ML13309B034

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Shine Medical Technologies, Inc., Application for Construction Permit Response to Environmental Requests for Additional Information, Enclosure 2, Attachment 20 - Data Report of Well Installation (Stevens Point, Wi) Rev 2
ML13309B034
Person / Time
Site: SHINE Medical Technologies
Issue date: 09/26/2012
From:
SHINE Medical Technologies
To:
Office of Nuclear Reactor Regulation
Shared Package
ML13303A887 List:
References
113-81093, Rev 2, SMT-2013-034
Download: ML13309B034 (24)
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ENCLOSURE 2 ATTACHMENT 20 SHINE MEDICAL TECHNOLOGIES, INC.

SHINE MEDICAL TECHNOLOGIES, INC. APPLICATION FOR CONSTRUCTION PERMIT RESPONSE TO ENVIRONMENTAL REQUESTS FOR ADDITIONAL INFORMATION DATA REPORT OF WELL INSTALLATION STEVENS POINT, WISCONSIN REVISION 2, SEPTEMBER 26, 2012 23 pages follow

DATA REPORT OF WELL INSTALLATION STEVENS POINT, WISCONSIN DATA REPORT OF 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.

VICINITY_MAP_WI.dwg REVIEW 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' 100' 100' WISCONSIN CENTRAL LTD.

WISCONSIN CENTRAL LTD.

60' VE

.35' S88°58'06"E 8"W 629 N9 25'2 02-1000-10 TRANSIT FACILITY 18.61 AC.

BRILOWSKI ROAD PROPOSED 10.33 AC.

INTERSTATE 21 AC.

21 AC. 700' PROPERTY10.43 AC. 700' 700' HIGHWAY 39 BOUNDARY 20' 75+00 80+00 85+00 60+00 70+00 40' 40 FT. SEWER & WATER MAIN EASEMENT 70+ SEWER & WATER MAIN EASEMENT E.M. COPPS DRIVE 00 15 FT. UTILITY EASEMENT 01-2200-01 02-1000-10 S01 26'31"E 1,391.05' (5501) 1,000'R 3 AC. 2.2 AC. 1.5 AC. 100' FUTURE STREET N4 26'57"W 609.15' 01-2200-02 2.4 AC. 1.5 AC.

02-1002-02 02-1100-01 UTILITY S88°58'06"E 1,868' EASEMENT +324.284 N1 50'21"W 80' 02-1000-07 85.30' (2901) +324.712 1,000'R 82.02' 02 13 AC. 5 AC. 5.1 AC.

55+00

-110 COPPS DRIVE +300.328 0-03 E.M. 82.02' 4.26 AC.

+299.900 02-1000-04 THIS IS A NON-TANGENT CURVE S.T.H. 51/I 39 02-1002-03 85.30' 02-1002-03 80 AC.

02-4005-99 01-2200-03 N87 08'11"E 1,308.61' 02-1002-01 (2917) 66' YE DRIVE 80' FUTURE STREET 02-1000-10 23.34 AC.

02-1000-15 02-1003-01 02-1000-10 SM-GW1A 316' N1 13'25"W 1084.76' (3001)

N1 50'21"W 2881.74' SM-GW4A 1,868' BUSINESS PARK DRIVE 01-2300-01 316' 02-1001-06 N01°01'45"W 1,868' 02-1001-02 S01 01'45"E 1,325.44' (3017) 02-1001-03 TOWN OF HULL 45+00 02-1000-14 (5700) 02-1001-05 TOWN OF STOCKTON URT (5416) (5500) 01-2300-03 25.23 AC.

02-1001-01 19.93 AC.

0) 2.4 AC. 17.52 AC.

1) (540 CLEM'S WAY 02-4005-99 (310 LANDS' END WAY (5525) (5533) WPS EASEMENT V676/748 TOWN OF HULL (5525) 01-2300-02 02-1000-10 02-1000-08 0 TOWN OF HULL

+0 40 02-1000-11 WPS EASEMENT V687/176 POINT 02-1000-16 CITY OF STEVENS WPS EASEMENT V687/176 TRANSMISSION LINE 02-1000-09 N88 09'25"E 33' S87 17'33"W 2597.95' WPS EASEMENT V679/341 TOWN OF PLOVER 02-4002-08 WPS EASEMENT V687/176 5.1 AC.

WPS EASEMENT V679/341 0.4 AC. 1,868' 3.7 AC.

02-4000-07 WPS EASEMENT V679/788 WPS EASEMENT V675/813 WPS EASEMENT V676/760 02-4000-16 02-4000-18 JA 0

+0 35 DE CO SM-GW3A TOWN OF STOCKTON 02-4002-04 DRIVE TOWN OF PLOVER UR 66 T

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 N42 42'29"E 02-4001-02 70.23' 02-4005-99 02-4005-10 02-4005-09 POSSIBLE T

02-4005-99 UR 2300' 66' 02-4000-07 CO S.T.H. 51/I 39 BUILDING N0 05'49"E S1 50'49"E 2635.47' AREA 02-4001-03 (3241) 25+00 02-4005-11 (3300)

BRILOWSKI ROAD 66' S 02-4004-04 85+00 PAS K.B. WILLETT DRIVE 02-4005-12 02-4005-13 (3301) 02-4004-05 01-3000-03 02-4000-15 JOHN JOANIS 02-4004-99 ROW CARRIE FROST DRIVE CARRIE FROST DRIVE 90+00 02-4000-06 (3317) 02-4005-04 100O 0 100O 02-4005-03 02-4004-06 01-3000-02 02-4005-01 110+00 17+00 (END TAPER) 000 NU E

"E 400.50' 02-4 02 4000 10 316)

USINESS PARK DRIVE 3325)

URE DRIVE SCALE FEET NOTES 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 TITLE AS SHOWN 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. REV. 1 ---- SHN / STEVENS POINT / WI 113-81093 2 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

2.2 AC. 1.5 AC. 100' FUTURE STREET 1.5 AC.

S88°58'06"E 1,868' 5 AC. 5.1 AC.

Point Table PROPOSED

,308.61' 80 AC. PROPERTY GROUND BOUNDARY NORTHING EASTING DESCRIPTION ELEVATION (FT) (FT) 80' FUTURE STREET (FT) 23.34 AC.

SM-GW1A 246550.68 2099316.48 1108.7 316' SM-GW1A SM-GW4A SM-GW2A 244939.33 2099393.36 1107.3 1,868' SM-GW3A 245281.57 2100542.56 1113.0 316' SM-GW4A 246217.67 2100916.83 1113.9 N01°01'45"W 1,868' S01 01'45"E 1,325.44' TOWN OF HULL LEGEND POSSIBLE TOWN OF STOCKTON SM-GW1A BOREHOLE LOCATION AND BUILDING DESIGNATOR AREA 25.23 AC.

2.4 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 WPS EASEMENT V679/341 1.) BOREHOLE COORDINATES AS SURVEYED BY AYERS TOWN OF PLOVER 341 0.4 AC. 5.1 AC. 1,868' ASSOCIATES ON 11/11/2011. 3.7 AC.

2.) PROPOSED BUILDING FOOTPRINT IS A SQUARE, MEASURING 316 FEET ON EACH SIDE.

SM-GW3A TOWN OF STOCKTON TOWN OF PLOVER 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 DESIGN ---- ---- WELL LOCATION MAP SHINE MEDICAL FACILITY PROVIDED BY CITY 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 AT 9/12/12 Proposed_building_layout_SP.dwg FIG.

PROJECT No. REV. 1 ---- SHN / STEVENS POINT / WI 113-81093 3 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

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