.

It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report AS IS. Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice.

Copyright 2011 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.

DRAFT EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners.

Historical Topographic Map 0

17 20 II II*

II'

III II l'~t :::

--~~ . - . -1m*- . ,:.;! Heffron .. *

~

II.

~

IF ll II e--

Sch 29 I

31 Stockton Sch

&(A bandonod)

Stockton 1 ~]__*----*

---=--- I -* -*-- 0 6

-- ~ --- -* ----*-

0 5 ARN OT 2 . 9 M I.

TARGET QUAD SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N NAME: ROSHOLT Point, WI CONTACT: Kathryn Larson MAP YEAR: 1955 SERIES: 15 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 SCALE: 1:48000 DRAFT

Historical Topographic Map I

('" [' .,.....,*..-..., ...........,

\

• 0 I

I 115.f. .,./)

(

I

!I

\.

./

<";,\'Gravel Pit TARGET QUAD SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N NAME: POLONIA Point, WI CONTACT: Kathryn Larson MAP YEAR: 1969 SERIES: 7.5 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 SCALE: 1:24000 DRAFT

Historical Topographic Map r

"0 I 1/

{

~5 \

II?{) ' Gravel Pot 4 . - 0

(

\ ) J a

II II 111/JO 31;

/

t '

(

I Stockton sao -' "' 0 II I -- I ,,II I

I I ll II I II II II

~*Gravel Pit I I II II

~ ~- . =(

I 1 \ ,_J_- - -.- .-1

-- r ~ * -.

• 1

,1110 1 I

Ip (G0 V E R I

, We

,,o1I I

• -~*~11~----------~~_L~~~----------~~------~----~--W-~~--~~~~~------~--~~--~-+~--~~--~

R. 8 [ R 9 E TARGET QUAD SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N NAME: POLONIA Point, WI CONTACT: Kathryn Larson MAP YEAR: 1986 PHOTOINSPECTED: 1969 SERIES: 7.5 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 SCALE: 1:24000 DRAFT

Historical Topographic Map ELLIS 5 . Z M l

,

• 30' R. B E 3Q2000m.[. ' *" "* ro us 10 5

1 Cem 0

~s 18 16

. 15 s T 0 c K T 0 N

. Cern Arnott Sch ADJOINING QUAD NAME: AMHERST SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N MAP YEAR: 1957 Point, WI CONTACT: Kathryn Larson SERIES:

SCALE:

15 1:48000 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 DRAFT

Historical Topographic Map p L 0 E R 1 II 132 *

"IId I

I II II

~~~~~---~F=-==~~~r===9F~~==~F -~-~ - --*

II II II II II II II 3

s::II

+

6 4 II II ADJOINING QUAD NAME: WHITING SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N MAP YEAR: 1957 Point, WI CONTACT: Kathryn Larson SERIES:

SCALE:

15 1:48000 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 DRAFT

Historical Topographic Map RaE R9E 3Q300<lm E. 3Q6

.. c._ Cern

• I 11~5

~I ',, c .

I o Il ~

I I

jt I I

I l { __.c_ + 1-.....

1112

..,_ - /117 I II I, r

N.

II I ..

0 I

I I

- 1105 ADJOINING QUAD NAME: ARNOTT SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N MAP YEAR: 1969 Point, WI CONTACT: Kathryn Larson SERIES:

SCALE:

7.5 1:24000 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 DRAFT

Historical Topographic Map ADJOINING QUAD NAME: STEVENS POINT SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N MAP YEAR: 1970 Point, WI CONTACT: Kathryn Larson SERIES:

SCALE:

7.5 1:24000 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 DRAFT

Historical Topographic Map n

~

Q:)

~

,ocP 11 j15 2

F I

~ 49

-"::). l C"\.

f.: * \1 I

ADJOINING QUAD NAME: WHITING SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N MAP YEAR: 1970 Point, WI CONTACT: Kathryn Larson SERIES:

SCALE:

7.5 1:24000 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 DRAFT

Historical Topographic Map

~

I l

J (

DRIVE Well 10931 Well 124 ADJOINING QUAD NAME: WHITING SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N MAP YEAR: 1976 Point, WI CONTACT: Kathryn Larson PHOTOINSPECTED: 1970 SERIES:

SCALE:

7.5 1:24000 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 DRAFT

Historical Topographic Map ADJOINING QUAD NAME: STEVENS POINT SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N MAP YEAR: 1978 Point, WI CONTACT: Kathryn Larson PHOTOREVISED:1970 SERIES:

SCALE:

7.5 1:24000 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 DRAFT

Historical Topographic Map I

*~-:=r=

1105 1103 r

ADJOINING QUAD NAME: STEVENS POINT SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N MAP YEAR: 1980 Point, WI CONTACT: Kathryn Larson PHOTOINSPECTED: 1970 SERIES:

SCALE:

7.5 1:24000 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 DRAFT

Historical Topographic Map ADJOINING QUAD NAME: STEVENS POINT SITE NAME: SHINE Medical Stevens CLIENT: Golder Associates N MAP YEAR: 1991 Point, WI CONTACT: Kathryn Larson REVISED:1970 SERIES:

SCALE:

7.5 1:24000 ADDRESS:

LAT/LONG:

Lands End Way, Stevens Point, WI 54482 44.507 / -89.4959 INQUIRY#: 3220399.4 RESEARCH DATE: 12/07/2011 DRAFT

Summary of Historical Research Site Location Conducted For SHINE Medical Technologies Golder and Associates Stevens Point, WI 4438 Haines Road, Suite 3 Duluth, MN HIG Project Number: Completion Date:

MBB-5623 12/8/11 Historical Information Gatherers, Inc. (HIG) researches and obtains data from numerous sources and publishers.

This Summary of Historical Research presents a summary of the services requested and a list of the data provided by HIG for the above referenced site. When a particular product or service was requested but not available, the research conducted by HIG is summarized below.

Please see page 2 for HIG's Disclaimer & Waiver of Liability and Copyright Notices.

Services Requested: Aerial Photography: Aerial Photographs from the years listed below are provided for the site location. The year and scale of each photograph is provided on the photograph title block.

1938, 1953, 1960, 1968, 1978, 1986, 1992, 1998, 2005, 2010 City Directories: HIG researched City Directory coverage for the site, with the following results:

The following City Directory(s) were located and provided for the streets and years listed:

USGS Topographic Maps:

FIM+ : HIG researched available Fire Insurance and similar maps. See attached report for complete details.

Additional Maps:

Well Information: Well Records and/or Location Maps are provided for wells that may be located on or near the site. This well information was obtained from the following source(s):

Property Records Review: HIG researched information pertaining to the site at local government offices. A summary of this research and the corresponding documents are included in the attached Summary of Local Government Records.

Regulatory Database Report: GeoSearch has prepared a Radius Report for the site. The report includes all databases and search radii required to comply with the AAI rule and ASTM Standard for Phase I Environmental Assessments. Please see full report for details on database and radii included for the site.

DRAFT ph. 952-253-2004 l fax 952-253-2005 l email: orders@historicalinfo.com www.historicalinfo.com

Disclaimer & Waiver of Liability This Summary of Historical Research and the included documents (hereafter referred to as the HIG Report) contain information obtained from a variety of public and other sources. Additional relevant information for the site and surrounding properties may exist. Accordingly, there can be no guaranty that the information provided is complete. No warranty expressed or implied, is made whatsoever in connection with this HIG Report. Historical Information Gatherers, Inc. (HIG) specifically disclaims the making of any such warranties, including without limitation, merchantability or fitness for a particular purpose.

HIG, its officers, employees and independent contractors cannot be held liable to anyone for any loss or damage, whether arising out of errors or omissions, negligence, accident or any other cause, resulting directly or indirectly from any information provided by HIG. Any liability on the part of HIG is strictly limited to a refund equal to the amount paid for this HIG Report.

Copyright Notices Copyright 2009 by Historical Information Gatherers, Inc. All rights reserved. The person or entity that ordered and paid for this HIG Report (the User) is granted a limited license to reproduce the contents of this HIG Report solely for purposes of providing supporting documentation for reports produced for the site which is the subject of this HIG Report. Any other reproduction in any media or format, in whole or in part, is prohibited without prior written permission.

The licensing agreement between HIG and infoUSA, Inc. provides that HIG may include photocopies or reproductions of portions of Polk City Directories, Hill-Donnelley Criss-Cross Directories and other Directories under infoUSA copyright, as supporting documentation for reports produced for the site which is the subject of this HIG Report. HIG is also permitted to provide photocopies or reproductions to the User for the User to include as supporting documents for reports produced for the site which is the subject of this HIG Report.

DRAFT ph. 952-253-2004 l fax 952-253-2005 l email: orders@historicalinfo.com www.historicalinfo.com

www.historicalinfo.com SHINE Medical Technologies 2010 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:6000 (1=500)

www.historicalinfo.com SHINE Medical Technologies 2005 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:6000 (1=500)

www.historicalinfo.com SHINE Medical Technologies 1998 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:9600 (1=800)

www.historicalinfo.com SHINE Medical Technologies 1992 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:6000 (1=500)

www.historicalinfo.com SHINE Medical Technologies 1986 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:9600 (1=800)

www.historicalinfo.com SHINE Medical Technologies 1978 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:6000 (1=500)

www.historicalinfo.com SHINE Medical Technologies 1968 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:6000 (1=500)

www.historicalinfo.com SHINE Medical Technologies 1960 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:6000 (1=500)

www.historicalinfo.com SHINE Medical Technologies 1953 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:6000 (1=500)

www.historicalinfo.com SHINE Medical Technologies 1938 Stevens Point, WI HIG Project Number: MBB5623 DRAFT Client Project Number: P113-81093 Approximate Scale 1:6000 (1=500)

Appendix D Photographs Recorded During the Subject Property Inspection DRAFT

2/10/2012 1 Project No. 113-81093 Lands End Parking Lot looking South West Property Line looking South DRAFT

2/10/2012 2 Project No. 113-81093 West Property Line West Property Line looking South DRAFT

2/10/2012 3 Project No. 113-81093 West Property Line looking East West Property Line looking East DRAFT

2/10/2012 4 Project No. 113-81093 Southwest Property Corner looking East South Property Line looking North DRAFT

2/10/2012 5 Project No. 113-81093 South Property Line looking South South Property Line looking North DRAFT

2/10/2012 6 Project No. 113-81093 Southeast Property Corner looking North East Property Line looking West DRAFT

2/10/2012 7 Project No. 113-81093 East Property Line looking North Woodland DRAFT

2/10/2012 8 Project No. 113-81093 Shooting Practice Area Shooting Practice Area DRAFT

2/10/2012 9 Project No. 113-81093 Shooting Area Practice Shooting Practice Area DRAFT

2/10/2012 10 Project No. 113-81093 Shooting Practice Area Irrigation on the Property DRAFT

Appendix E User Questionnaire DRAFT

ASTM International Standard E 1527 - 05 User Questionnaire for Stevens Point, WI The ASTM Standard requires the person commissioning a Phase I Environmental Site Assessment (the user) to provide the following information (if available) to the environmental professional.

Failure to provide this information could result in a determination that all appropriate inquiry is not complete.

1. Environmental cleanup liens that are filed or recorded against the site (40 CFR 312.25).

Are you aware of any environmental cleanup liens against the subject property that are filed or recorded under federal, tribal, state or local law?

User has no knowledge of environmental cleanup liens on the Subject Property.

2. Activity and land use limitations (AULs) that are in place on the site or have that been filed or recorded in a registry (40 CFR 312.26).

Are you aware of any AULs, such as engineering controls, land use restrictions or institutional controls that are in place at the site and/or have been filed or recorded in a registry under federal, tribal, state or local law?

User has no information regarding activity or land use limitations at the Subject Property.

3. Specialized knowledge or experience of the user (40 CFR 312.28).

As the user of this ESA do you have any specialized knowledge or experience related to the subject property or nearby properties? For example, are you involved in the same line of business as the current or former occupants of the property or an adjoining property so that you would have specialized knowledge of the chemicals and processes used by this type of business?

DRAFT GAI DUL F44 RL0 12/2011 Golder Associates Page 1 of 3

Site Name: Stevens Point, WI User has no specialized knowledge or experience related to the Subject Property or nearby properties.

4. Relationship of the purchase price to the fair market value of the property if it were not contaminated (40 CFR 312.29).

Does the purchase price being paid for this property reasonably reflect the fair market value of the property? If you conclude that there is a difference have you considered whether the lower purchase price is because contamination is know or believed to be present at the property?

User believes the purchase price being paid for the property reasonably reflects the fair market value of the property.

5. Commonly known or reasonably ascertainable information about the property (40 CFR 312.30).

Are you aware of commonly known or reasonably ascertainable information about the property that would help the environmental professional to identify conditions indicative of releases or threatened releases? For example, as user, a) Do you know the past uses of the property?

The User knows that the Subject Property has been used as an agricultural field and that selective tree harvesting/logging has occurred on the wooded portions of the parcel, and is being used for such purposes currently.

b) Do you know of specific chemicals that are present or once were present at the property?

The User has no information regarding specific chemicals that are, or once were, present at the Subject Property.

c) Do you know of spills or other chemical releases that have taken place at the property?

The User knows of no spills or other chemical releases that have taken place at the Subject Property.

DRAFT GAI DUL F44 RL0 12/2011 Golder Associates Page 2 of 3

Site Name: Stevens Point, WI d) Do you know of any environmental cleanups that have taken place at the property?

The User knows of no environmental cleanups that have taken place at the Subject Property.

6. The degree of obviousness or the presence or likely presence of contamination at the property, and the ability to detect the contamination by appropriate investigation (40 CFR 312.31).

As the user of this ESA, based on your knowledge and experience related to the property are there any obvious indicators that point to the presence or likely presence of contamination at the property?

The User has no information regarding contamination on the Subject Property.

User Questionnaire Completed By: Dawn Sovinec Date: 12/21/11 DRAFT GAI DUL F44 RL0 12/2011 Golder Associates Page 3 of 3

Appendix F Resumes of Environmental Professionals DRAFT

No documents have been associated with this appendix.

DRAFT

DATA REPORT OF WELL INSTALLATION DATA REPORT OF STEVENS POINT, WISCONSIN Submitted To: Richard Vann Bynum, COO SHINE Medical Technologies 8123 Forsythia St., Suite 140 Middleton, WI 53562 WELL INSTALLATION Submitted By: Golder Associates Inc.

4438 Haines Road Duluth, MN 55811 USA Distribution: Katrina Pitas, SHINE Medical Technologies Golder Associates Inc.

Project No. 113-81093 Report No. Golder Report 1, Project No 113-81093, Rev 2, Sept. 26, 2012

September 26, 2012 i Project No. 113-81093 Table of Contents

1.0 INTRODUCTION

............................................................................................................................... 1 1.1 Project Location and Site Description ........................................................................................... 1 1.2 Proposed Development................................................................................................................. 1 2.0 SITE RECONNAISANCE ................................................................................................................. 2 3.0 FIELD INVESTIGATION ................................................................................................................... 3 3.1 Monitoring Well Installation ........................................................................................................... 3 3.2 Sample Collection ......................................................................................................................... 3 3.3 SPT Corrections ............................................................................................................................ 4 3.4 Geotechnical Building Borings ...................................................................................................... 4 3.5 Field and Laboratory Testing ........................................................................................................ 4 3.6 Survey ........................................................................................................................................... 4 3.7 Monitoring Well Abandonment ...................................................................................................... 5 4.0 SUBSURFACE CONDITIONS .......................................................................................................... 6

5.0 REFERENCES

.................................................................................................................................. 7 6.0 USE OF REPORT ............................................................................................................................. 9 7.0 CLOSING ........................................................................................................................................ 10

September 26, 2012 ii Project No. 113-81093 List of Tables (in text)

Table 3.6-1 Monitoring Well Locations and Elevations Table 4.0-1 Water Level Readings List of Figures Figure 1 Vicinity Map Figure 2 Project Site Location Map Figure 3 Well Location Map Figure 4 Soil Classification/Legend Appendix A - Monitoring Wells Figure A1 Record of Borehole SM-GW1A Figure A2 Record of Borehole SM-GW2A Figure A3 Record of Borehole SM-GW3A Figure A4 Record of Borehole SM-GW4A

September 26, 2012 1 Project No. 113-81093

1.0 INTRODUCTION

This data report presents the results of subsurface investigation and monitoring well installation for the proposed SHINE Medical Technologies (SHINE) isotope production facility at the contingency site near Stevens Point, Wisconsin. Golder Associates Inc. (Golder) was contracted by SHINE (December 5, 2011) to provide geotechnical and hydrogeological investigation services. These services are to assess the suitability of the site for the proposed development and provide specific sections in the Safety Analysis Report (SAR) for the Nuclear Regulatory Commission (NRC) facility license permit application (NUREG-1537).

Field efforts were performed in strict conformance with Golders Duluth Office Field and Laboratory Quality Manual (Golder, 2011a). Golder was approved as a vendor for these services following a supplier assessment performed by SHINE in October/November, 2011. The supplier assessment of Golder was performed in accordance with SHINEs Quality Assurance Program Description (SHINE 2011), based on guidance in Regulatory Guide 2.5 and ANSI/ANS 15.8-1995.

1.1 Project Location and Site Description The proposed SHINE Medical Technologies facility project contingency site is located near Stevens Point, Wisconsin. Specifically, the building site is located east of Stevens Point, about 0.5 miles north of McDill Avenue between Eisenhower Road and Burbank Road.

1.2 Proposed Development The proposed SHINE production facility will produce molybdenum-99 (Mo-99) for use in medical diagnostic testing. The production facility will be comprised of a single building having an irregular footprint of approximately 167 feet in the east-west direction by 415 feet in the north-south direction and an estimated floor to roof deck height of 86 feet for a portion of the facility with a 33 feet roof deck height for approximately two-thirds of the facility (Merrick and Company 2012). The majority of the building will be constructed with an at-grade finished floor elevation near the existing ground surface. The entire facility will be classified as a radiological facility.

September 26, 2012 2 Project No. 113-81093 2.0 SITE RECONNAISANCE The location and topography of the site are depicted in Figures 1 and 2. On December 15, 2011, a site reconnaissance was performed to observe visible and potential geohazards at the site and surrounding area. A Phase I Environmental Site Assessment was performed in accordance with ASTM procedure 1527, the results of which are included in Golder, 2012b.

The project site is presently about 60% wooded and 40% agricultural fields. Based on our field observations, corn was the crop raised during the 2011 growing season. The crops had been harvested at the time of our investigation. No surficially dumped or uncontrolled fill, existing structures, or remnants of prior development (such as foundations) were observed. Surface topography of the area generally slopes gently down to the west and south. Ground surface across the proposed building area also generally slopes gently down to the west and south with grades dropping up to six feet across the site.

The site was visually reviewed for geohazards as part of the site reconnaissance. We looked for faulting, landslides, erosion, sediment deposits from rivers or lakes, karst features or mining activity, ground subsidence, and soil shrinking or swelling. There was no evidence of geohazards as noted above in our field review.

September 26, 2012 3 Project No. 113-81093 3.0 FIELD INVESTIGATION 3.1 Monitoring Well Installation The hydrogeological investigation consisted of installing four groundwater monitoring wells at the site between the dates of December 14 and 18, 2011. The well locations, shown in Figure 3, were submitted to Shine for review on December 8, revised on December 13 (reduced from 5 to 4 wells), and approved on December 13, 2011. The monitoring wells were installed by Twin Ports Testing, under the direction of a Golder geologist.

The wells consisted of 2 inch diameter PVC with 10 ft long slotted screens. Screen elevations were determined based on the elevation of groundwater encountered while drilling. The monitoring wells extend approximately three feet above grade within protective casing having locking covers. Three protective pipe bumpers were installed around each well. The wells were developed by Golder following installation, on December 17 and 18, 2011. We understand that SHINE contracted AMEC to measure monthly groundwater elevations and provide the data to Golder.

3.2 Sample Collection In all monitoring well boreholes, representative samples of the soils encountered in the borehole were obtained by driving a split-spoon sampler ahead of the 4.24 Hollow-Stem Auger in accordance with ASTM Designation D1586, generally known as the Standard Penetration Test (SPT). Drive samples were collected at 5-foot intervals in monitoring wells SM-GW1A and SM-GW2A, and continuous sampling to 16 feet then 5-foot intervals thereafter in monitoring wells SM-GW3A and SM-GW4A. Drive samples were collected using a 2-inch (2-in.) outside diameter (O.D.) split-spoon sampler. The sampler was driven a depth of 18 or 24 inches for each test within the boreholes. Length of sample recovery was measured and recorded along with driving length on boring logs located in Appendix A.

The sampler was driven vertically in measured intervals for each test using a 140-pound automatic drop hammer free-falling for 30 inches. The number of blows required to drive the sampler each 6-inch interval of the sampling attempt is recorded on the borehole logs. In addition, the total number of blows required to advance the sampler through the 18- to 24-inch sampling interval is presented as N on the borehole logs; this total is commonly referred to as a blow count. The blow counts shown on the borehole logs are field values that have not been corrected for overburden, sampler size, or other factors.

The monitoring well logs were generated by a Golder Engineer who observed the well installations and recovered samples. Recovered soil samples were visually classified according to the Unified Soils Classification System (USCS) that is summarized in Figure 4. The monitoring well logs are presented in Appendix A, as Figures A1 thru A4.

September 26, 2012 4 Project No. 113-81093 3.3 SPT Corrections Prior to driving the split-spoon, the exposed segment of the drill rod was measured to verify sampler depth and/or check for sand heave in the auger. Although no soil heaving was detected in borehole checks during drilling, loose sandy soils were observed close to the groundwater levels in all of the boreholes. It is likely that water-bearing soils may have experienced disturbance prior to a SPT due to the HSA method.

If geotechnical analysis is performed for this contingency site, the field blow counts should be adjusted for various factors that might differ from standard SPT sampling procedures, including the following: hammer weight and drop height, split spoon sampler size, borehole diameter, rod length, sample set-up and liner, and energy ratio (ER) efficiency relative to 60 percent theoretical energy efficiency. To account for the increased efficiency of the automatic hammer, Golder recommends an ER factor of 72% (i.e., 20% more energy efficient). Twin Ports Testing performed hammer energy measurements on a separate project in March 2009 with energy transfer ratios ranging between 81% and 91%; thus our recommended 72% ER is considered conservative. Blow counts should be normalized to a common reference effective overburden stress (100 kiloPascals, or approximately 1 ton/sq. ft). The product of these factors determines corrected SPT (N1)60 values.

3.4 Geotechnical Building Borings Ten borings and one seismic test hole within the potential building footprint were proposed to SHINE as part of Stage 2 services and field seismic testing was proposed as Stage 3 services, which may be authorized by SHINE at a later date if it is desired to further evaluate this contingency site. These future stages have not been performed to date, and thus are not included in this report.

3.5 Field and Laboratory Testing Golder proposed stage 2 services to include laboratory testing of geotechnical samples and field hydrogeological testing to include slug tests and falling head permeability tests. Golder proposed stage 3 services to include vertical seismic profiling. Stage 2 and 3 services have not been performed to date, and thus are not included in this report.

3.6 Survey Upon receiving approval from SHINE representatives, Golder personnel located the four groundwater monitoring wells relative to the originally mapped property area using a Garmin GPS unit. Ayres Associates (Ayres), a professional surveyor licensed in the state of Wisconsin, surveyed the completed monitoring wells on December 23, 2011. The horizontal survey datum used was NAD/1983/91 Harn, US Survey Feet. The vertical datum was NAVD88 (2007) Geoid 09. Table 2.3-1 below lists the location (northing and easting) and ground surface elevation of the monitoring wells.

September 26, 2012 5 Project No. 113-81093 Table 3.6-1 Monitoring Well Locations and Elevations Boring Depth Surface Northing Easting Number (ft) Elevation (ft) (ft) (ft)

SM-GW1A 16.0 1108.7 N 246,550.68 E 2,099,316.48 SM-GW2A 16.0 1107.3 N 244,939.33 E 2,099,393.36 SM-GW3A 18.0 1113.0 N 245,281.57 E 2,100,542.56 SM-GW4A 18.0 1113.9 N 246,217.67 E 2,100,916.83 3.7 Monitoring Well Abandonment At the request of SHINE, the four monitoring wells were abandoned on March 15, 2012. Borehole abandonment was performed in strict accordance with Chapter NR 141 of the Wisconsin Administrative Code (WIS DNR, 2011).

September 26, 2012 6 Project No. 113-81093 4.0 SUBSURFACE CONDITIONS The subsurface conditions encountered at the site are depicted in detail on the Record of Well Logs displayed in Appendix A. The soil conditions indicated by the boreholes is about one foot of topsoil and crop residue overlying a medium to coarse grained, silty SAND extending to depths of 9 to 14 feet. Below this is a relatively clean, medium to coarse grained, SAND with silt to the borehole termination depth of 31 feet. In general the density of the sand was loose throughout the boreholes to a depth of 31. Cobbles or boulders were not noted during drilling. If geotechnical analysis is performed for this contingency site, the above Section 3.3 on SPT corrections should be considered.

One borehole was advanced without sampling to a depth of 140 feet adjacent to SM-GW3A. This borehole was intended for a well installation into bedrock, but bedrock was not encountered within 140 feet of the surface.

Groundwater was encountered in all of the wells at elevations ranging from about 1096 to 1106 (about 8 to 11 feet below grade) as indicated in the table below. Groundwater levels should be expected to fluctuate seasonally and annually with changes in precipitation patterns.

Table 4.0-1 Water Level Readings Surface Depth to Top of Length of Water Borehole Elevation Well Screen Well Screen Elevation Number (ft) (ft) (ft) (ft)

SM-GW 1A 1108.7 6.0 10.0 1100.4 SM-GW 2A 1107.3 6.0 10.0 1096.9 SM-GW 3A 1113.0 8.2 10.0 1102.2 SM-GW 4A 1113.9 8.0 10.0 1106.1 Notes:

1) Surface elevation determined from survey.

2) Depth to top of well screen and length of well screen recorded during well installation.

3) Water elevation measured during well development.

September 26, 2012 7 Project No. 113-81093

5.0 REFERENCES

1. ANSI/ANS, 1995. American National Standards Institute Inc., American Nation Standard ANSI/ANS 15.8-1995, Quality Assurance Program Requirements for Research Reactors, Reaffirmed September 14, 2005.

2. ASTM D1586 - 11. Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils.

3. ASTM D2487-11. Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System), by ASTM International.

4. ASTM D2488-09a. Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), by ASTM International.

5. Golder, 2011a. Duluth Office Field and Laboratory Quality Manual (FLQM), RL 0, October 17, 2011.

6. Golder, 2012b. Phase I Environmental Site Assessment, Golder Report 2, Project 113-81093, Revision 1, May 11, 2012.

7. Golder, 2012c. Quality Assurance Program Description (QAPD), GAI DUL D02 01/2012 RL1, Project No. 113-81051, Golder Associates Inc., January 12, 2012.

8. Merrick & Company, 2012. Preliminary Design Report Molybdenum-99 Production Facility, Prepared for SHINE Medical Technologies. Layout 3, 2012.

9. SHINE, 2011. Quality Assurance Program Description (QAPD), Revision - 0 (RL 0), based on guidance in Regulatory Guide 2.5 and ANSI/ANS 15.8-1995, July 14, 2011.

10. U.S. Nuclear Regulatory Commission, Washington, DC, 1996a. NUREG-1537, Part 1, Guidelines for Preparing and Reviewing Applications for the Licensing of Non-Power Reactors.¹

11. U.S. Nuclear Regulatory Commission, Washington, DC, 1996b. NUREG-1537, Part 2, Guidelines for Preparing and Reviewing Applications for the Licensing of Non-Power Reactors.¹

12. U.S. Nuclear Regulatory Commission, Washington, DC, 2010. Regulatory Guide2.5, Revision 1, Quality Assurance Program Requirements for Research and Test Reactors, June 2010. ¹

13. WISDNR, 2011, Wisconsin Department of Natural Resources, Administrative Code, Chapter NR141, March 2011.

September 26, 2012 8 Project No. 113-81093 Note 1: Documents are available at: http://www.nrc.gov/reading-rm/doc-collections/

September 26, 2012 9 Project No. 113-81093 6.0 USE OF REPORT This data report was prepared for the exclusive use of SHINE Medical Technologies for design of the proposed Mo-99 production facility. We understand that SHINE will provide Golder with additional information about the proposed facility to assist us in preparing geotechnical recommendations for the project. We may be contacted if additional information is required for this contingency site to obtain additional information, perform engineering analysis, and make conclusions and recommendations.

The subsurface conditions at this site appear relatively consistent between the boreholes. However, there is always the possibility of variations in subsurface conditions between the boreholes and also with time. We highly recommend inspection and testing be performed by a qualified geotechnical engineer during construction to verify that conditions encountered are similar to those upon which our recommendations are based, and to provide corrective recommendations if conditions are different than expected or have changed.

Unanticipated soil conditions are commonly encountered that cannot fully be determined by a limited number of explorations or soil samples. Such unexpected conditions frequently result in additional project costs in order to build the project as designed. Therefore, a contingency for unanticipated conditions should be included in the construction budget and schedule.

The work program for this project followed the standard of care expected of professionals undertaking similar work in the State of Wisconsin under similar conditions, and adhering to the requirements in Golders Quality Assurance Program Description (Golder, 2012c). No warranty expressed or implied is made.

September 26, 2012 10 Project No. 113-81093 7.0 CLOSING This report is respectfully submitted to SHINE Medical Technologies. If you have questions or require additional information, please contact Golder at (218) 724-0088.

Sincerely, GOLDER ASSOCIATES INC.

Joel D. Ulring, P.E. Amy Thorson, P.E.

Senior Geotechnical Engineer Associate, Duluth Operations Manager Wisconsin Registration No. 27236-006 Wisconsin Registration No. 35963-006 Thomas G. Krzewinski, P.E. D.GE, F. ASCE Principal Geotechnical Engineer Wisconsin Registration No. 24946-006

FIGURES PROJECT LOCATION PROJECT LOCATION J:\2011 Jobs\113-81093 SHINE Steven's Point WI\CAD\VICINITY_MAP_WI.dwg l 9/26/2012 11:48 AM l AGarrigus l STEVENS POINT 1 0 1 SCALE MILES REFERENCE 1.) 1:24,000 SCALE TOPOGRAPHIC MAPS PRODUCED BY USGS AND DISTRIBUTED BY WISCONSIN DNR (2012).

QUADRANGLES SHOWN INCLUDE STEVENS POINT (1970),

POLONIA (1969), ARNOTT (1969), AND WHITING (1970).

SCALE AS SHOWN TITLE DESIGN ---- ---- VICINITY MAP CADD APG 9/11/12 SHINE MEDICAL TECHNOLOGIES CHECK MTK 9/11/12 STEVENS POINT, WISCONSIN FILE No. REVIEW VICINITY_MAP_WI.dwg AT 9/11/12 FIG.

PROJECT No.

113-81093 REV. 0 ---- SHN / STEVENS POINT / WI 1

12+6 9.33 (JEY

)

N89*39'59"E 33.01' S1*50'21"E 84.15' 11+54.84(JEY)

N89*20'15"E 129.05' 10+65.67(JEY)

N89*20'15"E 2564.90' 1516.65' 2308-01-2201-01 2308-01-2101-01 162' S88*58'05"E 1286.25' BRILOWSKI ROAD 100' 100' WISCONSIN CENTRAL LTD.

WISCONSIN CENTRAL LTD.

.35' JOERNS DRIVE 60' 8"W 629 N9*25'2 TRANSIT FACILITY PROPOSED 02-1000-10 18.61 AC.

10.33 AC.

INTERSTATE 21 AC. 700' 21 AC.

PROPERTY10.43 AC. 700' 700' HIGHWAY 39 S01*26'31"E 1,391.05' BOUNDARY N4*26'57"W 609.15' 20' 75+00 80+00 85+00 70+00 60+00 E.M. COPPS DRIVE 70+

00 SEWER & WATER MAIN EASEMENT 40' 40 FT. SEWER & WATER MAIN EASEMENT 15 FT. UTILITY EASEMENT 01-2200-01 02-1000-10 1,000'R 3 AC. 2.2 AC. 1.5 AC. 100' FUTURE STREET (5501) 01-2200-02 2.4 AC. 1.5 AC.

S.T.H. 51/I 39 02-1002-02 02-1100-01 UTILITY EASEMENT +324.284 (2901)

N1*50'21"W 85.30' 80' 02-1000-07

+324.712 1,000'R 82.02' 5 AC. 5.1 AC.

80' FUTURE STREET 55+00 02

-110 E.M. COPPS DRIVE +300.328 13 AC.

0-03 82.02' 4.26 AC.

02-1000-04 02-4005-99 THIS IS A NON-TANGENT CURVE 02-1002-03

+299.900 85.30' 02-1002-03 80 AC.

01-2200-03 N87*08'11"E 1,308.61' (2917) 02-1002-01 J:\2011 Jobs\113-81093 SHINE Steven's Point WI\CAD\Proposed_building_layout_SP.dwg l 9/26/2012 11:58 AM l AGarrigus l STEVENS POINT BUSINESS PARK DRIVE COYE DRIVE 66' N1*50'21"W 2881.74' 02-1000-10 N1*13'25"W 1084.76' 23.34 AC.

SM-GW1A 316' 02-1000-15 (3001) 02-1003-01 02-1000-10 SM-GW4A 1,868' S01*01'45"E 1,325.44' TOWN OF STOCKTON 316' TOWN OF HULL 01-2300-01 02-1001-06 (3017) 02-1001-02 02-1001-03 45+00 02-1000-14 (5700) 02-1001-05 2.4 AC.

HEFFRON COURT (5416)

(5500) 01-2300-03 25.23 AC.

02-1001-01 17.52 AC. 19.93 AC.

1) 0)

CLEM'S WAY (310 (540 02-4005-99 LANDS' END WAY (5525)

(5525) (5533) WPS EASEMENT V676/748 TOWN OF HULL 01-2300-02 02-1000-10 02-1000-08 POINT TOWN OF HULL CITY OF STEVENS

+0 40 02-1000-11 WPS EASEMENT V687/176 0

02-1000-09 02-1000-16 WPS EASEMENT V687/176 TRANSMISSION LINE 2597.95' TOWN OF PLOVER TOWN OF STOCKTON N88*09'25"E 33' S87*17'33"W WPS EASEMENT V679/341 02-4002-08 WPS EASEMENT V687/176 WPS EASEMENT V679/341 0.4 AC. 5.1 AC. 1,868' TOWN OF PLOVER 3.7 AC.

02-4000-07 RT 02-4000-16 WPS EASEMENT V675/813 WPS EASEMENT V676/760 WPS EASEMENT V679/788 OU +0 02-4000-18 SM-GW3A 35 0

DE C 02-4002-04 DRIVE JA 66 02-4005-07 02-4001-01 SM-GW2A N47*17'31"W 68.40' 35.69 AC.

02-4002-01 34.23 AC.

02-4002-05 02-4000-07 WOODLAND RD.

30+00 02-4005-08 02-4005-11 02-4005-11 S.T.H. 51/I 39 N42*42'29"E POSSIBLE BRILOWSKI ROAD 02-4001-02 70.23' 02-4005-99 02-4005-10 RT 02-4005-99 02-4005-09 2300' BUILDING S1*50'49"E 2635.47' C

66

' OU 02-4000-07 N0*05'49"E AREA (3241) 02-4005-11 02-4001-03 25+00 (3300)

JOHN JOANIS ASS 66' 02-4004-04 P 85+00 K.B. WILLETT DRIVE LET 02-4005-12 VIO (3301) 02-4005-13 02-4004-05 01-3000-03 BUSINESS PARK DRIVE 02-4000-15 02-4004-99 ROW CARRIE FROST DRIVE 02-4000-06 90+00 (3317) 02-4005-04 CARRIE FROST DRIVE 100O 0 100O VENTURE DRIVE 02-4005-03 02-4004-06 01-3000-02 02-4005-01 110+00 N2*57'34"E 400.50' EN UE 02-4 000-99 02-4000-10 (3316) 17+00 (3325)

(END TAPER) SCALE FEET NOTES AV 1.) NORTHINGS AND EASTINGS PROVIDED IN WISCONSIN STATE PLANE, CENTRAL ZONE, NAD83(HARN), US FT.

2.) ELEVATIONS REFERENCED TO VERTICAL DATUM NAVD88(2007) GEOID09. SCALE AS SHOWN TITLE DESIGN ---- ---- PROJECT SITE LOCATION MAP REFERENCES CADD APG 9/12/12 SHINE MEDICAL TECHNOLOGIES 1.) LOCATION OF POTENTIAL LOCATION FOR SHINE MEDICAL FACILITY PROVIDED BY CITY CHECK AT 9/12/12 STEVENS POINT, WISCONSIN OF STEVENS POINT ON 12/20/11. FILE No. REVIEW Proposed_building_layout_SP.dwg AT 9/12/12 2.) AERIAL IMAGERY PROVIDED BY USDA FARM FIG.

SERVICE AGENCY AND DATED 6/7/2010. PROJECT No.

113-81093 REV. 1 ---- SHN / STEVENS POINT / WI 2

2.2 AC. 1.5 AC. 100' FUTURE STREET 1.5 AC.

5.1 AC.

80' FUTURE STREET 5 AC.

Point Table 80 AC. PROPOSED PROPERTY GROUNDN87*08'11"E 1,308.61 BOUNDARY NORTHING EASTING DESCRIPTION ELEVATION (FT) (FT)

(FT) 23.34 AC.

SM-GW1A 246550.68 2099316.48 1108.7 316' SM-GW1A SM-GW4A J:\2011 Jobs\113-81093 SHINE Steven's Point WI\CAD\Proposed_building_layout_SP.dwg l 9/26/2012 12:01 PM l AGarrigus l STEVENS POINT SM-GW2A 244939.33 2099393.36 1107.3 1,868' S01*01'45"E 1,325.44' TOWN OF STOCKTON SM-GW3A 245281.57 2100542.56 1113.0 316' TOWN OF HULL SM-GW4A 246217.67 2100916.83 1113.9 LEGEND POSSIBLE SM-GW1A BUILDING 2.4 AC.

BOREHOLE LOCATION AND DESIGNATOR AREA 25.23 AC.

17.52 AC. 19.93 AC.

OVERHEAD ELECTRIC POWERLINE WPS EASEMENT V676/748 TOWN OF HULL NOTES NT TOWN OF HULL CITY OF STEVENS POI TRANSMISSION LINE TOWN OF PLOVER TOWN OF STOCKTON WPS EASEMENT V679/341 1.) BOREHOLE COORDINATES AS SURVEYED BY AYERS 5.1 AC.

ASSOCIATES ON 11/11/2011. WPS EASEMENT V679/341 0.4 AC. 1,868' TOWN OF PLOVER 3.7 AC.

2.) PROPOSED BUILDING FOOTPRINT IS A SQUARE, MEASURING 316 FEET ON EACH SIDE.

SM-GW3A 3.) CENTER OF BUILDING OUTLINE PLACED WITHIN SM-GW2A PROPOSED SITE POLYGON AS DIRECTED BY CLIENT.

35.69 AC.

4.) NORTHINGS AND EASTINGS PROVIDED IN WISCONSIN 34.23 AC.

STATE PLANE, CENTRAL ZONE, NAD83(HARN), US FT.

5.) ELEVATIONS REFERENCED TO VERTICAL DATUM 500 0 500 NAVD88(2007) GEOID09.

SCALE FEET REFERENCES SCALE TITLE AS SHOWN 1.) LOCATION OF POTENTIAL LOCATION FOR SHINE MEDICAL FACILITY PROVIDED BY CITY DESIGN ---- ---- WELL LOCATION MAP OF STEVENS POINT ON 12/20/11. CADD APG 9/12/12 SHINE MEDICAL TECHNOLOGIES 2.) AERIAL IMAGERY PROVIDED BY USDA FARM CHECK STEVENS POINT, WISCONSIN AT 9/12/12 SERVICE AGENCY AND DATED 6/7/2010.

FILE No. REVIEW Proposed_building_layout_SP.dwg AT 9/12/12 FIG.

PROJECT No.

113-81093 REV. 1 ---- SHN / STEVENS POINT / WI 3

UNIFIED SOIL CLASSIFICATION (adapted from ASTM D2487)

MATERIAL CRITERIA FOR ASSIGNING SOIL GROUP NAMES GROUP SOIL GROUP NAMES & LEGEND TYPES AND GROUP SYMBOLS USING LABORATORY TESTS SYMBOL GRAVELS CU 4 AND 1 CC 3 GW WELL-GRADED GRAVEL CLEAN GRAVELS

<5% FINES If soil contains

>50% OF COARSE CU < 4 AND/OR [CC < 1 OR CC > 3] GP POORLY GRADED GRAVEL 15% sand, add COARSE-GRAINED SOILS FRACTION RETAINED ON NO 4. SIEVE GRAVELS WITH FINES CLASSIFY AS ML OR MH GM SILTY GRAVEL "with sand" FINES

>50% RETAINED ON

>12% FINES FINES CLASSIFY AS CL OR CH GC CLAYEY GRAVEL SANDS CU 6 AND 1 CC 3 SW WELL-GRADED SAND CLEAN SANDS If soil contains NO. 200 SIEVE

<5% FINES CU < 6 AND/OR [CC < 1 OR CC > 3] SP POORLY GRADED SAND 50% OF COARSE 15% gravel, add FRACTION PASSES FINES CLASSIFY AS ML OR MH SM SILTY SAND ON NO 4. SIEVE SANDS AND FINES "with gravel"

>12% FINES FINES CLASSIFY AS CL OR CH SC CLAYEY SAND If soil contains coarse-grained soil from gravel" for whichever type is prominent, 60 CL LEAN CLAY 30%, add "sandy" or "gravelly" 15% to 29%, add "with sand" or "with SILTS AND CLAYS ORGANIC CLAY OR SILT PLASTICITY CHART (OH, OL) if:

FINE-GRAINED SOILS 50 LL (oven dried) < 0.75 CH PLASTICITY INDEX (PI)

LIQUID LIMIT <50 IN E ML SILT (LL < 50)

LL (not dried) 40 (LL 50)

"L

" li ne

) "A OL ORGANIC CLAY OR SILT

>50% PASSES "A )

e e 30 bov lin ra "A to w (a elo (b

SILTS AND CLAYS 20 CL CH FAT CLAY MH NO. 200 SIEVE 10 LIQUID LIMIT 50 7 (PI > 7)

(4 PI 7) CL-ML ML MH ELASTIC SILT 4

(PI < 4) or for 0

0 10 20 30 40 50 60 70 80 90 100 OH ORGANIC CLAY OR SILT LIQUID LIMIT (LL)

HIGHLY ORGANIC SOILS PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR PT PEAT NOTES:

Gravels or sands with 5% to 12% fines require D 60 RELATIVE DENSITY / CONSISTENCY ESTIMATE dual symbols (GW-GM, GW-GC, GP-GM, CU =

D 10 GP-GC, SW-SM, SW-SC, SP-SM, SP-SC) and USING STANDARD PENETRATION TEST (SPT) VALUES add "with clay" or "with silt" to group name. If CC =

( D 30 ) 2 (adapted from Terzaghi and Peck 1967) fines classify as CL-ML for GM or SM, use dual D 10 x D60 (a) (b) symbol GC-GM or SC-SM. COHESIONLESS SOILS COHESIVE SOILS UNCONFINED (N1)60 (N1)60 COMPRESSIVE CRITERIA FOR DESCRIBING MOISTURE CONDITION RELATIVE DENSITY (blows/ft)

(c) CONSISTENCY (blows/ft)

(c)

STRENGTH (TSF)

(d)

(adapted from ASTM D2488) VERY LOOSE 0-4 VERY SOFT 0-2 0 - 0.25 DRY ABSENCE OF MOISTURE, DUSTY, DRY TO THE TOUCH LOOSE 4 - 10 SOFT 2-4 0.25 - 0.50 MOIST DAMP BUT NO VISIBLE WATER COMPACT 10 - 30 FIRM 4-8 0.50 - 1.0 WET VISIBLE FREE WATER, USUALLY SOIL IS BELOW DENSE 30 - 50 STIFF 8 - 15 1.0 - 2.0 WATER TABLE VERY DENSE OVER 50 VERY STIFF 15 - 30 2.0 - 4.0 HARD OVER 30 OVER 4.0 COMPONENT DEFINITIONS BY GRADATION (a) Soils consisting of gravel, sand, and silt, either separately or in combination possessing no characteristics of COMPONENT SIZE RANGE plasticity, and exhibiting drained behavior.

(b) Soils possessing the characteristics of plasticity, and exhibiting undrained behavior.

BOULDERS ABOVE 12 in. (c) Refer to ASTM D1586 for a definition of N value. (N1)60 is the N value corrected for hammer energy and COBBLES 3 in. to 12 in. overburden pressure, and is detailed in ASTM D6066. N values may be affected by a number of factors GRAVEL 3 in. to #4 (4.76 mm) including: material size, sampler size, hammer weight and type, depth, drilling method, and borehole disturbance. N values are only an approximate guide for frozen soil or cohesive soil.

COARSE GRAVEL 3 in. to 3/4 in.

(d) Undrained shear strength, su= 1/2 unconfined compression strength, Uc. Note that Torvane (TV) measures FINE GRAVEL 3/4 in. to No. 4 (4.76 mm) su and pocket penetrometer (PP) measures Uc SAND #4 (4.76 mm) to #200 (0.074 mm)

COARSE SAND #4 (4.76 mm) to #10 (2.0 mm) SAMPLER ABBREVIATIONS MEDIUM SAND #10 (2.0 mm) to #40 (0.42 mm)

FINE SAND #40 (0.42 mm) to #200 (0.074 mm) SS SPT Sampler (2 in. OD, 140 lb hammer) C Core (Rock)

SILT AND CLAY SMALLER THAN #200 (0.074 mm) SSO Oversize Split Spoon (2.5 in. OD, 140 lb typ.) TW Thin Wall (Shelby Tube)

HD Heavy Duty Split Spoon (3 in. OD, 300/340 lb typ.) MS Modified Shelby 9/16/12 SILT 0.074 mm to 0.005 mm CLAY LESS THAN 0.005 mm BD Bulk Drive (4 in. OD, 300/340 lb hammer typ.) GP Geoprobe CA Continous Core (Soil in Hollow-Stem Auger) RC Air Rotary Cuttings GS Grab Sample from Surface / Testpit AG Auger Cuttings LIBRARY-ANC(3-16-12).GLB [ANC_SOIL_LEGEND]

DESCRIPTIVE TERMINOLOGY FOR PERCENTAGES LABORATORY TEST ABBREVIATIONS (adapted from ASTM D2488)

Con Consolidation P200 Percent Fines (Silt & Clay) SpG Specific Gravity DESCRIPTIVE RANGE OF TERMS PROPORTION Comp Proctor Compaction (D698/D1557) pH Soil pH TC Thaw Consolidation/Strain Dd Dry Density PID Photoionization Detector TV Torvane TRACE 0 - 5%

K Thermal Conductivity PM Modified Proctor TX Unconfined Compression FEW 5 - 10%

MA Sieve and Hydrometer Analysis PP Pocket Penetrometer WC Liquid Limit (LL)

LITTLE 10 - 25%

NP Non-plastic PTLD Point Load WP Plastic Limit (PL)

SOME 30 - 45%

OLI Organic Loss SA Sieve Analysis Soil Resistivity MOSTLY 50 - 100%

Figure SOIL CLASSIFICATION / LEGEND 4

APPENDIX A MONITORING WELLS

PROJECT: SHINE Medical Technologies RECORD OF BOREHOLE SM-GW1A SHEET 1 of 1 PROJECT NUMBER: 113-81093 DRILLING METHOD: Hollow-Stem Auger DATUM: Ground Surface GS ELEVATION: 1108.70 ft LOCATION: Stevens Point, WI DRILLING DATE: 12/15/2011 AZIMUTH: --- TOC ELEVATION: 1112.92 ft CLIENT: SHINE Medical DRILL RIG: CME 1050 COORDS: N246550.68 ft, E2099316.48 ft BORING METHOD SOIL PROFILE SAMPLES NOTES DEPTH ELEV.

REC / ATT DESCRIPTION WATER LEVELS GRAPHIC NUMBER (ft) BLOWS USCS TYPE (ft) per 6 in N WELL INSTALLATION GRAPHIC VEGETATION: Crops LOG DEPTH 140 lb hammer (ft) 30 inch drop 0

0.0 - 0.7 TS 1108.0 Loose, Crop field topsoil and mixed soils. 15.0 0.7 1 SS 2-3-3-4 6 0.7 - 5.0 24.0 Compact, brown, moist, medium to coarse grained, Quick Grout silty SAND, trace gravel.

(SM)

SM Bentonite Chips 1103.7 2" PVC Riser 5 14.0 5.0 - 9.5 5.0 2 SS 3-6-6 12 18.0 Compact, brown, moist, medium to coarse grained, silty SAND.

(SM)

Sand Pack - #45-55 Redflint SM 8.3 ft 12/17/2011 1099.2 1:45pm 9.5 - 29.5 9.5 10 Loose, brown, wet, medium to coarse grained, 15.0 3 SS 2-2-4 6 poorly graded SAND with silt, little gravel. 18.0 (SP-SM) 2" PVC Screen 12 ft 12/15/2011 WD 15 4.25 HSA 4 SS 1-2-3 5 17.0 18.0 SP-SM 20 18.0 5 SS 1-2-6 8 18.0 Borehole backfilled with caving/heaving material.

25 18.0 6 SS 1-2-2 4 18.0 1079.2 7 GS Heave Heave SHINE_WELL_LOG 113-81093 SHINE.GPJ DUL.GOLDER.GDT 9/17/12 Heaving conditions encountered at 29.0 feet. 6.0 30 Boring completed at 29.5 ft.

NOTES:

1. End of borehole at 29.5 feet.

2. Groundwater encountered at 12.0 feet while drilling and at 8.3 feet during well development.

3. Groundwater monitoring well installed to 16.0 feet.

4. Coordinates:

CS: Wisconsin State Plane, Central Zone, US FT Horizontal Datum: NAD 1983 HARN. US FT Vertical Datum: NAVD88 (2007) GEOID09. US FT 35 40 DEPTH SCALE:1 in to 5 ft LOGGED: J. Prasch DRILLING CONTRACTOR: Twin Ports Testing CHECKED: M. Krzewinski Figure DRILLER: Lou Dinnan DATE: 1/12/2012 A1

PROJECT: SHINE Medical Technologies RECORD OF BOREHOLE SM-GW2A SHEET 1 of 1 PROJECT NUMBER: 113-81093 DRILLING METHOD: Hollow-Stem Auger DATUM: Ground Surface GS ELEVATION: 1107.33 ft LOCATION: Stevens Point, WI DRILLING DATE: 12/15/2011 AZIMUTH: --- TOC ELEVATION: 1111.31 ft CLIENT: SHINE Medical DRILL RIG: CME 1050 COORDS: N244939.33 ft, E2099393.36 ft BORING METHOD SOIL PROFILE SAMPLES NOTES DEPTH ELEV.

REC / ATT DESCRIPTION WATER LEVELS GRAPHIC NUMBER (ft) BLOWS USCS TYPE (ft) per 6 in N WELL INSTALLATION GRAPHIC VEGETATION: Crops LOG DEPTH 140 lb hammer (ft) 30 inch drop 0

0.0 - 0.7 TS 1106.6 Loose, Crop field topsoil and mixed soils. 18.0 0.7 1 SS 2-3-2-2 5 0.7 - 9.2 24.0 Loose, light brown, moist, medium to coarse Quick Grout grained, silty SAND, little gravel.

(SM)

Bentonite Chips 5 SM 13.0 2 SS 3-5-5 10 18.0 2" PVC Riser Sand Pack - #45-55 Redflint 1098.1 8.8 ft 9.2 - 9.5 SC 12/16/2011 Firm, reddish brown, moist, sandy lean CLAY. 9.5 11:20am 10 12.0 (SC) 3 SS 3-2-3 5 10.4 ft 18.0 9.5 - 26.0 12/17/2011 Very loose to loose, brown, wet, medium to coarse 2:30pm grained, poorly graded SAND with silt, little gravel.

(SP-SM) 4.25 HSA 2" PVC Screen 13.75 ft 12/15/2011 WD 15 12.0 4 SS 7-3-3 6 18.0 Bentonite Chips SP-SM 20 18.0 5 SS 0-1-2 3 18.0 Borehole backfilled with caving/heaving material.

Heaving conditions encountered at 24.0 feet.

25 18.0 6 SS 2-2-2 4 18.0 1081.3 Boring completed at 26.0 ft.

NOTES:

1. End of borehole at 26.0 feet.

2. Groundwater encountered at 13.75 feet while drilling and 8.8 feet the following day through auger left over night. Water level was measured at 10.4 feet during SHINE_WELL_LOG 113-81093 SHINE.GPJ DUL.GOLDER.GDT 9/17/12 well development.

30 3. Groundwater monitoring well installed to 16.0 feet.

4. Coordinates:

CS: Wisconsin State Plane, Central Zone, US FT Horizontal Datum: NAD 1983 HARN. US FT Vertical Datum: NAVD88 (2007) GEOID09. US FT 35 40 DEPTH SCALE:1 in to 5 ft LOGGED: J. Prasch DRILLING CONTRACTOR: Twin Ports Testing CHECKED: M. Krzewinski Figure DRILLER: Lou Dinnan DATE: 1/12/2012 A2

PROJECT: SHINE Medical Technologies RECORD OF BOREHOLE SM-GW3A SHEET 1 of 1 PROJECT NUMBER: 113-81093 DRILLING METHOD: Hollow-Stem Auger DATUM: Ground Surface GS ELEVATION: 1112.98 ft LOCATION: Stevens Point, WI DRILLING DATE: 12/16/2011 AZIMUTH: --- TOC ELEVATION: 1114.90 ft CLIENT: SHINE Medical DRILL RIG: CME 1050 COORDS: N245281.57 ft, E2100542.56 ft BORING METHOD SOIL PROFILE SAMPLES NOTES DEPTH ELEV.

REC / ATT DESCRIPTION WATER LEVELS GRAPHIC NUMBER (ft) BLOWS USCS TYPE (ft) per 6 in N WELL INSTALLATION GRAPHIC VEGETATION: Crops LOG DEPTH 140 lb hammer (ft) 30 inch drop 0

0.0 - 0.7 TS 1112.3 Loose, Crop field topsoil and mixed soils. 14.0 0.7 1 SS 2-4-3-3 7 0.7 - 5.5 24.0 Loose to compact, brown, moist, medium to coarse grained, silty SAND, little organics, trace to little gravel. Quick Grout 15.0 (SM) SM 2 SS 5-6-5-3 11 24.0 2" PVC Riser 16.0 5 3 SS 2-3-3-2 6 1107.5 24.0 5.5 - 13.5 5.5 Bentonite Chips Loose, light brown, moist, poorly graded SAND with silt. 18.0 (SP-SM) 4 SS 2-2-4-5 6 24.0 Sand Pack - #45-55 Redflint 18.0 5 SS 4-5-7-7 12 24.0 SP-SM 10 2" PVC Screen 18.0 10.8 ft 6 SS 2-2-5-6 7 24.0 12/17/2011 12:30pm 11.6 ft 18.0 12/16/2011 7 SS 2-4-5-5 9 10:51am 1099.5 24.0 13.5 - 14.0 SM 1099.0 Loose, light brown to brown, wet, silty SAND, trace 14.0 14.3 ft gravel. 18.0 12/16/2011 4.25 HSA 15 (SM) 8 SS 3-3-3-7 6 1:00pm 24.0 14.0 - 31.0 Loose, brown, wet, poorly graded SAND with silt, trace to little gravel.

(SP-SM)

Bentonite 20 16.0 9 SS 2-2-3 5 18.0 SP-SM Borehole backfilled with 25 18.0 caving/heaving material.

10 SS 2-2-3 5 18.0 SHINE_WELL_LOG 113-81093 SHINE.GPJ DUL.GOLDER.GDT 9/17/12 30 Heaving conditions encountered at 29.0 feet. 18.0 11 GS 18.0 1082.0 Boring completed at 31.0 ft.

NOTES:

1. End of borehole at 31.5 feet.

2. Groundwater encountered at 11.6 & 14.3 feet while drilling. Water level measured at 10.8 feet during well development.

3. Groundwater monitoring well installed to 18.0 feet.

35 4. Coordinates:

CS: Wisconsin State Plane, Central Zone, US FT Horizontal Datum: NAD 1983 HARN. US FT Vertical Datum: NAVD88 (2007) GEOID09. US FT 40 DEPTH SCALE:1 in to 5 ft LOGGED: J. Prasch DRILLING CONTRACTOR: Twin Ports Testing CHECKED: M. Krzewinski Figure DRILLER: Lou Dinnan DATE: 1/12/2012 A3

PROJECT: SHINE Medical Technologies RECORD OF BOREHOLE SM-GW4A SHEET 1 of 1 PROJECT NUMBER: 113-81093 DRILLING METHOD: Hollow-Stem Auger DATUM: Ground Surface GS ELEVATION: 1113.91 ft LOCATION: Stevens Point, WI DRILLING DATE: 12/17/2011 AZIMUTH: --- TOC ELEVATION: 1116.08 ft CLIENT: SHINE Medical DRILL RIG: CME 1050 COORDS: N246217.67 ft, E2100916.83 ft BORING METHOD SOIL PROFILE SAMPLES NOTES DEPTH ELEV.

REC / ATT DESCRIPTION WATER LEVELS GRAPHIC NUMBER (ft) BLOWS USCS TYPE (ft) per 6 in N WELL INSTALLATION GRAPHIC VEGETATION: Crops LOG DEPTH 140 lb hammer (ft) 30 inch drop 0

0.0 - 0.5 TS 1113.4 Loose, Crop field topsoil and mixed soils. 0.5 10.0 1 SS 1-2-1-4 3 0.5 - 3.0 24.0 Loose, brown, moist, silty SAND, little organics, SM trace to little gravel. Quick Grout (SM) 1110.9 17.0 2 SS 4-4-4-4 8 3.0 - 4.5 3.0 24.0 Loose, light brown, moist, silty SAND, trace gravel, 2" PVC Riser SM trace clay. 1109.4 (SM) SM 1108.9 18.0 5 4.5 - 5.0 3 SS 3-4-3-3 7 5.0 24.0 Loose, brown, moist, silty SAND, little organics. Bentonite Chips (SM) 5.0 - 14.0 10.0 Loose, brown, moist to wet, silty SAND, trace 4 SS 2-3-4-4 7 24.0 gravel.

(SM) 7.8 ft 12/18/2011 16.0 3:50pm 5 SS 2-2-3-2 5 24.0 SM 10 Sand Pack - #45-55 Redflint 15.0 6 SS 2-3-4-4 7 24.0 2" PVC Screen 17.0 7 SS 1-3-3-4 6 24.0 1099.9 14.0 - 31.0 14.0 Loose, brown, wet, poorly graded SAND with silt, 21.0 4.25 HSA 15 trace gravel. 8 SS 2-4-3-4 7 15.1 ft 24.0 (SP-SM) 12/17/2011 2:45pm 20 18.0 9 SS 1-2-2 4 18.0 SP-SM Borehole backfilled with caving/heaving material.

25 18.0 10 SS 2-2-4 6 18.0 SHINE_WELL_LOG 113-81093 SHINE.GPJ DUL.GOLDER.GDT 9/17/12 30 Heaving conditions encountered at 29.0 feet. 18.0 11 GS 18.0 1082.9 Boring completed at 31.0 ft.

NOTES:

1. End of borehole at 31.5 feet.

2. Groundwater encountered at 15.1 feet while drilling.

Water level measured at 7.8 feet during well development.

3. Groundwater monitoring well installed to 18.0 feet.

35 4. Coordinates:

CS: Wisconsin State Plane, Central Zone, US FT Horizontal Datum: NAD 1983 HARN. US FT Vertical Datum: NAVD88 (2007) GEOID09. US FT 40 DEPTH SCALE:1 in to 5 ft LOGGED: J. Prasch DRILLING CONTRACTOR: Twin Ports Testing CHECKED: M. Krzewinski Figure DRILLER: Lou Dinnan DATE: 1/12/2012 A4

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Tuesday, August 13, 2013 11:05 AM To: Moser, Michelle; Lynch, Steven

Subject:

DRAFT SHINE Response to Air Quality Request #1 Attachments: DRAFT - Air Quality Request 1 Response - Revision 2.pdf Michelle and Steve, Attached is the Draft SHINE Response to Air Quality Request #1.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 210-1734 1

NRC 2013 SITE ENVIRONMENTAL VISIT QUESTION Part 1: Question Question No. Air Qyality Request #1 Revision 2 Inspector: NRC Audit Team Date: July 3, 2013 Question: Air emissions during construction need to be quantified to evaluate potential impacts.

Please provide air emission estimated quantities and durations for construction activities, including emissions from construction equipment (onsite equipment use, onsite vehicle emissions, site disturbing activities, etc.) as well as construction-related traffic (commuting workforce). Please identify all emission sources, estimate emissions from each source, and describe all assumptions and calculations used to estimate emissions.

Part 2: Response Assigned to: -

Response

AF Construction air emissions have been estimated in SHINE calculation CALC-2013-0007. Table 1 provides the calculated construction air emissions from CALC-2013-0007:

Table 1: Total Calculated Air Emissions for Construction Activities Annual Emissions T co NOx PM Hydrocarbons so2 C02 (Tons/yr}

96 180 13 21 12 8802 R

PSAR Table 19.2.0-2 provided a list of equipment that would be needed for construction activities.

RFI-AMEC-2011-0033 provided the amount of each type of equipment that would be needed over the duration of construction activities, which was assumed to be 24 months. The total annual emissions listed above include emissions from both the construction equipment and personnel vehicles. RFI-AMEC-2011-0033 was used only for an estimate of the amount of construction equipment that will be used. The start and end dates for construction provided in this RFI are no D

longer accurate start and end dates.

Tables 2 and 3 provide the calculated construction air emissions for each type of equipment used during construction and the personnel automobiles used during construction. The fuel for the construction equipment was assumed to be diesel fuel. The units for the calculated emissions are in tons/year.

Table 2: Emissions for Equipment Used During Construction Activities Total Engine Amount of Horse* Equipment Average Type of power (24 month per Hydro*

Vehicle (hp) period) Month co NO. PM carbons so2 C02 Asphalt Compactor Cat 107 5 0.208 0.093 0.432 0.031 0.034 0.029 16.022 CB434C Asphalt Paver, Barber Greene 174 5 0.208 0.151 0.702 0.050 0.056 0.046 26.055 AP-1000 Backhoe/Loader 105 67 2.792 1.224 5.679 0.403 0.453 0.376 210.684 Cat 430 Boom Lift JLG AF 65 76 3.167 0.859 3.988 0.283 0.318 0.264 147.943 800AJ Concrete Pump Putzmeister 300 29 1.208 1.513 7.023 0.498 0.560 0.464 260.547 47Z-Meter Crane (Lattice

Boom, 205 13 0.542 0.464 2.151 0.153 0.171 0.142 79.811 Manitowoc 8000

-BOt)

Crane (Picker, Grove RT530E-2 30t)

Crane (Picker, Grove RT600E-50t)

Dump, Dual axel (15 cy)

Mack 160 173 350 T

55 11 47 2.292 0.458 1.958 1.531 0.331 2.862 7.104 1.536 13.280 0.504 0.109 0.942 0.566 0.122 1.058 0.470 0.102 0.878 263.542 56.991 492.643 Excavator (Large, Cat 345D L)

Excavator (Medium, Cat 321D LCR)

Extended R 380 148 5

13 0.208 0.542 0.331 0.335 1.534 1.553 0.109 0.110 0.122 0.124 0.101 0.103 56.901 57.620 D

Forklift Lull 1044C-54 Fuel Truck, Mack MP6 Material Truck 2-1/2t F-650 Mechanic's Truck 2-1/2t F-650 Motor Grader Cat 140M 115 150 270 270 183 97 14 31 27 15 4.042 0.583 1.292 1.125 0.625 1.941 0.365 1.456 1.268 0.478 9.005 1.695 6.757 5.885 2.216 0.639 0.120 0.480 0.418 0.157 0.718 0.135 0.538 0.469 0.177 0.596 0.112 0.447 0.389 0.147 334.069 62.891 250.664 218.320 82.207 Pickup Truck F-300 183 7.625 9.550 44.320 3.145 3.531 2.931 1644.141 250

Total Engine Amount of Horse- Equipment Average Type of power (24 month per Hydro-Vehicle (hp) . period) Month co NOx PM carbons so2 C02 Semi Tracker &

Trailer (20 cy) 450 69 2.875 5.401 25.066 1.779 1.997 1.658 929.883 Mack MP8 Skidsteer Loader Case 75 79 3.292 1.031 4.783 0.339 0.381 0.316 177.441 SR200 Tracked Dozer 150 21 0.875 0.548 2.543 0.180 0.203 0.168 94.336 CatD6 Tracked Dozer 235 26 1.083 1.063 4.933 0.350 0.393 0.326 182.982 CatD7 Tracked Dozer 310 19 0.792 1.025 4.755 0.337 0.379 0.314 AF 176.393 Cat D8 Tracked Loader 242 43 1.792 1.810 8.401 0.596 0.669 0.556 311.638 CAT973C Vibratory Soil Compactor Cat 156 14 0.583 0.380 1.763 0.125 0.140 0.117 65.406 C874 Water Truck 150 11 0.458 0.287 1.332 0.095 0.106 0.088 49.414 Mack MP6 Portable Air Compressors Portable Generators Portable Welders Walk Behind Compactor Total 50 50 50 50 T 1158 54 61 45 23 2.250 2.542 1.875 0.958 48 0.470 0.531 0.391 0.200 38 2.180 2.462 1.816 0.928 176 0.155 0.175 0.129 0.066 12 0.174 0.196 0.145 0.074 14 0.144 0.163 0.120 0.061 12 80.859 91.341 67.383 34.440 6523 R

Table 3: Emissions from Personnel Automobiles Used During Construction Activities Engine Horse-D Type of Vehicle Standard Passenger Automobile (50 Miles Daily Commute)

Standard Passenger Automobile (1 00 Miles Daily Fuel Type Gasoline Gasoline power (hp) 150 150 Peak Number of Vehicles 391 29 co 50.643 7.512 NOx 3.734 0.554 Hydro-carbons 5.802 0.861 PM-10 0.024 0.004 PM-2.5 0.022 0.003 C02 1984.774 294.417 Commute)

Total 420 58 4 7 0.03 0.03 2279

The equation from US EPA AP-42, Section 13.2.3 (Heavy Construction Operations) was used to calculate the fugitive dust emissions from construction activities (Reference 3 below). The amount of fugitive dust generated during construction activities that affect 51.0 acres of land is 734 tons/year.

For the fugitive dust calculations, we assumed that no mitigative measures were taken to reduce the amount of fugitive dust generated during construction activities. The equation provided in Reference 3 assumes that the construction activities will be performed in a semiarid climate. The location of the construction activities for the SHINE site (Janesville, WI) is not located in a semiarid climate zone.

Therefore, the amount of dust at the Janesville site would be less than the amount of dust in a semiarid climate and the results of the fugitive dust calculations are conservative.

The following assumptions were made to calculate the emissions from construction activities:

• The daily shift duration was assumed to be 10 hours1.157407e-4 days <br />0.00278 hours <br />1.653439e-5 weeks <br />3.805e-6 months <br /> per day. Construction activities were assumed to occur 5 days per week for 50 weeks per year. For the construction equipment, it was assumed that the equipment was running for 5 hours5.787037e-5 days <br />0.00139 hours <br />8.267196e-6 weeks <br />1.9025e-6 months <br /> each day. From these assumptions, it was AF calculated that the construction equipment would be in use for 1250 hours0.0145 days <br />0.347 hours <br />0.00207 weeks <br />4.75625e-4 months <br /> annually.

• The equipment used during construction was found in PSAR Table 19.2.0-2. The quantity of the construction equipment was found in RFI-AMEC-2011-0033.

• The fuel for the construction equipment is assumed to be diesel fuel. This is a bounding assumption as diesel fuel has higher emission rates than gasoline.

• The number of passenger automobiles for construction was assumed to be 420 automobiles per T

month (the peak number of automobiles) (PSAR Subsection 19.4.7.1.1 ). The number of workers commuting 50 miles daily was assumed to be 391 , and the number of workers commuting 100 miles daily was assumed to be 29.

• The fuel for the passenger automobiles was assumed to be gasoline. A standard passenger automobile was assumed as the type of personnel vehicle.

• The duration of construction activities was assumed to be 24 months (PSAR Subsection 19.4.7.1 ). The actual construction schedule is 12 months. However, using 24 months is conservative because this duration over-predicts the expected amount of equipment needed for R

construction of the facility, thereby over-predicting the total amount of emissions as a result of the amount of equipment used.

• For fugitive dust calculations, the total number of acres affected due to construction activities was assumed to be 51.0 acres (PSAR Section 19.2). The amount of land permanently converted to industrial facilities will be 25.67 acres (PSAR Subsection 19.4.1.1.1) and the remaining 25.1 D acres will only be temporarily disturbed during construction activities (PSAR Subsection 19.2).

Fugitive dust was not calculated for the personnel automobiles because the automobiles will be parked at the site during construction activities.

The references that were used to calculate the emissions from construction are the following:

1. Average Annual Emissions and Fuel Consumption for Gasoline-Fueled Passenger Cars and Light Trucks, United States Environmental Protection Agency, Website accessed:

http://www.epa.gov/otaq/consumer/420f08024.pdf, Date accessed: July 23, 2013.

2. Gasoline and Industrial Engines, Chapter 3, Section 3.3, Table 3.3-1, United States Environmental Protection Agency Fifth Edition Compilation of Air Pollutant Emissions Factors, Volume 1: Stationary Point and Area Sources, Fifth Edition, USEPA, Website accessed:

http://www.epa.gov/ttnlchief/ap42/ch03/final/c03s03.pdf, Date accessed: July 22, 2013.

3. Heavy Construction Operations, Chapter 13, Section 13.2.3, United States Environmental

Protection Agency Fifth Edition Compilation of Air Pollutant Emissions Factors, Volume 1:

Stationary Point and Area Sources, Fifth Edition, USEPA, Website accessed:

http://www.epa. qov/ttnchie 1/ap42/ch 13/final/c 13s02-3. pdf, Date accessed: August 6, 2013. is RFI-AMEC-2011-0033.

Additional Action Taken (e.g., IMR)

AF T

R D

Sl Medical Technologies REQUEST FOR INFORMATION (RFI)

SHINE Procedure PM-001, Rev 2 RFI Number:RFI-AMEC-2011-0033 RFI Revision: 1 Sargent & Lundy Construction Inputs Information needed to support the assessment of impacts associated with construction of the facility. Requested information to include the following:

1. Proposed grading plan including site runoff calculations, infiltration analyses, detention basins and design flows, erosion and sediment control measures and BMPs)

2. List of Construction Equipment Expected (AMEC will use to identify potential noise emission rates during construction)

3. Site Excavation and Soil Management Plan (depth of excavation, soil stockpile/disposal locations, etc.)

4. Construction Dewatering Plan (Need for dewatering, method/location of water disposal SHINE DAlE SHINE Licensin : Jim Freels Date: 06-13-12 Date Re uest Forwarded to Res onder RFI RESPONSE

1. Proposed Grading Plan A Site Utilization Plot Plan (SUPP), Rev 0, and Construction Grading Plan, Rev 0, have been developed. As advised by City of Janesville Economic Development Department personnel, under the Rock County Airport Development Plan detention/retention basins are not allowed at the SHINE site because of concerns about glare and water fowl interfering with aircraft using the Southern Wisconsin Regional Airport. Therefore, basins are not shown on the SUPP or Construction Grading Plan. Instead, storm water is controlled using ditches, culverts, swales, diversion berms, etc., as described below.

During operation, all storm water runoff from the developed parts of the site flows through a vegetated swale where the peak flow is controlled (detention) and a portion of the water is allowed to infiltrate. Any water that does not infiltrate is discharged through an outfall control structure to the existing drainage ditch along Highway 51. Runoff from the undeveloped parts of the site follows natural draina e atterns and is dischar ed throu h a culvert to the draina e

ditch along Highway 51.

During construction, storm water run-on is diverted around the site via perimeter berms and ditches and then discharged back on the existing agricultural field through a flow spreader.

Storm water falling on disturbed construction areas is routed to the sedimentation and flow controls discussed above prior to being discharged to the existing ditch along Highway 51.

Construction erosion and sedimentation controls will be in place throughout construction activities. Operational controls will be installed during the later part of construction.

Final site design will include preparation of detailed grading plans and construction details, site storm water runoff calculations, infiltration analyses, peak discharge requirements, sediment reduction modeling, and water quality improvements. A storm water management plan for erosion and sediment control during and after construction will be developed in accordance with Wisconsin Administrative Code NRs 151 and 216, and City of Janesville Ordinances 2004-228 and 2004-229. Designs for storm water control will include Best Management Practices (BMPs) as presented in the Wisconsin Best Management Practices Manual, as adapted to specific physical conditions of the SHINE site. All controls will be designed to minimize potential adverse effects such as erosion, increased runoff, sediment transport off-site, and water quality management issues.

Both construction and operation erosion, sedimentation, and other storm water controls will be designed, at a minimum, to meet City of Janesville ordinances and State code requirements.

Such controls must comply with the standards for multiple storm events up to and including the 100-year, 24-hour rainfall. Culverts and ditches will be designed to convey the 100-year, 24-hour storm event.

Storm water controls shown on the Rev 0 SUPP and Construction Grading Plan reflect preliminary sizing approximated in compliance with applicable regulations and guidance manuals. During final design, detailed runoff calculations and infiltration analyses will be submitted along with required documentation, in permit application form, to the City of Janesville for their review. Once acceptance of the permit application is achieved, the storm water control features will be incorporated into the design and construction documents, specifications, drawings, and details.

2. List of Construction Equipment Attachment 1 includes bounding estimate of the construction equipment necessary to construct, start up, and commission the Shine facility. This estimate is based on input information provided by responses to RFis AMEC-2011-0041, AMEC-2011-0031, S&L-2012-0030 and information included in this RFI. The table provides the estimated average monthly construction equipment by type and quantity deemed necessary to construct the facility.

3. Site Excavation and Soil Management Plan Excavation quantities were estimated based on Layout Option 3 for the main building (provided in a June 28, 2012, e-mail from Clay Taylor to Maury Pressburger) and decisions reached in July 2012. The anticipated maximum depth of excavation is 39 feet below final grade, based on the following:

• The top of the lowest subfloor is considered at a depth of 32 feet, based on the Facility Review Team Final Report, dated June 22, 2012. Below this depth there is a six foot thick concrete mat, and a one foot over-excavation for mudmat placement, as decided during a

July 13, 2012, telephone conversation with Bob Richardella (documented in meeting notes prepared by Massimo Bianchini).

• The in situ soil at the bottom of the excavation is assumed to be suitable for supporting the loads from the building. This assumption will be confirmed when the loads have been established and an evaluation of bearing capacity has been performed.

In order to provide a bounding estimate of excavation quantities, the entire Radiological Control Area (RCA) shown in Layout Option 3 was assumed to be excavated to the maximum depth of 39 feet. Ancillary buildings and underground utilities, as shown on the Site Utilization Plot Plan (SUPP), Rev 0, were assumed to be excavated to a depth of 5 feet. Based on the RCA dimensions shown in Layout Option 3 and the dimensions of ancillary buildings and underground utilities shown in the SUPP, the estimated excavation for these structures is 210,000 cubic yards.

There is an additional 68,000 cy of excavation and topsoil removal for the remainder of the site development area. Thus, the total excavation and topsoil removal for site development is 278,000 cy. This quantity includes a 25% margin for bounding considerations.

The fill material needed for the site grading is estimated to be 10,000 cy. This includes a 15%

increase for shrinkage of material during compaction. This is needed to grade the site to a Rough Grade Elevation of 824 feet NAVD 88 in the building area. This quantity would reduce the 71,000 cy of excess excavated material not used as backfill as noted below.

In addition to adding 25% margin, the following assumptions were made in order to provide bounding estimates for this RFI response:

• The maximum frost depth is no more than 4 feet. A minimum depth of 5 feet was considered for the ancillary building foundations. Thus, all foundations will be at least at this depth.

• The bearing material at the final depth of excavation is suitable for supporting the design load; therefore, over-excavation will not be needed.

• There is no separation between the upper 1 foot of topsoil and the underlying sand (SP) material. All material beneath the topsoil is considered to be the same material.

• An allowance for a 12" thick mudmat was considered at the bottom of all excavations.

• No dewatering of excavations will be needed except after periods of heavy rain, as discussed in Item 4 below.

• Excavated slopes are stable on a slope of 1.5 Horizontal to 1 Vertical (1.5H:1V).

• An 8-foot wide bench is included in the RCA excavation for slope stability concerns since the overall excavation is 39 feet deep.

• The excavation is 10 feet wider around the sides of the RCA block at a depth of 39 feet to allow for erection of forms and providing a working area.

Disposal of all excavated material can be on the site. There is an estimated 61,000 cy of excavated material that will not be reused as backfill in the excavations after site grading. This material can be spread out over the site as general fill. It would be equivalent to approximately 1 foot over 38 acres, or 2 feet over 19 acres. This 61,000 cy could alternatively be used to construct berms around the site for drainage control or for site control. The topsoil could be stockpiled for final grading and seeding. The Construction Grading Plan, Rev 0, shows tentative locations for topsoil and cut/fill stockpiles.

4. Construction Dewatering Plan Soil borings at the site encountered groundwater at a depth of approximately 59 feet to 65 feet, which corresponds to an approximate elevation of 764 feet NAVD 88. Considering a final site

grade at elevation 827 feet NAVD 88 per the SUPP, a groundwater level at approximately elevation 766 feet NAVD 88 (used for conservatism), and a maximum depth of excavation of 39 feet (as discussed in Item 3), the groundwater level will be approximately 22 feet below the bottom of the mat excavation. Even with a possible variation of several feet in the site grade elevation and a slight rise in the groundwater level, there should be no need for a construction dewatering program. In addition, the granular nature of the in situ soil should allow infiltration of any precipitation during construction. However, the use of sumps and pumps may be required after periods of heavy rain during the excavation and backfilling of the buildings.

Responder: Item 1

• Doug Dahlberg Responder Phone: 312-269-2402 Item 2

• Earl Wendorf 312-269-3401 Items 3 & 4

• Dan Kocunik 312-269-6572 Date Response Provided: 07/30/2012 Independent Reviewer: ~=--:----=-

==:, ~ ~ '=-""' -?~

~-r_____.;.._, '-" - Date: '"F'§.:: - =,--:_ __ -;::::E,-

SHINE Licensing: Jim Freels Date: 7-31-12

) A Dat~sponse Forwarded to Originator 7-31-12 Originator Acceptance: fA../~-<.----- Date: y; 7- 1 "Z.

vo (.)

RFI-AMEC-2011-003 Attachment 1 Months of Construction <-7/1/2013 <-1/1/2014 <-1/1/2015 6/30/14->

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Notice to Proceed Ia. Site Development Mobilize to site Site Preparation Ib. Substructure Excavation, Foundations, Substructure Backfill & Compact Support U/G Utilities - Installation IIa. Above grade civil/structural/architectural Facility above grade structure Roof Architectural details External Building Foundations III. Mechanical Installation Piping & Equipment HVAC Examination, Construction Testing & Turnover IV. Electrical Installation Electrical Raceway (Conduit, tray and supports)

Cable Pull & Termination V. Construction & Site Support VI. Final Site work/Grading VII. Turnover, Start-up, & Commissioning Equipment Asphalt Compactor, Cat CB434C, 107 Hp 0 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 Asphalt Paver, Barber GreeneAP-1000, 174 Hp 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 Backhoe/Loader - Cat 430 - 105 Hp 2 4 6 6 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 6 6 4 2 1 Boom Lift, JLG 800AJ, 65 Hp 1 2 2 2 1 1 1 2 2 2 3 3 3 3 5 7 8 8 3 5 5 4 2 1 Concrete Pump, Putzmeister 47Z-Meter, 300 Hp 1 1 2 2 2 2 2 2 2 2 2 2 2 1 1 1 1 1 0 0 0 0 0 0 Crane - Lattice Boom, Manitowoc 8000 - 80t, 205 Hp 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 Crane - Picker, Grove RT530E-2 30t, 160 Hp 1 1 2 2 2 2 3 3 3 3 3 3 3 4 4 4 4 4 2 2 0 0 0 0 Crane - Picker, Grove RT600E - 50t, 173 Hp 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 Dump, Dual axel (15 cy) Mack 350 Hp 2 2 2 4 4 4 4 4 4 4 4 2 2 1 0 0 0 0 0 0 2 2 0 0 Excavator - Large, Cat 345D L, 380 Hp 0 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Excavator - Medium, Cat 321D LCR, 148 Hp 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 Extended Forklift, Lull 1044C-54, 115 Hp 1 3 3 3 5 5 5 5 5 5 5 5 8 8 8 8 8 3 2 1 1 0 0 0 Fuel Truck, Mack MP6, 150 Hp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 Material truck 2-1/2 ton, F-650, 270 Hp 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 1 1 1 1 1 0 Mechanic's Truck 2-1/2 ton, F-650, 270 Hp 1 1 2 2 2 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 2 2 2 1 Motor Grader, Cat 140M, 183 Hp 1 1 1 1 0 0 0 1 1 1 1 1 1 1 1 0 0 0 0 0 1 1 1 0 Pickup Truck, F-250, 300 Hp 4 4 6 6 6 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 8 8 5 4 Semi Tractor & Trailer (20 cy), Mack MP8, 450 Hp 3 21 21 16 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Skidsteer Loader- Case SR200 - 75 Hp 2 4 4 4 4 4 4 4 4 4 4 4 4 2 2 2 2 2 2 4 4 4 4 1 Tracked Dozer, Cat D6, 150 Hp 1 1 1 1 1 1 1 1 1 1 2 2 2 1 0 0 0 0 0 0 1 1 1 1 Tracked Dozer, Cat D7, 235 Hp 1 1 2 2 2 2 2 2 2 2 2 2 2 0 0 0 0 0 0 0 0 1 1 0 Tracked Dozer, Cat D8, 310 Hp 1 1 2 2 2 2 2 2 2 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 Tracked Loader, CAT 973C, 242 Hp 2 2 3 3 3 3 3 3 3 3 3 3 3 1 1 1 0 0 0 1 1 1 0 0 Vibratory Soil Compactor, Cat CS74, 156 Hp 0 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 1 1 0 Water Truck, Mack MP6, 150 Hp 0 0 1 1 0 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 0 0 Portable Air Compressors <50Hp 2 3 3 3 3 3 3 2 2 2 2 2 3 3 3 3 3 3 1 0 0 2 2 1 Portable generators <50 Hp 4 4 4 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 2 1 0 2 2 1 Portable Welders <50Hp 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 0 0 0 0 2 2 1 Walk behind compactor <50 Hp 0 4 4 0 0 0 0 0 0 0 0 0 4 4 0 0 0 0 0 0 2 2 2 1

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Tuesday, August 13, 2013 11:09 AM To: Moser, Michelle; Lynch, Steven

Subject:

DRAFT SHINE Response to Air Quality Request #7 and Proposed Action #11 Attachments: DRAFT - Air Quality Request 7 Response - Revision 1.pdf; DRAFT - Proposed Action Request 11 Response - Revision 1.pdf Follow Up Flag: Follow up Flag Status: Completed Michelle and Steve, Attached are the Draft SHINE Responses to Air Quality Request #7 and Proposed Action Request #11.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 210-1734 1

NRC 2013 SITE ENVIRONMENTAL VISIT QUESTION Part 1: Question Question No.: Air Quality Request #7 Rev 1 Inspector: NRC Audit Team Date: July 3, 2013 Question: Emission rates for hazardous air pollutants and toxic chemicals regulated under Wisconsin regulations need to be quantified. Please provide emission estimates during construction, operation, and decommissioning for hazardous air pollutants and other toxic pollutants regulated under Wisconsin air regulations. Please identify all emission sources, estimate emissions from each source, and describe all assumptions and calculations used to estimate emissions.

Part 2: Response Assigned to: * * * * *

Response

AF Wisconsin Administrative Code (NA 460.02) defines hazardous air pollutants as any air pollutant included in the list in section 112 (b) (1) of the act (42 USC 7412 (b) (1)) as revised by 40 CFR part 63 subpart C. Except for radionuclides, the SHINE plant will not emit any of the air pollutants in the T

list. This is because except for incidental amounts (e.g., gasoline in lawnmowers and snowblowers, cleaning fluids) SHINE will not have any of these hazardous air pollutants on site. The emission of radionuclides is discussed in EA Subsection 19.4.8.2.4.1.

Toxic chemicals emissions are discussed in the answer to Human Health I Waste Management #5.

During construction or decommissioning SHINE does not plan use any products or processes that would emit hazardous air pollutants. Shine also does not plan to have on site or use any toxic chemicals in excess of the threshold amounts listed in the Wisconsin Administrative Code WEM 3.04 R

during construction or decommissioning.

D Additional Action Taken (e.g., IMR)

NRC 2013 SITE ENVIRONMENTAL VISIT QUESTION Part 1: Question Question No.: Proposed Action Request #11, Rev 1 Inspector: NRC Audit Team Date: July 3, 2013 Question: SHINE intends to acquire water from the Janesville municipality to use for isotope production, product processing, potable water, blowdown and facility heating water, fire protection system makeup, and chilled water makeup, as described in the EA.

Please provide an estimate of the volume of water expected to be required for various construction activities and supply source. Please estimate the annual water use by the chilled water cooling system that must be discharged to the sanitary sewer after treatment. Describe the nature of wastewater proposed for discharge to the Janesville Waste Treatment Facility, including source volume(s), expected constituents and concentrations (ER Section 19.2.3.1 ). Clarify whether any specific permits or limitations would apply to the discharge (e.g., industrial user provisions).

Part 2: Response

Response

AF Assigned to: * *

• The water usage of the SHINE facility has been broken down into two phases; T

construction and operation.

During the construction phase, the majority of water consumption will be dedicated to construction (personnel} support, concrete mixing, and dust mitigation.

With respect to personnel support, section 19.4.7.1.3 of the SHINE PSAR states that a conservatively assumed 30 gal/day will be consumed for each worker on-site for 8-12 hours. With an estimated on-site workforce of 420, an estimated 12,600 gal/day will be R required for construction support. This water will be supplied by the Janesville Water Utility.

Water needs for concrete mixing will be met using the Janesville Water Utility. It is estimated that 700,000 gal/year will be required to meet this need.

D Dust mitigation/suppression will be accomplished by the use of water trucks during construction. The use of dust mitigation will be limited to initial site preparation and early construction setup. It is estimated that these activities will require a total of 10,000 gallons.

During the operation phase of the SHINE facility, cooling will be provided to the facility by way of chilled water. A final decision on the type of cooling unit to be used has not been made. This response assumes a closed-loop system is selected.

It is estimated that the volume of water used by a closed-loop chilled water system will be on the order of 10,000 gallons. It is assumed that the system will be flushed an average of once per year, discharging 10,000 gal/year to the Janesville sanitary sewer system. The temperature of this water will not exceed 149 degrees Fat discharge and will not exceed 40 degrees C (1 04 degrees F) at its introduction to the Janesville wastewater treatment facili , in accordance with Janesville Ci Ordinance 13.16.

Section 19.2.3.2.2 of the SHINE PSAR states that the chilled water system may use biocides, corrosion inhibitors, and scale inhibitors in the closed-loop chilled water system. Although the particular chemicals to be used in the SHINE closed loop cooling system have not yet been determined, any water discharged to the Janesville sewer from the SHINE facility will have concentrations of these pollutants below the Maximum Day Limit listed (from Janesville City Ordinance 13.16.060):

Maximum Day Limit Pollutant (mg/L)

Cadmium (Total) 0.30 Chromium (Total) 3.00 Copper (Total) 2.60 Cyanide (Total) 0.50 AF Lead (Total) 0.30 Nickel {Total) 0.90 Zinc (Total) 3.65 Arsenic (Total) 1.00 Silver (Total) 3.90 Mercury No detectable discharge Total Toxic Organics (ITO) 2.13 T

Phosphorus 18.0 Cooling water chemical additions and likely maximum concentrations under consideration for the closed loop cooling system include the following:

Cooling Loop Chemical Concentration Sodium sulfite <100~m_m Sodium lauroyl sarcosinate <100 ppm R Non-phosphate buffer* pH 9 to 9.5

• The buffer chosen will not include phosphorus to help the Janesville wastewater treatment plant comply with its phosphorus discharge limits.

System water (and make-up water) may be softened to inhibit scale formation.

D A schematic of the expected wastewater to be discharged to the Janesville sanitary sewer system is attached in 1-HR-SK-001.

With respect to waste water permitting, please refer to the response provided in Human Health/Waste Management Request #4.

Additional Action Taken (e.a .. IMR) None ...

SHINE Water Balance Diagram 1-HR-SK-001 - Non-Proprietary Rev A Influent: 6070 gal/day Total Water Use Effluent: 6070 gal/day Influent: 222 gal/day Process Water Effluent: 222 gal/day Influent: 3270 gal/day Potable Water Effluent: 3270 gal/day Influent: 2580 gal/day Boiler Blowdown/Makeup Water Effluent: 2580 gal/day 3 gal/day To Atmosphere SHINE PROPRIETARY ISOTOPE 113 gal/day Water Demineralizer 220 gal/day Combined Waste 220 gal/day To Disposal Site PRODUCTION PROCESS Municipal Water 6070 gal/day 110 gal/day Supply Showers, Lavatories, 3270 gal/day 3270 gal/day Wastewater 5850 gal/day To Sewer Laboratories, etc.

2580 gal/day Facility Steam Boiler 2580 gal/day July 15, 2013

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Tuesday, August 13, 2013 11:12 AM To: Moser, Michelle; Lynch, Steven

Subject:

DRAFT SHINE Response to Geology and Soil/Water Resources Request #1 - Part 1 of 8 Attachments: DRAFT - Geology and Soil-Water Resources Request 1 Response - Revision 1 - Part 1 of 8.pdf Michelle and Steve, Attached is Part 1 of 8 of the Draft SHINE Response to Geology and Soil/Water Resources Request #1.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 210-1734 1

NRC 2013 SITE ENVIRONMENTAL VISIT QUESTION Part 1: Question Question No.: Geology and Soil/Water Resources Request #1, Rev 1 Inspector: NRC Audit Team Date: July 3, 2013 Question: Please provide a reference for Figure 19.3.3-5, "Site Cross Section" and Figure 19.3.3-4, "Regional Structural Geology."

Part 2: Response Assigned to: * * * * *

Response

(Attachment 1).

AF Figure 19.3.3-5, "Site Cross Section," was developed from Figure 3.2-5, "Schematic E-W Cross Section," of the Preliminary Hydrological Analyses; Janesville, Wisconsin; August 3, 2012 Figure 19.3.3-4, "Regional Structural Geology," was developed from Figure 2.1-2 of the Seismic Hazard Assessment Report; Janesville, Wisconsin; August 3, 2012 (Attachment 2}.

T The National Water Quality Monitoring Council provides a large amount of water quality data available for download at this site:

http://www.waterqualitvdata.us/portal.jsp None of the wells in the database are located directly on the Janesville or alternate sites, however, there are data for many nearby wells.

SHINE used the USGS Wisconsin Water Science Center website to collect historical groundwater depth data during the site selection process found here:

http://wi.water.usqs.gov/data/qroundwater.html R

A search of the Wisconsin Department of Agriculture, Trade and Consumer Protection's Well Constructor's Reports Database (http://datcpqis.wi.gov/slv/index.htmi?Viewer=WeiiConstructorReports) yielded one Well Constructor's Report for the general area south of the site, completed on May 2, 1974 (Attachment 3). Discussions with the property lessee indicate that the private well just south of the site, near the D

old helicopter hangar, is currently being used to wash equipment and for one indoor sink. SHINE does not know of any water quality data available for this well. : : :

Preliminary Hydrological Analyses; Janesville, Wisconsin; August 3, 2012 (192 pages)

Seismic Hazard Assessment Report; Janesville, Wisconsin; August 3, 2012 (62 pages)

Well Constructor's Report (Form 3300-15); State of Wisconsin Department of Natural Resources; May 14, 1974 (1 page).

Additional Action Taken (e.g., IMR) None

PRELIMINARY HYDROLOGICAL ANALYSES HYDROLOGICAL ANALYSIS JANESVILLE, WISCONSIN PRELIMINARY Submitted To: Dr. Gregory Piefer/CEO SHINE Medical Technologies 8123 Forsythia St., Suite 140 Middleton, WI 53562 Submitted By: Golder Associates Inc.

4438 Haines Road Duluth, MN 55811 USA Distribution: Katrina Pitas, SHINE Medical Technologies Golder Associates Inc.

Project No. 113-81051 Report No. Golder Report 7, Rev 3, August 3, 2012

August 2012 i 113-81051 Table of Contents

1.0 INTRODUCTION

.............................................................................................................................. 1 1.1 Location ........................................................................................................................................ 1 1.2 Work Scope .................................................................................................................................. 1 1.3 Limitations .................................................................................................................................... 2 2.0 HYDROLOGIC ASSESSMENT ....................................................................................................... 3 2.1 Surface Water Features ............................................................................................................... 3 2.1.1 General Setting and Site Description ....................................................................................... 3 2.1.2 Rivers and Streams ................................................................................................................. 3 2.1.3 Dams ........................................................................................................................................ 4 2.2 Stormwater Information ................................................................................................................ 4 2.3 FEMA Flood Insurance Studies ................................................................................................... 5 2.3.1 Flood Issues ............................................................................................................................. 5 2.3.2 Recurrent Rock River Flows .................................................................................................... 5 2.3.3 Flood Magnitudes..................................................................................................................... 5 2.4 Probable Maximum Precipitation and Probable Maximum Flood ................................................ 6 2.4.1 Probable Maximum Precipitation Estimates ............................................................................ 7 2.4.2 Probable Maximum Flood Estimates ....................................................................................... 8 2.5 Flood Related Consequence........................................................................................................ 8 3.0 HYDROGEOLOGICAL ASSESSMENT - GROUNDWATER.......................................................... 9 3.1 Hydrogeological Setting ............................................................................................................... 9 3.2 Evaluation of Hydrogeological (Slug) Tests ................................................................................. 9 3.3 Preliminary Hydrogeological and Solute Transport Analysis for Surface Leak Events ............. 14 3.3.1 Boundary Conditions .............................................................................................................. 15 3.3.2 Subsurface Seepage Analysis - SEEP/W ............................................................................. 17 3.3.3 Contaminant Transport Simulation - CTRAN/W ................................................................... 19 4.0 OTHER HYDROLOGIC RISKS ..................................................................................................... 20 4.1 Tsunamis .................................................................................................................................... 20 5.0 USE OF REPORT .......................................................................................................................... 21 6.0 CLOSING ....................................................................................................................................... 22

7.0 REFERENCES

............................................................................................................................... 23 113-81051 shine final hydrology report august 2012.docx

August 2012 ii 113-81051 List of Tables Table 2.2-1 Design Precipitation 24-hour Storm Accumulations ........................................................... 4 Table 2.3.3-1 Summary of FEMA Flood Information for the Rock River................................................... 6 Table 2.3.3-2 Summary of FEMA Flood Information for the Un-Named Tributary to the Rock River ...... 6 Table 2.4.1-1 Summary of NOAA and USACE (1978) Regional Greatest Average Precipitation ........................................................................................................................ 7 Table 2.4.1-2 NOAA and USACE (1978) Calculated PMP Values for Similar Basin Size........................ 7 Table 3.2-1 Slug Test Results for Monitoring Wells SM-GW1A, SM-GW2A, and SM-GW3A ............ 10 Table 3.2-2 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. ................................................................................................................................ 12 Table 3.2-3 Hydrobench Analysis Parameters..................................................................................... 13 Table 3.2-4 Permeability Values Retrieved from Numerical Inversion of Slug Test Time Histories using Hydrobench '......................................................................................................... 14 Table 3.3.1-1 Water Table Implementation ............................................................................................. 16 Table 3.3.2-1 Hydrogeological Parameters used in SEEP/W Groundwater Modeling .......................... 18 Table 3.3.2-2 SEEP/W Verification Simulation Results .......................................................................... 18 List of Figures Figure 1-1 Vicinity Map Figure 1-2 Project Site Location Map Figure 2.3.2-1 USGS Flows for the Rock River at Afton near the Site Figure 3.1-1 Hydrologic Features Figure 3.1-2 Generalized Geologic Cross Section of Rock County, West - East Figure 3.2-1 Combined Slug Tests for GW1A-MW1 Figure 3.2-2 Combined Slug Tests for GW2A-MW2 Figure 3.2-3 Combined Slug Tests for GW3A-MW3 Figure 3.2-4 Effective Radius Coefficients A, B, and C (Bouwer and Rice, 1976)

Figure 3.2-5 Schematic E-W Cross Section.

Figure 3.2-6 AQTESOLV Solution to the Slug-in Test in the Monitoring Well GW1A, First Trial.

Figure 3.3.1-1 Surface Topography Contours from the Measurements at the Groundwater Monitoring Wells and Geotechnical Borings.

Figure 3.3.1-2 E-W Geologic Cross-Section Figure 3.3.1-3 N-S Geologic Cross-Section 113-81051 shine final hydrology report august 2012.docx

August 2012 iii 113-81051 Figure 3.3.1-4 Smoothed Water Table Elevation Contours and the Water Table Sections used for the 2D SEEP/W Seepage Analysis.

Figure 3.3.1-5 Surface Topography Level and Water Table Profile of the E-W Section (A-A) and N-S Section (B-B)

Figure 3.3.1-6 Water Tables in the Monitoring Wells Figure 3.3.2-1 Model Geometry and Boundary Condition Figure 3.3.2-2 Volumetric Water Content Function for Dense Sand (center), Suction Function (right),

and Conductivity of Unsaturated Zone Figure 3.3.2-3 Evaluated Total Head (top) and Pore Pressure (bottom) Contours after SEEP/W Analysis Figure 3.3.3-1 Contaminant Particle Tracking from SHINE Site, Janesville, to Rock River in the Critical E-W Pathway Appendices Appendix A FEMA Flood Insurance Studies Appendix B Map of Dams along the Rock River in Rock County Appendix C Abbreviated Version of the City of Janesville Report on the 2008 Flood Appendix D FEMA Flood Area Map from Rock County, FEMA FIRMs through Janesville and near Site Appendix E Figures from the National Oceanic and Atmospheric Administration and US Army Corps of Engineers (1978) Report No. 51 PMP Study East of the 105th Meridian Appendix F Hydrobench Slug Test Visualization Appendix G AQTESOLV Slug Test Analysis 113-81051 shine final hydrology report august 2012.docx

August 2012 1 113-81051

1.0 INTRODUCTION

This analysis report presents preliminary hydrology assessments and review in support of the proposed SHINE Medical Technologies (SHINE) isotope production facility at Janesville, Wisconsin.

SHINE proposes to construct a manufacturing plant for production of Molybdenum-99 (Mo-99) at a site located south of the community of Janesville in Rock County, Wisconsin (Figures 1-1 and 1-2). SHINE has contracted Golder Associates Inc. (Golder) to provide a range of technical services in support of the environmental impact assessment, site application process for the U.S. Nuclear Regulatory Commission (NRC), and geotechnical engineering analysis. To date, Golder has completed a range of subsurface boreholes, soil testing, hydraulic testing, and geotechnical analyses at the Janesville site.

This current report is a draft document for development of the Safety Analysis Report chapter.

Hydrogeologic analyses for the Safety Analysis Report chapter will be carried out using the full year of hydrogeologic data monitoring. Therefore, the flow and transport simulations reported here will be superseded and replaced by base case simulations and sensitivity simulations to be carried out and included in the Safety Analysis Report chapter. However, it is not anticipated that conclusions provided from the Safety Analysis Report chapter will be materially different from the results from this report.

1.1 Location The proposed SHINE Medical Technologies facility project site (Site) is located at 4021 U.S. Highway 51 South, in Janesville, Wisconsin. Specifically, the building site is located in south Janesville about 0.75 miles south of East Avalon Road between North Riverside Drive and Prairie Street. This is directly east of the Southern Wisconsin Regional Airport (see Figure 1-1).

1.2 Work Scope The full extent of professional services and associated tasks contracted by SHINE from Golder are set out in Golders proposal to Shine Medical Technologies on October 6, 2011 (Golder proposal P113-81051).

An important aspect of both the site safety assessment process and engineering design is the assessment of hydrologic conditions at the Janesville site. Three types of hydrology conditions are considered in this report:

Flood risk from Rock River and its tributaries Stormwater and runoff management and related risks Groundwater flow and transport NUREG (NUREG 1537, 1996) requires an assessment of all applicable hydrologic, hydrogeologic, and solute transport risks to nuclear facilities, both during operation and post-closure. The Hydrologic 113-81051 shine final hydrology report august 2012.docx

August 2012 2 113-81051 Scoping Assessment was carried out as a preliminary site hydrologic and hydrogeologic risk evaluation.

The analysis included identification of hydrological processes that could contribute to radioactive releases, and characterization of those processes and the resulting hydrogeologic pathways. The analysis was built upon information provided by the SHINE project, together with data collected during the geotechnical assessment tasks. Specific tasks considered in the Hydrologic Assessment include the following:

Qualitative assessment of surface and groundwater features, such as rivers, streams, reservoirs or impoundments (i.e., ponds) that have potential hydrologic and/or hydrogeologic effects on the facility.

Flood frequency, magnitude, and consequence estimation.

Probable maximum flood assessment.

Preliminary hydrogeologic and solute transport analysis for surface leak events.

Assessment of other hydrologic risks such as floods or tsunamis, as well as other events that could indirectly lead to hydrologic and hydrogeologic risks.

For the present report, Golder has undertaken the following specific office-based tasks:

Acquisition and review of available regional and site data, including information pertaining to precipitation (i.e., NOAA), stormwater, flow controls in the Rock River, floods (i.e.,

FEMA), hydrogeologic, and meteoric within approximately 40 kilometers of the project site.

Evaluation of the peak flood levels (100-year and 500-year events) for the Rock River, based on Federal Emergency Management Act (FEMA) studies (Appendix A), in order to review flood frequency and magnitude and thereby understand potential consequence impacts at the site.

Search of online databases of historical flood accounts in the area to assess the potential impacts to the site.

Review of the Probable Maximum Precipitation (PMP) event at the site, with discussion regarding how the Probable Maximum Flood (PMF) would be determined.

Preliminary surface and groundwater solute transport analysis for surface leak events.

Preparation of this report, including discussion of the results, figures, maps, tables, and databases.

1.3 Limitations This report was prepared using available information and provides preliminary analyses only. As of the date of this report, there is not 12 months of groundwater elevation data, which is required by NUREG standards for licensing purposes. This report relies on geological information and site description provided in Golder 2012a, Preliminary Geotechnical Report. Golder 2012b, Golder Quality Assurance Program Description (QAPD), provides a description of the quality assurance program under which this work was performed.

113-81051 shine final hydrology report august 2012.docx

August 2012 3 113-81051 2.0 HYDROLOGIC ASSESSMENT This preliminary Hydrologic Scoping Assessment uses available information to identify and review potential surface water and flood related hazards that may impact the site.

2.1 Surface Water Features The following provides a summary and discussion of the surface water conditions and potential corresponding hazards at or near the site.

2.1.1 General Setting and Site Description The area around the site in Rock County experiences long cold winters and warm humid summers.

Temperatures range from -27 degrees Fahrenheit (F) to over 100 degrees F. The County records show an average annual precipitation of approximately 33 inches, which includes winter snowfall accumulations. Annual snow accumulations range from less than 65 inches to as much as 109 inches.

Approximately 60 percent of the accumulated precipitation occurs within the 5-month period from May to September, and can include an average of up to 40 thunderstorms per year (FEMA, 2008; see Appendix A).

The Site is presently an agricultural field with a center-pivot irrigation system. The fields are cultivated with corn and soybeans. Generalized surface topography of the area slopes gently to the southwest.

The ground surface across the development area slopes gently to the northwest with grades dropping about 7 feet from the southeast to the northwest (i.e., from corner-to-corner). The Sites ground elevation ranges from approximately 811 to 827 feet above sea level (Figure 1-2).

2.1.2 Rivers and Streams The central and southeastern portions of Rock County are characterized as flat glacial outwash plains.

The majority of the Countys rivers and stream valleys are filled with thick deposits of alluvial sand and gravel. The alluvial sediments and upland plains are the result of glacial activity. Surface soils include silt loam and 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 County is drained entirely by the Rock River and its tributaries. Major tributaries include the Yahara River, the Sugar River, Raccoon Creek, and Turtle Creek. Turtle Creek drains the southeastern portion of the County, to its confluence with the Rock River near South Beloit, located approximately 8 miles south of the site.

The site is located in a bend of the Rock River, The Rock River flows through Janesville, north of the site, then flows generally southward through land west and south of the site (Figure 1-1); it is approximately 2 miles from the site at its closest point. Elevations along the Rock River channel during normal flow 113-81051 shine final hydrology report august 2012.docx

August 2012 4 113-81051 conditions range from approximately 760 feet at Janesville, directly north of the site, to approximately 750 feet to the west and south of the site. The Rock River has a tributary area of approximately 3,340 square miles, as measured from the Afton U.S. Geological Survey (USGS) Gauge located just west of the site (FEMA, 2008). An un-named creek is located approximately 1 mile southeast of the site, and is referred to as the Un-Named Tributary in this analysis report. This tributary stream flows east-to-west to where it meets the Rock River approximately 2 miles south of the site. The stream has a tributary area of approximately 18.4 square miles (FEMA, 2008).

2.1.3 Dams The Rock River has two dams in the vicinity of Janesville, the Monterey Dam and Centerway Dam, both located upstream of the site (Appendix B). These dams are not designed or operated as flood control structures, and therefore have limited impoundments (FEMA, 2008). As such, the dams do not represent a potential hazard to downstream reaches of the river channel from increased releases or modification to flood flows. There are several upstream dams on the Rock River and its tributaries. However, these dams do not produce impoundments that pose any significant risk of cascading dam failures.

2.2 Stormwater Information The Rock County Storm Water Management Ordinance (Rock County 2004) provides guidance on the planning and design of surface water control structures. Section 28.07, (2), (B) of the ordinance addresses stormwater peak discharge rates and volumes, and provides the design rainfall runoff depths for characteristic 24-hour duration storms, as shown in Table 2.2-1 (Rock County).

Table 2.2-1 Design Precipitation 24-hour Storm Accumulations Precipitation Accumulation Return Interval (inches) 2Year 2.9 10Year 4.1 100Year 6.0 These design storm precipitation depths should be used to support any continued analysis of surface run-off, as well as to support design of stormwater mitigation structures at the site. The Rock County ordinance provides detailed guidance to establish long-term post-construction run-off management measures that require the use of Best Management Practices (BMPs) to reduce the amount of post-construction stormwater and associated pollutants that may reach waters of the State or other adjacent properties (Rock County). This guidance is consistent with Wisconsin NR 216 and NR 151.

113-81051 shine final hydrology report august 2012.docx

August 2012 5 113-81051 2.3 FEMA Flood Insurance Studies 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, and the Un-Named Tributary stream located just to the south of the site.

2.3.1 Flood Issues The Rock River and the Un-Named Tributary stream are subject to flooding throughout the year; however, the majority of potential flooding occurs during the spring run-off. These floods are the result of combined precipitation and rain-on-snow events. Peak flows occurring during the winter months when temperatures are low can also often result in ice jam events. Based on available USGS flow data, March is the most common month for floods in the Rock River (USGS 2012a; FEMA, 2008).

2.3.2 Recurrent Rock River Flows Golder reviewed the USGS web-based flow data for the gauge site near Afton, located just across the river from the airport and just southwest of the site (see note on Figure 1-1). As shown in Figure 2.3.2-1, the peak stream flows range from approximately 10,000 to 17,000 cubic feet per second (cfs) over the approximate 100-year period of record for the gauge.

Based on this record, flows of 10,000 to 13,000 cfs correspond approximately to the 10-year to 50-year events. The notable peak flow of 16,700 cfs in June 2008 is generally consistent with the 100-year flood levels along the Rock River (Janesville, 2008; see Appendix C, p 3-4). The flood level at the USGS gauge at Afton during the 2008 flood was approximately 755 feet. The 2008 flood is discussed in more detail in a summary report prepared by the City of Janesville (Janesville 2008) (Appendix C), which provides a comprehensive summary of the events leading up to the flood as well as emergency response and clean-up efforts.

2.3.3 Flood Magnitudes 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 (Appendices A and D). Table 2.3.3-1 provides a summary of flows for the Rock River for the reach from Janesville to Afton near the USGS gauge, 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 2.3.3-2 provides a similar summary for the Un-Named Tributary to the Rock River for the reach between Highway 51 and the Prairie Road just to the south of the site. The range of reported elevations 113-81051 shine final hydrology report august 2012.docx

August 2012 6 113-81051 is similarly derived from the FEMA (2008) flood profiles. Channel bottom elevations are based on surveys that supported the FEMA (2008) studies.

Table 2.3.3-1 Summary of FEMA Flood Information for the Rock River R P Peak Discharge (cfs) Bottom of Channel (ft) Water Surface Elevation (ft) 10 0.10 10,900 Approx. 758.5 to 752 50 0.02 14,500 Approx. 760 to 754 Approx. 738 to 748 100 0.01 16,000 Approx. 761 to 755 500 0.002 19,000 Approx. 762 to 756 Note: Elevations are approximate. Channel bottom elevations are based on FEMA (2008).

Results reported for the reach from Janesville to Afton near the USGS gauge.

Table 2.3.3-2 Summary of FEMA Flood Information for the Un-Named Tributary to the Rock River R P Peak Discharge (cfs) Bottom of Channel (ft) Water Surface Elevation (ft) 10 0.10 2,255 Approx. 758.5 to 774.5 50 0.02 3,473 Approx. 759.5 to 775.5 Approx. 753 to 770 100 0.01 4,205 Approx. 760 to 776 500 0.002 5,813 Approx. 761 to 777 Note: Elevations are approximate. Channel bottom elevations are based on FEMA (2008).

Results reported for the reach between Highway 51 and Prairie Road.

The FEMA (2008) estimated flood level of approximately 755 feet, estimated for the 100-year event near the location of the USGS gauge at Afton (refer to Table 2.3.3-1), correlates well with the gauge flows and corresponding observed flood levels during the 2008 flood at the same location. The results show that the approximate 500-year floodwater surface elevations for the Rock River are well below the site ground elevation of approximately 830 feet, for the full reach of the Rock River extending from Janesville downstream and around the site through Afton. 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 sites approximate ground elevations.

2.4 Probable Maximum Precipitation and Probable Maximum Flood Estimates of the Probable Maximum Precipitation (PMP) event for the site have been developed for areas east of the 105th Meridian (NOAA and USACE, 1978; see Appendix E). These estimates are not specific to the site, but provide typical precipitation values for the regional area. The PMP is defined as the theoretically 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). Because of the limited data available for this extreme definition event, PMP results are typically considered to be estimates. PMP results are commonly used to support corresponding estimates of the Probable Maximum Flood (PMF), which is 113-81051 shine final hydrology report august 2012.docx

August 2012 7 113-81051 defined similarly as the theoretically greatest possible flood event at a given site location. The following provides a discussion and summary of the available PMP and PMF information pertaining to the site.

2.4.1 Probable Maximum Precipitation Estimates Estimates of the PMP were developed based on available meteorological data (NOAA and USACE, 1978). These PMP results are only estimates that allow for determination of average accumulated results for defined durations or storm events on a regional scale, and not specific to the site. Table 2.4.1-1 summarizes regional estimates for greatest precipitation values for monthly, weekly and 24-hour duration scenarios. Note the various databases used by the National Oceanic and Atmospheric Administration (NOAA) and the US Army Corps of Engineers (USACE).

Table 2.4.1-1 Summary of NOAA and USACE (1978) Regional Greatest Average Precipitation Period Period of Record Precipitation (inches)

Greatest Monthly 1931-1960 Approx. 10-12 Average Greatest Weekly 1906-1935 Approx. 5-7 Average Greatest 24-hour through 1970 Approx 14-16 Further NOAA and USACE (1978) analysis of the available data developed estimates of PMP values (see Table 2.4.1-2) for various durations and for contributing basin areas of approximately 5,000 square miles, which is similar to the Rock River basin area (i.e., approximately 3,340 square miles). Since the PMP values of Table 2-4.1-2 are higher than those specified in the Rock County Storm Water Ordinance (Chapter 28), it is recommended that this PMP should conservatively be used for future PMF estimation.

Table 2.4.1-2 NOAA and USACE (1978) Calculated PMP Values for Similar Basin Size Duration Precipitation (inches) 6 Approx. 8-9 12 Approx. 10-11 24 Approx. 12-13 48 Approx. 15-16 72 Approx. 17-18 These PMP results would be used to support continued hydrologic and hydraulic assessments of the PMF.

113-81051 shine final hydrology report august 2012.docx

August 2012 8 113-81051 2.4.2 Probable Maximum Flood Estimates The hydrologic and hydraulic studies to support development of PMF estimates specific to the site were not included in this study. The technical work required to develop PMF flows and corresponding water surface elevations relative to the site would incorporate the PMP results discussed above into a hydrologic model to generate recurrence interval flood magnitudes and hydrographs, and then route those flows along the Rock River in a hydrodynamics simulation model to estimate water surface elevations (USACOE, 1984). Additional analysis and detailed topographic and bathymetric information for the Rock River and the Un-named Tributary to the Rock River would be needed to complete the assessment. These PMF calculations will be provided in the SAR Chapter.

2.5 Flood Related Consequence Based on review of the available information discussed herein, it appears there is little or no likelihood for flood-related hazards from the Rock River or the Un-Named Tributary to the Rock River to impact the site for events up to the 500-year recurrence interval flood. Stormwater run-off impacts need to be assessed once preliminary facility design documents are available, using the local planning and design criteria (Rock County). Additional studies are needed to confirm conditions for the PMF. That said, the separation of more than approximately 50 feet in vertical elevation from either the Rock River or the Un-Named Tributary to the Rock River suggests the likelihood will be similarly low.

113-81051 shine final hydrology report august 2012.docx

August 2012 9 113-81051 3.0 HYDROGEOLOGICAL ASSESSMENT - GROUNDWATER The United States Nuclear Regulatory Commission guidelines for preparing and reviewing applications for the licensing of non-power reactors (NUREG-1537, Part 2) states that the facility design must consider leakage or loss of primary coolant to groundwater. The project is a series of linear accelerators that do not use primary coolant, as a reactor would. Therefore, coolant spill is not a credible scenario for this project. Therefore, the spill scenario considers the effects of accidental releases of unspecified liquid effluents in groundwaters. Release scenarios will be described in other sections of the SAR.

We also discuss the plausible pathways of the contaminant that may result in the most severe impact to the groundwater resources and to the closest potable water source, the Rock River. The river flows more than 2 miles away from the proposed site both in west and south directions as the river changes its direction from North-South to East-West (Figure 1-1).

3.1 Hydrogeological Setting The SHINE Janesville site is located in a glacial deposition subjected to post-glacial erosional and depositional processes (Figure 3.1-1). The top soil is under-drained by a relatively clean, fine to coarse grained sand extending to depths of 180 to 185 feet. Below this is a 10- to 18-foot layer of sandy silt, which is underlain by silty sand to the borehole termination depth of 221 feet. Bedrock was not encountered during drilling, although sampler refusal was experienced in all three of the deep boreholes at depths between 170 and 180 feet. The density increases with depth as the soils became dense to very dense below depths of about 60 to 100 feet. Depth to bedrock at the Janesville site may be as deep as 300 feet and it consists of Cambrian and Ordovician sedimentary bedrock (conglomerate, dolomite, limestone, sandstone, shale) (Figure 3.1-2). The carbonate bedrock is susceptible to dissolution (WGNHS, 2009). The Rock County Hazard Mitigation Plan (Vierbicher, 2010) indicates that the County has karst potential, particularly in the eastern third of the County.

The monitoring well and remaining geotechnical boreholes terminated at depths between 60 and 71 feet.

Groundwater was encountered in all of the boreholes during drilling at elevations ranging from about 754 to 766 (about 60 to 65 feet below grade) (see Table 3.3.1-1). Groundwater levels should be expected to fluctuate seasonally and annually with changes in precipitation patterns.

3.2 Evaluation of Hydrogeological (Slug) Tests Golder performed slug tests at monitoring wells SM-GW1A, SM-GW2A and SM-GW3A. At each well, static water levels were measured, and then a LevelTROLL 500 data logger was placed in the well. After ensuring that the water level had recovered to the static water table, Golder performed in-situ hydraulic conductivity (slug) tests, which involved near-instantaneous introduction (or removal) of a solid object of known volume into the water column. Both falling- and rising- head tests were conducted. For the 113-81051 shine final hydrology report august 2012.docx

August 2012 10 113-81051 falling-head (slug-in) test, the slug was inserted into the well displacing a volume of water equal to the volume of the slug causing the water level in the well to rise. Once the well returned to static conditions, a rising-head (slug-out) test was performed by rapidly removing the slug. A visualization of each of the four slug tests carried out in the three wells is provided in Figures 3.2-1, 3.2-2, and 3.2-3. Tests are summarized in Table 3.2-1. Test data are provided in Golder 2012a. Note that these test results reflect simple, short duration testing procedures. More accurate results could be obtained using single and multi-well pumping tests. However, since these tests primarily confirm generic, published ranges of hydraulic properties for site geologic materials, more advanced testing procedures are not justified.

Table 3.2-1 Slug Test Results for Monitoring Wells SM-GW1A, SM-GW2A, and SM-GW3A Well Test Test Initial Well Well Aquifer Depth Length Transducer Head1 Head2 Coordinates3 Coordinates3 thickness to top of well Depth (ft) 3,4 Ho H (ft) Easting (ft) Northing (ft) of well screen5 (ft) b ( ft) screen3 L (ft) d ( ft)

GW1A Slug In #1 7.540 7.110 W 492655.35 N 248568.86 100+ 50 20 (6.94) 69 GW1A Slug Out #1 6.866 7.110 W 492655.35 N 248568.86 100+ 50 20 (6.94) 69 GW1A Slug In #2 7.610 7.110 W 492655.35 N 248568.86 100+ 50 20 (6.94) 69 GW1A Slug Out #2 6.857 7.110 W 492655.35 N 248568.86 100+ 50 20 (6.94) 69 GW2A Slug In #1 6.539 5.695 W 492635.32 N 246973.23 100+ 50 15 (8.51) 66 GW2A Slug Out #1 5.284 5.695 W 492635.32 N 246973.23 100+ 50 15 (8.51) 66 GW2A Slug In #2 6.467 5.695 W 492635.32 N 246973.23 100+ 50 15 (8.51) 66 GW2A Slug Out #2 5.151 5.695 W 492635.32 N 246973.23 100+ 50 15 (8.51) 66 GW2A Slug In #3 6.662 5.695 W 492635.32 N 246973.23 100+ 50 15 (8.51) 66 GW2A Slug Out #3 5.335 5.695 W 492635.32 N 246973.23 100+ 50 15 (8.51) 66 GW3A Slug In #1 5.843 5.346 W 493372.93 N 247753.86 100+ 55 15 (5.50) 70 GW3A Slug Out #1 5.108 5.346 W 493372.93 N 247753.86 100+ 55 15 (5.50) 70 GW3A Slug In #2 6.188 5.346 W 493372.93 N 247753.86 100+ 55 15 (5.50) 70 GW3A Slug Out #2 5.092 5.346 W 493372.93 N 247753.86 100+ 55 15 (5.50) 70 1

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.

2 Head measured in Troll data logger during slug test conducted on 12/22/11. Initial Head H is the head before testing, and also depth from the phreatic surface to piezometer.

3 Well coordinates, aquifer thickness, depth to top of well screen and length of well screen were determined from well completion records.

4 Total thickness of aquifer is expected to be over 100 feet, including aquifer below bottom of well.

5 Length of well screen: Total Length (Saturated Length).

6 Hydraulic conductivity estimated using AQTESOLV discussed in Section 3.2 and summarized on Table 3.22.

Test Head Ho, Initial Head H, and Transducer Depth (in bold) are test results measured or calculated based on 12/22/11 slug tests.

113-81051 shine final hydrology report august 2012.docx

August 2012 11 113-81051 Golder used the empirical/analytical method of Bouwer and Rice (1976) for analysis using AQTESOLV (Hydrosolve, 2011):

/

Where Re is the effective radius, rw and rc are the radii of the well and the casing, respectively, H is level of the static water table (at equilibrium), D is the aquifer thickness, A and B are empirical functions of L/rw (Figure 3.2-4), L is the perforation length of the well and y is the rise (or fall) of water table in the well.

The method is based on the Theim equation of steady state flow and is an approximate solution for a transient slug test. The term (1 ) is obtained from the best fitting straight line in a plot of ln yt versus t. In test cases, Bouwer and Rice (1976) found the equation is accurate to within 10-25 percent depending on how the well below the water table is perforated (or open).

AQTESOLV aquifer test analysis software (Hydrosolve, 2011) was used to analyze slug test results. The depth of the aquifer was assumed to be 120 feet considering only the body of sand above the sandy silt and below the groundwater table (Figure 3.2-5). AQTESOLV plots the head data against time in semi-log plots and estimates the hydraulic conductivity (K) based on a best fit line. AQTESOLV analyses are presented in Appendix G. Figure 3.2-6 provides an example analysis. AQTESOLV results are summarized in Table 3.2-2. Appendix G reports the analyses for the other tests, and the corresponding permeabilities are summarized in Table 3.2-2. The slug-in tests result in a slightly higher average permeability estimate (0.0051 ft/sec) than the average permeability of slug-out tests (0.0039 ft/sec).

113-81051 shine final hydrology report august 2012.docx

August 2012 12 113-81051 Table 3.2-2 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 Borehole Test Number Test Type (ft/sec)

GW-1A 1 In 0.0029 GW-1A 1 Out 0.0037 GW-1A 2 In 0.0037 GW-1A 2 Out 0.0027 GW-2A 1 In 0.0078 GW-2A 1 Out 0.0034 GW-2A 2 In 0.0041 GW-2A 2 Out 0.0030 GW-2A 3 In 0.0038 GW-2A 3 Out 0.0020 GW-3A 1 In 0.0053 GW-3A 1 Out 0.0081 GW-3A 2 In 0.0083 GW-3A 2 Out 0.0043 Average In 0.0051 Stdev In 0.0021 Average Out 0.0039 Stdev Out 0.0020 Average 0.0045 Stdev 0.0021 Median 0.0037 Golder verified AQTESOLV results using Hydrobench (Golder, 2011). Hydrobench is an inversion tool which optimizes the free parameters of the transient flow equations to match the well tests results of different kinds of tests with multiple boundary conditions. Although designed for confined aquifers, Hydrobench provides a valuable verification for AQTESOLV solutions. Rather than using an analytical solution, Hydrobench uses optimization of aquifer properties to match the time histories of slug-in and slug-out tests. The input values used for the inversion are:

Well diameter (5 cm)

Aquifer thickness (120 ft)

Density (1000 kg/m3), compressibility (2E-09 1/Pa), and viscosity (1E-03 Pa.s) of water Lithology (Coarse sand, porosity 20 percent, see Golder, 2012a)

Hydrobench analysis parameters are summarized in Table 3.2-3.

113-81051 shine final hydrology report august 2012.docx

August 2012 13 113-81051 Table 3.2-3 Hydrobench Analysis Parameters Top of Bottom of Interval Ref Point Transducer Perf Perf Length Elevation Depth Test (ft) (ft) (ft) (ft) (ft)

GW-1 50 72 22 825.8 71.5 GW-2 50 71 21 819.3 69.0 GW-3, Shell 1 55 70 15 827.3 71.5 GW-3, Shell 2 55 70 15 827.3 71.5 The numerical inversions were performed for all the tests within each well in two different cases. For the first case, all slug test pressure responses were simulated together for each well and for the second case, each slug test within each well was simulated individually. The inversions optimize well skin, storativity, transmissivity, and the shell radius (distance away from well that head is being affected) to match the slug test time histories. Well test type-curve matches are provided in Appendix H.

Figures 3.2-1, 3.2-2, and 3.2-3 present the full time histories of the tests performed on GW1A, GW2A, and GW3A wells, respectively. Magenta lines illustrate the fit from the inversions. The resulting permeability values from the full time histories and also the individual slug test pressure spikes are summarized in Table 3.2-4. We confirm that the AQTESOLV empirical-analytical solution of Bouwer and Rice is less than 20 percent different from the Hydrobench result. Golders Hydrobench simulations result in a mean permeability of 0.0038 with a lower standard deviation than the empirical method.

The permeabilities from the two methods are compatible and the results confirm high conductivity of the poorly-graded sand (SP) as the average permeability from the 14 slug tests is 0.0045 ft/sec from the Bouwer-Rice method and 0.0038 ft/sec from numerical inversions. Considering the observation that the sand deposits get denser (and less conductive) by depth and the observation wells do not extend more than 10 feet below the water table (Table 3.2-4), the permeabilities inferred from the slug tests are upper bounds for the sand deposits. Based on the calculated data and engineering judgement, a permeability of 0.004 ft/sec (1.2 mm/sec) is considered to be an appropriate estimate for the sand deposit over the sandy silt and silty sand (Figure 3.2-5).

113-81051 shine final hydrology report august 2012.docx

August 2012 14 113-81051 Table 3.2-4 Permeability Values Retrieved from Numerical Inversion of Slug Test Time Histories using Hydrobench '

Combined Slug Tests Inversions Well K (ft/s)

GW1A 0.0037 GW2A 0.0054 GW3A, Shell 1 0.0024 GW3A, Shell 2 0.0024 Average 0.0035 Individual Slug Test Inversions Well Test Trial K (ft/s)

GW1A Slugin 1 0.0037 GW1A Slugout 1 0.0057 GW1A Slugin 2 0.0039 GW1A Slugout 2 0.0041 GW2A Slugin 1 0.0055 GW2A Slugout 1 0.0053 GW2A Slugin 2 0.0055 GW2A Slugout 2 0.0054 GW2A Slugin 3 0.0061 GW2A Slugout 3 0.0058 GW3A, Shell 1 Slugin 1 0.0023 GW3A, Shell 1 Slugout 1 0.0022 GW3A, Shell 2 Slugin 1 0.0007 GW3A, Shell 2 Slugout 1 0.0014 GW3A, Shell 1 Slugin 2 0.0027 GW3A, Shell 1 Slugout 2 0.0028 GW3A, Shell 2 Slugin 2 0.0019 GW3A, Shell 2 Slugout 2 0.0028 Average 0.0038 Standard deviation 0.0017 Median 0.0038 3.3 Preliminary Hydrogeological and Solute Transport Analysis for Surface Leak Events Golder carried out a preliminary evaluation of groundwater transport pathways from the SHINE medical facility to the closest potable water body, the Rock River. Geoslope SEEP/W' 2D finite element 113-81051 shine final hydrology report august 2012.docx

August 2012 15 113-81051 groundwater flow software (Geoslope, 2011) was used to verify these calculations. The Rock River was selected as the closest potential surface water receptor. If additional potential receptors are identified by SHINE, these will be included in the update to this analysis to be reported in the SAR.

3.3.1 Boundary Conditions Boundary conditions for flow simulations were estimated from data available at the 4 monitoring wells and 10 geotechnical exploration boreholes (Table 3.3.1-1). The highest measured elevation is at the groundwater monitoring well at the far east (827 feet) and the lowest point is the monitoring well at the far west (811 feet) delineating a 1 percent east-west drainage slope for the site (Figure 3.3.1-1). The ground surface was derived from these 16 measurements for a 1500-ft. x 1500-ft. area encompassing the measurement points by Kriging to a 50-ft. x 50-ft. grid space (Figure 3.3.1-1). East-West (A-A) and North-South (B-B) cross sections used for SEEP/W simulations are provided in Figures 3.3.1-2 and 3.3.1-3.

East-West and North-South 15,000-foot cross sections from the construction site to the Rock River are shown in Figures 3.3.1-2 and 3.3.1-3.

Water table levels have been measured at 10 geotechnical testing boreholes and 4 monitoring wells.

Water table elevations in three boreholes could not be well identified (G11-05, G11-06, and G11-09).

Fitting a smooth water table surface to the monitoring wells and boreholes, we identify the local water table elevation as shown in Figure 3.3.1-4. Due to variability in the water table elevations in the geotechnical boreholes, the residual errors to the best fit are noted in Table 3.3.1-1. Table 3.3.1-1 indicates that the water table elevation at the construction site is at 763 to 764 feet with a 0.21 percent East-West and 0.1 percent North-South gradient.

Cross sections in the East-West direction and the North-South direction (A-A and B-B, respectively in Figures 3.3.1-2 and 3.3.1-3) are depicted in Figure 3.3.1-5.

113-81051 shine final hydrology report august 2012.docx

August 2012 16 113-81051 Table 3.3.1-1 Water Table Implementation Surface Water Smoothed Water Residual Borehole Elevation Elevation Table Elevation Error Number (ft) (ft) (ft) (ft)

G11-01 819.1 754.1 763.5 9.4 G11-02 822.32 763.8 763.8 0 G11-03 824.92 765.9 764.0 -1.9 G11-04 821.87 763.4 763.4 0 G11-05 824.55 (759.6)* 763.5 3.9 G11-06 825.87 (725.9)

• 767.3 41.4 G11-07 826.35 761.4 763.8 2.4 G11-08 824.74 765.7 763.2 -2.5 G11-09 824.99 (765)

• 763.5 -1.5 G11-10 826.18 761.2 763.7 2.5 SM-GW 1A 825.78 763.8 763.8 0 SM-GW 2A 819.23 762.2 762.2 0 SM-GW 3A 827.31 764.8 764.8 0 SM-GW 4A 811.72 761.7 761.8 0.1 Measurements are obscured by drilling fluids. Values cited are estimates only. Residual error of the estimates made for these boreholes is not significant to the development of a smoothed phreatic surface..

The subsurface flow rate and direction can be estimated using the average permeability and head drop between the monitoring wells (Figure 3.3.1-5).

0.004 0.21% 8.4 10 /

0.004 0.1% 4.0 10 /

Where E-W and N-S refer to flow in the East-West and North-South directions respectively, K refers to hydraulic conductivity, i_ refers to the hydraulic gradient, and h and l refer to difference in height and coordinate respectively. The Rock River is located at about the same distance from the site in North-South and East-West directions. The seepage hydraulic gradient can be calculated from the difference between the groundwater table at the SHINE site and the Rock River. Rock River heads estimates are shown in Figure 3.3.1-5. Gradients iE-W and iN-S are estimated using the following formulae:

763.4 750.1 0.12%

10927 763.4 748 0.12%

12605 113-81051 shine final hydrology report august 2012.docx

August 2012 17 113-81051 Based on these gradients, the advective groundwater can be estimated as:

10927 72 0.004 0.12%

12605 83 0.004 0.12%

Where tE-W and tN-S refer to travel time in the East-West and North-South directions, respectively.

Uncertainty in travel time results from both seasonal head variations and uncertainty in hydrologic properties.

Winter time water table elevations in the four monitoring wells (Figure 3.3.1-6) indicate up to approximately 3 feet of variation in head. The average water table elevation based on Figure 3.3.1-5 and Table 3.3.1-1 is 763.4 feet while the October 26, 2011 measurements indicate a 765.1-foot elevation, which dropped to 764.7 on January 9, 2012 (Golder, 2012a). This results in seasonal variation in hydraulic gradient, assuming that the Rock River surface elevation is approximately constant, the hydraulic gradient in the East-West direction will increase to 0.14 percent, and the travel time decreases to 63 years (14 percent decrease). This seasonal variation can be compared to the uncertainty in estimates of permeability from the slug tests. The highest hydraulic conductivity estimates in Tables 3.2-2 and 3.2-4 are twice the mean value, and correspond to a groundwater travel time of 36 years. Based on the permeability evaluations shown in Table 3.2-4, and considering the maximum observed water table level (October 2011), the average seepage travel time to the Rock River will be 77 years with a standard deviation of 39 years. These analyses will be updated for the SAR report chapter when a full year of groundwater monitoring data is available.

3.3.2 Subsurface Seepage Analysis - SEEP/W The scoping calculation of seepage velocity presented in Section 3.3.1 was verified using a SEEP/W groundwater flow simulation (GeoSlope, 2011). The simulation mesh is illustrated in Figure 3.3.2-1. The model implements a 15,000-foot-long East-West cross section from the site to the Rock River.

Model stratigraphy is based on Figure 3.2-5. The water table is based on information in Figure 3.3.1-5.

The water table is extended from the site to the Rock River. Material properties assumed in the model are provided in Table 3.3.2-1. The hydraulic conductivity for the upper (sand) layer is based on slug test results, and are at the upper end of the reference range. Values for silty sand and sandy silt were also selected near the upper end of the reference range.

113-81051 shine final hydrology report august 2012.docx

August 2012 18 113-81051 Table 3.3.2-1 Hydrogeological Parameters used in SEEP/W Groundwater Modeling Reference Range of Material Porosity Density Compressibility Hydraulic Hydraulic Conductivity (m3/m3) (gr/cm3) (1/MPa)

Conductivity (m/year)

Sand 1x102 1x105 (1) 38,500 m/yr (.004 ft/s) 0.32 (1) 1.6 (2) 1/140 (2)

Sandy Silt 1x101 1x104 (1) 5,000 m/yr (5.2 x 104 ft/s) 0.35 (1) 1.6 (2) 1/140 (2)

Silt 1x102 1x102 (1) 100 m/yr (1.04 x 105 ft/s) 0.35 (1) 1.6 (2) 1/140 (2) 1 2 USDOE, 1993 Domenico and Mifflin, 1965.

GeoSlope' SEEP/W includes a capability to model a moving phreatic surface using a Volumetric Water Content function (VWC). VWC describes the volume of water that a material can store as a function of the pore-water pressure. As the pore-water pressure moves from a positive to a negative state, the soil begins to desaturate, and water content decreases. The water content must be specified as the volumetric water content, which is defined as the porosity multiplied by the degree of saturation.

The reference VWC used for SHINE flow verification modeling is provided in Figure 3.3.2-2, which illustrates the variation of pore pressure (psf) and Total Head (ft) together with the total flux (ft3/Day) at the specified cross sections after the steady state seepage analysis.

SEEP/W simulation results are provided in Table 3.3.2-2 and Figure 3.3.2-3. Results verify the calculations presented in Section 3.3.1. The maximum velocity of 0.38 ft/sec corresponds to an approximate travel time of 79 years for contaminants to reach the Rock River by advective groundwater transport, consistent with the values obtained in Section 3.3.1.

Table 3.3.2-2 SEEP/W Verification Simulation Results Advective Thickness Flux Soil Layer Velocity (ft) (ft3/day)

(ft/day)

Sand 118 45.3 0.38 Sandy Silt 15 <0.01 <0.01 Silty Sand 126 5.2 0.04 Total 259 50.5 0.19 113-81051 shine final hydrology report august 2012.docx

August 2012 19 113-81051 3.3.3 Contaminant Transport Simulation - CTRAN/W Preliminary groundwater travel time estimates provided in Sections 3.3.1 and 3.3.2 are for advective transport only. The finite element program CTRAN/W (Geoslope, 2011) was used to add dispersion to the groundwater travel time estimates.

Anderson (1984) suggests a dispersivity of 10% of the model dimension in the direction of the flow. We specify dispersivities of 1,100 feet and 30 feet for the longitudinal and transverse directions for all of the materials.

Preliminary advection/dispersion transport simulations were carried out with CTRAN/W. An example simulation result is shown in Figure 3.3.3-1. In this simulation, the first solute at breakthrough was 37.6 years at the Rock River.

CTRAN/W and SEEP/W simulations verify the scoping groundwater transport travel times presented in Section 3.3.1. These values are for design support scoping purposes only. Detailed simulations in support of the SAR will be carried out as a future task.

113-81051 shine final hydrology report august 2012.docx

August 2012 20 113-81051 4.0 OTHER HYDROLOGIC RISKS 4.1 Tsunamis Other hydrologic hazards that may impact the site include tsunamis. Tsunami hazards would originate from Lake Michigan, located approximately 63 miles to the east of the site (GoogleEarth). The elevation of the lake in the Kenosha area is approximately 580 feet (USGS 2012b), which is approximately 230 to 250 feet below the elevation of the Shine site of approximately 811 to 827 feet. While the possibility of a large wave being generated in Lake Michigan is possible, there is a low probability of it being greater than 230 feet and then maintaining any appreciable height over the more than 60 miles to the Shine site. This very low probability suggests the risk of tsunami is correspondingly very low. Additional study and investigations would be required to further quantify the tsunami hazard and evaluate the risks to the site.

113-81051 shine final hydrology report august 2012.docx

August 2012 21 113-81051 5.0 USE OF REPORT This analysis report was prepared for the exclusive use of SHINE Medical Technologies to support design of the proposed Mo-99 production facility. Analyses will be refined for use in preparation of NUREG licensing documents. This report is not to be used directly for NUREG purposes.

This analysis report was based on available information. Golder is not responsible for the accuracy of documents sited, and the analyses presented here may not represent a comprehensive survey of available literature.

The work program for this project followed the standard of care expected of professionals undertaking similar work in the State of Wisconsin under similar conditions and adhered to the quality requirements in Golder 2012b, Golder Quality Assurance Program Description (QAPD). No warranty expressed or implied is made.

113-81051 shine final hydrology report august 2012.docx

August 2012 22 113-81051 6.0 CLOSING This report is respectfully submitted to SHINE Medical Technologies. If you have questions or require additional information, please contact Golder at (218) 724-0088.

Sincerely, GOLDER ASSOCIATES INC.

Bill Dershowitz, Ph.D., P.G., R. Hg. Amy Thorson, P.E.

Principal Associate, Duluth Operations Manager Washington Registration No. 1577 Wisconsin Registration No. 35963-006 Thomas G. Krzewinski, P.E. D.GE, F. ASCE Principal Geotechnical Engineer Wisconsin Registration No. 24946-006 113-81051 shine final hydrology report august 2012.docx

August 2012 23 113-81051

7.0 REFERENCES

1. AMS, 1959. American Meteorlogical Society. Boston, Massachusets. 638 p.

2. Anderson P.A., 1984. Movement of Contaminants in Groundwater: Groundwater Transport --

Advection and Dispersion in Groundwater Contamination, Geophysics Study Committee, Geophysics Research Forum, National Research Council, Chapter 2. (37-45), National Academy Press.

3. Bouwer, H. and R.C. Rice, 1976. A slug test method for determining hydraulic conductivity of unconfined aquifers with completely or partially penetrating wells, Water Resources Research, vol. 12, no. 3, pp. 423-428.

4. Domenico, P. A.; Mifflin, M. D., 1965. Water from low permeability sediments and land subsidence. Water Resources Research 1 (4): 563-576.

5. FEMA, 2008. Flood Insurance Study: Rock County, Wisconsin and Incorporated Areas. Federal Emergency Management Agency, Flood Insurance Study Number 55105CV001A. August 19, 2008. Two volumes.

6. Geoslope, 2011. SEEP/W and CTRAN/W Software Documentation and Theory. Website:

[www.geoslope.com]

7. Golder, 2011. Hydrobench User Documentation. Golder, Celle Germany.

8. Golder, 2012a. Golder Report 6, Revision 3, August 3, 2012, Preliminary Geotechnical Engineering Report. Prepared for SHINE Medical Technologies by Golder Associates, Inc.

9. Golder, 2012b. Golder Quality Assurance Program Description (QAPD), January 12, 2012 (RL1).

10. Hydrosolve Inc., 2011. AQTESOLV User Documentation. Website: [1]

11. Janesville, 2008. Report on the 2008 Rock River Flood. City of Janesville, Wisconsin, Engineering Division.

12. LeRoux, 1963. Geology and Ground-water Resources of Rock County, Wisconsin: US.

Geological Survey Water-Supply Paper 1619-X. 50 p.

13. NOAA and USACE, 1978. Probable Maximum Precipitation Estimates, United States East of the 105th Meridian; Hydrometeorological Report No. 51. US Department of Commerce, National 113-81051 shine final hydrology report august 2012.docx

August 2012 24 113-81051 Oceanic and Atmospheric Administration; US Army Corps of Engineers. Washington D C. June 1978.

14. NUREG 1537, 1996. Guidelines for Preparing and Reviewing Applications for the Licensing of Non-Power Reactors. U.S. Nuclear Regulatory Commission, Washington, DC.

15. Rock County, 2004. Rock County Storm Water Management Ordinance. Chapter 28 of the Rock County Code of Ordinances, Rock County, Wisconsin. Adopted March 2004.

16. USACOE, 1984. Probable Maximum Flood Estimation - Eastern United States, TP-100. U.S.

Army Corps of Engineers, Hydrologic Engineering Center. September 1984.

17. US DOE, 1993. Data Collection Handbook to Support Modeling Impacts of Radioactive Material in Soil, Environmental Assessment and Information Sciences, Division Argonne National Laboratory, Argonne, Illinois, Sponsored by U.S. Department of Energy.

http://web.ead.anl.gov/resrad/documents/data_collection.pdfNUREG 1537, Part 2, Guidelines for Preparing and Reviewing Applications for the Licensing of Non-Power Reactors: Standard Review Plan and Acceptance Criteria.

18. USGS, 2012a. Stormwater Data. Obtained from website:[2]

19. USGS, 2012b. Elevation Data. Obtained from website: [3]

20. WGNS, 1983. Thickness of Unconsolidated Material in Wisconsin. University of Wisconsin-Extension Geological and Natural History Survey. Website:

[4], accessed 12/16/2011.

21. WGNHS, 2009. Map data. University of Wisconsin-Extension Geological and Natural History Survey. Website: [5]

22. Vierbicher, 2010. Rock County Hazard Mitigation Plan Update. Prepared by Vierbicher in cooperation with the Rock County Emergency Management and Rock County Planning Economic and Community Development Agency, 145 p.

[6], accessed 1/20/2012.

113-81051 shine final hydrology report august 2012.docx

FIGURES PROJECT LOCATION ROCK RIVER PROJECT LOCATION J:\2011 jobs\113-81051 shine medical technologies, wisconsin\CAD\VICINITY_MAP_WI_hYDRO.dwg l 4/3/2012 12:57 PM l AGarrigus l JANESVILLE UN-NAMED TRIBUTARY 1 TO THE ROCK RIVER 1 0 1 SCALE MILES LEGEND REFERENCE 1.) 1:250,000 SCALE TOPOGRAPHIC MAP PRODUCED BY PROJECT LOCATION USGS AND DISTRIBUTED BY TERRASERVER (5 KM NE OF ROSCOE, ILLINOIS, UNITED STATES).

SCALE AS SHOWN TITLE VICINITY MAP DESIGN ---- ----

CADD AG 4/3/12 SHINE MEDICAL TECHNOLOGIES CHECK BD 4/3/12 JANESVILLE, WISCONSIN FILE No. VICINITY_MAP_WI_hYDRO.dwg REVIEW TK 4/3/12 1-1 FIG.

PROJECT No. 113-81051 REV. 0 ---- JANESVILLE / SHN / WI

Point Table GROUND DESCRIPTION NORTHING EASTING ELEVATION (FT)

G11-01 229143.33 2230824.06 819.1 G11-02 229146.03 2230954.95 822.3 FAA ZONE C BOUNDARY G11-03 229145.94 2231085.65 824.9 PROPOSED G11-04 229017.94 2230826.22 821.9 PROPERTY BOUNDARY G11-05 229017.01 2230913.86 824.6 G11-06 229019.68 2230996.02 825.9 SM-GW1A G11-07 229018.48 2231083.35 826.4 G11-08 228887.34 2230829.93 824.7 G11-09 228890.59 2230958.33 825.0 G11-10 228890.37 2231084.76 826.2 SM-GW1A 229871.84 2230854.43 825.8 SM-GW2A 228276.10 2230852.17 819.2 SM-GW3A 229064.89 2231581.03 827.3 J:\2011 jobs\113-81051 shine medical technologies, wisconsin\CAD\Janseville_Site_map_HARN-W-WI-SF.dwg l 6/18/2012 9:13 AM l AGarrigus l JANESVILLE G11-02 PROPOSED G11-01 G11-03 DEVELOPMENT SM-GW4A 229051.61 2230112.60 811.7 AREA VSP-01 229016.11 2230956.34 825.1 SM-GW4A G11-06 G11-04 G11-07 SM-GW3A G11-05 G11-08 G11-10 G11-09 LEGEND VSP-01 G11-08 BOREHOLE LOCATION AND DESIGNATOR VSP-01 BOREHOLE LOCATION WITH 2 INCH PVC INSTALLED FOR SEISMIC TESTING AND DESIGNATOR SM-GW2A SM-GW2A WELL LOCATION AND DESIGNATOR 400 0 400 SCALE FEET NOTES REFERENCE 1.) AERIAL IMAGERY DISTRIBUTED BY CITY OF SCALE AS SHOWN TITLE 1.) BOREHOLE AND WELL LOCATION COORDINATES AS SURVEYED BY AYERS ASSOCIATES ON NOVEMBER 11, 2011. JANESVILLE AND PROVIDED BY CLIENT.

2.) ADDITIONAL AERIAL IMAGERY PROVIDED BY NAIP DESIGN ---- ---- PROJECT SITE LOCATION MAP 2.) PROPOSED DEVELOPMENT AREA IS A SQUARE, MEASURING 316 FEET ON EACH SIDE.

3.) CENTER OF BUILDING OUTLINE PLACED WITHIN PROPOSED SITE POLYGON AS AND DISTRIBUTED BY U.S.G.S. CADD APG 6/18/12 SHINE MEDICAL TECHNOLOGIES DIRECTED BY CLIENT. 3.) FAA ZONE C BOUNDARY OF THE SOUTHERN CHECK JANESVILLE, WISCONSIN BD 6/18/12 4.) NORTHING AND EASTINGS PROVIDED IN WISCONSIN STATE PLANE, SOUTH ZONE, WISCONSIN REGIONAL REPORT LAND USE PLAN AND AIRPORT OVERLAY ZONING DISTRICT ORDINANCE FILE No. SITE_MAP_HARN-W-WI-SG.DWG REVIEW NAD1983/91 HARN, US SURVEY FEET. THE VERTICAL DATUM IS NAVD88 (2007) GEOID09. TK 6/18/12 1-2 FIG.

WAS PROVIDED BY CITY OF JANESVILLE ON 10/4/11. PROJECT No. REV. JANESVILLE / SHN / WI 113-81051 1 6/18/12

March 2012 Project No. 113-81051 Figure 2.3.2-1 USGS Flows for the Rock River at Afton near the Site 113-81051 shine hydrology report _figures

Wisconsin River Lake Butte des Morts Lake Winnebago Rynearson Flowage Lake Michigan Neshonoc Lake Castle Rock Lake Rush Lake Sheboygan Lake Wisconsin River Green Lake Little Green Lake Wisconsin River Mason Lake Lake Emily Lake Redstone Fox Lake Mirror Lake Mud Lake Cedar Lake Lake Wisconsin Sinissippi Lake Pike Lake Crystal Lake Pine Lake Lake Mendota Lake Monona Rock Lake Pewaukee Lake Lake Waubesa Rome Pond Lake Kegonsa Muskego Lake Lake Koshkonong LEGEND Tichigan Lake PROJECT LOCATION Yellowstone Lake Whitewater Lake Eagle Lake LAKES (REGIONAL)

J:\2011 jobs\113-81051 shine medical technologies, wisconsin\CAD\JanesvilleHYDRO_WITM.dwg l 6/15/2012 2:34 PM l AGarrigus l JANESVILLE Lake Como WATER (REGIONAL)

Lake Geneva Elizabeth Lake 100 MILE RADIUS Lake Marie STATE BOUNDARY Fox Lake Wonder LakeLong Lake Crystal Lake Lake Zurich MILES 0 20 SCALE 20 Spring Lake REFERENCE 1.) LAKE (REGIONAL) DATA DEVELOPED AND DISTRIBUTED BY ESRI BASED ON THE U.S. NATIONAL ATLAS WATER FEATURE AREAS AS DEVELOPED BY NATIONAL ATLAS OF THE UNITED STATES AND THE Lake Calumet UNITED STATES GEOLOGICAL SURVEY AS PUBLISHED ON 11/09/1999.

Orland Lake Lake Holiday 2) WATER (REGIONAL) DATA DEVELOPED AND DISTRIBUTED BY ESRI BASED ON THE U.S. NATIONAL ATLAS WATER FEATURE LINES AS DEVELOPED BY NATIONAL ATLAS OF THE UNITED STATES AND THE UNITED STATES GEOLOGICAL SURVEY AS PUBLISHED ON 11/09/1999.

SCALE AS SHOWN TITLE Mississippi River Cedar Lake DESIGN ---- ---- HYDROLOGIC FEATURES CADD APG 6/18/12 SHINE MEDICAL TECHNOLOGIES Spring Lake CHECK BD 6/18/12 JANESVILLE, WISCONSIN Goose Lake FILE No. REVIEW JanesvilleHYDRO_WITM.dwg TK 6/18/12 3.1-1 Lake Odessa FIG.

PROJECT No.

113-81051 REV. 1 6/18/12 JANESVILLE / SHN / WI Sawmill Lake

Figure 3.1-2 Site Location

AppendixH:SimulatedSlugTestswithinHyrobench



Figure 3.2-1 Combined Slug Tests for GW1A-MW1 CombinedSimulatedSlugTestsforEachWell

6RXUFH:HOO7HVW7HVW3UHVVXUHV 3UHVVXUH N3D





























            KUV 7LPH 

GW1AMW1

Figure 3.2-2 Combined Slug Tests for GW2A-MW2 0:7HVW7HVW3UHVVXUHV 3UHVVXUH N3D





















                KUV 7LPH 

GW2AMW2



Figure 3.2-3 Combined Slug Tests for GW3A-MW3 6RXUFH:HOO7HVW7HVW3UHVVXUHV 3UHVVXUH N3D



















           KUV 7LPH 

GW3AMW3(containsShells1and2)

























March 2012 Project No. 113-81051 Figure 3.2-4 Effective Radius Coefficients A, B, and C (Bouwer and Rice, 1976) 113-81051 shine hydrology report _figures

March 2012 Project No. 113-81051 Figure 3.2-5 Schematic E-W Cross Section Note: Water table is assumed to vary linearly from GW-4A monitoring well to the Rock River. The vertical scale is 10 times the horizontal.

113-81051 shine hydrology report _figures

March 2012 Project No. 113-81051 Shine Medical Technologies 1.

Obs. Wells SM-GW1A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.002908 ft/sec y0 = 0.4066 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1.4 2.8 4.2 5.6 7.

Figure 3.2-6 AQTESOLV Solution to the Slug-in Test in the Monitoring Well GW1A, First Trial 113-81051 shine hydrology report _figures

March 2012 Project No. 113-81051 Figure 3.3.1-1 Surface Topography Contours from the Measurements at the Groundwater Monitoring Wells and Geotechnical Borings 113-81051 shine hydrology report _figures

bh Name= G11-04 bh Name= SM-GW4A bh Name= G11-05 GROUND SURFACE bh Name= SM-GW3A ROCK RIVER A A' bh Name= G11-06 1000 bh Name= G11-07 950 ELEVATION (FT) 900 850 800 750 700 650 600 J:\2011 jobs\113-81051 shine medical technologies, wisconsin\CAD\Janesville Site Map_ELEV_ROCK CO.dwg l 7/9/2012 10:16 AM l AGarrigus l JANESVILLE 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 7000 7500 8000 8500 9000 9500 10000 10500 11000 11500 12000 12500 13000 13500 14000 14500 15000 HORIZONTAL DISTANCE (FT)

LEGEND 1000 0 1000 SCALE TITLE AS SHOWN HORIZONTAL SCALE FEET 100 0 100 DESIGN

---

---- E-W GEOLOGIC CROSS-SECTION CADD APG 6/18/12 SHINE MEDICAL TECHNOLOGIES VERTICAL SCALE FEET CHECK JANESVILLE, WISCONSIN BD 6/18/12 FILE No. REVIEW Proposed_building_layout.DWG TK 6/1812 FIG.

PROJECT No.

113-81051 REV.

0 ---- JANESVILLE / SHN / WI 3.3.1-2

bh Name= SM-GW2A bh Name= SM-GW1A bh Name= G11-08 GROUND SURFACE bh Name= G11-04 ROCK RIVER B bh Name= G11-01 B'

1000 950 ELEVATION (FT) 900 850 800 750 700 650 J:\2011 jobs\113-81051 shine medical technologies, wisconsin\CAD\Janesville Site Map_ELEV_ROCK CO.dwg l 7/9/2012 10:36 AM l AGarrigus l JANESVILLE 600 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 7000 7500 8000 8500 9000 9500 10000 10500 11000 11500 12000 12500 13000 13500 14000 14500 15000 HORIZONTAL DISTANCE (FT)

LEGEND 1000 0 1000 SCALE TITLE AS SHOWN HORIZONTAL SCALE FEET 100 0 100 DESIGN

---

---- N-S GEOLOGIC CROSS-SECTION CADD APG 6/18/12 SHINE MEDICAL TECHNOLOGIES VERTICAL SCALE FEET CHECK JANESVILLE, WISCONSIN BD 6/18/12 FILE No. REVIEW Proposed_building_layout.DWG TK 6/18/12 FIG.

PROJECT No.

113-81051 REV.

0 ---- JANESVILLE / SHN / WI 3.3.1-3

March 2012 Project No. 113-81051 Figure 3.3.1-4 Smoothed Water Table Elevation Contours and the Water Table Sections used for the 2D SEEP/W Seepage Analysis 113-81051 shine hydrology report _figures

March 2012 Project No. 113-81051 Figure 3.3.1-5 Surface Topography Level and Water Table Profile of the E-W Section (A-A) and N-S Section (B-B) 113-81051 shine hydrology report _figures

June 2012 Project No. 11381051 766.50 766.00 SMGW1A 765.50 SMGW2A Water Table Elevation (ft.)

SMGW3A SMGW4A 765.00 764.50 764.00 763.50 763.00 October11 November11 December11 January12 February12 March12 April12 May12 June12 Figure 3.3.16 Water Tables in the Monitoring Wells 11381051 SHINE Hydrology Report_Figures

March 2012 Project No. 113-81051 Figure 3.3.2-1 Model Geometry and Boundary Condition The red lines are the predefined head boundary conditions.

113-81051 shine hydrology report _figures

March 2012 Project No. 113-81051 0.35 0.35 1000 0.3 0.3 Vol. Water Content (ft³/ft³) Vol. Water Content (ft³/ft³) X-Conductivity (ft/days) 100 0.25 0.25 0.2 0.2 10 0.15 0.15 0.1 0.1 1

-100 -80 -60 -40 -20 0 0.1 1 10 100 0.01 0.1 1 10 100 Pore-Water Pressure (psf) Matric Suction (psf) Matric Suction (psf)

Figure 3.3.2-2 Volumetric Water Content Function for Dense Sand (center), Suction Function (right) and Conductivity of Unsaturated Zone 113-81051 shine hydrology report _figures

March 2012 Project No. 113-81051

\

Figure 3.3.2-3 Evaluated Total Head (top) and Pore Pressure (bottom) Contours after SEEP/W Analysis The total flux values for the control sections are also reported.

113-81051 shine hydrology report _figures

June 2012 Project No. 113-81051 Figure 3.3.3-1 Contaminant Particle Tracking from SHINE Site, Janesville, to Rock River in the Critical E-W Pathway 113-81051 shine hydrology report _figures

APPENDIX A FEMA FIS (ABBREVIATED SECTIONS FOCUSED ON ROCK RIVER AND TRIBUTARY NO. 1 TO THE ROCK RIVER FROM REPORT AND SUPPORTING FLOOD PROFILES)

ROCK COUNTY, WISCONSIN AND INCORPORATED AREAS VOLUME 1 OF 2 Community Name Community Number BELOIT, CITY OF 555544 BRODHEAD, CITY OF 550160 CLINTON, VILLAGE OF 550067 EDGERTON, CITY OF 550365 EVANSVILLE, CITY OF 550366 FOOTVILLE, VILLAGE OF 550575 JANESVILLE, CITY OF 555560 MILTON, CITY OF 550026 ORFORDVILLE, VILLAGE OF 550369 ROCK COUNTY (UNINCORPORATED AREAS) 550363 August 19, 2008 Federal Emergency Management Agency FLOOD INSURANCE STUDY NUMBER 55105CV001A

NOTICE TO FLOOD INSURANCE STUDY USERS Communities participating in the National Flood Insurance Program have established repositories of flood hazard data for floodplain management and flood insurance purposes. This Flood Insurance Study (FIS) report may not contain all data available within the Community Map Repository. Please contact the Community Map Repository for any additional data.

The Federal Emergency Management Agency (FEMA) may revise and republish part or all of this FIS report at any time. In addition, FEMA may revise part of this FIS report by the Letter of Map Revision process, which does not involve republication or redistribution of the FIS report. Therefore, users should consult with community officials and check the Community Map Repository to obtain the most current FIS report components.

Effective Date: August 19, 2008 Revised Dates:

TABLE OF CONTENTS VOLUME 1

1.0 INTRODUCTION

...............................................................................................................1 1.1 Purpose of Study............................................................................................................1 1.2 Authority and Acknowledgments ..................................................................................1 1.3 Coordination ..................................................................................................................2 2.0 AREA STUDIED .................................................................................................................4 2.1 Scope of Study ...............................................................................................................4 2.2 Community Description.................................................................................................6 2.3 Principal Flood Problems...............................................................................................7 2.4 Flood Protection Measures ............................................................................................8 3.0 ENGINEERING METHODS .............................................................................................8 3.1 Hydrologic Analyses......................................................................................................8 3.2 Hydraulic Analyses........................................................................................................16 3.3 Vertical Datum...............................................................................................................21 4.0 FLOODPLAIN MANAGEMENT APPLICATIONS ......................................................22 4.1 Floodplain Boundaries...................................................................................................22 4.2 Floodways......................................................................................................................23 5.0 INSURANCE APPLICATIONS ........................................................................................80 6.0 FLOOD INSURANCE RATE MAP ..................................................................................81 7.0 OTHER STUDIES...............................................................................................................81 8.0 LOCATION OF DATA.......................................................................................................81 9.0 BIBLIOGRAPHY AND REFERENCES ..........................................................................84 i

TABLE OF CONTENTS (Continued)

FIGURES Figure 1 - Floodway Schematic ........................................................................................................ 80 TABLES Table 1 - Summary of Discharges ............................................................................................... 11-15 Table 2 - Summary of Stillwater Elevations..................................................................................... 15 Table 3 - Floodway Data.............................................................................................................. 24-79 Table 4 - Community Map History................................................................................................... 83 VOLUME 2 EXHIBITS Exhibit 1 - Flood Profiles Allen Creek 01P-05P Bass Creek 06P-12P Blackhawk Creek 13P-14P East Fork Raccoon Creek 15P-16P Fisher Creek 17P-21P Greenbelt Tributary 1 22P-23P Greenbelt Tributary 2 24P Greenbelt Tributary 3 25P Greenbelt Tributary 4 26P-27P Greenbelt Tributary 5 28P-29P Markham Creek 30P-33P Marsh Creek 34P-36P Morningside Tributary 37P-38P Otter Creek 39P-42P Raccoon Creek 43P-46P Rock River 47P-70P Saunders Creek 71P-74P Spring Brook (Beloit) 75P-79P Spring Brook (Janesville) 80P-81P Sugar River 82P-86P Turtle Creek 87P-97P Unnamed Tributary 1 to Raccoon Creek 98P-99P Unnamed Tributary 2 to Raccoon Creek 100P-102P Unnamed Tributary 1 to Rock River 103P Unnamed Tributary 1 to Turtle Creek 104P Unnamed Tributary 2 to Turtle Creek 105P-106P Unnamed Tributary to Blackhawk Creek 107P-108P Unnamed Tributary to East Fork Raccoon Creek 109P-112P Unnamed Tributary in Turtle Township 113P-115P Yahara River 116P-119P Exhibit 2 - Flood Insurance Rate Map Index & Flood Insurance Rate Map ii

FLOOD INSURANCE STUDY ROCK COUNTY [AND INCORPORATED AREAS]

1.0 INTRODUCTION

1.1 Purpose of Study This Flood Insurance Study (FIS) revises and updates information on the existence and severity of flood hazards in the geographic area of Rock County, including the Cities of Beloit, Brodhead, Edgerton, Evansville, Janesville and Milton; the Villages of Clinton, Footville and Orfordville; and the unincorporated areas of Rock County (referred to collectively herein as Rock County), and aids in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. This study has developed flood-risk data for various areas of the community that will be used to establish actuarial flood insurance rates and to assist the community in its efforts to promote sound floodplain management. Minimum floodplain management requirements for participation in the National Flood Insurance Program (NFIP) are set forth in the Code of Federal Regulations at 44 CFR, 60.3.

Please note that the City of Edgerton is geographically located in Rock and Dane Counties. Also, the City of Brodhead is geographically located in Rock and Green Counties. The City of Edgertons special flood areas are included in its entirety in this FIS report. The flood-hazard information for the City of Brodhead is for information purposes only. See separately published FIS report and Flood Insurance Rate Map.

In some states or communities, floodplain management criteria or regulations may exist that are more restrictive or comprehensive than the minimum Federal requirements. In such cases, the more restrictive criteria take precedence and the State (or other jurisdictional agency) will be able to explain them.

1.2 Authority and Acknowledgments The sources of authority for this FIS are the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973.

The hydrologic analyses for Saunders Creek, Fisher Creek, Markham Creek, Greenbelt Tributaries 1-5, Morningside Tributary, Blackhawk Creek, Unnamed Tributary to Blackhawk Creek, Unnamed Tributary 1 to Rock River, Spring Brook (Beloit), Unnamed Tributary in Turtle Township, Bass Creek above Footville Road, Lenigan Creek, Lenigan Creek Tributaries 1 & 2, Unnamed Clinton Tributary, Unnamed Tributary in Union Township, Philhower Road Tributary, Unnamed Tributary 2 to Rock River, and Milton Ditch was performed 1

by Wisconsin DNR. The hydraulic analyses for these same streams in addition to Rock River, Raccoon Creek, Unnamed Tributaries 1 & 2 to Raccoon Creek, East Fork Raccoon Creek, Unnamed Tributary to East Fork Raccoon Creek was performed by Gannett Fleming, for the Federal Emergency Management Agency (FEMA), under Contract No. NMF00000316. Mapping done countywide was performed by Gannett Fleming. This work was completed in May 2006.

The hydrologic and hydraulic analyses for the following streams were done by Owen Ayres and Associates, Inc., for FEMA under Contract H-3805 completed in May 1979: Yahara River, Otter Creek, Marsh Creek, Sugar River, Turtle Creek, Unnamed Tributary 1 and 2 to Turtle Creek, Spring Brook (Janesville) and Bass Creek from Footville Road to its mouth. The hydrologic analyses for the Rock River, Raccoon Creek, Unnamed Tributary 1 & 2 to Raccoon Creek, East Fork Raccoon Creek, Unnamed Tributary to East Fork Raccoon Creek done under this same contract was incorporated into the new 2006 hydraulic study.

The hydrologic and hydraulic analyses for Allen Creek above the Lake Leota Dam were performed by the U.S. Department of Agriculture, Soil Conservation Service (SCS), as reported in a Flood Hazard Study, City of Evansville, Rock County, Wisconsin in January 1984. The hydrologic analysis done in that study was used in the 2006 hydraulic study.

The projection used in the preparation of this map was Universal Transverse Mercator (UTM) zone 16. The horizontal datum was NAD83, GRS1980 spheroid. Differences in datum, spheroid, projection or UTM zones used in the production of FIRMs for adjacent jurisdictions may result in slight positional differences in map features across jurisdiction boundaries. These differences do not affect the accuracy of this FIRM.

1.3 Coordination Information on the coordination for each jurisdiction included in this countywide FIS, as compiled from their previously printed FIS reports, is shown below.

Beloit, City of: Streams requiring detailed and approximate study were identified at an initial coordination and time and cost meeting attended by representatives of FEMA, the Study Contractor, and the City of Beloit on February 2, 1977. Base maps were obtained from the U.S. Army Corps of Engineers (COE), Rock Island District; and the City of Beloit. Flood elevations, flood boundaries, and floodway delineations were determined by the Wisconsin Department of Natural Resources, the Rock Island District COE, and the U.S. Geological Survey (USGS).

2

On October 16, 1980, the results of the work by the Study Contractor were reviewed and accepted at a final coordination meeting attended by representatives of FEMA, the Study Contractor, and the City of Beloit.

Edgerton, City of: Streams requiring detailed study were identified at a meeting attended by representatives of the Study Contractor, FEMA, the Wisconsin Department of Natural Resources and representatives of the City of Edgerton on June 6, 1979. Results of the hydrologic analyses were coordinated with the Wisconsin Department of Natural Resources, Flood Plain Management Section, and the Engineering Department of the City of Edgerton.

On March 31, 1981, the results of the study were reviewed and accepted at a final meeting attended by representatives of the Study Contractor, FEMA and community officials.

Evansville, City of: On February 21, 1983, the results of this study were reviewed and accepted at a final coordination meeting attended by representatives of the community and FEMA.

Janesville, City of: At a time and cost meeting on August 6, 1980 with representatives of the Wisconsin Department of Natural Resources (WDNR), FEMA, the Study Contractor, and the City Engineer, the limits of detailed and approximate study were determined.

The hydrology and hydraulics for the Rock River and Spring Brook and the floodway were coordinated with the WDNR.

On January 18, 1984, the results of the work by the Study Contractor were reviewed and accepted at a final coordination meeting attended by representatives of the Study Contractor, FEMA, and the community.

Rock County (Unincorporated Areas): A search for basic data was made at all levels of government. County officials, local residents, the U.S. Army Corps of Engineers (COE), the U.S.

3

Geological Survey (USGS) and the State of Wisconsin were contacted to obtain data on land use and other available data within the county.

Discharges were coordinated with the COE, the USGS, and the States of Illinois and Wisconsin.

An initial coordination meeting was held on February 21, 1975, to define study procedures and establish detailed study areas. This meeting was attended by representatives of FEMA, the State of Wisconsin, Rock County, and the Study Contractor.

During the course of the work by the Study Contractor, flood elevations, flood boundaries, and floodway delineations were reviewed with community officials and with officials from the Wisconsin Department of Natural Resources.

On October 14, 1980, the results of the work by the Study Contractor were reviewed and accepted at a final coordination meeting attended by personnel of FEMA, the State of Wisconsin, the county, and the Study Contractor.

2.0 AREA STUDIED 2.1 Scope of Study This FIS covers the geographic area of Rock County, Wisconsin, including the incorporated communities listed in Section 1.1. The areas studied by detailed methods were selected with priority given to all known flood hazards and areas of projected development or proposed construction through September 2006.

The flooding sources studied by detailed methods are listed below:

1. Allen Creek, from 450 ft below State Highway 213 to about 6500 ft above City of Evansville Corporate Limits;

2. Bass Creek, from its mouth at the Rock River to W. Dorner Road;

3. Blackhawk Creek, from its confluence with Spring Brook (Janesville) to about 500 ft. above S. Milton Shopiere Road;

4. East Fork Raccoon Creek, from the state boundary to Spring Creek Road;

5. Fisher Creek, from its mouth at the Rock River to about 2100 ft. above N.

Little Road;

6. Greenbelt Tributary 1, from its mouth at Blackhawk Creek to Sandhill Drive;

7. Greenbelt Tributary 2, from its mouth at Greenbelt Tributary 4 to about 600 feet above E. Milwaukee Street; 4

8. Greenbelt Tributary 3, from its mouth at Greenbelt Tributary 1 to about 1400 ft. above City of Janesville Corporate limits;

9. Greenbelt Tributary 4, from its mouth at Greenbelt Tributary 1 to about 350 ft.

above E. County Highway A;

10. Greenbelt Tributary 5, from its mouth at Greenbelt Tributary 4 to about 650 ft.

above N. State Highway 14;

11. Markham Creek, from its mouth at the Rock River to about 2200 ft. above W.

Hanover Road;

12. Marsh Creek, from its mouth at the Rock River to County Highway H;

13. Morningside Tributary, from its mouth at Spring Brook (Janesville) to State Highway 14 (Humes Road);

14. Otter Creek, from the county boundary to Bowers Road;

15. Raccoon Creek, from the downstream county boundary to State Highway 81;

16. Rock River, within the county boundaries;

17. Saunders Creek, within the county boundaries;

18. Spring Brook (Beloit), from its mouth at Turtle Creek to 100 ft. above S.

Clinton Corners Road;

19. Spring Brook (Janesville), from its mouth at the Rock River to the confluence with Blackhawk Creek;

20. Sugar River, within the county boundaries;

21. Turtle Creek, from its confluence with the Rock River to about 2 miles upstream of Johnson Road;

22. Unnamed Tributary 1 to Raccoon Creek, from its mouth at Raccoon Creek to Beloit-Newark Road;

23. Unnamed Tributary 2 to Raccoon Creek, from its mouth at Unnamed Tributary 1 to Raccoon Creek to Beloit-Newark Road;

24. Unnamed Tributary 1 to Rock River, from its mouth at the Rock River to County Highway G;

25. Unnamed Tributary 1 to Turtle Creek, from its mouth at Turtle Creek to Elm Drive;

26. Unnamed Tributary 2 to Turtle Creek, from its mouth at Turtle Creek to County Highway J;

27. Unnamed Tributary to Blackhawk Creek, from its mouth at Blackhawk Creek to N. Tarrant Road;

28. Unnamed Tributary to East Fork Raccoon Creek, from its mouth at East Fork Raccoon Creek to Beloit-Newark Road;

29. Unnamed Tributary in Turtle Township, from the state boundary to about 400 ft below S. Clinton Corners Road;

30. Yahara River, within the county boundaries.

The flooding sources studied by limited detailed methods are listed below:

1. Lenigan Creek, from its mouth at the Rock River to about 0.9 mile above City of Beloit Corporate limits;

2. Lenigan Creek Tributary 1, from its mouth at Lenigan Creek to about 250 ft.

below the City of Beloit Corporate limits; 5

3. Lenigan Creek Tributary 2, from its mouth at Lenigan Creek to about 0.6 mile above McKinley Avenue;

4. Milton Ditch, from W. High Street to State Highway 26;

5. Philhower Road Tributary, from its confluence with the Rock River to its confluence with Turtle Creek;

6. Unnamed Clinton Tributary, from about 700 ft. above Village of Clinton Corporate limits to confluence with Southern Branch at railroad tracks;

7. Unnamed Clinton Tributary Southern Branch, from about 150 ft. above Village of Clinton Corporate limits to confluence with Clinton Tributary at railroad tracks;

8. Unnamed Tributary 2 to Rock River, from its mouth at the Rock River to W.

High Street;

9. Unnamed Tributary in Union Township, from Union Township southern limits to just south of County Highway C Approximate analyses were used to study those areas having low development potential or minimal flood hazards. This was done by overlaying effective zone A floodplains over 10-foot contours to approximate flood elevations. These approximated elevations were then laid over year 2000 terrain data for a revised flood boundary. The scope and methods of study were proposed to, and agreed upon, by FEMA and the various affected communities.

2.2 Community Description Rock County, located in south-central Wisconsin, is bordered on the west by Green County, on the north by Dane and Jefferson Counties, on the east by Walworth County, and on the south by Winnebago and Boone Counties in Illinois. Rock County includes the incorporated areas of Footville, Evansville, Beloit, Janesville, Edgerton, Clinton, and Milton. Rock County's present boundaries were established in 1838. Prior to 1836 the county was a portion of Milwaukee County. Rock County derived its name from the Rock River which the French named Riviere de la Roche.

Rock County has experienced a general increase in population since 1850 when there were 20,750 residents. By 1880 there were 43,220 residents, 113,913 by 1960, 131,970 by 1970, 140,103 in 1990 and 152,307 residents in 2000. Interstate Highway 90 is the major north-south highway.

Joseph Thiebeau, a French-Canadian fur trader, was the first white man to come to the county in 1824. The Rock River valley was under control of a number of Indian tribes until the end of the Black Hawk War in 1832. Following the end of Indian control, permanent settlement began to appear with all the present towns being organized by 1849. Wheat was the first stable crop to be grown in the county; however, due to disease and soil depletion the wheat production decreased, with increased acreage being devoted to oats, hay, and corn. The main farm enterprise in Rock County is dairying with the raising of beef cattle becoming increasingly 6

important. Important crops in the county are field and sweet corn, hay, oats, soybeans, and peas. In addition to farming, Janesville and Beloit have become manufacturing centers for machinery and automobiles.

The climate of Rock County is classified as continental, with long cold winters and warm humid summers. The county has recorded an average annual precipitation of 33 inches, which includes a moderate winter snowfall. Approximately 60 percent of this precipitation occurs within the five month period from May to September.

Thunderstorms occur on the average of 40 times a year. The total annual snowfall has ranged from less than 10 inches to more than 65 inches. Prevailing winds are from the south in the summer and from the west during the winter months. The average wind speed during the windiest months (March, April, and November) is 12 miles per hour. The extreme temperatures recorded are -27 degrees Fahrenheit (F.) and 100 degrees F., exhibiting extreme seasonal variations.

Rock County is underlain entirely by sedimentary sandstones and limestone. The county is divided into three physiographic regions. The northern region is composed of hills and kettles, the result of glacial deposition. The central and southeastern portions of the county are typified by a flat glacial outwash plain. The southwestern corner of the county experienced less glacial activity, which is evidenced by deep valleys cut in sandstone ridges. A majority of the county's river and stream valleys are filled with thick deposits of alluvial sand and gravel. A majority of the soils in Rock County are a result of glacial activity. The county is generally typified by a surface layer of silt loam or loam underlain by glacial till or stratified sand and gravel outwash materials. The exception is the southwest region where shallow surface layers of loam or sandy loam overlay the bedrock Rock County is drained entirely by the Rock River and its tributaries. The Rock River's major tributaries are the Yahara River, the Sugar River, Raccoon Creek and Turtle Creek. The Yahara River and its major tributary, Badfish Creek, drain the northwestern corner of the county along Allen and Marsh Creeks. The Sugar River, Raccoon Creek, and their tributaries drain the southwestern region of the county.

Raccoon Creek confluences with the Sugar River in Illinois which in turn empties into the Rock River. The southeastern portion of the county is drained by Turtle Creek, which confluences with the Rock River in South Beloit.

The floodplains include residential, commercial, industrial, recreational, and agricultural developments. The river floodplains, in general, follow the natural valley limits.

2.3 Principal Flood Problems The streams and rivers in Rock County are subject to flooding throughout the year; however, most flooding has occurred in the spring. These spring floods, the result of a combined snowmelt with moderate amounts of precipitation, can cause 7

flooding which is aggravated due to ice jams throughout the stream reaches. March is the most common month for peak annual discharges based on USGS stream flow records. Even though early spring is the most common time for flooding, the most severe flood on record occurred on Turtle Creek in late April 1973. This flood was due to an intense period of rainfall over the Turtle Creek basin. It had an estimated return period of 150 years.

2.4 Flood Protection Measures There are a number of dams on the rivers and creeks in Rock County; however, none of these dams were designed as flood control structures. The Rock Island COE has published a Phase I General Design Memorandum for a flood damage reduction project on Turtle Creek. That project was terminated due to a lack of economic justification. Rock County originally adopted a state approved floodplain zoning ordinance in November 1974. This Flood Insurance Study is expected to provide data that will be used to update the existing zoning ordinance. A levee system is located on the southwest flood plain of the Sugar River from the State Boundary to about one mile upstream of Nelson Road and on the northeast side from about two miles downstream of Nelson Road to about one mile upstream of Nelson Road. These levees will not provide any protection from the 100-year flood.

3.0 ENGINEERING METHODS For the flooding sources studied by detailed methods in the community, standard hydrologic and hydraulic study methods were used to determine the flood hazard data required for this study. Flood events of a magnitude that are expected to be equaled or exceeded once on the average during any 10-, 50-, 100-, or 500-year period (recurrence interval) have been selected as having special significance for floodplain management and for flood insurance rates. These events, commonly termed the 10-, 50-, 100-, and 500-year floods, have a 10-, 2-, 1-, and 0.2-percent chance, respectively, of being equaled or exceeded during any year. Although the recurrence interval represents the long-term, average period between floods of a specific magnitude, rare floods could occur at short intervals or even within the same year. The risk of experiencing a rare flood increases when periods greater than 1 year are considered. For example, the risk of having a flood that equals or exceeds the 1-percent-annual-chance (100-year) flood in any 50-year period is approximately 40 percent (4 in 10); for any 90-year period, the risk increases to approximately 60 percent (6 in 10). The analyses reported herein reflect flooding potentials based on conditions existing in the community at the time of completion of this study. Maps and flood elevations will be amended periodically to reflect future changes.

3.1 Hydrologic Analyses 8

Hydrologic analyses were carried out to establish peak discharge-frequency relationships for each flooding source studied by detailed methods affecting the community.

Precountywide Analyses Discharge values for the Yahara River at the Rock-Dane county line were taken from the discharge-frequency curve for the Stebbinsville Dam supplied by the USGS. Discharges downstream of the dam to the Badfish Creek confluence were based on a drainage area-discharge relationship for the Stebbinsville Dam. An analysis of Badfish Creek was made to determine its impact on Yahara River flood flows. The discharge-frequency curve for Badfish Creek was based on a statistical analysis of 11 years of record for the nonrecording USGS gage (No. 5-4301) located four miles southwest of Stoughton using a log-Pearson Type III distribution, and on Conger's method. Final values indicated that Badfish Creek controls the flood discharges on the Yahara River downstream of its confluence.

Discharges used in this study are a combination of peak discharges on Badfish Creek plus a portion of the Yahara River flow.

The Rock River was previously studied in Rock County by various governmental agencies. The discharges used in these reports were not adopted due to updated methods of determining discharges. Frequency-discharge relationships for the USGS gage at Afton (No. 543001) with a record from 1914 to present, located on the right bank in Afton and 1.1 miles upstream of Bass Creek, were computed by the log-Pearson Type III distribution. Discharges used were the result of coordination between the States of Wisconsin and Illinois and FEMA. Frequency-discharge curves for other locations on the Rock River were determined by a drainage area comparison to the Afton gage.

Discharge values for Otter, Marsh, and Bass Creek downstream of S. Footville Road were determined by procedures set forth in Project Formulation Hydrology, Technical Release No. 20 (TR-20). Supporting computations were made using Conger's method and a peak discharge-drainage area comparison to Turtle Creek.

Discharges for Allen Creek were computed using the TR-20 method as reported in a Flood Hazard Study for the City of Evansville, Wisconsin.

Flood discharges for Turtle Creek are based on a statistical analysis of the USGS recording station (No. 5-4315) with a period of record from 1939 to the present, located on the left bank of Turtle Creek immediately downstream of the State Highway 140 bridge, 2.7 miles north of Clinton. This analysis, using the log-Pearson Type III distribution, was the result of coordination between the States of Wisconsin and Illinois and was accepted by FEMA. The resulting discharge does not agree with previously accepted values due to the different methodology used and the inclusion of the April 1973 flood. Discharge-frequency curves at other locations were based on a drainage area comparison to the Clinton gage.

9

Unnamed Tributary No. 1 to Turtle Creek and Unnamed Tributary No. 2 to Turtle Creek were studied by Conger's method, TR-20, and discharge-drainage area comparisons. The final discharge-frequency curves are a composite of these three methods.

Discharges for the Sugar River are based on a statistical analysis of the USGS recording station (No. 5-4365) with a period of record from 1914 to the present, located on the left bank of the Sugar River, 1.2 miles southwest of Brodhead. The adopted discharge-frequency relationship was the result of coordination between Wisconsin and Illinois and was accepted by FEMA. Discharges for the study were based on a drainage area-discharge comparison to the Brodhead gage.

Discharges for Raccoon Creek and its two unnamed tributaries were determined by a TR-20 model. Supporting calculations were made by Conger's method and a discharge-drainage area comparison.

Discharges for the East Fork Raccoon Creek and its unnamed tributary were based on a TR-20 model. Supporting computations included a drainage area comparison to a USGS gage (No. 5-4372) with a period of record from 1958 to the present located on the unnamed tributary and Conger's method.

Flood discharges for Spring Brook Beloit and Spring Brook Janesville were based on the results of Conger's method, a drainage comparison, and the U.S. Department of Agriculture, Soil Conservation Service (SCS) method.

The hydrologic analyses for Allen Creek to establish the peak discharge relationships for floods of the 10-, 50-, 100-, and 500-year recurrence intervals were made utilizing the SCS hydrology computer program TR-20. The principal factors considered in this method are soil types, land use, slope of terrain, channel length and rainfall distribution. Four rainfalls were used in the model. Rainfall data for the 10-, 500, 100-, and 500-year return frequency storms were obtained from the U.S. Weather Bureau Technical Paper No. 40. The resulting flows computed in the TR-20 model were compared to U.S. Geological Survey (USGS) gauged watersheds of similar characteristics and were determined to match reasonably well.

Revised Analyses for this Countywide FIS The hydrologic analyses for Bass Creek upstream of S. Footville Road, Blackhawk Creek upstream of State Highway 14, Fisher Creek, Greenbelt Tributaries 1-5, Markham Creek, Morningside Tributary, Saunders Creek, Spring Brook (Beloit),

Unnamed Tributary 1 to Rock River, Unnamed Tributary to Blackhawk Creek and Unnamed Tributary in Turtle Township and all limited detail studies (outlined in section 2.1) were done using the Wisconsin DNR Hydrology Tool extension in ArcView 3.2 and HEC-HMS 2.2.2.

10

The Loss rate method/abstraction used was SCS CN. CN data was based on WiscLand grid. The SCS Unit hydrograph/TR-55 flow path segment method was used. Channel properties were estimated from the 2000 digital terrain model (DTM). Mannings N values were derived from the 2000 orthophoto. Muskingum Cunge was used for routing and channels were based off of the 2000 DTM.

Rainfall distribution curve was developed by SEWRPC for all southeast Wisconsin Counties. Rock County was on the fringe of this region, but it was determined that the curve still applied as the curve included gauge data from Rock County.

24-, 12-, 6- and 3-hour storm durations were run in HEC-HMS to determine the storm with the highest peak flow. The 24-, 12-, 6- and 3-hour rainfall for 10-, 50-and 100-year storms were obtained from the U.S. Weather Bureau Technical Paper No. 40. The 500-year rainfall total was extrapolated based on the previous totals.

There was a storm on August 5, 1998 that approximately measured as a 1 percent annual chance rainfall event. This event was entered into the HEC-HMS models to compare the flow to the 1 percent annual chance peak flow. The values compared favorably.

The stream gauge on a tributary to Fisher Creek (#5430403) was used to verify Fisher Creeks peak value. This was the only stream gauge on any of the studies were new hydrology was performed.

Peak discharge-drainage area relationships for Rock County are shown in Table 1.

Table 1 - Summary of Discharges Peak Discharges (cubic feet per second)

Drainage Area 10-Percent- 2-Percent- 1-Percent- 0.2-Percent-Flooding Source and Location (square miles) Annual-Chance Annual-Chance Annual-Chance Annual-Chance ALLEN CREEK Downstream of North State Highway 213 795 1,340 1,600 2,300 Approximately 1 mi. above North State Highway 213 765 1,290 1,545 2,230 Approximately 2.3 mi. above North State Highway 213 730 1,230 1,475 2,150 Halfway between E Church St. & Water St. 675 1,145 1,375 2,050 At Lake Leota Dam 590 1,010 1,215 1,770 BASS CREEK State Highway 11 14.0 2,225 3,537 4,362 6,283 Old State Highway 11 13.3 2,169 3,439 4,240 6,097 Dorner Road 9.3 1,705 2,649 3,234 4,553 11

Table 1 - Summary of Discharges - continued Peak Discharges (cubic feet per second)

Drainage Area 10-Percent- 2-Percent- 1-Percent- 0.2-Percent-Flooding Source and Location (square miles) Annual-Chance Annual-Chance Annual-Chance Annual-Chance BLACKHAWK CREEK State Highway 14 32.7 2,457 4,126 5,152 7,042 Confluence with Unnamed Trib to Blackhawk Creek 31.6 2,409 4,037 5,035 6,868 250' upstream of County Highway MM 14.2 1,132 1,899 2,364 3,205 1/2 mile upstream of Milton Shopeire Road at Tributary 12.5 995 1,675 2,081 2,819 E FORK RACCOON CREEK Wisconsin-Illinois State line 17.0 2,150 3,450 4,100 5,700 Above Unnamed Tributary to East Fork Raccoon Creek 10.8 1,450 2,300 2,750 3,900 Spring Creek Road 6.6 1,050 1,650 1,920 2,700 FISHER CREEK At mouth 5.9 861 1,491 1,817 2,831 Upstream of Unnamed Trib. 4.0 621 1,047 1,270 1,935 Rockport Road 3.5 540 914 1,099 1,646 State Highway 11 2.6 535 890 1,074 1,577 Downstream of Mineral Point Road 1.7 408 656 774 1,112 Upstream of Mineral Pt. Rd. 0.8 206 331 390 560 GREENBELT TRIBUTARY 1 Confluence with Greenbelt Tributary 4 4.5 804 1,212 1,453 1,983 Confluence with Unnamed 0.7 129 195 234 319 Tributary State Highway 14 0.4 61 93 112 154 GREENBELT TRIBUTARY 2 At mouth 0.8 140 214 258 356 GREENBELT TRIBUTARY 3 At mouth 0.4 76 113 135 181 GREENBELT TRIBUTARY 4 At mouth 2.9 516 778 934 1,278 Below confluence with Greenbelt Tributary 2 1.9 336 509 612 838 Above confluence with Greenbelt Tributary 2 1.0 213 320 383 522 GREENBELT TRIBUTARY 5 At mouth 1.1 183 277 333 456 MARKHAM CREEK At mouth 10.2 1,210 1,922 2,374 3,409 Confluence with Unnamed Tributary 8.8 1,158 1,811 2,230 3,187 Railroad Bridge 5.8 846 1,315 1,620 2,288 State Highway 11 3.8 583 898 1,087 1,496 N. Willowdale Road 2.7 387 604 734 1,015 Mineral Point Road 1.1 201 304 366 501 12

Table 1 - Summary of Discharges - continued Peak Discharges (cubic feet per second)

Drainage Area 10-Percent- 2-Percent- 1-Percent- 0.2-Percent-Flooding Source and Location (square miles) Annual-Chance Annual-Chance Annual-Chance Annual-Chance MARSH CREEK At mouth 30.8 1,800 2,900 3,470 4,900 State Highway 184 22.0 1,550 2,500 2,950 4,150 MORNINGSIDE TRIBUTARY At mouth 14.8 2,023 3,109 3,799 5,319 Confluence with Unnamed Tributary 6.2 891 1,412 1,738 2,444 Confluence with Unnamed Tributary 5.8 812 1,315 1,614 2,260 Mt. Zion Avenue 4.8 666 1,069 1,305 1,823 State Highway 14 2.8 388 608 738 1,025 OTTER CREEK At Rock County limits 50.3 2,150 3,550 4,250 6,000 RACCOON CREEK Wisconsin-Illinois State line 27.8 2,750 4,500 5,350 7,700 Approximately 1.3 miles above County Highway H 16.4 1,600 2,600 3,150 4,400 State Highway 81 12.1 1,400 2,300 2,700 3,900 ROCK RIVER Wisconsin-Illinois State line 3,450 11,500 15,300 16,900 20,100 At Afton Gage 3,340 10,900 14,500 16,000 19,000 At Monterey Dam 3,310 10,800 14,300 15,800 18,800 Above confluence with Markham Creek 3,280 10,600 14,100 15,600 18,500 At Centerway Dam 3,240 10,400 13,800 15,300 18,200 West State Highway 14 3,190 10,200 13,500 14,900 17,800 Approximately 3.7 miles above W State Highway 14 3,170 10,100 13,400 14,800 17,600 Below confluence with Yahara River 3,120 9,970 13,100 14,500 17,200 Above confluence with Yahara River 2,580 7,480 9,950 11,000 13,000 Outlet of Lake Koshkonong 2,500 7,140 9,500 10,500 12,400 SAUNDERS CREEK At mouth 42.0 918 1,580 2,016 2,930 Edgerton Southern Corporate Limits 41.7 919 1,582 2,018 2,934 Confluence near Stoughton Road 38.3 937 1,615 2,059 3,005 Dane - Rock County line 26.8 828 1,382 1,751 2,548 SPRING BROOK (BELOIT)

At mouth 15.0 1,280 1,933 2,332 3,227 550' above E. Lawn Rd. 14.2 1,235 1,864 2,227 3,145 Interstate Highway 90 9.1 752 1,309 1,644 2,388 Railroad at corporate limits 7.3 691 1,221 1,536 2,245 At trib 1/4 mile below Gustafson Road 5.3 586 1,072 1,320 1,911 At trib 0.65 mile below Gustafson Road 3.8 521 906 1,094 1,517 13

Table 1 - Summary of Discharges - continued Peak Discharges (cubic feet per second)

Drainage Area 10-Percent- 2-Percent- 1-Percent- 0.2-Percent-Flooding Source and Location (square miles) Annual-Chance Annual-Chance Annual-Chance Annual-Chance SPRING BROOK (JANESVILLE)

At mouth 48.74 3,165 5,250 6,075 7,300 Downstream of East Racine Street 46.26 3,080 4,960 5,920 7,125 Upstream of East Racine Street 44.06 2,950 4,760 5,675 6,840 At Ruger Avenue 42.83 2,900 4,700 5,590 6,740 SUGAR RIVER Wisconsin-Illinois State line 696 11,400 20,600 25,500 39,000 Below confluence with Taylor Creek 658 10,800 19,500 24,100 36,900 Above confluence with Taylor Creek 605 10,500 18,900 23,400 35,800 TURTLE CREEK At mouth 247 6,500 12,400 15,400 24,500 State Highway 15 217 5,980 11,400 14,200 22,500 Above Unnamed Tributary 1 to Turtle Creek 210 5,860 11,200 13,900 22,100 USGS gage at Clinton 202 5,730 10,900 13,600 21,600 Below Little Turtle Creek 184 5,220 9,900 12,400 19,700 Above Little Turtle Creek 116 3,290 6,300 7,800 12,400 UNNAMED TRIBUTARY 1 TO RACCOON CREEK At mouth 6.1 1,300 2,160 2,580 3,700 At State Highway 81 3.3 730 1,200 1,450 2,050 At Beloit-Newark Road 1.0 330 560 670 980 UNNAMED TRIBUTARY 2 TO RACCOON CREEK At mouth 2.4 580 960 1,150 1,650 UNNAMED TRIBUTARY 1 TO ROCK RIVER At mouth 18.4 2,255 3,473 4,205 5,813 Above State Highway 51 17.9 2,232 3,415 4,129 5,692 Field crossing 1/4 mile above State Highway 51 17.2 2,170 3,308 3,992 5,492 450' below County Highway G 16.7 2,113 3,214 3,876 5,331 County Highway G 15.8 2,000 3,038 3,662 5,036 UNNAMED TRIBUTARY 1 TO TURTLE CREEK At mouth 7.8 840 1,380 1,650 2,350 Town Road, S25 T2N R13E 4.7 620 1,100 1,330 2,000 14

Table 1 - Summary of Discharges - continued Peak Discharges (cubic feet per second)

Drainage Area 10-Percent- 2-Percent- 1-Percent- 0.2-Percent-Flooding Source and Location (square miles) Annual-Chance Annual-Chance Annual-Chance Annual-Chance UNNAMED TRIBUTARY 2 TO TURTLE CREEK At mouth 3.8 490 840 1,000 1,500 Above confluence with Unnamed Southern Trib. 2.4 360 575 680 950 At dam upstream of Buss Rd 1.2 230 420 520 810 UNNAMED TRIBUTARY TO BLACKHAWK CREEK Below Milton Shopiere Road 15.8 1,212 2,026 2,530 3,462 South of County Highway A 14.9 1,134 1,902 2,377 3,259 500' below Tarrant Rd 12.6 1,001 1,647 2,052 2,807 UNNAMED TRIBUTARY TO E FORK RACCOON CREEK At mouth 4.8 820 1,310 1,550 2,200 At Beloit-Newark Road 1.6 400 640 760 1,060 UNNAMED TRIBUTARY IN TURTLE TOWNSHIP Wisconsin-Illinois State line 6.5 643 1,051 1,307 1,908 East County Highway P 5.8 604 990 1,230 1,781 Confluence with Tributary 4.8 537 859 1,057 1,518 Confluence with Tributary 4.0 490 762 925 1,313 East County Highway P 3.3 424 643 795 1,126 East County Highway P 1.4 239 376 455 630 S. Clinton Corners Road 0.6 117 178 214 293 YAHARA RIVER At mouth 537 2,200 3,800 4,700 7,000 Dane-Rock County line 430 710 910 990 1,180 The City of Janesville Flood Insurance Study Hydrologic Summary produced by Owen Ayers & Associates in 1981 has flow values for portions of Fisher Creek, Markham Creek, Morningside Tributary and Greenbelt Tributaries 1-5 because they were previously approximate zones. These values compared favorably to the HEC-HMS peak flow values attained in 2005.

Stillwater elevations for Lake Koshkonong are shown in Table 2.

Table 2 - Summary of Stillwater Elevations Water Surface Elevations (Feet NGVD291) 10-Percent- 2-Percent- 1-Percent- 0.2-Percent-Flooding Source Annual-Chance Annual-Chance Annual-Chance Annual-Chance Lake Koshkonong 781.8 783.6 784.6 785.8 1

National Geodetic Vertical Datum of 1929 15

3.2 Hydraulic Analyses Analyses of the hydraulic characteristics of flooding from the sources studied were carried out to provide estimates of the elevations of floods of the selected recurrence intervals. Users should be aware that flood elevations shown on the Flood Insurance Rate Map (FIRM) represent rounded whole-foot elevations and may not exactly reflect the elevations shown on the Flood Profiles or in the Floodway Data Table in the FIS report. Flood elevations shown on the FIRM are primarily intended for flood insurance rating purposes. For construction and/or floodplain management purposes, users are cautioned to use the flood elevation data presented in this FIS report in conjunction with the data shown on the FIRM.

Precountywide Analyses UNINCORPORATED AREAS There were 471 field measured cross sections for the Rock County study, of which 183 were supplied by the COE and the USGS.

The distances between cross sections were obtained from enlarged 1:24000 scale USGS quadrangle maps.

Locations of selected cross sections used in the hydraulic analyses are shown on the Flood Profiles. For stream segments for which a floodway was computed (Section 4.2), selected cross section locations are also shown on the Flood Boundary and Floodway Map.

The channel and overbank roughness factors (Manning's n) were assigned on the basis of field inspection. These range from 0.028 to 0.05 in the channel and 0.04 to 0.15 in the overbanks.

The hydraulic model for Yahara River reflects existing conditions. The powerhouse and dam on the Yahara River, near Fulton, are presently being modified or have future plans for modification. The 18 wicket gates at the powerhouse are operable; however, they are blocked off from flow and were not considered in developing outflow rating curves from the lake. The powerhouse may be fully functional within a year's time, thus affecting the water-surface upstream of the dam. An area of divided flow exists at the Fulton Dam. A small portion of the 100-year flow separates from the main flow and is diverted east of the Fulton Dam through a divergence channel and then back into the Yahara River.

Flows through the divergence channel were taken into account in the hydraulic model. A levee located along the northern side of the channel prevents the diverging flow from overflowing into the flood plain. Hydraulic data upstream of the Stebbinsville Dam were obtained from the Dane County Flood Insurance Study. The river miles for the Yahara River do not agree with previous studies due to updated mapping.

16

Water-surface elevations were computed using the COE HEC-2 step-backwater computer program. Profiles were determined for the 10-, 50-, 100-, and 500-year floods. Water-surface elevations for the other detailed study streams were started at bank full elevations at the main stem.

Starting water-surface elevations on Blackhawk Creek are the corresponding elevations of Spring Brook at the confluence point.

The starting water-surface elevations for Sugar River match the elevations at the upstream limit of the Winnebago County, Illinois, Flood Insurance Study.

Turtle Creek was studied in combination and coordinated with the Beloit and South Beloit Flood Insurance Studies. Starting water surface elevations were taken from the Beloit Flood Insurance Study. Hydraulic data were also coordinated with the Rock Island COE. Due to the level of detail and lack of data, a possible overflow bypass across Creek Road to the Rock River was not studied by detailed methods.

All flow was assumed to continue downstream on Turtle Creek. Flood profiles were drawn showing computed water-surface elevations for floods of the selected recurrence intervals.

Hydraulic characteristics of stream reaches studied by approximate methods were determined from flood prone area maps and by normal depth analysis.

The hydraulic analyses for Allen Creek were taken from the Flood Hazard Study for the City of Evansville. The flood profiles taken from the report were computed using the SCS WSP-2 computer program.

CITY OF JANESVILLE Cross section data and structure data necessary for this analysis were developed by field survey and bridge data from the COE, Rock Island District, files, City of Janesville data, and use of topographic maps at a scale of 1:2400 with a contour interval of 2 feet for overbank areas.

The procedures used for calculating head losses through bridges and other structures causing constrictions to flow allowed the identification of significant backwater producing structures.

Locations of selected cross sections used in the hydraulic analyses are shown on the Flood Profiles. For stream segments for which a floodway was computed (Section 4.2), selected cross section locations are also shown on the Flood Boundary and Floodway Map.

Overbank roughness factors (Manning's n) for the streams were estimated using engineering judgment and high water data from photographs taken at cross section locations and field observations. Channel roughness factors were estimated by 17

comparison with table values and the step-by-step procedure for channel n values in Chow's text on open-channel hydraulics and historical high water data. These ranged from 0.028 to 0.033 for channel and 0.04 to 0.09 for overbanks on the Rock River. For Spring Brook and Blackhawk Creek, which are hydraulically continuous, these values varied from 0.035 to 0.070 in the channel and 0.050 to 0.14 for overbanks.

Starting water-surface elevations on Spring Brook were determined using the corresponding 10-year frequency water surface on the Rock River. Starting water-surface elevations on Blackhawk Creek are the elevation of Spring Creek at the confluence point. Water surface elevations were computed using the COE HEC-2 step-backwater computer program CITY OF BELOIT Stream cross sections and structural data for all streams studied in detail were obtained from field survey and the Rock Island District COE.

Roughness coefficients (Manning's n), used in the hydraulic analyses, were based on field observations and engineering judgment, and were provided by the Rock Island District COE. The n values for the Rock River channel range from 0.03 to 0.045 and the overbanks range from 0.055 to 0.085. The n value for the Turtle Creek channel is 0.035 and the overbanks range from 0.05 to 0.075. The n' values for the Spring Brook channel range from 0.03 to 0.07 and the overbanks range from 0.06 to 0.16.

Hydraulic information for Spring Brook was obtained from the Rock County, Wisconsin Flood Insurance Study.

Starting water-surface elevations for the Rock River and Turtle Creek were based on downstream flood profiles obtained from the South Beloit Flood Insurance Study. Starting water surface elevations for Spring Brook were obtained using the slope-area method. Water surface profiles for the various discharge-frequencies were determined using the COE HEC-2 computer program. Flood profiles were drawn showing computed water-surface elevations for floods of the selected recurrence intervals.

CITY OF EDGERTON The cross sections used for the study were obtained from 2-foot contour maps made available by the City.

All bridge elevation data and structural geometry for the backwater analyses of the flooding source studied were obtained by field surveys by the Study Contractor.

The channel soundings were also obtained by field measurement.

Channel roughness factors (Manning's n) used in the hydraulic computations were chosen by engineering judgment and based on field observations of the 18

streams and floodplain areas. Roughness values for the main channel of Saunders Creek range from 0.035 to 0.04 with floodplain roughness values ranging from 0.06 to 0.11 for all floods.

CITY OF EVANSVILLE Cross section data for Allen Creek were obtained from field survey measurements.

All bridges and culverts were field surveyed to obtain elevation data and structural geometry.

Comparing the 100-year flood elevation with the contour maps, it was discovered that flow would occur over the Chicago and North Western railroad tracks toward the east in an area downstream of Main Street. The water that flows over the tracks does not re-enter Allen Creek until it joins the flow from a drainage basin from the east and enters Allen Creek south of the city. The divided flow was subtracted from the main flow in the channel.

Revised Analyses for this Countywide FIS All new hydraulic models were done by Gannett Fleming using HEC-RAS 3.1.3.

County-wide floodplain delineations were also created by Gannett Fleming using year 2000 Rock County digital terrain data and ArcGIS 9.1.

The distances between all cross sections were obtained by calculating the distance along the stream centerline digitized from the 2000 Rock County orthophoto.

Locations of selected cross sections used in the hydraulic analyses are shown on the Flood Profiles. For stream segments for which a floodway was computed (Section 4.2), selected cross section locations are also shown on the Flood Insurance Rate Map.

The channel and overbank roughness factors (Manning's n) for new studies were assigned on the basis of inspection of the 2000 Rock County orthophoto.

All studies that were redelineated used the previous models n values.

For all new detailed studies (Fisher Creek, Markham Creek, Morningside Trib, Greenbelt Tribs 1-5, Unnamed Trib to Blackhawk Creek, Unnamed Trib 1 to Rock River, Unnamed Trib in Turtle Township and portions of Saunders Creek, Spring Brook-Beloit, Bass Creek and Blackhawk Creek) all bridges and culverts were field surveyed to obtain elevation data and structural geometry. For the following redelineated studies, all bridges in the existing model were verified as the current existing bridges and the 2000 orthophoto was inspected to search for new bridges since the model was created: Rock River, Raccoon Creek, East Fork Raccoon Creek, Unnamed Tribs 1 & 2 to Raccoon Creek, Unnamed Trib to East Fork Raccoon Creek and the remaining portions of Saunders Creek, Spring Brook-Beloit 19

and Allen Creek. If the DOT had plans for a new bridge, it was entered into the HEC-RAS 3.1.3 model and re-run to get new water surface elevations.

There were no new hydraulic models created for; Yahara River, Otter Creek, Marsh Creek, Turtle Creek, Unnamed Tribs 1 & 2 to Turtle Creek, Sugar River, Spring Brook-Janesville, the downstream-most 1.25 miles of Blackhawk Creek, upstream of the Lake Leota Dam on Allen Creek and below S. Footville Rd. on Bass Creek. The old FIS profile was taken as is and those elevations were mapped on new terrain data. This was done largely for the fact that the original model could not be located on most of these. On the few that an original model could be found, complications including matching the cross sections to new terrain and time constraints were used as the reason why the model was not updated. The only exception to this is that Fulton Dam was taken out of the profile of Yahara River since it has been removed since the last FIS.

The limited detail studies on Lenigan Creek, Lenigan Creek Tribs. 1 & 2, Philhower Road Trib., Unnamed Clinton Trib., South Branch Unnamed Clinton Trib., Unnamed Trib. in Union Township, Milton Ditch and Unnamed Trib. 2 to Rock River were done in the same manner in HEC-RAS 3.1.3 as the new detailed studies. The difference between these two types of studies was that the limited detail studies bridges were not surveyed into mean sea level (MSL). The bridges were measured in relative distances from the top of road.

The 10-year frequency water surface of the Rock River was used as the starting water surface for the following studies: Unnamed Trib. 1 to Rock River, Markham Creek, Fisher Creek and Saunders Creek.

The 100-year frequency water surface elevation at the upstream end of the redelineate reach of Blackhawk Creek was used as the starting water surface elevation for the new detailed reach of Blackhawk Creek.

The 100-year frequency water surface elevation at the upstream end of the redelineate reach of Bass Creek was used as the starting water surface elevation for the new detailed reach of Bass Creek.

The 10-year frequency water surface of Blackhawk Creek was used as the starting water surface for Greenbelt Trib. 1 and Morningside Trib. Greenbelt Tribs. 1-5 were all entered in the same HEC-RAS model and Tribs. 2-5 starting water surface elevations are equal to the 100-year frequency water surface of its receiving stream.

The Unnamed Trib. to Blackhawk Creek was included in the same HEC-RAS model as Blackhawk Creek, so its starting water surface elevation is equal to the 100-year frequency water surface of Blackhawk Creek at the confluence.

20

Spring Brook (Beloit) has a starting water surface elevation equal to the 10-year frequency water surface of Turtle Creek.

Starting water surface elevation for Unnamed Trib. in Turtle Township was done by normal depth calculation.

Locations of selected cross sections used in the hydraulic analyses are shown on the Flood Profiles (Exhibit 1). For stream segments for which a floodway was computed (Section 4.2), selected cross section locations are also shown on the FIRM (Exhibit 2).

The hydraulic analyses for this study were based on unobstructed flow. The flood elevations shown on the Flood Profiles (Exhibit 1) are thus considered valid only if hydraulic structures remain unobstructed, operate properly, and do not fail.

3.3 Vertical Datum All FIS reports and FIRMs are referenced to a specific vertical datum. The vertical datum provides a starting point against which flood, ground, and structure elevations can be referenced and compared. Until recently, the standard vertical datum in use for newly created or revised FIS reports and FIRMs was the National Geodetic Vertical Datum of 1929 (NGVD29). With the finalization of the North American Vertical Datum of 1988 (NAVD88), many FIS reports and FIRMs are being prepared using NAVD88 as the referenced vertical datum.

All flood elevations shown in this FIS report and on the FIRM are referenced to NGVD29. Structure and ground elevations in the community must, therefore, be referenced to NGVD29. It is important to note that adjacent communities may be referenced to NAVD88. This may result in differences in Base Flood Elevations (BFEs) across the corporate limits between the communities.

For more information on NAVD88, see the FEMA publication entitled Converting the National Flood Insurance Program to the North American Vertical Datum of 1988 (FEMA, June 1992), or contact the Vertical Network Branch, National Geodetic Survey, Coast and Geodetic Survey, National Oceanic and Atmospheric Administration, Silver Spring, Maryland 20910 (Internet address http://www.ngs.noaa.gov).

Temporary vertical monuments are often established during the preparation of a flood hazard analysis for the purpose of establishing local vertical control.

Although these monuments are not shown on the FIRM, they may be found in the Technical Support Data Notebook associated with the FIS report and FIRM 21

for this community. Interested individuals may contact FEMA to access these data.

4.0 FLOODPLAIN MANAGEMENT APPLICATIONS The NFIP encourages State and local governments to adopt sound floodplain management programs. Therefore, each FIS provides 1-percent-annual-chance (100-year) flood elevations and delineations of the 1- and 0.2-percent-annual-chance (500-year) floodplain boundaries and 1-percent-annual-chance floodway to assist communities in developing floodplain management measures. This information is presented on the FIRM and in many components of the FIS report, including Flood Profiles, Floodway Data Table, and Summary of Stillwater Elevations Table. Users should reference the data presented in the FIS report as well as additional information that may be available at the local map repository before making flood elevation and/or floodplain boundary determinations.

4.1 Floodplain Boundaries To provide a national standard without regional discrimination, the 1-percent-annual-chance flood has been adopted by FEMA as the base flood for floodplain management purposes. The 0.2-percent-annual-chance flood is employed to indicate additional areas of flood risk in the community. For each stream studied by detailed methods, the 1- and 0.2-percent-annual-chance floodplain boundaries have been delineated using the flood elevations determined at each cross section.

Between cross sections, the boundaries were delineated based on the 2000 Rock County digital terrain model.

The 1- and 0.2-percent-annual-chance floodplain boundaries are shown on the FIRM (Exhibit 2). On this map, the 1-percent-annual-chance floodplain boundary corresponds to the boundary of the areas of special flood hazards (Zones A and AE), and the 0.2-percent-annual-chance floodplain boundary corresponds to the boundary of areas of moderate flood hazards. Small areas within the floodplain boundaries may lie above the flood elevations but cannot be shown due to limitations of the map scale and/or lack of detailed topographic data.

For the streams studied by approximate methods, only the 1-percent-annual-chance floodplain boundary is shown on the FIRM (Exhibit 2).

22

4.2 Floodways Encroachment on floodplains, such as structures and fill, reduces flood-carrying capacity, increases flood heights and velocities, and increases flood hazards in areas beyond the encroachment itself. One aspect of floodplain management involves balancing the economic gain from floodplain development against the resulting increase in flood hazard. For purposes of the NFIP, a floodway is used as a tool to assist local communities in this aspect of floodplain management.

Under this concept, the area of the 1-percent-annual-chance floodplain is divided into a floodway and a floodway fringe. The floodway is the channel of a stream, plus any adjacent floodplain areas, that must be kept free of encroachment so that the 1-percent-annual-chance flood can be carried without substantial increases in flood heights. Minimum Federal standards limit such increases to 1 foot, provided that hazardous velocities are not produced. The floodways in this study are presented to local agencies as minimum standards that can be adopted directly or that can be used as a basis for additional floodway studies.

The floodways presented in this FIS report and on the FIRM were computed for certain stream segments on the basis of equal-conveyance reduction from each side of the floodplain. Floodway widths were computed at cross sections.

Between cross sections, the floodway boundaries were interpolated. The results of the floodway computations have been tabulated for selected cross sections (Table3).

23

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Rock River A 163.020 254 2,378 7.1 737.7 737.7 737.7 0.0 B 163.029 264 2,423 7.0 737.9 737.9 737.9 0.0 C 163.043 263 2,488 7.1 738.1 738.1 738.1 0.0 D 163.095 271 2,494 6.8 738.8 738.8 738.8 0.0 E 163.288 262 4,030 4.2 740.1 740.1 740.1 0.0 F 163.309 303 4,051 4.4 740.1 740.1 740.1 0.0 G 163.344 263 4,146 4.9 740.4 740.4 740.4 0.0 H 163.364 239 2,215 7.7 740.4 740.4 740.4 0.0 I 163.392 246 2,640 6.6 740.9 740.9 740.9 0.0 J 163.417 258 2,931 5.8 741.3 741.3 741.3 0.0 K 163.476 207 3,497 5.3 741.8 741.8 741.8 0.0 L 163.489 195 2,328 7.3 741.9 741.9 741.9 0.0 M 163.672 266 2,413 7.0 743.3 743.3 743.3 0.0 N 163.892 374 3,943 4.3 744.5 744.5 744.5 0.0 O 163.894 347 2,839 6.0 747.3 747.3 747.3 0.0 P 163.919 391 8,390 3.1 747.9 747.9 747.9 0.0 Q 163.945 630 4,200 4.0 747.9 747.9 747.9 0.0 R 163.955 682 2,696 6.3 747.9 747.9 747.9 0.0 S 163.971 716 2,797 6.0 747.9 747.9 747.9 0.0 T 164.011 593 4,641 3.7 748.3 748.3 748.3 0.0 U 164.045 535 8,343 2.4 748.5 748.5 748.5 0.0 1

Miles above mouth TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS ROCK RIVER

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Rock River (continued)

V 164.080 505 8,368 2.4 748.5 748.5 748.5 0.0 W 164.541 851 8,107 2.1 748.7 748.7 748.7 0.0 X 164.937 690 11,569 2.1 748.9 748.9 748.9 0.0 Y 164.951 619 6,424 2.7 748.9 748.9 748.9 0.0 Z 164.975 896 6,444 2.7 748.9 748.9 748.9 0.0 AA 164.980 1,142 11,413 1.6 749.0 749.0 749.0 0.0 AB 165.327 1,084 9,510 1.8 749.1 749.1 749.1 0.0 AC 165.593 1,047 10,712 1.7 749.2 749.2 749.2 0.0 AD 166.327 803 8,023 2.2 749.4 749.4 749.4 0.0 AE 166.384 772 8,040 2.3 749.4 749.4 749.4 0.0 AF 166.401 737 8,854 2.1 749.5 749.5 749.5 0.0 AG 166.899 689 7,495 2.3 749.7 749.7 749.7 0.0 AH 167.352 841 8,323 2.1 749.9 749.9 749.9 0.0 AI 167.779 1,523 12,511 1.4 750.1 750.1 750.1 0.0 AJ 168.609 723 7,280 2.7 750.3 750.3 750.3 0.0 AK 169.034 470 6,805 3.6 750.8 750.8 750.8 0.0 AL 169.051 404 4,660 3.9 750.8 750.8 750.8 0.0 AM 169.082 391 4,714 3.6 750.9 750.9 750.9 0.0 AN 169.090 416 5,483 3.4 751.0 751.0 751.0 0.0 AO 169.536 577 5,192 4.3 751.7 751.7 751.7 0.0 1

Miles above mouth TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS ROCK RIVER

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Rock River (continued)

AP 169.955 367 6,308 3.8 752.7 752.7 752.7 0.0 AQ 169.970 335 3,494 4.9 752.7 752.7 752.7 0.0 AR 170.002 395 3,534 4.8 752.8 752.8 752.8 0.0 AS 170.021 564 5,185 3.3 753.0 753.0 753.0 0.0 AT 170.692 1,018 8,297 2.1 753.8 753.8 753.8 0.0 AU 171.686 2,490 14,940 1.3 754.7 754.7 754.7 0.0 AV 172.252 1,989 11,416 1.6 755.1 755.1 755.1 0.0 AW 172.733 1,815 13,437 1.3 755.5 755.5 755.5 0.0 AX 173.675 364 4,539 3.5 756.4 756.4 756.4 0.0 AY 173.688 346 3,465 4.6 756.4 756.4 756.4 0.0 AZ 173.720 421 3,510 4.6 756.5 756.5 756.5 0.0 BA 173.737 449 11,761 2.8 756.7 756.7 756.7 0.0 BB 174.340 1,090 6,205 2.6 757.3 757.3 757.3 0.0 BC 175.232 509 4,677 3.4 758.5 758.5 758.5 0.0 BD 175.698 400 4,388 3.7 759.2 759.2 759.2 0.0 BE 175.748 406 4,358 4.0 759.2 759.2 759.2 0.0 BF 175.758 409 4,372 4.0 759.3 759.3 759.3 0.0 BG 175.904 512 5,563 3.0 759.6 759.6 759.6 0.0 BH 176.530 625 5,904 2.7 760.1 760.1 760.1 0.0 BI 177.058 468 8,165 2.7 760.5 760.5 760.5 0.0 1

Miles above mouth TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS ROCK RIVER

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Rock River (continued)

BJ 177.634 491 5,352 3.1 761.1 761.1 761.1 0.0 BK 177.696 520 5,363 4.4 761.1 761.1 761.1 0.0 BL 177.728 549 5,663 4.4 761.2 761.2 761.2 0.0 BM 178.103 269 3,520 5.1 762.1 762.1 762.1 0.0 BN 178.377 659 6,371 2.5 762.7 762.7 762.7 0.0 BO 178.558 240 2,692 8.3 762.7 762.7 762.7 0.0 BP 178.580 216 2,525 7.0 763.1 763.1 763.1 0.0 BQ 178.599 192 2,532 7.6 763.1 763.1 763.1 0.0 BR 178.618 192 2,845 8.1 763.2 763.2 763.2 0.0 BS 178.635 198 2,705 8.3 763.3 763.3 763.3 0.0 BT 178.651 211 2,806 7.5 763.6 763.6 763.6 0.0 BU 178.665 228 2,643 7.2 763.8 763.8 763.8 0.0 BV 178.701 292 3,276 5.3 764.4 764.4 764.4 0.0 BW 178.705 301 2,509 7.0 766.2 766.2 766.2 0.0 BX 178.719 330 4,146 4.1 766.9 766.9 766.9 0.0 BY 178.732 368 4,164 3.8 766.9 766.9 766.9 0.0 BZ 178.779 521 5,825 2.7 767.1 767.1 767.1 0.0 CA 179.208 904 8,792 1.8 767.3 767.3 767.3 0.0 CB 179.439 491 3,686 4.2 767.3 767.3 767.3 0.0 CC 179.449 422 3,629 4.3 767.3 767.3 767.3 0.0 1

Miles above mouth TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS ROCK RIVER

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Rock River (continued)

CD 179.459 397 3,651 4.3 767.3 767.3 767.3 0.0 CE 179.478 370 3,699 4.2 767.5 767.5 767.5 0.0 CF 179.484 364 3,426 4.6 767.5 767.5 767.5 0.0 CG 179.489 362 3,582 4.4 767.5 767.5 767.5 0.0 CH 179.517 371 3,649 4.3 767.6 767.6 767.6 0.0 CI 179.532 392 3,698 4.2 767.7 767.7 767.7 0.0 CJ 179.548 470 4,310 3.7 767.8 767.8 767.8 0.0 CK 179.993 291 3,695 4.3 768.3 768.3 768.3 0.0 CL 180.009 318 3,185 4.8 768.3 768.3 768.3 0.0 CM 180.044 268 3,208 5.1 768.4 768.4 768.4 0.0 CN 180.058 263 3,182 4.8 768.5 768.5 768.5 0.0 CO 180.400 228 3,495 4.4 769.0 769.0 769.0 0.0 CP 180.418 222 3,501 4.4 769.0 769.0 769.0 0.0 CQ 180.534 197 2,797 5.9 769.2 769.2 769.2 0.0 CR 180.545 198 2,807 5.8 769.2 769.2 769.2 0.0 CS 180.551 199 2,765 5.9 769.2 769.2 769.2 0.0 CT 180.565 212 2,783 5.6 769.3 769.3 769.3 0.0 CU 180.763 331 5,827 2.6 770.0 770.0 770.0 0.0 CV 180.772 345 3,107 5.4 774.9 774.9 774.9 0.0 CW 180.783 378 5,485 3.0 775.3 775.3 775.3 0.0 1

Miles above mouth TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS ROCK RIVER

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Rock River (continued)

CX 180.795 368 6,035 2.5 775.3 775.3 775.3 0.0 CY 180.811 317 6,038 2.6 775.3 775.3 775.3 0.0 CZ 180.826 303 5,499 3.2 775.3 775.3 775.3 0.0 DA 180.864 332 4,857 3.2 775.3 775.3 775.3 0.0 DB 180.896 376 4,874 3.1 775.4 775.4 775.4 0.0 DC 180.991 476 4,721 3.2 775.4 775.4 775.4 0.0 DD 181.504 520 6,328 2.4 775.8 775.8 775.8 0.0 DE 181.526 510 6,334 2.4 775.8 775.8 775.8 0.0 DF 181.662 424 3,567 4.3 775.8 775.8 775.8 0.0 DG 182.012 647 8,103 2.0 776.2 776.2 776.2 0.0 DH 182.532 857 9,171 1.7 776.3 776.3 776.3 0.0 DI 183.194 463 5,236 2.9 776.5 776.5 776.5 0.0 DJ 183.561 408 4,600 3.4 776.7 776.7 776.7 0.0 DK 183.792 380 4,455 3.9 776.9 776.9 776.9 0.0 DL 184.565 446 6,205 2.6 777.6 777.6 777.6 0.0 DM 185.075 297 4,293 3.5 777.9 777.9 777.9 0.0 DN 185.091 287 4,306 3.6 777.9 777.9 777.9 0.0 DO 185.121 367 4,322 3.4 777.9 777.9 777.9 0.0 DP 185.140 471 6,334 2.4 778.1 778.1 778.1 0.0 DQ 185.709 464 5,947 2.5 778.4 778.4 778.4 0.0 1

Miles above mouth TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS ROCK RIVER

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Rock River (continued)

DR 186.463 346 4,672 3.4 778.9 778.9 778.9 0.0 DS 187.021 541 7,494 2.0 779.3 779.3 779.3 0.0 DT 187.414 560 6,196 2.6 779.4 779.4 779.4 0.0 DU 187.716 445 6,858 2.2 779.6 779.6 779.6 0.0 DV 187.949 595 7,352 2.0 779.7 779.7 779.7 0.0 DW 188.425 435 7,990 2.0 779.9 779.9 779.9 0.0 DX 188.818 506 6,464 2.4 780.0 780.0 780.0 0.0 DY 189.076 560 8,312 1.8 780.1 780.1 780.1 0.0 DZ 189.532 554 8,177 1.9 780.3 780.3 780.3 0.0 EA 189.923 528 6,947 2.2 780.4 780.4 780.4 0.0 EB 190.303 383 4,902 3.1 780.5 780.5 780.5 0.0 EC 190.713 423 6,210 2.5 780.9 780.9 780.9 0.0 ED 191.139 886 6,013 2.5 781.2 781.2 781.2 0.0 EE 191.524 906 6,630 1.7 781.4 781.4 781.4 0.0 EF 191.940 625 9,264 1.2 781.6 781.6 781.6 0.0 EG 192.420 749 9,585 1.2 781.6 781.6 781.6 0.0 EH 192.850 644 7,621 1.4 781.7 781.7 781.7 0.0 EI 193.230 472 4,700 2.3 781.7 781.7 781.7 0.0 EJ 193.278 345 3,457 4.0 781.7 781.7 781.7 0.0 EK 193.284 334 2,167 6.5 781.7 781.7 781.7 0.0 1

Miles above mouth TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS ROCK RIVER

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Rock River (continued)

EL 193.287 335 3,618 3.7 782.2 782.2 782.2 0.0 EM 193.301 339 4,755 2.9 782.3 782.3 782.3 0.0 EN 193.318 361 5,450 2.3 782.4 782.4 782.4 0.0 EO 193.401 385 6,126 2.0 782.4 782.4 782.4 0.0 EP 194.244 430 5,498 2.2 782.7 782.7 782.7 0.0 EQ 194.624 498 6,354 1.8 782.9 782.9 782.9 0.0 ER 194.646 528 6,360 1.8 782.9 782.9 782.9 0.0 ES 195.276 423 5,368 2.1 783.3 783.3 783.3 0.0 ET 195.446 575 4,339 2.4 783.3 783.3 783.3 0.0 EU 195.565 538 5,412 2.0 783.4 783.4 783.4 0.0 EV 195.582 499 5,424 2.2 783.5 783.5 783.5 0.0 EW 195.667 1,113 3,900 2.7 783.5 783.5 783.5 0.0 EX 196.062 683 7,326 1.5 783.8 783.8 783.8 0.0 EY 196.512 1,270 11,147 1.1 783.9 783.9 783.9 0.0 EZ 196.991 650 8,266 1.4 783.9 783.9 783.9 0.0 FA 197.493 543 6,311 1.7 784.0 784.0 784.0 0.0 FB 197.969 534 5,810 1.9 784.2 784.2 784.2 0.0 FC 198.294 481 5,115 2.1 784.3 784.3 784.3 0.0 FD 198.340 411 5,125 2.1 784.3 784.3 784.3 0.0 FE 198.347 407 5,191 2.1 784.3 784.3 784.3 0.0 1

Miles above mouth TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS ROCK RIVER

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Rock River (continued)

FF 198.361 697 5,195 2.1 784.3 784.3 784.3 0.0 FG 198.577 495 5,625 2.0 784.4 784.4 784.4 0.0 FH 198.589 460 6,417 1.7 784.4 784.4 784.4 0.0 FI 198.624 493 6,424 1.6 784.5 784.5 784.5 0.0 FJ 198.640 547 7,937 1.3 784.5 784.5 784.5 0.0 FK 198.987 1,390 12,358 0.9 784.5 784.5 784.5 0.0 FL 199.369 1,046 10,542 1.0 784.6 784.6 784.6 0.0 FM 199.522 1,468 15,256 0.7 784.6 784.6 784.6 0.0 FN 199.952 5,243 84,126 0.2 784.6 784.6 784.6 0.0 1

Miles above mouth TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS ROCK RIVER

FLOODING SOURCE FLOODWAY 1-PERCENT-ANNUAL-CHANCE-FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH 1 WIDTH AREA VELOCITY REGULATORY INCREASE CROSS SECTION DISTANCE (FEET) FLOODWAY FLOODWAY (SQUARE (FEET PER (FEET NGVD)

(FEET NGVD) (FEET NGVD)

(FEET)

FEET) SECOND)

Un. Trib. 1 to Rock River A 1,506 693 6,035 1.2 754.0 752.32 752.32 0.0 B 1,997 764 3,805 1.3 754.0 752.52 752.52 0.0 C 2,495 495 2,140 2.6 754.0 752.62 752.62 0.0 D 2,983 604 2,400 2.6 754.0 753.42 753.42 0.0 E 3,503 292 1,211 5.2 755.0 755.0 755.0 0.0 F 3,900 150 814 6.5 757.1 757.1 757.1 0.0 G 4,304 351 2,625 2.1 759.9 759.9 759.9 0.0 H 4,497 365 1,948 2.6 760.0 760.0 760.0 0.0 I 5,001 564 1,991 2.0 760.9 760.9 760.9 0.0 J 5,504 577 1,725 2.3 761.6 761.6 761.6 0.0 K 5,994 629 1,232 3.2 763.1 763.1 763.1 0.0 L 6,506 653 1,283 3.1 765.0 765.0 765.0 0.0 M 7,010 632 1,553 2.6 766.8 766.8 766.8 0.0 N 7,490 457 1,016 3.9 768.0 768.0 768.0 0.0 O 7,987 512 1,620 2.4 769.5 769.5 769.5 0.0 P 8,481 517 1,305 3.0 770.5 770.5 770.5 0.0 Q 8,996 407 1,440 3.3 772.0 772.0 772.0 0.0 R 9,526 484 1,820 2.1 772.9 772.9 772.9 0.0 S 10,015 378 853 4.6 773.4 773.4 773.4 0.0 T 10,461 363 1,030 3.8 775.4 775.4 775.4 0.0 U 10,980 69 1,763 16.4 779.7 779.7 779.7 0.0 1

Feet above confluence with Rock River 2

Elevation not considering backwater effects from Rock River TABLE 3 FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ROCK COUNTY, WI AND INCORPORATED AREAS UNNAMED TRIBUTARY 1 TO ROCK RIVER

The area between the floodway and 1-percent-annual-chance floodplain boundaries is termed the floodway fringe. The floodway fringe encompasses the portion of the floodplain that could be completely obstructed without increasing the water surface elevation of the 1-percent-annual-chance flood more than 1 foot at any point. Typical relationships between the floodway and the floodway fringe and their significance to floodplain development are shown in Figure 1.

Figure 1 - Floodway Schematic 5.0 INSURANCE APPLICATIONS For flood insurance rating purposes, flood insurance zone designations are assigned to a community based on the results of the engineering analyses. These zones are as follows:

Zone A Zone A is the flood insurance risk zone that corresponds to the 1-percent-annual-chance floodplains that are determined in the FIS by approximate methods. Because detailed hydraulic analyses are not performed for such areas, no BFEs or base flood depths are shown within this zone.

Zone AE Zone AE is the flood insurance risk zone that corresponds to the 1-percent-annual-chance floodplains that are determined in the FIS by detailed methods. In most instances, whole-foot BFEs derived from the detailed hydraulic analyses are shown at selected intervals within this zone.

80

Zone X Zone X is the flood insurance risk zone that corresponds to areas outside the 0.2-percent-annual-chance floodplain, areas within the 0.2-percent-annual-chance floodplain, areas of 1-percent-annual-chance flooding where average depths are less than 1 foot, areas of 1-percent-annual-chance flooding where the contributing drainage area is less than 1 square mile, and areas protected from the 1-percent-annual-chance flood by levees. No BFEs or base flood depths are shown within this zone.

6.0 FLOOD INSURANCE RATE MAP The FIRM is designed for flood insurance and floodplain management applications.

For flood insurance applications, the map designates flood insurance risk zones as described in Section 5.0 and, in the 1-percent-annual-chance floodplains that were studied by detailed methods, shows selected whole-foot BFEs or average depths.

Insurance agents use the zones and BFEs in conjunction with information on structures and their contents to assign premium rates for flood insurance policies.

For floodplain management applications, the map shows by tints, screens, and symbols, the 1- and 0.2-percent-annual-chance floodplains, floodways, and the locations of selected cross sections used in the hydraulic analyses and floodway computations.

The countywide FIRM presents flooding information for the entire geographic area of Rock County. Previously, FIRMs were prepared for each incorporated community and the unincorporated areas of the County identified as flood-prone.

7.0 OTHER STUDIES Flood Insurance Studies have been prepared for the following neighboring Counties in Wisconsin: Green, Dane, Jefferson and Walworth. Flood Insurance Studies have been prepared for the following neighboring Counties in Illinois: Winnebago and Boone.

This report either supersedes or is compatible with all previous studies on streams studied in this report and should be considered authoritative for purposes of the NFIP.

8.0 LOCATION OF DATA Information concerning the pertinent data used in the preparation of this study can be obtained by contacting FEMA, Federal Insurance and Mitigation Division, Federal Regional Center, 800 North Loop 288, Denton, Texas 76209.

81

Information concerning the pertinent data used in the preparation of this study can be obtained by contacting FEMA, Federal Insurance and Mitigation Division, Federal Office Building, 2323 Grand Boulevard, Suite 900, Kansas City, Missouri 64108-2670.

Information concerning the pertinent data used in the preparation of this study can be obtained by contacting FEMA, Federal Insurance and Mitigation Division, 536 South Clark Street, Sixth Floor, Chicago, Illinois 60605.

82

FLOOD HAZARD FLOOD INSURANCE FLOOD INSURANCE COMMUNITY NAME INITIAL IDENTIFICATION BOUNDARY MAP RATE MAP RATE MAP REVISION DATE(S) EFFECTIVE DATE REVISION DATE(S)

Beloit, City of July 10, 1971 April 23, 1976 December 15, 1982 None Brodhead, City of 1 February 8, 1974 April 16, 1976 September 29, 1989 None Clinton, Village of N/A None N/A None Edgerton, City of December 17, 1973 June 4, 1976 April 15, 1982 None Evansville, City of June 14, 1974 May 14, 1976 January 18, 1984 May 4, 1992 Footville, Village of May 31, 1974 October 15, 1976 July 3, 1986 None Janesville, City of March 31, 1972 None March 31, 1972 July 1, 1974 December 19, 1975 January 17, 1985 Milton, City of N/A None N/A None Orfordville, Village of N/A None N/A None Rock County August 1, 1983 None August 1, 1983 None (Unincorporated Areas) 1 No Special Flood Hazard Areas Identified FEDERAL EMERGENCY MANAGEMENT AGENCY TABLE 4 COMMUNITY MAP HISTORY ROCK COUNTY, WI AND INCORPORATED AREAS 83

9.0 BIBLIOGRAPHY AND REFERENCES

1. U.S. Department of Agriculture, Soil Survey of Rock County, Wisconsin, July 1974.

2. U.S. Department of Commerce, Bureau of the Census, 1970 Census of Population, Volume 1, Part 51, 1973.

3. Wisconsin Department of Natural Resources, Surface Water Resources of Rock County, Madison, Wisconsin, 1970.

4. U.S. Geological Survey, Water Resources Data for Wisconsin, 1968-1976.

5. U.S. Army Corps of Engineers, Rock Island District, Phase I General Design Memorandum for South Beloit, Illinois, September 1979.

6. Rock County, Shoreland Zoning Ordinance (with Flood Plain Amendment),

Section 16, Rock County Ordinances, November 1974.

7. U.S. Water Resources Council, Bulletin No. 17, Guidelines for Determining Flood Flow Frequency, March 1976.

8. U.S. Geological Survey, Estimating Magnitude and Frequency of Floods in Wisconsin, D. H. Conger, Open-File Report, 1971.

9. U.S. Department of Housing and Urban Development, Federal Insurance Administration, Type 15 Flood Insurance Study, City of Beloit, Wisconsin, July 1971.

10. U.S. Department of Housing and Urban Development, Federal Insurance Administration, Type 15 Flood Insurance Study, Janesville, Wisconsin, March 1972.

11 U.S. Army Corps of Engineers, Rock Island District, Beloit, Wisconsin, Flood Plain Information, June 1968.

12. U.S. Geological Survey, Floods on Rock River in Northern Rock County, Wisconsin, HA-393, James 0. Shearman, 1970.

13. U.S. Department of Agriculture, Soil Conservation Service, Technical Release No. 20, Project Formulation Computer Program - Hydrology, 1965, with updates.

14. U.S. Department of Agriculture, Soil Conservation Service, Flood Hazard Study, City of Evansville, Rock County, Wisconsin, January 1982.

84

15. U.S. Department of Agriculture, Soil Conservation Service, National Engineering Handbook, Section 4, Chapter 7, "Hydrology," August 1972.

16. U.S. Army Corps of Engineers, Rock Island District, Janesville, Wisconsin, Flood Plain Information, June 1968.

17. U.S. Geological Survey, 7.5 Minute Topographic Maps, Scale 1:24000, Contour Interval 10 feet with intermediate five-foot contours: Avalon, Wisconsin, 1971; Beloit, Wisconsin, 1976; Brodhead East, Wisconsin-Illinois, 1971; Clinton, Wisconsin, 1971; Cooksville, Wisconsin, 1971; Durand, Illinois-Wisconsin, 1971; Edgerton, Wisconsin, 1971; Evansville, Wisconsin, 1971; Footville, Wisconsin, 1971; Janesville East, Wisconsin, 1971; Janesville West, Wisconsin, 1971; Lima Center, Wisconsin, 1971; Milton, Wisconsin, 1971; Newark, Wisconsin, 1971; Orfordville, Wisconsin, 1971; Shirland, Illinois-Wisconsin, 1971; Shopiere, Wisconsin, 1971; and South Beloit, Illinois-Wisconsin, 1971.

18. U.S. Department of Housing and Urban Development, Federal Insurance Administration, Type 15 Flood Insurance Study, County of Dane, Unincorporated Areas, Wisconsin, September 1978.

19. Federal Emergency Management Agency, Type 19 Flood Insurance Study, City of Beloit, Wisconsin, December 1982.

20. U.S. Army Corps of Engineers, HEC-2 Water-Surface Profiles, with Modification No. 58, February 1976.

21. Federal Emergency Management Agency, Federal Insurance Administration, Type 15 Flood Insurance Study, County of Winnebago, Unincorporated Areas, Illinois, February 1981.

22. U.S. Department of Housing and Urban Development, Federal Insurance Administration, Type 15 Flood Insurance Study, City of South Beloit, Illinois, January 1980.

23. U.S. Geological Survey, Floodprone Area Maps, Scale 1:24000, Contour Interval 10 feet: Avalon, 1975; Beloit, 1970; Brodhead East, 1970; Clinton, 1970; Cooksville, 1970; Edgerton 1970; Evansville, 1974; Footville, 1974; Janesville East, 1975; Janesville West, 1970; Lima Center, 1975; Milton, 1970; Newark, 1976; Orfordville, 1974; Shopiere, 1970.

24. U.S. Department of Agriculture, Soil Conservation Service, Technical Release No. 61, WSP-2 Computer Program, May 1976.

25. Wisconsin Department of Natural Resources, Wisconsin's Flood Plain Management Program, Chapter NR 116, Register No. 259, 1977.

85

26. Federal Emergency Management Agency, Flood Insurance Study, City of Edgerton, Wisconsin, October 1981.

27. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, County of Jefferson, Unincorporated Areas, Wisconsin, September 1978.

28. Federal Emergency Management Agency, Flood Insurance Study, County of Boone, Unincorporated Areas, Illinois, November 1982.

29. Federal Emergency Management Agency, Flood Insurance Study, City of Janesville, Wisconsin, July 1984.

30. Federal Emergency Management Agency, Flood Insurance Study, Village of Evansville, Wisconsin, May 1992.

31. Federal Emergency Management Agency, Flood Insurance Study, County of Rock, Unincorporated Areas, Wisconsin, February 1983.

32. Federal Emergency Management Agency, Flood Insurance Study, County of Green, Unincorporated Areas, Wisconsin, September 1986.

33. Federal Emergency Management Agency, Flood Insurance Study, County of Walworth, Unincorporated Areas, Wisconsin, February 1983.

34. U.S. Army Corps of Engineers, Rock Island District, Turtle Creek, Rock County, Wisconsin, Flood Plain Information, December 1967.

35. City of Janesville, Wisconsin Planning Division, Communication of September 1981.

36. City of Janesville, Wisconsin, Flood Plain Zoning Ordinance.

37. U.S. Army Corps of Engineers, Rock Island District, Corps of Engineers Files, 1981.

38. City of Janesville, Wisconsin, Engineering Files, 1981.

39. Chow, Ven Te, Open-Channel Hydraulics, New York: McGraw-Hill Book Company, Inc., 1959.

40. City of Janesville, Wisconsin, High Water Marks for 1973 Flood.

41. Wisconsin Department of Administration, Official Population Estimates for 1978, Madison, Wisconsin.

86

42. Beloit Planning Office, unpublished land use survey.

43. Chicago Aerial Survey, Topographic Maps of the City of South Beloit, Illinois, Scale 1:2400, Contour Interval four feet: Franklin Park, Illinois, 1963.

44. The State of Wisconsin 1980 Blue Book compiled by the Wisconsin Legislative Reference Bureau, 1980.

45. The Underground and Surface Water Supplies of Wisconsin, Samuel Weidman and Alfred Schultz, State of Wisconsin, 1915.

46. U.S. Army Corps of Engineers, Hydrologic Engineering Center, Computer Program 723-X6-L2010 HEC-1 Hydrologic Package, Davis, California.

47. Hydraulic Review of Natural or Constricted Waterways (Bridge or Culvert),

Wisconsin Department of Natural Resources, Bureau of Water Regulation and Zoning, March 1978.

48. U.S. Department of Commerce, Bureau of the Census, 1980 Census of Population, Number of Inhabitants, Wisconsin, Washington, D.C., February 1982.

49. U.S. Department of Commerce, Weather Bureau, Technical Paper No. 40, Rainfall Frequency Atlas of the United States, Washington, D.C., January 1963.

50. U.S. Army Corps of Engineers, Hydrologic Engineering Center. (May 2005).

HEC-RAS River Analysis System Computer Program, Version 3.1.3.

51. U.S. Army Corps of Engineers, Hydrologic Engineering Center. (May 2003).

HEC-HMS Hydrologic Modeling System Computer Program, Version 2.2.

52. Southeastern Wisconsin Regional Planning Commission. (June 2005). SEWRPC Recommended Rainfall Distribution.

53. Aero-Metric, Inc. (March 2000 flight). Rock County DTM, Mass points, breaklines and contour interval 2 feet.

54. Aero-Metric, Inc. (March 2000 flight). Rock County Orthophotography 1 resolution.

55. Jenkins Survey & Design, Inc., Rock County Hydraulic Structure Survey (Blackhawk Creek & Trib., Markham Creek, Fisher Creek), August 2005.

56. Jenkins Survey & Design, Inc., Rock County Hydraulic Structure Survey (Bass Cr., Saunders Cr., Un. Trib. 1 Rock River, Spring Bk, Un. Trib. Turtle Township),

September 2005.

87

57. Rock County Planning, Economic and Community Development Agency, Rock County Bridge Metrics Field Surveys, March 2005.

58. Owen Ayers & Associates, Inc., City of Janesville, WI Flood Insurance Study Hydrologic Summary, August 1981.

59. Federal Emergency Management Agency. (March 2005). RASPLOT Computer Program, Version 2.5.

60. ESRI, ArcGIS Computer Program, Version 9.1

61. ESRI, ArcView Computer Program, Version 3.2 88

ROCK COUNTY, WISCONSIN AND INCORPORATED AREAS VOLUME 2 OF 2 Community Name Community Number BELOIT, CITY OF 555544 BRODHEAD, CITY OF 550160 CLINTON, VILLAGE OF 550067 EDGERTON, CITY OF 550365 EVANSVILLE, CITY OF 550366 FOOTVILLE, VILLAGE OF 550575 JANESVILLE, CITY OF 555560 MILTON, CITY OF 550026 ORFORDVILLE, VILLAGE OF 550369 ROCK COUNTY (UNINCORPORATED AREAS) 550363 August 19, 2008 Federal Emergency Management Agency FLOOD INSURANCE STUDY NUMBER 55105CV002A

NOTICE TO FLOOD INSURANCE STUDY USERS Communities participating in the National Flood Insurance Program have established repositories of flood hazard data for floodplain management and flood insurance purposes. This Flood Insurance Study (FIS) report may not contain all data available within the Community Map Repository. Please contact the Community Map Repository for any additional data.

The Federal Emergency Management Agency (FEMA) may revise and republish part or all of this FIS report at any time. In addition, FEMA may revise part of this FIS report by the Letter of Map Revision process, which does not involve republication or redistribution of the FIS report. Therefore, users should consult with community officials and check the Community Map Repository to obtain the most current FIS report components.

Effective Date: August 19, 2008 Revised Dates:

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Tuesday, August 13, 2013 11:13 AM To: Moser, Michelle; Lynch, Steven

Subject:

DRAFT SHINE Response to Geology and Soil/Water Resources Request #1 - Part 2 of 8 Attachments: DRAFT - Geology and Soil-Water Resources Request 1 Response - Revision 1 - Part 2 of 8.pdf Michelle and Steve, Attached is Part 2 of 8 of the Draft SHINE Response to Geology and Soil/Water Resources Request #1.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 210-1734 1

TABLE OF CONTENTS VOLUME 1

1.0 INTRODUCTION

...............................................................................................................1 1.1 Purpose of Study............................................................................................................1 1.2 Authority and Acknowledgments ..................................................................................1 1.3 Coordination ..................................................................................................................2 2.0 AREA STUDIED .................................................................................................................4 2.1 Scope of Study ...............................................................................................................4 2.2 Community Description.................................................................................................6 2.3 Principal Flood Problems...............................................................................................7 2.4 Flood Protection Measures ............................................................................................8 3.0 ENGINEERING METHODS .............................................................................................8 3.1 Hydrologic Analyses......................................................................................................8 3.2 Hydraulic Analyses........................................................................................................16 3.3 Vertical Datum...............................................................................................................21 4.0 FLOODPLAIN MANAGEMENT APPLICATIONS ......................................................22 4.1 Floodplain Boundaries...................................................................................................22 4.2 Floodways......................................................................................................................23 5.0 INSURANCE APPLICATIONS ........................................................................................80 6.0 FLOOD INSURANCE RATE MAP ..................................................................................81 7.0 OTHER STUDIES...............................................................................................................81 8.0 LOCATION OF DATA.......................................................................................................81 9.0 BIBLIOGRAPHY AND REFERENCES ..........................................................................84 i

TABLE OF CONTENTS (Continued)

FIGURES Figure 1 - Floodway Schematic ........................................................................................................ 80 TABLES Table 1 - Summary of Discharges ............................................................................................... 11-15 Table 2 - Summary of Stillwater Elevations..................................................................................... 15 Table 3 - Floodway Data.............................................................................................................. 24-79 Table 4 - Community Map History................................................................................................... 83 VOLUME 2 EXHIBITS Exhibit 1 - Flood Profiles Allen Creek 01P-05P Bass Creek 06P-12P Blackhawk Creek 13P-14P East Fork Raccoon Creek 15P-16P Fisher Creek 17P-21P Greenbelt Tributary 1 22P-23P Greenbelt Tributary 2 24P Greenbelt Tributary 3 25P Greenbelt Tributary 4 26P-27P Greenbelt Tributary 5 28P-29P Markham Creek 30P-33P Marsh Creek 34P-36P Morningside Tributary 37P-38P Otter Creek 39P-42P Raccoon Creek 43P-46P Rock River 47P-70P Saunders Creek 71P-74P Spring Brook (Beloit) 75P-79P Spring Brook (Janesville) 80P-81P Sugar River 82P-86P Turtle Creek 87P-97P Unnamed Tributary 1 to Raccoon Creek 98P-99P Unnamed Tributary 2 to Raccoon Creek 100P-102P Unnamed Tributary 1 to Rock River 103P Unnamed Tributary 1 to Turtle Creek 104P Unnamed Tributary 2 to Turtle Creek 105P-106P Unnamed Tributary to Blackhawk Creek 107P-108P Unnamed Tributary to East Fork Raccoon Creek 109P-112P Unnamed Tributary in Turtle Township 113P-115P Yahara River 116P-119P Exhibit 2 - Flood Insurance Rate Map Index & Flood Insurance Rate Map ii

790 790 CONFLUENCE WITH LENIGAN CREEK OLD RAILROAD BRIDGE PARKING STRUCTURE WEST GRAND AVENUE OLD RAILROAD BRIDGE 780 780 STATE BOUNDARY SHIRLAND AVENUE BLACKHAWK DAM PORTLAND AVENUE 4TH STREET FLOOD PROFILES 770 770 760 760 ROCK RIVER ELEVATION IN FEET (NGVD 29) 750 750 740 740 DAM FEDERAL EMERGENCY MANAGEMENT AGENCY 730 730 AND INCORPORATED AREAS ROCK COUNTY, WI W

J S 720 720 I R LEGEND 0.2% ANNUAL CHANCE FLOOD H Q 1% ANNUAL CHANCE FLOOD C 2% ANNUAL CHANCE FLOOD 710 G P V B 10% ANNUAL CHANCE FLOOD F L O U STREAM BED A D E K M N T CROSS SECTION LOCATION 700 163.00 163.125 163.25 163.375 163.50 163.625 163.75 163.875 164.00 164.125 164.25 164.375 164.50 164.625 STREAM DISTANCE IN MILES ABOVE MOUTH 47P

800 800 CITY OF BELOIT CORPORATE LIMITS 790 790 HENRY BRIDGE FLOOD PROFILES 780 780 770 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 760 750 750 FEDERAL EMERGENCY MANAGEMENT AGENCY 740 740 AND INCORPORATED AREAS ROCK COUNTY, WI 730 730 LEGEND 0.2% ANNUAL CHANCE FLOOD AA 1% ANNUAL CHANCE FLOOD Z 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD Y

STREAM BED X AB AC CROSS SECTION LOCATION 710 164.625 164.75 164.875 165.00 165.125 165.25 165.375 165.50 165.625 165.75 165.875 166.00 166.125 166.25 STREAM DISTANCE IN MILES ABOVE MOUTH 48P

800 800 COUNTY HIGHWAY Q 790 790 FLOOD PROFILES 780 780 770 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 760 750 750 FEDERAL EMERGENCY MANAGEMENT AGENCY 740 740 AND INCORPORATED AREAS ROCK COUNTY, WI AI 730 730 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD AF STREAM BED AD AE AG AH CROSS SECTION LOCATION 710 166.25 166.375 166.50 166.625 166.75 166.875 167.00 167.125 167.25 167.375 167.50 167.625 167.75 167.875 STREAM DISTANCE IN MILES ABOVE MOUTH 49P

800 800 CONFLUENCE WITH PHILHOWER ROAD TRIBUTARY CONFLUENCE WITH UNNAMED TRIBUTARY IOWA AND CHICAGO RAILROAD 790 790 FLOOD PROFILES 780 780 770 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 760 750 750 FEDERAL EMERGENCY MANAGEMENT AGENCY 740 740 AND INCORPORATED AREAS ROCK COUNTY, WI 730 730 LEGEND 0.2% ANNUAL CHANCE FLOOD AN 1% ANNUAL CHANCE FLOOD AM 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD AL STREAM BED AJ AK CROSS SECTION LOCATION 710 167.875 168.00 168.125 168.25 168.375 168.50 168.625 168.75 168.875 169.00 169.125 169.25 169.375 169.50 STREAM DISTANCE IN MILES ABOVE MOUTH 50P

800 800 CONFLUENCE WITH UNNAMED 790 790 TOWN LINE ROAD TRIBUTARY 1 TO ROCK RIVER FLOOD PROFILES 780 780 770 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 760 750 750 FEDERAL EMERGENCY MANAGEMENT AGENCY 740 740 AND INCORPORATED AREAS ROCK COUNTY, WI 730 730 LEGEND 0.2% ANNUAL CHANCE FLOOD AS 1% ANNUAL CHANCE FLOOD AR 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD AQ STREAM BED AO AP AT CROSS SECTION LOCATION 710 169.50 169.625 169.75 169.875 170.00 170.125 170.25 170.375 170.50 170.625 170.75 170.875 171.00 171.125 STREAM DISTANCE IN MILES ABOVE MOUTH 51P

800 800 CONFLUENCE WITH BASS CREEK 790 790 FLOOD PROFILES 780 780 770 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 760 750 750 FEDERAL EMERGENCY MANAGEMENT AGENCY 740 740 AND INCORPORATED AREAS ROCK COUNTY, WI AW 730 730 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD STREAM BED AU AV CROSS SECTION LOCATION 710 171.125 171.25 171.375 171.50 171.625 171.75 171.875 172.00 172.125 172.25 172.375 172.50 172.625 172.75 STREAM DISTANCE IN MILES ABOVE MOUTH 52P

800 800 790 790 EAU CLAIRE ROAD FLOOD PROFILES 780 780 770 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 760 750 750 FEDERAL EMERGENCY MANAGEMENT AGENCY 740 740 AND INCORPORATED AREAS ROCK COUNTY, WI BB 730 730 LEGEND 0.2% ANNUAL CHANCE FLOOD BA 1% ANNUAL CHANCE FLOOD AZ 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD AY STREAM BED AX CROSS SECTION LOCATION 710 172.75 172.875 173.00 173.125 173.25 173.375 173.50 173.625 173.75 173.875 174.00 174.125 174.25 174.375 STREAM DISTANCE IN MILES ABOVE MOUTH 53P

800 800 CITY OF JANESVILLE CORPORATE LIMITS 790 790 US HIGHWAY 11 FLOOD PROFILES 780 780 770 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 760 750 750 FEDERAL EMERGENCY MANAGEMENT AGENCY 740 740 BF AND INCORPORATED AREAS ROCK COUNTY, WI BD BE BG 730 730 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD STREAM BED BC CROSS SECTION LOCATION 710 174.375 174.50 174.625 174.75 174.875 175.00 175.125 175.25 175.375 175.50 175.625 175.75 175.875 176.00 STREAM DISTANCE IN MILES ABOVE MOUTH 54P

800 800 CONFLUENCE WITH MARKHAM CREEK CONFLUENCE WITH FISHER CREEK 790 790 FLOOD PROFILES 780 780 770 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 760 750 750 FEDERAL EMERGENCY MANAGEMENT AGENCY 740 740 AND INCORPORATED AREAS ROCK COUNTY, WI BJ 730 730 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD STREAM BED BH BI CROSS SECTION LOCATION 710 176.00 176.125 176.25 176.375 176.50 176.625 176.75 176.875 177.00 177.125 177.25 177.375 177.50 177.625 STREAM DISTANCE IN MILES ABOVE MOUTH 55P

800 800 CHICAGO MILWAUKEE ST PAUL CENTER AVENUE 790 790 AND PACIFIC RAILROAD SOUTH CROSBY AVENUE FLOOD PROFILES 780 780 CHICAGO AND MONTERREY DAM 770 NORTHWESTERN RR 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 760 DAM 750 750 BY BX FEDERAL EMERGENCY MANAGEMENT AGENCY BW 740 740 BV BU AND INCORPORATED AREAS ROCK COUNTY, WI CA BT 730 730 BS LEGEND 0.2% ANNUAL CHANCE FLOOD BR 1% ANNUAL CHANCE FLOOD BQ 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD BL BP STREAM BED BK BM BN BO BZ CROSS SECTION LOCATION 710 177.625 177.75 177.875 178.00 178.125 178.25 178.375 178.50 178.625 178.75 178.875 179.00 179.125 179.25 STREAM DISTANCE IN MILES ABOVE MOUTH 56P

800 800 CONFLUENCE WITH SPRING BROOK - JANESVILLE EAST RACINE STREET CENTERWAY DAM MILWAUKEE STREET 790 790 JACKSON STREET BIKE PATH BRIDGE COURT STREET CENTERWAY STREET FLOOD PROFILES 780 780 770 770 ROCK RIVER ELEVATION IN FEET (NGVD 29) 760 DAM 760 CZ 750 750 CY CT CX FEDERAL EMERGENCY MANAGEMENT AGENCY CJ 740 CS CW 740 CI CR CV CH AND INCORPORATED AREAS ROCK COUNTY, WI CQ CU DA CG 730 730 CF LEGEND 0.2% ANNUAL CHANCE FLOOD CE CN 1% ANNUAL CHANCE FLOOD CD CM 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD CC CL CP STREAM BED CB CK CO CROSS SECTION LOCATION 710 179.25 179.375 179.50 179.625 179.75 179.875 180.00 180.125 180.25 180.375 180.50 180.625 180.75 180.875 STREAM DISTANCE IN MILES ABOVE MOUTH 57P

820 820 CHICAGO AND NORTH WESTERN RAILROAD 810 810 MEMORIAL DRIVE FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD DE STREAM BED DB DC DD DF DG CROSS SECTION LOCATION 730 180.875 181.00 181.125 181.25 181.375 181.50 181.625 181.75 181.875 182.00 182.125 182.25 182.375 182.50 STREAM DISTANCE IN MILES ABOVE MOUTH 58P

820 820 CITY OF JANESVILLE CORPORATE LIMITS 810 810 FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI DK 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD STREAM BED DH DI DJ CROSS SECTION LOCATION 730 182.50 182.625 182.75 182.875 183.00 183.125 183.25 183.375 183.50 183.625 183.75 183.875 184.00 184.125 STREAM DISTANCE IN MILES ABOVE MOUTH 59P

820 820 CONFLUENCE WITH MARSH CREEK 810 810 US HIGHWAY 14 FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI DQ 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD DP 1% ANNUAL CHANCE FLOOD DO 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD DN STREAM BED DL DM CROSS SECTION LOCATION 730 184.125 184.25 184.375 184.50 184.625 184.75 184.875 185.00 185.125 185.25 185.375 185.50 185.625 185.75 STREAM DISTANCE IN MILES ABOVE MOUTH 60P

820 820 810 810 FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI DS 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD STREAM BED DR CROSS SECTION LOCATION 730 185.75 185.875 186.00 186.125 186.25 186.375 186.50 186.625 186.75 186.875 187.00 187.125 187.25 187.375 STREAM DISTANCE IN MILES ABOVE MOUTH 61P

820 820 810 810 FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI DX 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD STREAM BED DT DU DV DW CROSS SECTION LOCATION 730 187.375 187.50 187.625 187.75 187.875 188.00 188.125 188.25 188.375 188.50 188.625 188.75 188.875 189.00 STREAM DISTANCE IN MILES ABOVE MOUTH 62P

820 820 810 810 FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI EB 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD STREAM BED DY DZ EA CROSS SECTION LOCATION 730 189.00 189.125 189.25 189.375 189.50 189.625 189.75 189.875 190.00 190.125 190.25 190.375 190.50 190.625 STREAM DISTANCE IN MILES ABOVE MOUTH 63P

820 820 CONFLUENCE WITH YAHARA RIVER 810 810 FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI EF 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD STREAM BED EC ED EE CROSS SECTION LOCATION 730 190.625 190.75 190.875 191.00 191.125 191.25 191.375 191.50 191.625 191.75 191.875 192.00 192.125 192.25 STREAM DISTANCE IN MILES ABOVE MOUTH 64P

820 820 INDIANFORD DAM 810 810 COUNTY HIGHWAY M FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 DAM 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI EO 750 750 EN LEGEND 0.2% ANNUAL CHANCE FLOOD EM 1% ANNUAL CHANCE FLOOD EL 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD EK STREAM BED EG EH EI EJ CROSS SECTION LOCATION 730 192.25 192.375 192.50 192.625 192.75 192.875 193.00 193.125 193.25 193.375 193.50 193.625 193.75 193.875 STREAM DISTANCE IN MILES ABOVE MOUTH 65P

820 820 CONFLUENCE WITH SAUNDERS CREEK 810 810 US HIGHWAY 51 FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI ES ET 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD ER STREAM BED EP EQ CROSS SECTION LOCATION 730 193.875 194.00 194.125 194.25 194.375 194.50 194.625 194.75 194.875 195.00 195.125 195.25 195.375 195.50 STREAM DISTANCE IN MILES ABOVE MOUTH 66P

820 820 CHICAGO MILWAUKE ST PAUL CONFLUENCE WITH UNNAMED 810 810 AND PACIFIC RAILROAD TRIBUATRY 2 TO ROCK RIVER FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FEDERAL EMERGENCY MANAGEMENT AGENCY 760 760 AND INCORPORATED AREAS ROCK COUNTY, WI EZ 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD EV STREAM BED EU EW EX EY CROSS SECTION LOCATION 730 195.50 195.625 195.75 195.875 196.00 196.125 196.25 196.375 196.50 196.625 196.75 196.875 197.00 197.125 STREAM DISTANCE IN MILES ABOVE MOUTH 67P

820 820 810 810 INTERSTATE 90 INTERSTATE 90 STATE HIGHWAY 59 FLOOD PROFILES 800 800 790 790 ROCK RIVER ELEVATION IN FEET (NGVD 29) 780 780 770 770 FJ FEDERAL EMERGENCY MANAGEMENT AGENCY 760 FI 760 FH AND INCORPORATED AREAS ROCK COUNTY, WI FG 750 750 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD FF 2% ANNUAL CHANCE FLOOD 740 10% ANNUAL CHANCE FLOOD FE STREAM BED FA FB FC FD CROSS SECTION LOCATION 730 197.125 197.25 197.375 197.50 197.625 197.75 197.875 198.00 198.125 198.25 198.375 198.50 198.625 198.75 STREAM DISTANCE IN MILES ABOVE MOUTH 68P

830 830 820 820 LAKE KOSHKONONG FLOOD PROFILES 810 810 800 800 ROCK RIVER ELEVATION IN FEET (NGVD 29) 790 790 780 780 FEDERAL EMERGENCY MANAGEMENT AGENCY 770 770 AND INCORPORATED AREAS ROCK COUNTY, WI 760 760 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 750 10% ANNUAL CHANCE FLOOD STREAM BED FK FL FM FN CROSS SECTION LOCATION 740 198.75 198.875 199.00 199.125 199.25 199.375 199.50 199.625 199.75 199.875 200.00 200.125 200.25 200.375 STREAM DISTANCE IN MILES ABOVE MOUTH 69P

840 840 830 830 LAKE KOSHKONONG FLOOD PROFILES 820 820 810 810 ROCK RIVER COUNTY BOUNDARY ELEVATION IN FEET (NGVD 29) 800 800 790 790 FEDERAL EMERGENCY MANAGEMENT AGENCY 780 780 AND INCORPORATED AREAS ROCK COUNTY, WI 770 770 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 760 10% ANNUAL CHANCE FLOOD STREAM BED CROSS SECTION LOCATION 750 200.375 200.50 200.625 200.75 200.875 201.00 201.125 201.25 201.375 201.50 201.625 201.75 201.875 202.00 STREAM DISTANCE IN MILES ABOVE MOUTH 70P

800 800 LIMIT OF DETAILED STUDY BACKWATER FROM ROCK RIVER CONFLUENCE WITH ROCK RIVER 790 790 US HIGHWAY 51 UNNAMED TRIBUTARY 1 TO ROCK RIVER FLOOD PROFILES 780 780 770 770 ELEVATION IN FEET (NGVD 29) 760 760 750 750 FEDERAL EMERGENCY MANAGEMENT AGENCY 740 740 ROCK COUNTY , WI AND INCORPORATED AREAS S T U 730 730 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 720 10% ANNUAL CHANCE FLOOD H

STREAM BED A B C D E F G I J K L M N O P Q R CROSS SECTION LOCATION 710 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 13000 STREAM DISTANCE IN FEET ABOVE THE CONFLUENCE OF ROCK RIVER 103P

APPENDIX B MAP OF DAMS ALONG THE ROCK RIVER IN ROCK COUNTY

Dams of Rock County, WI Legend 0 7.5 15 22.5 mi. Scale: 1:409,194 This map is a user generated static output from an Internet mapping site and is for general reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATION.

APPENDIX C ABBREVIATED VERSION OF THE CITY OF JANESVILLE REPORT ON THE 2008 FLOOD

2008 Janesville, Wisconsin REPORT ON THE 2008 ROCK FIVER FLOOD Prepared by:

Engineering Division City of Janesville, WI

TABLE OF CONTENTS Introduction ..................................................................................................................................... 3 USGS River Elevations................................................................................................................... 4 City of Janesville River Monitoring Operations ............................................................................. 6 Flood Innundation ......................................................................................................................... 15 Wastewater Treatment Plant ......................................................................................................... 20 Wastewater Collection System ..................................................................................................... 23 Water Utility Measures Taken ...................................................................................................... 24 Wastewater Utility Measures Taken ............................................................................................. 24 Flood Information Center ............................................................................................................. 25 Road Closures ............................................................................................................................... 28 Detour Routes ............................................................................................................................... 38 Impact on Public Buildings ........................................................................................................... 40 Park and Recreation Closures ....................................................................................................... 44 Alliant Energy Shutoffs ................................................................................................................ 46 Road Openings .............................................................................................................................. 48 Sandbagging Operations ............................................................................................................... 49 Health & Safety Concerns ............................................................................................................ 53 Recovery Operations ..................................................................................................................... 56 FEMA Reimbursement ................................................................................................................. 61 Contact Agencies .......................................................................................................................... 63 APPENDIX A: Rock River Flood Plain Maps ............................................................................. 65 APPENDIX B: River Level Data ................................................................................................. 95 1

City of Janesville, WI - Flood Report

FIGURES Figure 1: Proximity of Indianford & Afton to Janesville.............................................................................. 5 Figure 2: River Monitoring Route ............................................................................................................... 7 Figure 3: S. River Road Monitoring Station ................................................................................................ 8 Figure 4: Close-up of S. River Rd. Level ..................................................................................................... 8 Figure 5: Monterey Dam Monitoring Station ............................................................................................... 9 Figure 6: Proposed Location for Level on West Side of Monterey Dam ..................................................... 9 Figure 7: Hedberg Library River Wall Monitoring Station ........................................................................ 10 Figure 8: Inlet in Library Parking Structure................................................................................................ 10 Figure 9: N. Traxler Monitoring Station ..................................................................................................... 11 Figure 10: Close-up of N. Traxler Level..................................................................................................... 11 Figure 11: N. River Rd. Monitoring Station ............................................................................................... 12 Figure 12: Close-up of N. River Rd. Levels ............................................................................................... 12 Figure 13: Rock River Elevations at Each Station for the June 2008 Flood ............................................... 13 Figure 14: Riverside Park ........................................................................................................................... 30 Figure 15: Riverside Park ........................................................................................................................... 30 Figure 16: Mole-Sadler ............................................................................................................................... 31 Figure 17: Mole-Sadler ............................................................................................................................... 31 Figure 18: Parker Dr. .................................................................................................................................. 32 Figure 19: Parker Dr. (Northbound Lane Re-Opened to Through Traffic on 7/2) ........................... 33 Figure 20: Traxler Park ............................................................................................................................... 33 Figure 21: Centerway & Main - View South ............................................................................................. 34 Figure 22: Centerway & Main - View North ............................................................................................. 34 Figure 23: Centerway & Main - View West .............................................................................................. 35 Figure 24: Centerway & Main - View East ................................................................................................ 35 Figure 25: Water St. .................................................................................................................................... 36 Figure 26: Riverside St. .............................................................................................................................. 36 Figure 27: Riverside St. .............................................................................................................................. 37 Figure 28: Beloit & Delavan ....................................................................................................................... 37 Figure 29: Alliant Energy Shut-Offs ........................................................................................................... 46 Figure 30: Afton Gauge Height with Other Stations Zeroed to First Afton Gauge Height ........................ 48 Figure 31: How To Sandbag Emergency Levee....................................................................................... 50 TABLES Table 1: Maximum Elevation and Total Rise at Each Station .................................................................... 14 Table 2: Summary of Recommended Actions ............................................................................................ 19 Table 3: Road Closures Table ..................................................................................................................... 28 Table 4: Park Closures Table ...................................................................................................................... 44 2

City of Janesville, WI - Flood Report

Introduction This report was prepared by the Engineering Division following the June 2008 flood, which exceeded a 100-year flood of the Rock River. The City of Janesville, along with the U.S. Geological Society (USGS), monitored the stretch of the river from Indianford to Afton. Actions taken, such as closures of roads and parks, sandbagging, and power shutoffs, were documented to help decrease future flood damage. Furthermore, issues with wastewater and septic systems, electrical equipment, and general health and safety are addressed. The information compiled in this report provides comprehensive documentation of the events that occurred. This information will assist with emergency preparedness for the next major flood in the future. The U.S. Army Corps of Engineers prepared a study of the Rock River through Janesville in 1968. This 2008 report does not attempt to recreate that information; rather, it supplements the Corps study.

3 City of Janesville, WI - Flood Report

USGS River Elevations During the June 2008 flood, two U.S. Geological Society water-stage recording gauges at Indianford and Afton were used in monitoring the river. The use of these two stations allowed for easy comparison to historical flooding events. A detailed history of the Rock Rivers flooding situation is available in the Flood Plain Information report prepared by the U.S. Army Corps of Engineers - Rock Island District in June, 1968.

Indianford Station (Upstream Gauge)

The U.S. Geological Society has maintained a water-stage recording gauge at Indianford since May 1975. Located 250 feet upstream from the Indianford Dam and 1.8 miles upstream from the Yahara River, this gauge has a datum of 763.84 above sea level. With the bank full stage at 14, the historical maximum gauge height of 18.32 was recorded during the June 2008 flood - 4.32 above this stage. Data for the Indianford gauge can be obtained at http://waterdata.usgs.gov/nwis/uv?05427570.

Afton Station (Downstream Gauge)

The U.S. Geological Society has maintained a stream gauging station on the Rock River at Afton, WI since January 1914. A water-stage recording gauge was then installed in August 1932 -

located on the west bank of the Rock River approximately 0.8 miles upstream from the intersection with Bass Creek. The Afton gauge is a forecasting station for the National Weather Service. The prediction information provided by the National Weather Service was very helpful in determining the actual impact to the City of Janesville. This information can be accessed at http://www.crh.noaa.gov/ahps2/index.php?wfo=mkx. The datum of this gauge, read at the river bed, is 742.36 above sea level. The bankfull stage at this gauging station is 8.0 ft and the historical maximum gauge height is 13.51 ft, which was observed during the June 2008 flood. This corresponds to 5.51 above bankfull stage - an elevation of 755.87 above sea level. Data for the Afton gauge can be obtained at http://waterdata.usgs.gov/nwis/uv?05430500.

The proximity of the Indianford and Afton gauging stations in relation to the City of Janesville are shown below, in Figure 1.

4 City of Janesville, WI - Flood Report

Figure 1: Proximity of Indianford & Afton to Janesville 5

City of Janesville, WI - Flood Report

City of Janesville River Monitoring Operations A 25-mile level loop was established with 5 monitoring stations along the Rock River. The monitoring stations were located at the South River Road Bridge, Monterey Dam, Hedberg Public Library, North Traxler Boat Launch, and North River Road. The loop started at S. River Road Bridge and ran in the order listed above (Fig. 2). At each station a level rod, correlated to a USGS elevation, was placed in the water and continuously monitored on an hourly basis until the river showed steady decline in elevation - at which time the monitoring was scaled back to five readings per weekday and three readings per day on the weekend, which was continued until the river returned to its initial elevation reading. As the river rose, the rods at Monterey Dam and N. River Rd. were moved closer to shore because the original rods had become difficult to read (Fig. 5, 12).

Data from these readings is available in full in Appendix B.

Future Recommendations It is recommended that the level at the Monterey Dam be moved to the west side of the dams pedestrian bridge (Fig. 6), as turbulent water on the east side of the dam fluctuates by as much as a tenth of a foot, creating difficulty in obtaining consistent, accurate readings. In addition to calmer water, the rod at this location can be easily accessed throughout the flood because the concrete walkway shown in Figure 5 will not be covered by water.

A change in monitoring location is also recommended at the Library. In the event that the water becomes too turbulent or if water flows over the river wall, readings should then be taken from the inlet in the parking structure under the library (Fig. 8), where the water is at the same elevation as at the river wall. For reference, the elevation at the top of this inlet is 766.35 ft.

Figure 2 identifies the 25-mile loop driven during the river monitoring. Figures 3 - 12 are actual pictures of the five monitoring stations.

6 City of Janesville, WI - Flood Report

N. River Road N. Traxler Hedberg Library Monterey Dam S. River Road Bridge Figure 2: River Monitoring Route 7

City of Janesville, WI - Flood Report

During the June 2008 flood, river level data was collected from the USGS gauges at both Indianford and Afton, as well as from the five monitoring stations set up by Engineering Division staff along the Rock River. This data, found in full in Appendix B, is illustrated below in Figure 13.

The initial elevation for all stations arbitrarily references zero to account for variance in land topography, creating clear, easy-to-see trends in elevation changes. At any point in time shown on the graph, the true elevation can be calculated by adding the rise from the chart to the initial elevation value found in the key.

Figure 13: Rock River Elevations at Each Station for the 2008 Flood 13 City of Janesville, WI - Flood Report

As illustrated in Figure 13, the river does not rise uniformly - rather, it correlates to the width of the river at each station. The width is greatest at the Monterey station; and therefore, the river experienced the least amount of rise at the widest location monitored. When predicting the rivers crest in the future, the rate of rise at the different stations is critical. The maximum elevations and total amount of rise collected during the 2008 flood at each station are listed below, in Table 1.

Table 1: Maximum USGS Elevation & Total Rise at Each Station Station Max Elevation Total Rise Indianford USGS 782.17' 3.02' North River Road 777.9' 2.95' North Traxler Boat Launch 775.89' 2.38' Hedberg Public Library 767.26' 2.06' Monterey Dam 764.57' 1.44' S. River Road Bridge 755.82' 2.50' Afton USGS 755.87' 2.68' 14 City of Janesville, WI - Flood Report

APPENDIX D FEMA FLOOD AREA MAP FROM ROCK COUNTY, FEMA FIRMS THROUGH JANESVILLE AND NEAR SITE

Map Output Page 1 of 1 FEMA Floodplains Rock County Geographic Information System http://68.249.68.135/servlet/com.esri.esrimap.Esrimap?ServiceName=Rock&Form=True&E... 2/1/2012

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Tuesday, August 13, 2013 11:40 AM To: Moser, Michelle; Lynch, Steven

Subject:

DRAFT SHINE Response to Geology and Soil/Water Resources Request #1 - Part 3a of 8

Attachments: DRAFT - Geology and Soil-Water Resources Request 1 Response - Revision 1 - Part 3a of 8.pdf Michelle and Steve, Attached is Part 3a of 8 of the Draft SHINE Response to Geology and Soil/Water Resources Request #1.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 210-1734 1

Moser, Michelle From: Bill Hennessy <Bill.Hennessy@shinemed.com>

Sent: Tuesday, August 13, 2013 11:44 AM To: Moser, Michelle; Lynch, Steven

Subject:

DRAFT SHINE Response to Geology and Soil/Water Resources Request #1 - Part 3b of 8

Attachments: DRAFT - Geology and Soil-Water Resources Request 1 Response - Revision 1 - Part 3b of 8.pdf Michelle and Steve, Attached is Part 3b of 8 of the Draft SHINE Response to Geology and Soil/Water Resources Request #1.

Bill Hennessy Licensing Engineer, SHINE Medical Technologies 608 210-1734 1

APPENDIX E FIGURES FROM THE NWS (1978) REPORT NO. 51 PMP STUDY EAST OF THE 105TH MERIDIAN

HYDROMETEOROLOGICAL REPORT NO. 51 Probable Maximum Precipitation Estimates, United States East of the l05th Meridian U.S. DEPARTMENT OF COMMERCE NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION U.S. DEPARTMENT OF THE ARMY CORPS OF ENGINEERS Wwhmgton, DC June 1978

CONTENTS Page Abstract............................................................ 1

1. Introduction *********. 1 1.1. Background ********** 1 1.2. Assignment ********* 1 1.3. Definition of PMP ** 2 1.4. Scope ************** 2

1. 4.1. Generalized vs. individual drainage estimates. 2 1.4.2. Stippled regions on PMP maps ******* 3 1.5. Application of drainage PMP values *** 3

2. Approach to generalized PMP ** 3 2.1. Introduction. 3 2.2. Basic data *** 4 2.2.1. Sources **** 4 2.2.2. Variation in rainfall data with duration and area size ** 6 2.2.3. Point rainfall vs. 10-mi2 (26-km2) average rainfall ***** 7 2.3. Moisture maximization ** 7 2.3.1. Definition - concept. 7 2.3.2. Atmospheric moisture. 8 2.3.3. Representative storm dew point. 8 2.3.4. Maximum dew point .............. . 9 2.3.5. Moisture adjustment ************* 9 2.3.6. Elevation and barrier considerations. 9 2.4. Transposition *****.***** 10 2.4.1. Definition ***********. 10 2.4.2. Transposition limits...... * ******** 10 2.4.3. Transposition adjustment........ . ****** 11 2.4.4. Distance-from-coas~ adjustment for tropical storm rainfall . ....................................... . 11 2.4.5. Large-area rainfall adjustment in the gentle upslope region . ................... . 11 2.4.6. Example of storm adjustments. 14

3. Details of analysis. 16 3.1. Minimum envelopes. 16 3.2. Special problems ** 26 3.2.1. Introduction *** 26 3.2.2. Adjustments greater than SO percent **** 28 3.2.3. Colorado storm May 30-31, 1935 *****.*** 28 3.2.4. Smethport, Pa. storm July 17-18, 1942 *** 28 3.2.5. Yankeetown, Fla. storm September 3-7, 1950. 29 3.3. Consistency checks ****.************* 30 3.3.1. Introduction ..................... . 30 3.3.2. Variation of incremental PMP with area size ***** 31 3.3.3. Consistency in depth-area-duration relations **** 32 iii

Page 3.3.4. Cross section checks ********* 32 3.3.5. Rainfall difference check **** 32 3.3.6. Rainfall ratio check ***** 32 3.3.7. PJ:.1P maps * **************** 38

4. Evaluation of generalized PMP charts ******* ........... 38 4.1. Degree of envelopment **.***************** ........ 38 4.2. Use of PMP for all durations in one PMP storm ** 40 4.2.1. Introduction ************* 40 4.2.2. Storm commonality test *** 40

5. Use of P~ charts . ......................................... . 42 Acknowledgments. 43 References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44 Appendix -- Maximum observed areal precipitation for important s torm.s ******************************************* 78 TABLES

1. Number of analyzed storms, east of the 105th meridian, with areal rainfall depths for indicated area sizes and durations. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6

2. Example of computations of moisture maximization and trans-position adjustments . ..................................... . 17

3. Example of total storm adjustments ********************** 18

4. Storms that give moisture maximized rainfall within 10 percent of PMP for at least one area size and duration *************** 39

5. Exceptions to "storm commonality" ** 42 FIGURES

1. Location of storms . ............................................ . 5

2. Distance-from-coast adjustment for transposing tropical storm rainfall . ...................................... . 12

3. Gentle upslope region . ......................................... . 13

4. Example of data used for storm adjustments ********************** 15 iv

Page

5. Envelopment of 24-hr observed storm rainfall (in.) in place of occurrence for 10,000 mi2 (25,900 km2) ******************** 20

6. Envelopment of 24-hr moisture maximized storm rainfall (in.)

• in place of occurrence for 10,000 mi2 (25,900 km2) *********** 21

7. Envelopment of greatest average monthly precipitation (in.)

for State climatic divisions (1931-60) *********************** 22

8. Envelopment of greatest average weekly precipitation (in.)

for State climatic divisions (1906-35) ******************.**** 24

9. Envelopment of the greatest 24-hr station precipitation (in.)

within each State climatic division (through 1970) *********** 25

10. Example of minimum smooth envelope of moisture maximized rainfall, in place and transposed **************************** 27

11. Adopted transposition adjustment along the Atlantic coast for the Yankeetown, Fla. storm, September 3-7, 1950 ************** 31

12. Example of depth-duration smoothing *************.***** ** * * * * * * *

• 33

13. Example of depth-area smoothing. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . 34

14. Example of cross-section smoothing--constant duration ********** 35

15. Example of cross-section smoothing--constant area ************** 36

16. Example of checks of durational differences in PMP ************* 37

17. Regions for storm commonality tests **************************** 41 2 2

18. All-season PMP (in.) for 6 hr 10 mi (26 km ) ****************** 48 2 2

19. All-season PMP (in.) for 12 hr 10 mi (26 km ) ***************** 49 2 2

20. All-season PMP (in.) for 24 hr 10 mi (26 km ) ***************** 50 2 2

21. All-season PMP (in.) for 48 hr 10 mi (26 km ) ***************** 51 2 2

22. All-season PMP (in.) for 72 hr 10 mi (26 km ) ***************** 52 2 (518 km2 ) ****************

23. All-season PMP (in.) for 6 hr 200 mi 53 2 2

24. All-season PMP (in.) for 12 hr 200 mi (518 km ) *************** 54 2 2

25. All-season PMP (in.) for 24 hr 200 mi (518 km ) *************** 55 v

Page 2

26. All-season PMP (in.) for 48 hr 200 mi 2 (518 km. ) *************** 56 2 (518 km.2) ***************

27. All-season PMP (in.) for 72 hr 200 mi 57 2 2

28. All-season PMP (in.) for 6 hr 1,000 mi (2,590 km. ) ************ 58 2 2

29. All-season PMP (in.) for 12 hr 1,000 mi (2, 590 km. ) *********** 59

. 2 2

30. All-season PMP (in.) for 24 hr 1,000 mi (2, 590 km. ) *********** 60 2 2

31. All-season PMP (in.) for 48 hr 1,000 mi (2, 590 km. ) *********** 61 2 2

32. All-season PMP (in.) for 72 hr 1,000 mi (2,590 km ) *********** 62 2 (12, 950 km 2 ) *********** 63

33. All-season PMP (in.) for 6 hr 5,000 mi 2 2

34. All-season PMP (in.) for 12 hr 5,000 mi (12' 950 km ) ********** 64 2 2

35. All-season PMP (in.) for 24 hr 5,000 mi (12,950 km ) ********** 65 2 (12,950 km2 ) ********** 66

36. All-season PMP (in.) for 48 hr 5,000 mi 2 2 67

37. All-season PMP (in.) for 72 hr 5,000 mi (12,950 km. ) **********

2

38. All-season PMP (in.) for 6 hr 10,000 mi (25,900 km.2 ) ********** 68 2 (25,900 km2 ) ********* 69

39. All-season PMP (in.) for 12 hr 10,000 mi 2 (25,900 km 2) ********* 70

40. All-season PMP (in.) for 24 hr 10,000 mi 2 (25,900 km2 ) ********* 71

41. All-season PMP (in.) for 48 hr 10,000 mi 2 2 72

42. All-season PMP (in.) for 72 hr 10,000 mi (25,900 km ) *********

2 2 73

43. All-season PMP (in.) for 6 hr 20,000 mi (51,800 km ) **********

2 2 74

44. All-season PMP (in.) for 12 hr 20,000 mi (51,800km) *********

2 2 75

45. All-season PMP (in.) for 24 hr 20,000 mi (51,800 km ) *********

2 2 76

46. All-season PMP (in.) for 48 hr 20,000 mi (51, 800 km ) *********

2 2 77

47. All-season PMP (in.) for 72 hr 20,000 mi (51,800 km ) *********

vi

N N

Figure ?.--Envelopment of greatest average monthly preaipitation (in.) for State alimatia divisions (1931-60).

N

~

2.7 AUG. 2.6 SEP.

Figure B.--Envelopment of greatest average weekly preaipitation (in.) for State alimatia divisions (1906-35).

~

"'<.o / ... ...._, ... __

~

' '~*< r--~i *v . .

. ... ~ 7.1

* s I _l 7 2

\0

,_ ~I f * **:y-3.<

• 1 ' ~ --*-I .

I

w. ~. Pr 1

( 3.st . J.o

\ . 4 6. .

• I 8 1- ~ - ' --....1..__

\ I *

\

'X

.7

.- ,if.;/7.5 I

26. 1 6.2

--t,. ,~8.1y;*o~ .

LOCATION 10 AMOUNT 1 IN.= 25.4 MM BASED ON DATA FOR STATIONS WITH 10 OR MORE YEARS OF DATA Figure 9.--EnveZopment of the gPeatest 24-hP station pPeaipitation (in.) within eaah State aZimatia N division (through 1970). V1

103° 99' 95' 25'1; I

I I I

i I

I i

100

• 100 0

6 STATUTE MILES 100 200 100 *260 3oo KILOMETERS

~&o 300

.25' 119' 103' 99' 95' 91' 87' 83' 79' 75' Figure 33.--AZZ-season PMP (in.) for 6 hr 5~000 mi 2 (12~950 2 Jon J. 0'\

w

0\

99' 95' i

33'1 /

29' 29' i

I

\

I I ) I I 'lt ~

I I

_1 IN.

I

=25.4 MM

\

I I 1-1-d--d-=:=:H ,....:::.::.:'" .~ I 25'1 1 I STAT UTE MILES ..J2 5'

'- _j____c_l I I 100 200 300 119' 115' 111' 107' 103' 99' 95' 91' 87' 83' 79' 75' 2 2 Figure 34.--AZZ-season PMP (in.) for 12 hr 53 000 mi (12 3 950 km ).

99' 95' 29 29' j __j__

I '

I I

1" STATUTE MILES ---1 .

25 25'1' I

I I 100 100 o

? 190 200 100 260 3oo ~6o KILOMETERS 390 I i 119' 115° 103' 99' 95' 91' 87' 83' 79' 75' FiguPe J5.--AZZ-season PMP (in.) for 24 hr 5~000 mi 2

(12~950 km 2 ). 0\

IJl

0\

0\

99° 95" 91° 1

\- \.-129'

\II.=Z5.4i -- -

STATUTE MILES -125.

100 0 IQO 2QO 3QO u)o 6 ulo 200 J6o A6o KILOMmRS 103° 99" 95° 91° 87" 83" 79" 75° Figure 56.--AZZ-season PMP (in.) for 48 hr 5~000 mi 2

(12~950 km 2J.

103' 99' 95' 91'

. \---

\

,...~--\

\- J -129' STATUTE MILES 1QO  ? 190 2QO 3QO 100 0 160 260 300 A60 KILOMETERS 99' 95' 91' 87' 83' 79' 75' Figure 37.--AZZ-season PMP (in.) for 72 hr 6~000 mi 2

(12~960 km 2J.

(j\

APPENDIX F AQTESOLV SLUG TEST ANALYSIS

Appendix F: AQTESSOLVE RESULTS Shine Medical Technologies 1.

Obs. Wells SM-GW1A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.002908 ft/sec y0 = 0.4066 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1.4 2.8 4.2 5.6 7.

Adjusted Time (sec)

GW1ASlug In # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW1A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.003722 ft/sec y0 = 0.2316 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW1ASlug Out # 1

Shine Medical Technologies 0.1 Obs. Wells SM-GW1A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.003712 ft/sec y0 = 0.03391 ft 0.01 H/H(0) in ft 0.001 1.0E-4

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW1ASlug In # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW1A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.002711 ft/sec y0 = 0.1795 ft H/H(0) in ft 0.1 0.01

0. 1.2 2.4 3.6 4.8 6.

Adjusted Time (sec)

GW1ASlug Out # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice 0.1 Parameters K = 0.007788 ft/sec y0 = 0.09956 ft H/H(0) in ft 0.01 0.001 1.0E-4

0. 0.6 1.2 1.8 2.4 3.

Adjusted Time (sec)

GW2ASlug In # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.003408 ft/sec y0 = 0.2024 ft H/H(0) in ft 0.1 0.01

0. 0.6 1.2 1.8 2.4 3.

Adjusted Time (sec)

GW2ASlug Out # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.004141 ft/sec y0 = 0.2165 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW2ASlug In # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.002999 ft/sec y0 = 0.5741 ft H/H(0) in ft 0.1 0.01

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW2ASlug Out # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.003751 ft/sec y0 = 0.1545 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1.2 2.4 3.6 4.8 6.

Adjusted Time (sec)

GW2ASlug In # 3

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.002038 ft/sec y0 = 0.3552 ft 0.1 H/H(0) in ft 0.01 0.001

0. 2. 4. 6. 8. 10.

Adjusted Time (sec)

GW2ASlug Out # 3

Shine Medical Technologies 0.1 Obs. Wells SM-GW3A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.005339 ft/sec y0 = 0.08803 ft H/H(0) in ft 0.01 0.001

0. 0.8 1.6 2.4 3.2 4.

Adjusted Time (sec)

GW3ASlug In # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW3A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.008109 ft/sec y0 = 0.9739 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW3ASlug Out # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW3A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.008276 ft/sec y0 = 0.4158 ft H/H(0) in ft 0.1 0.01

0. 0.4 0.8 1.2 1.6 2.

Adjusted Time (sec)

GW3ASlug In # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW3A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.004267 ft/sec y0 = 0.7386 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1.4 2.8 4.2 5.6 7.

Adjusted Time (sec)

GW3ASlug Out # 2

APPENDIX G HYDROBENCH SLUG TEST VISUALIZATION

Appendix G: AQTESSOLVE RESULTS Shine Medical Technologies 1.

Obs. Wells SM-GW1A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.002908 ft/sec y0 = 0.4066 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1.4 2.8 4.2 5.6 7.

Adjusted Time (sec)

GW1ASlug In # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW1A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.003722 ft/sec y0 = 0.2316 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW1ASlug Out # 1

Shine Medical Technologies 0.1 Obs. Wells SM-GW1A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.003712 ft/sec y0 = 0.03391 ft 0.01 H/H(0) in ft 0.001 1.0E-4

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW1ASlug In # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW1A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.002711 ft/sec y0 = 0.1795 ft H/H(0) in ft 0.1 0.01

0. 1.2 2.4 3.6 4.8 6.

Adjusted Time (sec)

GW1ASlug Out # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice 0.1 Parameters K = 0.007788 ft/sec y0 = 0.09956 ft H/H(0) in ft 0.01 0.001 1.0E-4

0. 0.6 1.2 1.8 2.4 3.

Adjusted Time (sec)

GW2ASlug In # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.003408 ft/sec y0 = 0.2024 ft H/H(0) in ft 0.1 0.01

0. 0.6 1.2 1.8 2.4 3.

Adjusted Time (sec)

GW2ASlug Out # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.004141 ft/sec y0 = 0.2165 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW2ASlug In # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.002999 ft/sec y0 = 0.5741 ft H/H(0) in ft 0.1 0.01

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW2ASlug Out # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.003751 ft/sec y0 = 0.1545 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1.2 2.4 3.6 4.8 6.

Adjusted Time (sec)

GW2ASlug In # 3

Shine Medical Technologies 1.

Obs. Wells SM-GW2A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.002038 ft/sec y0 = 0.3552 ft 0.1 H/H(0) in ft 0.01 0.001

0. 2. 4. 6. 8. 10.

Adjusted Time (sec)

GW2ASlug Out # 3

Shine Medical Technologies 0.1 Obs. Wells SM-GW3A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.005339 ft/sec y0 = 0.08803 ft H/H(0) in ft 0.01 0.001

0. 0.8 1.6 2.4 3.2 4.

Adjusted Time (sec)

GW3ASlug In # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW3A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.008109 ft/sec y0 = 0.9739 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1. 2. 3. 4. 5.

Adjusted Time (sec)

GW3ASlug Out # 1

Shine Medical Technologies 1.

Obs. Wells SM-GW3A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.008276 ft/sec y0 = 0.4158 ft H/H(0) in ft 0.1 0.01

0. 0.4 0.8 1.2 1.6 2.

Adjusted Time (sec)

GW3ASlug In # 2

Shine Medical Technologies 1.

Obs. Wells SM-GW3A Aquifer Model Unconfined Solution Bouwer-Rice Parameters K = 0.004267 ft/sec y0 = 0.7386 ft 0.1 H/H(0) in ft 0.01 0.001

0. 1.4 2.8 4.2 5.6 7.

Adjusted Time (sec)

GW3ASlug Out # 2

SEISMIC HAZARD ASSESMENT REPORT JANESVILLE, WISCONSIN Submitted To: Dr. Gregory Piefer/CEO SHINE Medical Technologies 8123 Forsythia St., Suite 140 Middleton, WI 53562 Submitted By: Golder Associates Inc.

4438 Haines Road Duluth, MN 55811 USA Distribution: Katrina Pitas, SHINE Medical Technologies Golder Associates Inc.

Project No. 113-81051 Report No. Golder Report 5, Rev 4, August 3, 2012

SHINE Medical Technologies Seismic Hazard Report Executive Summary This report provides a summary of a seismic hazard assessment (SHA) completed by Golder Associates Inc. (Golder) for the site of the proposed SHINE medical isotope production facility in Rock County, Wisconsin. The SHA results include a summary of the geologic and tectonic history of a region within approximately 124 miles (200 km) of the SHINE site, a review of regional geologic structures to evaluate whether they are capable faults, a review of the historical record of felt and instrumentally-recorded earthquakes, estimation of the maximum earthquake potential, and the seismic parameters recommended for application of the 2009 International Building Code (2009 IBC) and American Society of Civil Engineers (ASCE) 7-05 standard.

The geologic history of the basement rocks and the development and growth of major tectonic structures indicate that the SHINE site is located in a region of relative tectonic stability. Several post-500 million year old geologic structures have been mapped near the site, including the Sandwich and Plum River fault zones, the La Salle anticlinorium, and the Wisconsin and Kankakee Arches. These geologic structures appear to have formed and been seismogenic under a tectonic regime different from the present-day. No seismogenic capable faults are recognized within the SHINE sitethe closest known capable faults are part of the Wabash Valley liquefaction features located about 170 miles (274 km) south of the site, and the New Madrid seismic zone located about 400 miles (644 km) south of the site. Within 124 miles (200 km) of the SHINE site, available earthquake catalogs contain only 35 epicenters for small to moderate earthquakes up to expected moment magnitude (E[M]) 5.15 that have occurred since 1804. Interpretation of readily-available felt intensity records indicates that only moderate earthquake shaking (i.e., Modified Mercalli Intensity scale V) has probably been felt at the site four times in approximately the last 200 years.

Estimates of seismic hazard for the region from the U.S. Geological Survey 2008 national seismic hazard maps indicate that the SHINE site is located within one of the lowest earthquake hazard areas in the conterminous United States. For example, a peak ground acceleration (PGA) value of 0.19 g (a moderate to strong level of earthquake ground shaking) has a return period estimated at more than 19,900 years. We evaluated the 2,475- to 19,900-year return period deaggregations of the national seismic hazard model for the SHINE site. Based on this model, a magnitude 5.8 earthquake is an acceptable estimate of the maximum earthquake magnitude expected for the SHINE site. Seismic parameters required for application of the 2009 IBC-ASCE 7-05 seismic design procedures are shown in Table ES-1 below.

1 Report #5

SHINE Medical Technologies Seismic Hazard Report Table ES-1 2009 IBC-ASCE 7-05 Seismic Parameters for the SHINE Site 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 Notes:

1. Parameters based on SHINE site location of 42.624136°N, 89.024875°W.

2. Parameters include: 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 pe-riod (Fv) (IBC, 2009); long-period transition period (TL) (ASCE, 2005).

3. SS and S1 are for Site Class B; SMS and SM1 for Site Class D.

2 Report #5

SHINE Medical Technologies Seismic Hazard Report Table of Contents Executive Summary ...................................................................................................................................... 1 1.0 Introduction........................................................................................................................................ 5 1.1 Work Scope .................................................................................................................................. 5 1.2 Definitions..................................................................................................................................... 6 1.3 Limitations .................................................................................................................................... 7 2.0 Geologic Setting of the SHINE site ................................................................................................... 8 2.1 Regional Geology ......................................................................................................................... 8 2.1.1 Physiography and Geomorphology ......................................................................................... 8 2.1.2 Tectonic Provinces and Major Structures ................................................................................ 9 2.1.3 Bedrock Geology ................................................................................................................... 10 2.1.4 Structural Geology ................................................................................................................. 11 2.1.5 Magnetic and Gravity Geophysical Anomalies ...................................................................... 13 2.1.6 Surficial Geology and Glacial History .................................................................................... 14 2.1.7 Conclusion ............................................................................................................................. 15 2.2 Site Geology ............................................................................................................................... 16 2.2.1 Geologic History of SHINE Site ............................................................................................. 16 2.2.2 Structural Geology ................................................................................................................. 17 3.0 Historical Seismicity ........................................................................................................................ 18 3.1 Historic Earthquakes .................................................................................................................. 18 3.2 Felt Intensities ............................................................................................................................ 21 3.3 Faults.......................................................................................................................................... 25 3.4 Present-Day Stress Field ........................................................................................................... 25 4.0 Seismic Hazard Evaluation ............................................................................................................. 26 4.1 Seismic Hazard Estimates ......................................................................................................... 26 4.2 Maximum Earthquake Potential ................................................................................................. 27 4.3 2009 International Building Code Seismic Design Parameters ................................................. 27 5.0 Summary and Conclusions ............................................................................................................. 29 6.0 Closing ............................................................................................................................................ 30 7.0 References ...................................................................................................................................... 31 3 Report #5

SHINE Medical Technologies Seismic Hazard Report List of Tables Table ES-1 2009 IBC-ASCE 7-05 Seismic Parameters for the SHINE Site Table 3.1-1 Historic Earthquake Epicenters Located Within Approximately 124 Miles (200 km) of the SHINE Site Table 3.2-1 Modified Mercalli Intensity Table 3.2-2 Recorded Earthquake Intensities (Modified Mercalli Intensity - MMI) for Earthquakes Within Approximately 124 Miles (200 km) from the SHINE Site Table 3.2-3 Recorded Earthquake Intensities (Modified Mercalli Intensity - MMI) for Earthquakes with Epicenters farther than 124 Miles (200 km) of the SHINE Site Table 4.1-1 Probabilistic Estimates of PGA for Selected Return Periods at the SHINE Site for Vs30 (760 m/s) Site Class BC Table 4.3-1 2009 IBC-ASCE 7-05 Seismic Parameters for the SHINE Site List of Figures Figure 1.1-1 Site Vicinity Map Figure 2.1-1 Map of Physiographic Sections Figure 2.1-2 Tectonic Provinces Map Figure 2.1-3 Generalized Regional Structural Geologic Map Figure 2.1-4 Generalized Regional Geologic Map Figure 2.1-5 Regional Magnetic Anomaly Map and Structural Figure 2.1-6 Magnetic Anomaly Map of Wisconsin and Northern Illinois Figure 2.1-7 Regional Bouguer Gravity Anomaly Map Figure 2.1-8 Bouguer Gravity Anomaly Map of Wisconsin Figure 2.1-9 Regional Surficial Geology Map Figure 2.1-10 Unconsolidated and Drift Thickness for Wisconsin and Illinois Figure 3.1-1 Historical Earthquake Epicenters Figure 3.2-1 Isoseismal Map December 16, 1811 Earthquake Figure 3.2-2 Isoseismal Map September 01, 1886 Earthquake Figure 3.2-3 Isoseismal Map September 27, 1891 Earthquake Figure 3.2-4 Isoseismal Map October 31, 1895 Earthquake Figure 3.2-5 Isoseismal Map May 26, 1909 Earthquake Figure 3.2-6 Isoseismal Map November 09, 1968 Earthquake Figure 4.1-1 Deaggregation of USGS 2008 PSHA Model for 475-year return period PGA Figure 4.1-2 Deaggregation of USGS 2008 PSHA Model for 2,475-year return period PGA Figure 4.1-3 Deaggregation of USGS 2008 PSHA Model for 4,975-year return period PGA Figure 4.1-4 Deaggregation of USGS 2008 PSHA Model for 9,950-year return period PGA Figure 4.1-5 Deaggregation of USGS 2008 PSHA Model for 19,900-year return period PGA 4 Report #5

SHINE Medical Technologies Seismic Hazard Report 1.0) Introduction SHINE Medical Technologies (SHINE) proposes to construct a manufacturing plant for production of Molybdenum-99 (99Mo) at a site located south of the community of Janesville in Rock County, Wisconsin (Figure 1.1-1). SHINE has contracted Golder Associates Inc. (Golder) to provide a range of technical services in support of the environmental impact assessment, site application process for the U.S. Nuclear Regulatory Commission (USNRC), and groundwater hydrology and geotechnical engineering analysis for engineering design. To date, Golder has completed a range of subsurface boreholes, soil testing, groundwater assessment, and geotechnical analyses at the SHINE site (Golder, 2012a; 2012b; 2012c). The geotechnical analyses are to support initial engineering design of manufacturing and related facilities proposed at the SHINE site.

One important aspect of both the site safety analysis process and engineering design is the assessment of seismic hazard at the site. While Wisconsin is not generally regarded as an area of high historical earthquake activity and seismic hazard, it remains necessary for engineering design to quantify the level of earthquake hazard at the site. Principal outputs of this seismic hazard assessment (SHA) are as follows:

• A description of the geologic, tectonic and seismic history of the region surrounding the SHINE site;

• An evaluation of the location and activity of any capable faults that could affect the SHINE site; and

• Seismic parameters recommended for structural analysis and design of both building and non-building structures as outlined in the 2009 IBC-ASCE 7-05 procedures.

1.1) Work Scope The full extent of professional services and associated tasks SHINE contracted from Golder are set out in Golders proposal to Shine Medical Technologies on October 6, 2011 (Golder proposal P113-81051). For the SHA, Golder has undertaken the following office-based tasks:

• Acquire and review regional and site geology within the region of the SHINE site, including regional stratigraphy, regional geologic history and structural development, and location and seismic potential of any significant basement structures as indicated by the analysis of geophysical data such as magnetic and gravity anomalies, deep seismic reflection interpretations, and borehole measurements.

• Search online databases of historical seismicity to develop a project-specific historical epicenter catalog within the region of the SHINE site, including records of felt earthquake intensity (isoseismal maps) for the major historical earthquakes.

• Review available geologic information to evaluate the potential for seismically capable faults within the region of the SHINE site.

• Evaluate the seismic hazard at the site by obtaining estimates of peak ground acceleration (PGA) and spectral accelerations (Sa) from the 2008 U.S. Geological 5 Report #5

SHINE Medical Technologies Seismic Hazard Report Survey (USGS) national seismic hazard maps and associated ground motion estimation tools.

• Recommend seismic parameters for application of the 2009 IBC-ASCE 7-05 standard procedures.

• Evaluate the Maximum Earthquake Potential for the site by completing a deaggregation of the 2008 USGS seismic hazard model to evaluate source(s) of the seismic hazard at a range of return periods from 475 to 19,900 years.

• Prepare this report, including figures, maps, tables, and databases.

The principal purpose of this report is to summarize existing geologic and seismic information for the Shine site and surrounding region. The information is provided to contribute descriptions of the site geologic and seismic characteristics for the environmental impact assessment of the project. The seismic information contained in this report also forms part of the engineering analyses for the SHINE site. This report is not the Safety Analysis Report (SAR) for the site characteristics, which is at present in preparation. Golder has, however, reviewed the guidelines of NUREG 1537 Parts 1 and 2, Section 2.5 for non-power reactors so that information provided in this SHA is, wherever practical, compatible with the NUREG 1537 guidelines.

The preparation of this report was undertaken following the Golder Quality Assurance Program Description (QAPD) (Golder, 2012d). Golders Geotechnical Engineering Report for Janesville, Wisconsin (Golder, 2012a) provides a description of the QAPD.

1.2) Definitions For the purposes of this report we define the SHINE region as the area within a 124-mile (200 km) radius of the SHINE project site (SHINE site) near Janesville. For the assessment of the capability of the mapped faults, we use the definition of capable as set out in Appendix A of 10 CFR Part 100: a capable fault is a fault with at least one of the following:

1. 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.

2. Macro-seismicity instrumentally determined with records of sufficient precision to demonstrate a direct relationship with the fault.

3. A structural relationship to a capable fault according to characteristics above such that movement on one could be reasonably expected to be accompanied by movement on the other.

The 10 CFR Part 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 6 Report #5