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Building Permit 10.0920
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LOT BLOCK ADDITION PID 2s..92Z oe)3.. OWNER (Name) SHAKO PEE POInic. Urn /r/os COMI1/$5/o1) (Phone) 952 233 /54/ (Address) 26-5 59R/}z/,u STREET 5114KoPtE lyn! SS379 BUILDER P0110D,¢T/OA p jLE T,RrcAL. (v/k02R S CEO') N (Company Name) PVa.P1rr g' Sr4TEs y,-ufPA,cra,et�t/4- (Phone) E13I.: 3 20 257 90/V (Contact Name) Eg/ ; HEWR y,C w e RS SIATcc s ,Tod SHALL 3cl/eft (Phone) 514TE51 763 5$$ '722 Z (Address) F13/; 272D 1 l2 $rReer5 3TCLot/l)/&S63o/ Sri}Qes; co o[/awa 4veN, dmieitvno/3itbd5YY24 TYPE OF WORK EeNew Construction ['Deck ['Porch ate-Roofing ❑Re-Siding ['Lower Level Finish 0 Fireplace Addition ❑Alteration ['Utility Connection CODE: T.R.C. 1LB.C. 0 Misc. Type of Construction: I II III IV ®A P > 6 ii.D/U(,- Occupancy Group: A B E ® H I M R S U PROJECT COST/VALUE $ 60,000 Division: © 2 3 4 5 (excluding land) I hereby certify that I have furnished information on this application which is to the best of my knowledge true and correct. I also certify that I am the owner or authorized agent for the above-mentioned property and that all construction will conform to all existing state and local laws and will proceed in accordance with submitted plans. I am aware that the building official can revoke this permit for just cause. Furthermore,I hereby agree that the city official or a designee may enter upon the property to perform needed inspections. x XP.tf-s%ii 4a't tr Her 4pp/t4lole Zola- 9-13 Signature Contractor's License No. Date r Permit Valuation sllV451. Park Support Fee # $ Permit Fee $ -1 Si_ SAC # $ Plan Check Fee $ 19 2...38 Water Meter Size 5/8";1"; $ State Surcharge $ 1:).. _ Pressure Reducer $ Penalty $ Sewer/Water Connection Fee # $ Plumbing Permit Fee $ Water Tower Fee # $ Mechanical Permit Fee $ Builder's Deposit $ Sewer&Water Permit Fee $ Other $ Gas Fireplace Permit Fee $ TOTAL DUE $ 1Z79 .88 This Appli.on Be. ' s Y- uiiding Per tit When App .ve. Paid /Z 7 9 7 e) Receip o. (o/¢(o 4�.jg( + 11° Date /0, e (U By Buiidin•Official r' D• This is to certify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document when signed by the City Planner constitutes a temporary Certificate of Zoning compliance and allows construction to commence. Before occupancy,a Certificate of Occupancy must be issued. ' ..c PL'fling Director �� Dat� �� Specialt � mt�� 0 /eCi i ,if . 24 hour notice for all inspections(952)447-9850,fax(952)447-4245 4646 Dakota Street S.E.,Prior Lake,Minnesota 55372 1 . )` a..� ...n ^,,ew.�B1L es^ .`a..'.+ty. .tu 3v5 .:sv.^!.c._ ..e. ♦ R... ' __sr Oi "IQ� .1 irj White -Building 41INNESooP Canary -Engineering Pink -Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT Lr' 1 �'�. f .',r li%f/'‘t cr e-ico c C, 1 L t flex APPLICATION RECEIVED The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: Accepted /V Accepted With Corrections Denied Reviewed By: Date: Comments: ,c za 4A' o� G,orri 4 "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." .. 0 PRIp4 U tt,i White -Building Canary Engineeringnin Pink -Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT 6E // sHevP&-&-- 'P060 d- On&I-r7 .' APPLICATION RECEIVED ?. 14 . /0 The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: Accepted Accepted With Corrections Denied , /4) (At ....., Reviewed By: Date: C la Com ents: t. Co�rra-77S raeu s M4fN r74-./".-/S 4r - A_ 7-,:---„ s 2 PF2,:v f,o6- 5'rAt- ®F- iit v 'r_ c Z46=1_ s' 40,4"rAi /- 6 . C C . GeYL T/tc t ' PL- 44E a" STn ucr-44.. , "The issuance or granting of a permit or approv I of plans, specifications and computations shall not be construed to be a permit for, r an approval of, any violation of any of the provisions of this code or of any other ordi ance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." Page 1 of 2 Bob Hutchins From: Favero, Kevin [KFavero@RWBeck.com] Sent: Thursday, July 29, 2010 11:19 AM To: Bob Hutchins Cc: Jeff Matzke; Aldridge, Ken; Adams, Joe; Athmann, Marv;jcrooks@shakopeeutilities.com Subject: Control Building Foundation Bob, We have opened bids for the control building at Shakopee Public Utilities Pike Lake Substation. The apparent low bidder will require a building that is 15 feet longer, bringing the total building length to 65 feet. The building and building foundation design will not change except to accommodate this additional length. We will send revised drawings in the next couple of days. The contract is scheduled to be considered by the SPU commission on August 2 and we will confirm this after the SPU commission meeting. Kevin Favero Senior Manager kfavero@rwbeck.com Direct 651.289.2509 Cell 952.288.6526 1380 Corporate Center Curve, Suite 305, St. Paul, MN 55121 An SAIC Company rwbeck.com This communication and any related verbal communication are provided under the terms of R. W Beck's contract with its client,and are not intended to be used or relied upon by any third party other than advisors or consultants to the client.Any use of such communication by any other third party is the responsibility of such third party,and R. W.Beck accepts no responsibility for any damages incurred by any third party as a result of decisions or actions based on such communication.Any guidance or opinions provided herein should only be read and relied upon by client within the limitations and context of any prior guidance provided by R. W Beck in any prior work products relating to the subject matter of such communication. From: Favero, Kevin Sent: Friday, July 23, 2010 1:33 PM To: 'Bob Hutchins' Cc: 'Jeff Matzke' Subject: Control Building Foundation Bob, Attached is a drawing showing the foundation for the control building at the proposed Shakopee Public Utilities Pike Lake Substation. Let me know if you need any additional information. Thanks. Kevin Favero Senior Manager kfavero@rwbeck.com Direct 651.289.2509 Cell 952.288.6526 1380 Corporate Center Curve, Suite 305, St. Paul, MN 55121 8/2/2010 Page 1 of 2 Bob Hutchins From: Favero, Kevin [KFavero@RWBeck.comj Sent: Thursday, July 29, 2010 1:46 PM To: Bob Hutchins Cc: Jeff Matzke; Aldridge, Ken; Adams, Joe; Athmann, Marv;jcrooks@shakopeeutilities.com Subject: Address of Pike Lake Substation Bob or Jeff, cleicarc., et+rjet... Do you know if there is an address assigned to Pike Lake substation? Thanks. t..4...14 /446. Kevin Favero cJ Senior Manager kfavero@rwbeck.com Direct 651.289.2509 Cell 952.288.6526 1380 Corporate Center Curve, Suite 305, St. Paul, MN 55121 1tJi . An SAIC Company rwbeck.com This communication and any related verbal communication are provided under the terms of R. W.Beck's contract with its client,and are not intended to be used or relied upon by any third party other than advisors or consultants to the client.Any use of such communication by any other third party is the responsibility of such third party,and R. W.Beck accepts no responsibility for any damages incurred by any third party as a result of decisions or actions based on such communication.Any guidance or opinions provided herein should only be read and relied upon by client within the limitations and context of any prior guidance provided by R. W.Beck in any prior work products relating to the subject matter of such communication. From: Favero, Kevin Sent: Thursday, July 29, 2010 11:19 AM To: 'Bob Hutchins' Cc: 'Jeff Matzke'; Aldridge, Ken; Adams, Joe; 'Athmann, Marv'; John Crooks (SPU) (jcrooks@shakopeeutilities.com) Subject: Control Building Foundation Bob, We have opened bids for the control building at Shakopee Public Utilities Pike Lake Substation. The apparent low bidder will require a building that is 15 feet longer, bringing the total building length to 65 feet. The building and building foundation design will not change except to accommodate this additional length. We will send revised drawings in the next couple of days. The contract is scheduled to be considered by the SPU commission on August 2 and we will confirm this after the SPU commission meeting. Kevin Favero Senior Manager kfavero@rwbeck.com Direct 651.289.2509 Cell 952.288.6526 1380 Corporate Center Curve, Suite 305, St. Paul, MN 55121 m it f An SAIC Company 8/2/2010 PROCUREMENT CONTRACT NO. 00422-P2 15-KV METAL-CLAD SWITCHGEAR PIKE LAKE SUBSTATION Prepared and issued by: In conjunction with: Shakopee Public Utilities Commission R.W.Beck,Inc. Shakopee,MN Minneapolis,MN (Buyer) (Engineer) June 2010 SECTION 00 01 07 CERTIFICATION PAGE PROCUREMENT CONTRACT NO. 00422-P2 15-KV METAL-CLAD SWITCHGEAR PIKE LAKE SUBSTATION I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Kevin T. Favero, P.E. Senior Manager Reg.No. 13957 Date Issued:June 30,2010 Quality Assurance Review: Authorized for Issue: R. W BECK,INC. R. W. BECK, INC. Kenneth Aldridge,P.E. Keith Deaton,P.E. Senior Project Manager Senior Vice President Client 003292/Project No.01-00422-10101 00 01 07-1 SEALS PAGE Issue Date: *Date* SECTION 33 77 35 MEDIUM VOLTAGE METAL-CLAD SWITCHGEAR ASSEMBLY PART 1 GENERAL 1.01 SUMMARY A. Section includes furnishing,testing, delivery, and field assembly of outdoor,walk-in, non-arc-resistant or arc-resistant,metal-clad switchgear assemblies containing: 1. Circuit breakers 2. Protective relay and control equipment 3. Station battery system 4. Station service transformer 5. AC/DC panels 6. Instrument transformers 7. SCADA remote terminal unit 8. Telephone protection equipment B. The switchgear manufacturer shall serve as the single point of responsibility for field service as well as warranty for all component systems installed within the assembly. The manufacturer shall provide all interconnection wiring between components systems installed within the assembly and shall furnish functional testing of these items including but not limited to Metal-Clad Switchgear, Protective Relaying and Control,AC/DC Systems, etc. 1.02 REFERENCES A. American National Standards Institute (ANSI) 1. C37 Series,Power Circuit Breakers 2. C37 Series,Protective Relays 3. C37.09,IEEE Standard Test Procedure for AC High Voltage Circuit Breakers Rated on a Symmetrical Current Basis 4. C37.20.2,IEEE Standard for Metal-Clad Switchgear Page 1 of 11 1 5. C37.20.7, IEEE Guide for Testing Medium Voltage Metal-Enclosed Switchgear Rated up to 38-kV for Internal Arcing Faults 6. C39.1, Switchboard Instruments 7. C57 Series,Dry-Type Transformers 8. C62.11,Metal Oxide Surge Arresters 9. C59.13.2, Standard Specifications for Sulfur Hexafluoride(ASTM D2472) 10. C57.13,Instrument Transformers 11. Z358.1, Emergency Eyewash and Shower Equipment B. Insulated Cable Engineers'Association(ICEA) 1. ICEA, Specifications for Wire and Cable C. Institute of Electrical and Electronics Engineers (IEEE) 1. IEEE, Requirements for Short Circuit Withstand 2. IEEE 48, High-Voltage Alternating Current Cable Terminations 3. IEEE 484,Recommended Practice for Installation of Large Storage Batteries 4. IEEE 450, Recommended Practice for Maintenance, Testing and Replacement of Large Storage Batteries D. National Electrical Code (NEC) 1. Current Rating of Control Wiring E. National Electrical Manufacturers Association 1. NEMA SG4,Power Circuit Breakers 2. NEMA SG5, Power Switchgear Assemblies 3. NEMA SG6, Power Switching Equipment 4. NEMA SG2,High Voltage Fuses Page 2 of 11 Page 1 of 2 Bob Hutchins From: Favero, Kevin [KFavero@RWBeck.com] Sent: Thursday, July 01, 2010 9:13 AM To: Bob Hutchins Subject: Switchgear building Pike Lake substation Bob, Let me know if this does not work. I talked to Walt Lusian, state electrical inspector(952 934 0229), and he said that since the building is only going to be used for electric distribution system switchgear and will not include any staffed office facilities, it does not need an electrical permit or inspection. Kevin Favero Senior Manager kfavero@rwbeck.com Direct 651.289.2509 Cell 952.288.6526 1380 Corporate Center Curve, Suite 305, St. Paul, MN 55121 ft311 Jj An SAIC Company rwbeck.com This communication and any related verbal communication are provided under the terms of R. W.Beck's contract with its client,and are not intended to be used or relied upon by any third party other than advisors or consultants to the client.Any use of such communication by any other third party is the responsibility of such third party,and R. W.Beck accepts no responsibility for any damages incurred by any third party as a result of decisions or actions based on such communication.Any guidance or opinions provided herein should only be read and relied upon by client within the limitations and context of any prior guidance provided by R. W Beck in any prior work products relating to the subject matter of such communication. From: Bob Hutchins [mailto:BHutchins@CityofPRIORLAKE.com] Sent: Thursday, July 01, 2010 8:32 AM To: Favero, Kevin Subject: RE: Switchgear building Pike Lake substation Kevin,I just discovered that the 2nd page/elevations will not print.Can you send just the 2nd page back to me and hopefully it will print?Thanks Robert D. Hutchins Building Official City of Prior Lake 4646 Dakota Street SE Prior Lake, MN 55372 952.447.9851 Fax 952.440.4263 City Email Updates.Sign up now. Original Message From: Favero, Kevin [mailto:KFavero@RWBeck.com] Sent: Wednesday, June 30, 2010 1:39 PM To: Bob Hutchins Subject: Switchgear building Pike Lake substation 7/1/2010 Page 2 of 2 Bob, Per our discussion,attached for review are drawings and specifications for the switchgear building at the Shakopee Public Utilities proposed Pike Lake substation to be construction on the west side of new CR21 0.5 miles north of CR42. Please let me know if these look okay to you or if you have any questions or comments. I will be sending out the drawings and specifications to potential bidders tomorrow(July 1) so if you have time to get me your comments by then that would be great. Otherwise,we can issue an addendum before the bid due date (July 27) if there are changes that need to be made. Thanks for your help. Kevin Favero Senior Manager kfavero@rwbeck.com Direct 651.289.2509 Cell 952.288.6526 1380 Corporate Center Curve, Suite 305, St. Paul, MN 55121 An SAIC Company rwbeck.com This communication and any related verbal communication are provided under the terms of R. W.Beck's contract with its client,and are not intended to be used or relied upon by any third party other than advisors or consultants to the client.Any use of such communication by any other third party is the responsibility of such third party,and R. W.Beck accepts no responsibility for any damages incurred by any third party as a result of decisions or actions based on such communication.Any guidance or opinions provided herein should only be read and relied upon by client within the limitations and context of any prior guidance provided by R. W.Beck in any prior work products relating to the subject matter of such communication. 7/1/2010 CITY OF PRIOR LAKE DRC PROJECT REVIEW CHECKLIST PROJECT NAME: SPUC Substation CUP Amendment Application to amend height of tower from 60'to 110' APPLICANT: R.W. Beck (Kevin Favero) SITE INFORMATION PID#: 25-923-007-1 &25-922-003-3 LOCATION: W OF FUTURE CR 21, N OF 140'"ST SW EXISTING ZONING: A, AGRICULTURAL COMPREHENSIVE PLAN: R-LD, URBAN LOW DENSITY PROJECT REQUEST: SITE PLAN APPROVAL DISTRIBUTE TO: APPLICATION FOR: • Frank Boyles • Larry Poppler Administrative Land Division • Jerilyn Erickson • Doug Hartman Comprehensive Plan Amend. • Bob Hutchins • Bill O'Rourke Conditional Use Permit • Danette Parr Ross Bintner Home Occupation • Jane Kansier Rezoning MN Valley Electric Site Plan DNR—Janell Miersch CenterPoint Energy Preliminary Plat • County Hwy. Dept. Watershed Dist. PUD MNDOT Integra Final Plat SMDC Xcel Energy Variance Met. Council Mediacom Cable • Conditional Use Permit Amendment Date Received 07/12/10 Date Distributed 07/19/10 Date Due 08/03/10 Complete Application 07/16/10 Date Distributed to 07/19/10 DRC Meeting 08/05/10 Date DRC Publication Date 07/24/10 Tentative PC Date 08/09/10 Tentative CC N/A Date 60 Day Review Date 09/10/10 Review Extension 10/10/10 I:\10 files\10 cup's\spuc substation cup amendment\referal form.doc Page 1 October 30,2009 I I Jeff Matzke City of Prior Lake • 4646 Dakota Street SE Prior Lake, MN 55372-1714 Subject: Application for Conditional Use Permit Dear Mr. Matzke: Enclosed is supplemental information for the Application for Conditional Use Permit for the Pike Lake Substation by Shakopee Public Utilities. This supplemental information addresses questions from the City of Prior Lake staff and includes the following: • Screening and landscaping. Attached are ten (10) full size copies and one 11 X 17-inch copy of drawing SK2.0 General Arrangement of Proposed Pike Lake Substation dated October 30, 2009, that incorporates the landscaping and the substation layout. As shown are the drawing, there is additional landscaping and screening on the north side of the substation and the hackberry and accolade elm trees along the County State Aid Highway (CSAH)21 right-of-way are 2.5-inch caliper trees. • Building Elevations. Attached are ten (10) full size copies and one 11 X 17-inch copy of drawing SK3.0 showing the elevation dimensions of the switchgear building as well as the area (in square feet) and percentage of the building exterior comprised of metal trim, brick façade, and doors. • Structure Elevations. Attached are ten(10) full size copies and one 11 X 17-inch copy of drawing SK4.0 showing the elevation dimensions of the structures in the substation yard. • Drainage Plan. Enclosed are six (6) full size drawings of sheet 6.13 showing the drainage plan which was included with the original submittal. • Future West Access Driveway. The potential future grading of the west access road corridor is shown in the lower left hand corner of drawing SK2.0 General Arrangement showing a 7% slope. Actual grading will depend upon the location of the local street that serves the future west access driveway. • Future Building and Equipment. As described in note 1 on drawing SK3.0, initially only one building and power transformer will be installed. A similar second switchgear building and power transformer will be installed at a later date. A r f.7 r .I1N C fir. l bill NOV 3 2 ., By By 003292 101-00016-30101/070393 1tr103009.doc 1380 CORPORATE CENTER CURVE, SUITE 305 ST. PAUL, MN 55121 (P) 651.994.8415 (F) 651.994.8396 Jeff Matzke October 30, 2009 Page 3 Please email me the agenda for the Planning Commission meeting at which this will be considered and let me know if there is any additional information that is needed. My email address is kfavero@rwbeck.com and my phone number is 651 289 2509. Thanks for your assistance. Sincerely, R. W. BECK,INC. 1)A Kevin Favero Senior Manager c w/encl: Joe Adams(SPU) 003292 I 01-00016-20301/070393 1tr103009.doc AMERICAN ENGINEERING TESTING, INC: CONSULTANTS •ENVIRONMENTAL •:GEOTECHNICAL •MATERIALS •'FORENSICSREPORT OF GEOTECHNICAL EXPLORATION AND REVIEW Proposed Pike Lake Substation Prior Lake, Minnesota AET Project No. 01-04740 Date: February 23,2010 Prepared for: Shakopee Public Utilities c/o R.W. Beck,Inc. 1380 Corporate Center Curve, Suite 305 St. Paul, MN 55121 www.amengtest.com t olt A Report of Geotechnical Exploration and Review Pike Lake Substation Prior Lake, Minnesota AET Project No. 01-04740 February 23, 2010 Prepared for: Prepared by: • Shakopee Public Utilities American Engineering Testing,Inc. c/o R.W. Beck, Inc. 550 Cleveland Avenue North 1380 Corporate Center Curve, Suite 305 St. Paul,Minnesota 55114 St. Paul, MN 55121 (651)659-9001/www.amengtest.com Attn: Mr. Kevin Favero, PE Report Authored By: Peer Review Conducted By: or /414'''`i'21 Robin L. Flickinger Steven D. Koenes, PE Senior Engineer Principal Engineer I hereby certify that this plan,specification,or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota Date: 2.A IA License#: 13180 • Copyright 2010 American Engineering Testing,Inc. All Rights Reserved Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project. TABLE OF CONTENTS AET Project No. 01-04740 1.0 INTRODUCTION 1 2.0 SCOPE OF SERVICES 1 3.0 PROJECT INFORMATION 1 4.0 SUBSURFACE EXPLORATION AND TESTING 2 4.1 Field Exploration Program 2 4.2 Laboratory Testing 3 5.0 SITE CONDITIONS 3 5.1 Surface Observations 3 5.2 Subsurface Soils/Geology 3 5.3 Ground Water 4 5.4 Review of Soil Properties 4 6.0 RECOMMENDATIONS 5 6.1 Estimated Soil Design Parameters 5 6.2 Substation Grading 6 6.3 Foundation Design 7 6.4 Floor Slab Design 9 6.5 Estimated Subgrade R-value • 9 7.0 CONSTRUCTION CONSIDERATIONS 9 7.1 Potential Difficulties 9 7.2 Excavation Backsloping 10 7.3 Observation and Testing 10 8.0 LIMITATIONS 10 APPENDIX A—Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 -Boring Locations Subsurface Boring Logs APPENDIX B —Geotechnical Report Limitations and Guidelines for Use • GEOTECHNICAL EXPLORATION AND REVIEW PIKE LAKE SUBSTATION PRIOR LAKE, MINNESOTA AET PROJECT NO. 01-04740 1.0 INTRODUCTION You are proposing to construct the new Pike Lake Substation on the west side of proposed CSAH 21,just south of the boundary between Shakopee and Prior Lake, Minnesota. To assist planning and design, you have authorized American Engineering Testing, Inc. (AET) to conduct a subsurface exploration program at the site, conduct soil laboratory testing, and perform a geotechnical engineering review for the project. This report presents the results of the above services, and provides our engineering recommendations based on this data. Note that our borings were drilled in May, 2008 and you recently requested that we complete the report based on recently received design information. 2.0 SCOPE OF SERVICES Our scope of services for this project, as outlined in our proposal, was limited to the following elements. • Drill and sample six (6) Standard Penetration test (SPT) borings to depths of 35 feet below grade. • Visually/manually classify the soil samples and perform limited laboratory testing on the recovered soil samples,along with water content testing of selected samples. • Geotechnical engineering analysis based on the gained data and preparation of this report. These services are intended for geotechnical purposes. The scope is not intended to explore for the presence or extent of environmental contamination. 3.0 PROJECT INFORMATION We understand the proposed construction at this site will include a new substation. The proposed new substation will include,but not be limited to, switchgear buildings, transformers, shield wire AMERICAN ENGINEERING TESTING,INC. AET Project No. 01-04740 poles, communication poles, deadend structures, and bus support structures. The structures are planned to be supported on conventional spread-footing foundations or on drilled pier foundations. We assume all the on-grade structures will be supported on footings founded at sufficient depth for protection from frost penetration or a soil correction will be performed in the foundation area which includes placing non-frost susceptible granular soils beneath the foundation and then constructing the foundation at a shallow depth below grade. We understand the final substation grade will be approximately elevation 899. R.W. Beck has provided us with loadings for the proposed structures. Vertical loads will range from about -10 to 260 kips, shear loads will range from about 2 to 152 kips, and moments will range from about 5 to 250 foot-kips. We assume the enclosed substation area and entry road may be subjected to heavy truck loadings. It is our understanding that the substation area will be gravel surfaced. Our foundation design assumptions include a minimum factor of safety of 3 with respect to localized shear or base failure of the foundations. We assume the structure will be able-to-tolerate total and differential settlements of up to 1 inch and '/Z inch,respectively. The above stated information represents our understanding of the proposed construction. This information is an integral part of our engineering review. It is important that you contact us if there are changes from that described so that we can evaluate whether modifications'to our recommendations are appropriate. 4.0 SUBSURFACE EXPLORATION AND TESTING 4.1 Field Exploration Program The subsurface exploration program conducted for the project consisted of six (6) standard penetration test borings conducted on May 23, 2008. The logs of the borings and details of the drilling methods used appear in Appendix A. The logs contain information concerning soil Page 2 of 10 AMERICAN ENGINEERING TESTING,INC. AET Project No. 01-04740 layering, soil classification, geologic description, and moisture condition. Relative density or consistency is also noted for the natural soils, which is based on the standard penetration resistance(N-value). The boring locations are shown on Figure 1 in Appendix.A. The borings were staked in the field by WSB &Associates and surface elevations were provided for our use. We drilled the borings using 3'/4-inch inside diameter hollow stem augers. Refer to Appendix A for details on the drilling and sampling methods, the classification methods, and the water level measurement methods. 4.2 Laboratory Testing The recovered samples were returned to our laboratory where we visually/manually classified each sample based on texture and plasticity in accordance with the Unified Soil Classification (USC) System. Water content testing was also performed on selected samples. Data sheets describing the USC System, and the descriptive terminology and symbols used on the boring logs are also included in Appendix A. 5.0 SITE CONDITIONS 5.1 Surface Observations The new substation area is located on the west side of proposed CSAR 21, just south of the boundary between Shakopee and Prior Lake, Minnesota. There are existing overhead power lines on the north side of the proposed substation area. The substation area is in an existing farm field. The surface elevations at the boring locations range from 904.5 at Boring 1 to 916.0 at Boring 2. 5.2 Subsurface Soils/Geology 1 The site geology consists of 0 to 2 feet of topsoil underlain by fine alluvium, glacial till and Page 3of10 AMERICAN ENGINEERING TESTING,INC. AET Project No. 01-04740 coarse alluvium to the termination depth of the borings. • 5.3 Ground Water Ground water was encountered in one of the borings (Boring #3) at the time of our exploration. The depth to water was about 29.5 feet below existing site grade. The elevation of the measured ground water was about 884.7. As two of the borings encountered non-waterbearing sands at a depth of 35 to 36 feet below the existing grades, we judge the water table to be below the depth explored by our borings. The water encountered in Boring #3 was likely a "perched" condition, where the water was temporarily trapped in the slow draining site soils. Ground water levels fluctuate due to varying seasonal and annual rainfall and snow melt amounts,as well as other factors. 5.4 Review of Soil Properties 5.4.1 Topsoil The topsoil is low to moderate strength material and is judged to be potentially compressible under anticipated foundation and pole loads. The topsoil is slow draining and is at least moderately frost susceptible. 5.4.2 Glacial Till The glacial till is moderate to high strength material and is not judged to be significantly compressible under anticipated foundation loads. The glacial till soils are slow draining. The glacial till soils classified as clayey sand and sandy lean clay are judged to be at least moderately frost susceptible. The glacial till soils classified as silty sand are judged to,be moderate highly frost susceptible. 5.4.3 Fine Alluvium and Mixed Alluvium The fine alluvium and mixed alluvium are typically moderate to high strength materials. The Page 4 of 10 AMERICAN ENGINEERING TESTING,INC. AET Project No. 01-04740 mixed alluvium and fine alluvium with an N-value of 9 bpf or higher are not judged to be significantly compressible under anticipated loads. Those materials with N-values of less than 9 bpf are judged to be potentially compressible under anticipated foundation loads. The mixed alluvium and fine alluvium are judged to be moderate to slow draining and are judged to be at least moderately frost susceptible. 5.4.4 Coarse Alluvium The coarse alluvium is moderate to high strength material and is not judged to be significantly compressible except under anticipated loads. The coarse alluvial materials are moderate to fast draining with the silty sands being moderate draining and the clean sands being fast draining. The coarse alluvial soils consisting of sand and sand with silt are not judged to be significantly frost susceptible, but the remaining coarse alluvial silty sands are judged to be moderately to highly frost susceptible. 6.0 RECOMMENDATIONS 6.1 Estimated Soil Design Parameters Based on the available boring information,we estimated the following design parameters: Boring Depth(ft) Effective Cohesion Adhesion Internal Static Soil Number Density(pcf) (psi) (psi) Friction Modulus** Angle(°) (Pei) 0-4* 110 500 250 0 25 4-6'A 110 1000 600 0 350 1 6'/2-8 120 0 0 3] 50 8-9 120 0 0 3] 50 9-18 130 3000 850 10 1150 18-36 125 1250 750 20 750 0-10* 110 500 500 0 250 2 10-111/4 120 0 0 30 80 11'/2-33 130 2500 710 10 800 33-36 120 1,000 700 15 500 Page 5 of 10 AMERICAN ENGINEERING TESTING,INC. AET Project No. 01-04740 Boring Depth(ft) Effective Cohesion Adhesion Internal Static Soil Number Density(pci) (psi) (psi) Friction Modulus** Angle(°) (pci) 0-2* 110 500 480 0 100 24* 110 1000 750 0 350 3 4-15 125 2000 700 5 600 15-18 130 0 0 30 120 18-29 130 3000 710 10 1000 29-36 70 3000 710 10 1000 0-2* 100 500 460 0 75 24* 110 1000 580 0 400 4 4-28 130 2500 710 10 750 28-32%2. 130 1500 710 25 825 32'/2-35 130 0 0 30 140 35-36 125 0 0 35 _ 140 0-2* 100 500 500 0 100 24* 100 500 500 0 100 4-10 110 1000 700 0 250 5 10-15 125 2000 700 5 500 15-23 130 3000 710 10 1050 23-28 125 1500 710 25 825 28-33 130 1250 710 10 800 33-36. 130 0 0 30 140 0-2* 100 500 500 0 100 2-11Y2 125 2000 600 5 500 6 I 11/2-28 130 2500 710 10 825 28-33 130 0 0 31 180 33-36 125 0 0 35 200 *For drilled pier foundations, we recommend the soil strength(cohesion, static soil modulus, and internal friction angle) be disregarded in the upper 4 feet of the soil profile. **Soil modulus parameter K(p y)for use with LPILE. 6.2 Substation Grading 6.2.1 Excavation As the planned site grade is elevation 899, grading to attain this elevation will result in the removal of all of the existing topsoil and native soils with an N-value of less than 9 bpf. Page 6 of 10 AMERICAN ENGINEERING TESTING, INC. AET Project No. 01-04740 If the equipment can not tolerate frost movements of over one inch,the site should be subcut to a depth of 5 feet below the finished grades. The site should then be brought up to grade with imported non-frost susceptible sand (sand containing less than 8% by weight passing the #200 sieve). If the sand layer is installed,a drainage system will be needed. 6.2.3 Filling Fill required to attain grade in the substation area should be uniformly compacted in thin lifts to a minimum of 98%of Standard Proctor density(ASTM: D698). If frost movement is not a concern, the soils excavated from the substation area would be suitable for reuse as compacted fill in the substation area. The site soils may require moisture conditioning to attain the recommended compaction levels. If needed, the on-site silts and clays could be placed as fill in berm or lawn areas where compaction and frost movements are not critical. 6.3 Foundation Design 6.3.1 Spread Footing/Slab Foundations It should be feasible to support spread footing/slab foundations on the new fill and competent natural soils. Foundations supported at depths shallower than 2 feet below final grade should be proportioned for an allowable bearing capacity of 2,000 psf. Foundations supported at greater depths or footings more than 7 feet in width can be proportioned for an allowable bearing capacity of 3,000 psf. Foundations that can tolerate 1 inch(or more)of frost heave can be supported on the site soils. If there are foundations which are very sensitive to movement (cannot tolerate 1 inch) they should be extended to a depth of at least 60 inches below grade for frost protection. Alternatively, Page 7 of 10 AMERICAN ENGINEERING TESTING,INC. AET Project No. 01-04740 additional subcutting can be performed in sensitive foundation areas. Granular soils containing less than 8%passing the No. 200 sieve and less than 40% passing the No. 40 sieve can then be placed to reattain grade. The subcut should extend a full 5 feet below planned bottom of footing elevation. The non-frost susceptible granular fill should extend at least 5 feet beyond the outside edge of foundation. The granular fill should be compacted in thin lifts to a minimum of 98% of Standard Proctor density(ASTM: D698). Draintile should be placed at the base of the sand. It is our judgment these designs will include a factor of safety of at least 3 against shear or base failure. Total footing settlement should not exceed 1 inch and differential settlement should not exceed '/2 inch. It is our judgment frost heave of the foundations should be less than 1 inch for shallow foundations and less than 1/4 inch for foundations extended to frost depth or placed on at least 5 feet of the cleaner non-frost susceptible granular fill material. 6.3.2 Drilled Pier Foundations It is often preferred to support the bus structures and dead end structures on drilled piers. It is our judgment drilled piers can be utilized on this site. We recommend a minimum pier depth of 10 feet below final grade. Piers extending to this depth (Elevation 889) can be designed for an allowable end bearing capacity of 7,500 psf. We recommend a minimum pier diameter of 30 inches for heavily loaded structures and structures developing high moments. Smaller diameter piers can be used on lightly loaded structures. The design parameters provided in Section 6.1 can be used to design the foundation size and depth. Care should be taken during concrete placement to avoid segregation of the concrete, caused by concrete striking reinforcing steel or the side of the excavation. We also recommend that a positive head of concrete be maintained above the bottom of casing during casing extraction. Page 8 of 10 AMERICAN ENGINEERING TESTING,INC. AET Project No. 01-04740 6.4 Floor Slab Design It appears that the control building(s)will be supported on a thickened slab foundation. However, if an independent floor slab will be placed, any new fill placed to obtain floor slab elevation, including utility and foundation trench backfill, should be compacted to a minimum of 95% of Standard Proctor density. For floor slab design,we suggest assuming a soil modulus of subgrade reaction (K-value)of 100 psi/inch for a sandy lean clay subgrade. 6.5 Estimated Subgrade R-value Based on the existing site lean clay soils, the gravel surface design should be based on a subgrade R-value of 10. 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Potential Difficulties 7.1.1 Runoff Water in Excavation Water may temporarily perch or collect in the excavations. To allow observation of the excavation bottom, to reduce the potential for soil disturbance, and to facilitate filling operations, we recommend water be removed from within the excavation during construction. 7.1.2 Disturbance of Soils The on-site soils can become disturbed under construction traffic, especially if the soils are wet. If soils become disturbed, they should be subcut to the underlying undisturbed soils. The subcut soils can then be dried and recompacted back into place,or they should be removed and replaced with drier imported fill. Page 9 of 10 AMERICAN ENGINEERING TESTING, INC. AET Project No. 01-04740 7.1.3 Cobbles and Boulders Cobbles and boulders are present at the site. The presence of these materials can cause difficulties in mass excavations and when excavating for drilled pier foundations. The contractor should be prepared to remove these materials. • 7.2 Excavation Backsloping If excavation faces are not retained, the excavations should maintain maximum allowable slopes in accordance with OSHA Regulations (Standards 29 CFR), Part 1926, Subpart P, "Excavations" (can be found on www.osha.gov). Even with the required OSHA sloping, water seepage or surface runoff can potentially induce sideslope erosion or running which could require slope maintenance. 7.3 Observation and Testing The recommendations in this report are based on the subsurface conditions found at our test boring locations. Since the soil conditions can be expected to vary away from the soil boring locations, we recommend on-site observation by a geotechnical engineer/technician during construction to evaluate these potential changes. Soil density testing should also be performed on new fill placed in order to document that project specifications for compaction have been satisfied. 8.0 LIMITATIONS Within the limitations of scope, budget, and schedule, our services have been conducted according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, either expressed or implied, is intended. Important information regarding risk management and proper use of this report is given in Appendix B entitled "Geotechnical Report Limitations and Guidelines for Use". Page 10 of 10 Appendix A AET Project No. 01-04740 Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 —Boring Locations Subsurface Boring Logs Appendix A Geotechnical Field Exploration and Testing AET Project No.01-04740 A.1 FIELD EXPLORATION The subsurface conditions at the site were explored by drilling and sampling six standard penetration test borings.The locations of the borings appear on Figure 1,preceding the Subsurface Boring Logs in this appendix. A.2 SAMPLING METHODS A.2.1 Split-Spoon Samples(SS)-Calibrated to N60 Values Standard penetration (split-spoon) samples were collected in general accordance with ASTM: D1586 with one primary modification. The ASTM test method consists of driving a 2-inch O.D. split-barrel sampler into the in-situ soil with a 140-pound hammer dropped from a height of 30 inches.The sampler is driven a total of 18 inches into the soil.After an initial set of 6 inches, the number of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N-value. Our method uses a modified hammer weight,which is determined by measuring the system energy using a Pile Driving Analyzer (PDA)and an instrumented rod. In the past, standard penetration N-value tests were performed using a rope and cathead for the lift and drop system. The energy transferred to the split-spoon sampler was typically limited to about 60%of its potential energy due to the friction inherent in this system.This converted energy then provides what is known as an N60 blow count. The newest drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and subsequently results in lower N-values than the traditional N60 values. By using the PDA energy measurement equipment, we are able to determine actual energy generated by the drop hammer. With the various hammer systems available, we have found highly variable energies ranging from 55% to over 100%. Therefore, the intent of AET's hammer calibrations is to vary the hammer weight such that hammer energies lie within about 60%to 65%of the theoretical energy of a 140-pound weight falling 30 inches. The current ASTM procedure acknowledges the wide variation in N-values, stating that N-values of 100% or more have been observed. Although we have not yet determined the statistical measurement uncertainty of our calibrated method to date, we can state that the accuracy deviation of the N-values using this method is significantly better than the standard ASTM Method. A.2.2 Disturbed Samples(DS)/Spin-up Samples(SU) Sample types described as "DS" or"SU"on the boring logs are disturbed samples,which are taken from the flights of the auger. Because the auger disturbs the samples,possible soil layering and contact depths should be considered approximate. A.2.3 Sampling Limitations Unless actually observed in a sample,contacts between soil layers are estimated based on the spacing of samples and the action of drilling tools.Cobbles,boulders,and other large objects generally cannot be recovered from test borings,and they may be present in the ground even if they are not noted on the boring logs. Determining the thickness of"topsoil"layers is usually limited, due to variations in topsoil definition,sample recovery,and other factors. Visual-manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality definition,alternate methods of sample retrieval and testing should be employed. A.3 CLASSIFICATION METHODS Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described in ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have ,been performed, accurate classifications per ASTM: D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual-manual judgments. Charts are attached which provide information on the USC system,the descriptive terminology,and the symbols used on the boring logs. Visual-manual judgment of the AASHTO Soil Group is also noted as a part of the soil description.A chart presenting details of the AASHTO Soil Classification System is also attached. Appendix A-Page 1 of 2 AMERICAN ENGINEERING TESTING,INC. Appendix A Geotechnical Field Exploration and Testing • AET Project No.01-04740 The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can sometimes aid this judgment. A.4 WATER LEVEL MEASUREMENTS The ground water level measurements are shown at the bottom of the boring logs. The following information appears under "Water Level Measurements"on the logs: • Date and Time of measurement • Sampled Depth: lowest depth of soil sampling at the time of measurement • Casing Depth:depth to bottom of casing or hollow-stem auger at time of measurement • Cave-in Depth:depth at which measuring tape stops in the borehole • Water Level: depth in the borehole where free water is encountered • Drilling Fluid Level:same as Water Level,except that the liquid in the borehole is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes.This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid,weather conditions,and use of borehole casing. A.5 LABORATORY TEST METHODS A.5.I Water Content Tests Conducted per AET Procedure 01-LAB-010,which is performed in general accordance with ASTM: D2216 and AASHTO:T265. A.6 TEST STANDARD LIMITATIONS Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. A.7 SAMPLE STORAGE Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days. • Appendix A-Page 2 of 2 AMERICAN ENGINEERING TESTING,INC. • BORING LOG NOTES DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS Symbol Definition Symbol Definition B,H,N: Size of flush joint casing CONS: One-dimensional consolidation test CA: Crew Assistant(initials) DEN: Dry density,pcf CAS: Pipe casing, number indicates nominal diameter in DST: Direct shear test inches E: Pressuremeter Modulus, tsf CC: Crew Chief(initials) HYD: Hydrometer analysis COT: Clean-out tube LL: Liquid Limit, % DC: Drive casing; number indicates diameter in inches LP: Pressuremeter Limit Pressure,tsf DM: Drilling mud or bentonite slurry OC: Organic Content, % DR: Driller(initials) PERM: Coefficient of permeability(K)test;F-Field; DS: Disturbed sample from auger flights L-Laboratory FA: Flight auger; number indicates outside diameter in PL: Plastic Limit, % inches qp: Pocket Penetrometer strength, tsf(approximate) HA: Hand auger; number indicates outside diameter V Static cone bearing pressure, tsf HSA: Hollow stem auger;number indicates inside diameter q": Unconfined compressive strength,psf in inches R: Electrical Resistivity, ohm-cms LG: Field logger(initials) RQD: Rock Quality Designation of Rock Core, in percent MC: Column used to describe moisture condition of (aggregate length of core pieces 4"or more in length samples and for the ground water level symbols as a percent of total core run) N(BPF): Standard penetration resistance(N-value)in blows per foot$see notes)Sieve analysis NQ: NQ wireline core barrel TRX: Triaxial compression test PQ: PQ wireline core barrel VSR: Vane shear strength, remoulded (field),psf RD: Rotary drilling with fluid and roller or drag bit VSU: Vane shear strength,undisturbed(field),psf REC: In split-spoon (see notes) and thin-walled tube WC: Water content,as percent of dry weight sampling,the recovered length(in inches)of sample. %-200: Percent of material finer than#200 sieve In rock coring, the length of core recovered (expressed as percent of the total core run). Zero STANDARD PENETRATION TEST NOTES indicates no sample recovered. REV: Revert drilling fluid The standard penetration test consists of driving the sampler SS: Standard split-spoon sampler (steel; 1%" is inside with a 140 pound hammer and counting the number of blows diameter; 2" outside diameter); unless indicated applied in each of three 6" increments of penetration. Ifthe otherwise sampler is driven less than 18" (usually in highly resistant SU Spin-up sample from hollow stem auger material), permitted in ASTM:D1586, the blows for each TW: Thin-walled tube; number indicates inside diameter complete 6" increment and for each partial increment is on the in inches boring log. For partial increments, the number of blows is WASH: Sample of material obtained by screening returning shown to the nearest 0.1' below the slash. rotary drilling fluid or by which has collected inside the borehole after"falling"through drilling fluid The length of sample recovered, as shown on the "REC" WH: Sampler advanced by static weight of drill rod and column, may be greater than the distance indicated in the N 140-pound hammer column.The disparity is because the N-value is recorded below 4R: gg��m�, nntt r advanced , static eigQhht of drill rod the initial 6" set (unless partial penetration defined in 94mm: 9i miinuneter wireline core barrel •. ASTM:D1586 is encountered) whereas the length of sample Water level directly measured in boring recovered is for the entire sampler drive (which may even V: Estimated water level based solely on sample extend more than 18"). appearance 01FLD012(11/04) AMERICAN ENGINEERING TESTING,INC. • • UNIFIED SOIL CLASSIFICATION SYSTEM AMERICAN• A ASTM Designations:D 2487,D2488 ENGINEERING • TESTING,INC. mom Soil Classification Notes Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Group Group Name" "Based on the material passing the 3-in Symbol 05-mm) sieve. Coarse-Grained Gravels More Clean Gravels Cu>4 and I<Cc<3E • GW Well graded graver' If field sample contained cobbles or Soils More than 50%coarse Less than 5% boulders,or both, add"with cobbles or than 50% fraction retained finest Cu<4 and/or l>Cc>3E GP Poorly graded gravel' boulders,or both"to group name. retained on on No.4 sieve cGravels with 5 to 12%fines require dual No.200 sieve Gravels with Fines classify as ML or MH GM Silty gravelr'°' symbols: Fines more GW-GM well-graded gravel with silt than 12%fines C Fines classify as CL or CH GC Clayey gravel''''" GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt Sands 50%or Clean Sands Cu>6 and 1<Cc<3E SW Well-graded sand' GP-GC poorly graded gravel with clay j more of coarse Less than 5% °Sands with 5 to 12%fines require dual fraction passes fines° Cu<6 and I>Cc>3E SP Poorly-graded sand' symbols: 1 No.4 sieve SW-SM well-graded sand with silt Sands with Fines classify as ML or MH SM Silty sane"'' SW-SC well-graded sand with clay Fines more SP-SM poorly graded sand with silt than 12%fines° Fines classify as CL or CH SC Clayey sand°'"" SP-SC poorly graded sand with clay Fine-Grained Silts and Clays inorganic PI>7 and plots on or above CL Lean clay' Soils 50%or Liquid limit less "A"line' (D70)2 more passes than 50 P1<4 orlots below ML Silt ECU=D60/D10. Cc= the No.200 "A"line' D,0 x D60 sieve organic Liquid limit-oven dried X0,75 OL Organic claft"Mi'l (see Plasticity Liquid limit-not dried KJ.M.o rlfsoilcontains>Ie.sand,add"with y Organic silt sand"to group name. Chart below) °If fines classify as CL-ML,use dual Silts and Clays inorganic PI plots on or above"A"line CH Fat clay c.M symbol GC-GM,or SC-SM. Liquid limit 50 If fines are organic,add"with organic or more PI plots below"A"line MH Elastic silt"'" fines"to group name. 'If soil contains>15%gravel,add"with organic Liquid limit-oven dried c0.75 OH Organic clayKLMP ravel"to group name. Liquid limit-not dried K LM.Q If Atterberg limits plot is hatched area, Organic silt ' soils is a CL-ML silty clay. Highly organic Primarily organic matter, dark PT Peat" "If soil contains 15 to 29%plus No.200 soil in color,and organic in odor add"with sand"or"with gravel", whichever is predominant. Llf soil contains>30%plus No.200, SIEVE ANALYSIS aopredominantly sand,add "sandy"to Fsa..,0yn.b r.)-l----s...wro" ( Fa dr.ltaw,a°ieaaiad sok end • r eardrodraaarofco .oniedtoh. sgroup name. 111;■:■�:::�;° _ ao- d" ' MI f soil contains>30%plus No.200, „"■.■■■.■' E. "mfmrYlYR. ...25.5 44S. .IP predominantly gravel,add "gravelly" M 20 ms PI.0.7341-2W to group name. 11'1�������1 ® aw5malva°. i �ce "PD4 and plots on or above"A"line. 11111111.. MIM1 a v.dablLI.1OSR-r. a- eo„11I,■■■■.■,w °e°R.o.atu�t / P % G °PI<4 or plots below"A"line. PI plots on or above"A"line. ,011111111��11111♦1 0P1 plots below"A"line. 0, 1111�E�°`=z°�°M1 20 "Fiber Content description shown below. 1111■M11►1111111 ;' p) m 1111ummill_m"a.o.orsl.° <o- • lo•°s• °' °0 10 .1s 20 a0 b. 50 a0 70 60 93 100 110 PARTICLE SIZE IN MIWMETERS LIQUID UNIT(LL) C"o'om5'Q0' °'o��.o.'oau'S4 Plasticity Chart ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPTION Grain Size Gravel Percentages Consistency of Plastic Soils Relative Density of Non-Plastic Soils Term Particle Size Term ILercit Term N-Value.BPF Term N-Value.BPF Boulders Over 12" A Little Gravel 3%-14% Very Soft less than 2 Very Loose 0-4 Cobbles 3"to 12" With Gravel 15%-29% Soft 2-4 Loose 5-10 Gravel #4 sieve to 3" Gravelly 30%-50% Firm 5-8 Medium Dense 11-30 Sand #200 to#4 sieve Stiff 9-15 Dense 31-50 Fines(silt&clay) Pass#200 sieve Very Stiff 16-30 Very Dense Greater than 50 Hard Greater than 30 Moisture/Frost Condition Layering Notes Fiber Content of Peat Organic/Roots Description(if no lab tests) (MC Column) Laminations: Layers less than . Fiber Content Soils are described as organic,if soil is not peat D(Dry): Absense of moisture,dusty,dry to /" thick of Term (Visual Estimate) and is judged to have sufficient organic fines touch. differing material content to influence the soil properties. Slightly M(Moist): Damp,although free water not or color. Fibric Peat: Greater than 67% organic used for borderline cases. visible. Soil may still have a high Hemic Peat: 33-67% water content(over"optimum"). Lenses: Pockets or layers Sapric Peat: Less than 33% With roots: Judged to have sufficient quantity W(Wet/ Free water visible intended to greater than/" of roots to influence the soil Waterbearing): describe non-plastic soils. thick of differing properties. Waterbearing usually relates to material or color. Trace roots: Small roots present,but not judged sands and sand with silt. to be in sufficient quantity to F(Frozen): Soil frozen significantly affect soil properties. 01 CLS021(2/04) AMERICAN ENGINEERING TESTING,INC. DEADEND STRUCTURES X X X X X A 1 X M M B-4 + B-1 I 115 KV BUS AND BREAKERS POWER TRANSFORMERS AND OIL RETENTION Pir B-5 :-2 b I B-6+ -10-B-3 0 > d ^ x X XX X V X A X X 13.8 KV SWITCHGEAR BUILDINGS LEGEND =APPROXIMATE SOIL BORING LOCATION PROJECT Shakopee Public Utilities AET NO. it Proposed Pike Lake Substation 01-04083 AMERICAN Prior Lake,Minnesota. ENGINEERING APPROXIMATE SUBJECT DATE SCALE Boring Locations June 5,2008 TESTING,INC. mom FEET 60, DRAWN BY CHECKED BY FIGURE 1 VJL GRR AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING,INC. moms AET JOB NO: 01-04083 LOG OF BORING NO. 1 (p. 1 of 1) PROJECT: Shakopee Public Utilities Substation; Shakopee, MN DEPTH SURFACE ELEVATION: 904.5 FIELD&LABORATORY TESTS ELEV. GEOLOGY N MC SAMPLE RE. FEET FEET MATERIAL DESCRIPTION TYPE WC DEN LL PL 4#20( LEAN CLAY WITH SAND,a little %'TOPSOIL I — gravel,trace roots,brown,a little dark 4 M SS 11 19 2 902.5 \brown(CL) i 3 — LEAN CLAY,trace roots,brown ALLUVIUM 3 M SS 13 33 4 900.5 _mottled,soft,laminations of silt(CL) SANDY LEAN CLAY,a little gravel, 0 WEATHERED — 5brown mottled,stiff(CL) / TILL 10 M SS 15 18 6— 898.0 �' 1 7— SILT,gray,a little brown mottled,moist, FINE 21 8 896.5 medium dense,lense of silty sand(ML) ALLUVIUM 18 M SS 17 895.5 SILTY SAND WITH GRAVEL,brown : TILL 9 and grayish brown,moist,mediumI// 10 — \dense,lense of clayey sand(SM) l�/ 10 M X SS 14 16 11 — SANDY LEAN CLAY,a little gravel, 12— grayish brown,stiff to hard,lenses of 13— brown silty sand(CL/SC) 28 M SS 18 15 14— 15 46 M SS 15 12 17— 17— 18 886.5 CLAYEY SAND,a little gravel,gray, 19— stiff to very stiff(SC/CL) 20 15 M SS 17 13 21 — • 22— • 23— ��• 24— 25 — %r/ 17 M SS 17 12 27— 28— 28— 29— 30 • . 17 M SS 18 12 31 - 32— 33— 35- 35 20 M SS 18 11 36 868.5 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SLSEC -IN EL THE ATTACHED0-34h' 3.25" HSA CASING DEPTH FLUID LEVEL LEVEL 5/23/08 11:14 36.0 34.5 36.0 None SHEETS FOR AN EXPLANATION OF BORING TERMINOLOGY ON COMPLETED: 5/23/08 • DR: JM LG: GM Rig: 27C THIS LOG 06/04 AMERICAN ENGINEERING SUBSURFACE BORING LOG immis TESTING,INC. AET JOB NO: 01-04083 LOG OF BORING NO. 2 (p. 1 of 1) PROJECT: Shakopee Public Utilities Substation; Shakopee, MN DEPTHELEV. SURFACE ELEVATION: 916.0 FIELD&LABORATORY TESTS FEET FEET MATERIAL DESCRIPTION GEOLOGY N MC SAMPLE REC TYPE IN. WC DEN LL PL %-#200 SANDY LEAN CLAY,a little gravel, j TILL 1 — brown,soft to stiff,laminations of 4 M . SS 13 15 2 — clayey sand(CL) 3 — 10 M : SS 11 16 4 — 1 6 8 M A SS 14 15 6 — j 8 — 14 M . SS 15 15 9— 1 10 906.0 SILTY SAND,fine grained,brown, : .-/.1 COARSE 20 M ASS 17 11 — 904.5 moist,medium dense,lense of sandy silt ..‘:-:" ALLUVIUM 12 — VSM) / MIXED ALLUVIUM V 13 — SANDY LEAN CLAY,brown,very 16 MSS 16 20 14 902.0 stiff,lenses of lean clay and silty sand i \(CL) / TILL 15 — SANDY LEAN CLAY,a little gravel, % 18 M . SS 20 15 16— brown,very stiff,laminations of silty 17— sand,lenses of clayey sand(CL) 1 18 — 1 19— It 2 19 M : SS 18 15 211 _— 1 22— 23 — 1 24 — i 25 17 M : SS 18 15 26— 27— 1 28 888.0 SANDY LEAN CLAY WITH 1 29— GRAVEL,brown,hard(CL) i 30— 31 — 31 M SS 17 14 322 — 33 883.0 — CLAYEY SAND,a little gravel,brown, 34stiff(SC) ��j 35— �� 12 M x SS 19 11 36 880.0 /"/./// / ` END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-34W 3.25"HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 5/23/08 12:16 36.0 34.5 36.0 None SHEETS FOR AN - EXPLANATION OF BORING COMPLETED: 5/23/08 TERMINOLOGY ON DR: JM LG: GM Rig: 27C THIS LOG 06/04 , . AAMERICAN ENGINEERING SUBSURFACE BORING LOG Nom. TESTING,INC. AET JOB NO: 01-04083 LOG OF BORING NO. 3 (p. 1 of 1) PROJECT: Shakopee Public Utilities Substation; Shakopee, MN DEPTH SURFACE ELEVATION: 914.2 FIELD&LABORATORY TESTS ELEV. GEOLOGY N MC SAMPLE ItEC FEET FEET MATERIAL DESCRIPTION TYPEIN. WC DEN LL PL '/o-#200 SANDY LEAN CLAY,trace roots,dark " TOPSOIL 1 — brown to brown,firm,Tense of clayey / 5 M A SS 6 17 2 912.2 \sand(CL) //WEATHERER: V 3 — SANDY LEAN CLAY,a little gravel, TILL 10 M SS 10 16 4 910.2 brown,a little light brown mottled,stiff it 5 — \(CL) //TILL SANDY LEAN CLAY,a little gravel, 12 M . SS 14 16 6— brown,stiff to very stiff(CL) 1 7— 8 — 15 M " SS 16 14 9 1 111— 14 M : SS 18 15 12 — 111• 13 — 18 MAft SS 18 17 14 — 1 15 899.2 SILTY SAND,fine grained,brown, COARSE 24 M SS 16 12 16— moist,medium dense(SM) ALLUVIUM 17— 18 896.2 1 SANDY LEAN CLAY,a little gravel, ' 1 TILL 19— possible cobbles at 18.5',brown,very % 1 20— stiff,lense of clayey sand(CL) 20 M A SS 20 15 21 — z2 — 1 23— • 1 24 1 25 22 M : SS 18 14 26— 1 27— 28— 1 29— . i 30— 24 M SS 20 16 31 — 33— 1 34— 1t 34— 35— 21 M SS 20 12 36 878.2 j END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO • DATE TIME SDEPDECJIWATER THEATTACHED0-34W 3.25"HSA HCASING DEPTH FLUID LEVEL 5/23/08 12:15 31.0 29.5 31.0 29.6 SHEETS FOR AN 5/23/08 12:25 31.0 29.5 31.0 29.5 EXPLANATION OF BORING TERMINOLOGY ON COMPLETED: 5/23/08 5/23/08 12:35 36.0 34.5 34.5 None DR: JM LG: GM Rig: 27C THIS LOG 06/04 . , AMERICAN ENGINEERING SUBSURFACE BORING LOG mumTESTING,INC. AET JOB NO: 01-04083 LOG OF BORING NO. 4 (p. 1 of 1) PROJECT: Shakopee Public Utilities Substation; Shakopee, MN DEPTH ELEV. SURFACE ELEVATION: 909.0 FIELD&LABORATORY TESTS FEET FEET MATERIAL DESCRIPTION GEOLOGY N MC SAMPLE IAC WC DEN LL 'PL %.11200 _ SANDY LEAN CLAY,a little gravel, j WEATHEREL I 907.0 brown,firm(CL) 1 TILL 5 M SS 12 19 2 CLAYEY SAND,a little gravel,brown, a _ 905.0 a little gray mottld,stiff(SC) 10 M SS 15 14 _ 1 SANDY LEAN CLAY,a little gravel, TILL 5 brown,a little gray,very stiff, 18 M . SS 15 18 6— laminations of silty sand(CL) 7 — i 8 — 16 M T SS 16 15 9 900.0 — SANDY LEAN CLAY,a little gravel, i 10brown,very stiff(CL/SC) 17 M SS 15 16 11 — 12 — 13 — 26 M . SS 18 12 14 — 1 15 — 22 M 7' SS 17 14 16— a. 17 — 891.5 1 18— SANDY LEAN CLAY,a little gravel, / 1 19— grayish brown,very stiff(CL) j 1 21_— / 18 M = SS 14 15 22- % 1 23 1 24— 1 26_ 26 M : SS 13 13 27— 1 28 881.0 • / 1 _ CLAYEY SAND,a little gravel,brown, •/.i i 29 very stiff(SC) 30— 21 M SS 18 13 31 — 32— 876.5 1 33— SILTY SAND,a little gravel,brown, 1 34— moist,medium dense(SM) 1 35 874.0 36 873.0 SAND,a little gravel,fine to medium ,:COARSE 27 M SS 17 'grained,brown,moist,medium dense / ALLUVIUM (SP) END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-34%' 3.25"HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 5/23/08 9:41 36.0 35.5 36.0 None SHEETS FOR AN EXPLANATION OF BORING COMPLETED: 5/23/08 TERMINOLOGY ON DR: JM LG: GM Rig: 27C THIS LOG 06/04 AMERICAN ENGINEERING SUBSURFACE BORING LOG momTESTING,INC. AET JOB NO: 01-04083 LOG OF BORING NO. 5 (p. 1 of 1) PROJECT: Shakopee Public Utilities Substation; Shakopee,MN DEPTH H ELEV. SURFACE ELEVATION: 912.7 FIELD&LABORATORY TESTS FEET FEET GEOLOGY N MC SAMPLE REC MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 SANDY LEAN CLAY,trace roots,dark j TOPSOIL I - brown,soft(CL) 4 M A SS 10 18 2 910.7 JLEAN CLAY,brown,firm(CL)3 — ALLUVIUM A 5 M SS 6 25 4 908.7 — SANDY LEAN CLAY,a little gravel, roTILL 1 6— brown,a little gray,firm to very stiff 6 M . SS 16 16 7 — 1 8 — 9 M SS 17 18 9— % 1 10 11 M V SS 17 17 II — 12— 1 • 13 — 14 M : SS 16 15 14 — 1 15 — 27 M A SS 20 16— I 17— 1 18 894.7 — SANDY LEAN CLAY,a little gravel, 1 19grayish brown,very stiff(CL) 1 20— 21 — 26 M : SS 21 14 22— 23 889.7 1 % 1 CLAYEY SAND,a little gravel,brown, 24 — very stiff,lense of sand with silt and i 25— gravel(SC) 20 M SS 16 16 26— . 1 27— 1,% 1 28 884.7 SANDY LEAN CLAY,a little gravel, 1 29— grayish brown,very stiff(CL) 1 30— 19 M : SS 19 15 31 — t 32— 1 33 879.7 SILTY SAND,a little gravel,brown, I 34— moist,medium dense(SM) 1 35— 36 876.7 24 M V SS 18 END OF BORING DEPTH: DRILLING METHODWATER LEVEL MEASUREMENTS - NOTE: REFER TO 0-34Y2' 3.25" HSA WATER DATE TIME SAMPLED CASINGETDEPTH FLUID LEVEL LEVEL THEATTACHED 5/23/08 1:06 _ 26.0 24.5 25.8 None SHEETS FOR AN • - 5/23/08 1:20 36.0 34.5 35.7 None EXPLANATION OF BORING - COMPLETED: 5/23/08 TERMINOLOGY ON DR: JM LG: GM Rig: 27C THIS LOG 06/04 AAMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. ommum AET JOB NO: 01-04083 LOG OF BORING NO. 6 (p. 1 of 1) PROJECT: Shakopee Public Utilities Substation; Shakopee, MN DEPTH SURFACE ELEVATION: 910.7 FIELD&LABORATORY TESTS IN ELEV. GEOLOGY N MC SAMPLE REC FEET FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL %-#200 _ SANDY LEAN CLAY,dark brown to r TOPSOIL 1 908.7 2 brown,soft(CL/OL) 4 M SS 6 18 SANDY LEAN CLAY,a little gravel, TILL 10 M V SS 14 16 3 — brown,firm to very stiff(CL) 4 — j 1 5 16 M I SS 16 17 7— .I g — 17 M . SS 16 17 9 1 10 14 M : SS 18 16 11 — 899.2 % 1 12 — SANDY LEAN CLAY,a little gravel, 13 — brown,stiff to very stiff,laminations of 15 M : SS 20 18 silty sand,lense of clayey sand(CL) 1 14— 15 18 M : SS 20 17 . 16— i 17— 18— 1 19— 1 20 23 M : SS 20 17 21 — 22— 1 1 23— IIII 24— 25 23 M : SS 20 12 27— 1 27— 1 28 882.7 i SILTY SAND,a little gravel,brown, 1 29— moist,dense(SM) i 30— 31 — 35 M A SS 24 32— 1 33 877.7 1 SAND,fine grained,light brown,moist, '1::::.:COARSE 34— dense(SP) ALLUVIUM i 35— 874 7 41 M : SS 14 36 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-34/s 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 5/23/08 1:24 36.0 34.5 36.0 None SHEETS FOR AN - EXPLANATION OF BORING TERMINOLOGY ON COMPLETED: 5/23/08 DR: JM LG: GM Rig: 27C THIS LOG 06/04 Appendix B AET Project No. 01-04740 Geotechnical Report Limitations and Guidelines for Use Appendix B Geotechnical Report Limitations and Guidelines for Use AET Project No.01-04740 B.1 REFERENCE • This appendix provides information to help you manage your risks relating to subsurface problems which are caused by construction delays,cost overruns,claims, and_disputes. This information was developed and provided by ASFE',of which,we are a member firm. B.2 RISK MANAGEMENT INFORMATION B.2.1 Geotechnical Services are Performed for Specific Purposes,Persons,and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer.Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it.And no one,not even you,should apply the report for any purpose or project except the one originally contemplated. B.2.2 Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary.Do not read selected elements only. B.2.3 A Geotechnical Engineering Report is Based on A Unique Set of Project-Specific Factors Geotechnical engineers consider a number of unique,project-specific factors when establishing the scope of a study. Typically factors include:the client's goals,objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration;the location of the structure on the site;and other planned or existing site improvements,such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise,do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored,or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure,as when it's changed from a parking garage to an office building,or from a light industrial plant to a refrigerated warehouse, • elevation,configuration,location,orientation,or weight of the proposed structure, • composition of the design team,or • project ownership. As a general rule, always inform your geotechnical engineer of project changes,even minor ones, and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. B.2.4 Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by:the passage of time;by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. 1 ASFE,8811 Colesville Road/Suite G106,Silver Spring,MD 20910 Telephone:301/565-2733:www.asfe.org Appendix B—Page 1 of 2 MERICAN ENGINEERING TESTING,INC Appendix B Geotechnical Report Limitations and Guidelines for Use AET Project No. 01-04740 B.2.5 Most Geotechnical Findings Are Professional Opinions Site exploration identified subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site.Actual subsurface conditions may differ,sometimes significantly,from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. B.2.6 A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. B.2.7 A Geotechnical Engineering Report Is Subject to Misinterpretation • Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team's plans and specifications.Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences,and by providing construction observation. B.2.8 Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable,but recognizes that separating logs from the report can elevate risk. B.2.9 Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal.In the letter,advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited;encourage them to confer with the geotechnical engineer who prepared the report(a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. B.2.10 Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines.This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their report. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsibilities begin and end,to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions.Your geotechnical engineer should respond fully and frankly. B.2.11 Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenvironmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental report prepared for someone else. 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P¢ '1.1.1'1.1.11111'1'1'1'1'1'1'111.1.1 1 1 1 1 1 1.1'1 1111111 111 4 •1.1'1111111'1'1.1.1.1'1.111'1'1111111 v-1'111'11111'1114'1111111111 !I!I_Ii1y!,!I!I!III!III!I!I!I!I I i '111'I1111111111111I!I_ g' !1!1!1!144!1!1!1!1!1.!1!1!1!r!d1111 r':ili'i'ilililililili•illill - } b b ryd § c i Imp DS\51y5woad Oy0\av3\s,o.pwd WMVyal.1Azazc\:/-wdsz z-0101 '40 bny wsaPx Page 1 of 1 Paul Baumgartner From: Favero, Kevin T. [KFavero@RWBeck.com] Sent: Thursday, November 18, 2010 4:17 PM To: Paul Baumgartner Cc: Aldridge, Kenneth R.; Allan Swanson; Derick Netter;jlively@silverlineconstruction.biz; Adams, Joe; Athmann, Mary Subject: Control Building Foundation Inspection Mr. Baumgartner, I have reviewed the rebar installation today for the control building at Shakopee Public Utilities Pike Lake Substation. It has been installed in accordance with drawing 01-10101-404.2 Control Building 1 Foundation Plan. Per our discussion, the contractor has been informed about the issues that you observed and need to be addressed: • Pumping out all water from the bottom of the footing • Removing all muck from the bottom of the footing • Clearing away all soil to provide a minimum 3-inch clearance from the rebar on all sides and bottom • Knocking off clumps of mud from the rebar to provide for good adhesion with the concrete I will be on site tomorrow, Friday, to inspect the rebar and footing before the concrete pour. Thanks for your help. Kevin Favero I R. W. Beck, an SAIC Company Senior Manager kfavero@rwbeck.com Energy, Environment&Infrastructure Solutions office: 651.289.2509 I mobile: 952.288.6526 1380 Corporate Center Curve, Suite 305 St. Paul, MN 55121 www.saic.com I www.rwbeck.com Energy I Environment I National Security I Health j Critical Infrastructure This email and any attachments to it are intended only for the identified recipients.It may contain proprietary or otherwise legally protected information of SAIC or its subsidiary companies.Any unauthorized use or disclosure of this communication is strictly prohibited.If you have received this communication in error, please notify the sender and delete or otherwise destroy the email and all attachments immediately. 11/22/2010 PRI R LAKE DEPARTMENT OF BUILDING AND INSPECTIONPE CTION INSPECTION RECORD SITE ADDRESS 1 51 4s,1/4,e NATURE OF WORK 54 v. G U : A 1-t.-4.4 USE OF BUILDING ( G N PERMIT NO. /C-- 9Z DATE ISSUED c1 (-t to CONTRACTOR ST,4* •}0.1t) PHONE 15 :sW.:-R1. NOTE: THIS IS NOT A PERMIT FOR ANY OF THE INSPECTIONS BELOW THE PERMIT IS BY SEPARATE DOCUMENT INSPECTOR DATE FOOTING Loc.._ �� _ /` � (to FOUNDATION (Prior to Backfill) / PLACE NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED ROUGH - INS FRAMING p,*, INSULATION ELECTRICAL HEATING 111M COVER NO WORK UNTIL ABOVE HAS BEEN SIGNED FINALS GRADING (Prior to Sodding) BUILDING Pb ELECTRICAL HEATING DO NOT OCCUPY UNTIL ABOVE HAS BEEN SIGNED NOTICE This card must be posted near an electrical service cabinet prior to rough-in inspections and maintained until all inspections have been approved. On buildings and additions where no service cabinet is available, card shall be placed near main entrance. FOR ALL INSPECTIONS (952) 447-9850 o x rm N z m F WW n o O p o w w g V F w w W O z N N y w m w W m z N W 7 d d' N LL Z a ¢w N a m .. 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