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HomeMy WebLinkAboutProject Testing & Fire Sprinkler 02.1326 CONSULTANTS AMERICAN •GEOTECHNICAL ENGINEERING • MATERIALS • ENVIRONMENTAL TESTING, INC. OCT 2 8 2003 REPORT OF PROJECT TESTING SERVICES PROJECT: REPORTED TO: SHEPHERDS PATH CHURCH McGOUGH CONSTRUCTION McKENNA ROAD & COUNTY ROAD 42 2737 FAIRVIEW AVENUE NORTH PRIOR LAKE, MINNESOTA ROSEVILLE, MN 55113-1372 AET JOB NO: 20-02594 ATTN: JOHN PFEIFER CC: CITY OF PRIOR LAKE DATE: OCTOBER 27, 2003 ERICKSEN ROED & ASSOCIATES INTRODUCTION This report summarizes the results of the project testing services we have conducted for the referenced project in Prior Lake, Minnesota. Our services were conducted on a will-call basis. Our services were performed as authorized on August 12, 2002, by David Pothen from McGough Construction. The scope of our work included the following: • Observe the soils in the bottom of the mass excavation for the building. • Perform soil compaction tests in fill placed in the building area. • Perform on-site testing of plastic concrete. • Perform compressive strength testing of concrete test cylinders. • Observe welded and bolted connections for the structural steel frame, precast concrete wall panels, steel joists, and roof deck. • Judge compliance with approved project plans and specifications. • Summarize the results of our services in a written report. This document shall not be reproduced,except in full,without written approval of American Engineering Testing, Inc. 550 Cleveland Avenue North -St. Paul, MN 55114 •651-659-9001 -Fax 651-659-1379 Duluth •Mankato •Marshall .Rochester .Wausau •Rapid City •Pierre •Sioux Falls AN AFFIRMATIVE ACTION AND EQUAL OPPORTUNITY EMPLOYER AET #20-02594 - Page 2 of 6 PROJECT INFORMATION We understand that the Shepherds Path Church building will: • Be a two-story building. • Have approximate overall dimensions of 138' by 316'. • Have a slab-on-grade elevation of 894.0. • Be supported by spread footings designed using an allowable soil bearing capacity of 2,000 psf. • Have masonry block walls, a structural steel interior frame and steel joists supporting metal decking for the roof. • Be able to tolerate up to '/z"of differential settlement and up to 1" of total settlement. • Be constructed in accordance with applicable building code requirements. Please note that deviations from the above design information could necessitate altering our conclusions and recommendations. Contact us if the information stated is different from the actual design. Building location and elevation information obtained at the site, and presented in this report, was based on offset stakes placed by others. BACKGROUND INFORMATION A geotechnical exploration program and analysis was performed for this project by AET. The results were presented in our Report of Subsurface Exploration and Geotechnical Review, dated December 1, 2000 (AET Job No. 01-00590). It was recommended in the report that the building be supported by spread footings designed using an allowable soil bearing pressure of 2,000 psf. Refer to the Report of Geotechnical Exploration and Review for more detailed information about the soil conditions and the recommendations for building support. AET #20-02594 - Page 3 of 6 EARTHWORK OBSERVATIONS We observed the soils exposed in the bottom of the mass excavation for the building during the period from September 13 to October 11, 2002. Our services were coordinated with personnel from McGough Construction, which allowed us to observe the entire mass excavation for the building. In conjunction with observing the excavation, we also performed shallow hand auger borings and hand cone penetrometer probes in the bottom of the excavation. The soils observed in the excavation, and those retrieved by our hand auger borings, were classified in accordance with ASTM: D2488. Estimates were made of the strength of the soils by their resistance to advancement of the hand auger and from the hand cone penetrometer readings. The soils exposed in the base of the mass excavation for the building consisted of naturally deposited sandy lean clays and clayey sands, similar to those encountered in the preliminary soil borings. Based on our observations, hand auger borings, hand cone penetrometer readings and our review of the available information, we judged these soils to be suitable for support of the anticipated structural loads. The elevations at the base of the mass excavation ranged from about 884 in the southwestern portion of the building to about elevation 891 in the northeastern portion of the building. The results of the observations were reported in our March 18, 2003 Report of Excavation Observations and Compaction Testing. COMPACTION TESTING OF FILL During grading of the site, we have conducted a total of 110 soil density tests in fill placed to establish finished subgrade elevations. The density tests were compared to the laboratory Standard Proctor maximum dry density (ASTM: D698) to arrive at a percent compaction level for each test. The test results indicate the recommended compaction levels were met or exceeded at the locations and elevations tested. The test results have been previously reported. AET #20-02594 - Page 4 of 6 REINFORCING STEEL OBSERVATIONS Prior to placement of concrete, AET personnel observed the reinforcing steel present in the footings and foundation walls for the building. These observations were performed during the period from October 16, 2002 to June 2, 2003. During our observations, we judged the following items for conformance to the most current structural drawings available at the project site: • The conditions and dimensions of the various formwork. • That the proper number, size, spacing, and lap of the reinforcing steel was provided. • That proper concrete cover and support was provided between the reinforcing steel and the formwork and/or the ground surface. • That the reinforcing steel was substantially free of rust, scale, dirt, ice or other deleterious materials which will reduce adhesion with the concrete. Based on the results of our observations, it is our opinion that the reinforcing steel placed in the observed structural elements was in substantial compliance with the current structural drawings present at the site. Some minor deficiencies (inadequate cover and inadequate lap length) were noted during our observations. These deficient items were immediately corrected prior to concrete placement. We must point out that AET does not perform surveying services. Therefore, our observations of the reinforcing steel were based on the positioning of the formwork by the contractor. We are not responsible for the exact locations of the formwork. CONCRETE TESTING We performed testing of the plastic concrete as it was being placed in some of the structural elements of the building. Our services included the following: AET #20-02594 - Page 5 of 6 • Measure the slump of the concrete. • Measure the percentage of entrained and entrapped air. • Measure the temperature of the concrete. • Cast 6" diameter by 12" high test cylinders. All testing was performed in accordance with current ASTM procedures. The results of the on- site testing were presented in our Reports of Plastic Concrete Testing, which were issued under separate cover. The results of our tests generally satisfied the project specifications. We performed compressive strength testing of 108 sets of test cylinders cast by AET personnel. The results of these tests were presented in our Reports of Compressive Strength of Cylindrical Concrete Specimens. Copies of these were previously submitted under separate cover. The test results exceeded the 28-day design compressive strength. OBSERVATIONS OF WELDED AND BOLTED CONNECTIONS NDT technicians from our firm observed field welded and bolted connections for the building on a will-call basis, when contacted by McGough Construction personnel. The high strength bolted connections were observed for intimate contact of all plies, and to verify that a washer was installed behind or under the nut. The bolts used were of the alternative design, intended to indicate a predetermined tension or torque. Within the specified scope, all bolts that we observed were evaluated to verify that the tension indicators were fractured as required by the referenced codes and manufacturers specifications. It is our judgment that the observed bolted connections for the structural steel satisfied the requirements of the referenced code and project specifications AET #20-02594 - Page 6 of 6 Visual weld observations were performed in accordance with the requirements of Section 6 (steel frame) and Section 7 (sheet steel) of the Structural Welding Code. Individual welds were judged for quality, size, and length. It is our judgment that the observed field welds for the structural steel and bar joist connections satisfied the requirements of the referenced code and project specifications. The deck welds and deck fasteners were judged to satisfy the requirements of the project specifications and the referenced codes. CLOSURE To protect the client, the public and American Engineering Testing, Inc., this report (and all supporting information) is provided for the addressee's own use. No representations are made to parties other than the addressee. Our services on this project have been conducted to those standards considered normal for services of this type at this time and location. Other than this, no warranty, either express or implied, is intended. SIGNATURES Report Prepared By: Report Reviewed By: 400:4000r. P& , Robin L. Mk, roger Mi hael P. McCarthy, PE Project Manager Principal Engineer MN Reg. #16688 CONSULTANTS AMERICAN ••GEOTECHNICAL AENGINEERING ••MATERIALS • ENVIRONMENTAL TESTING, INC, REPORT OF SOIL DENSITY TESTING PROJECT: REPORTED TO: SHEPHERD'S PATH CHURCH McGOUGH CONSTRUCTION COUNTY ROAD 42 & McKENNA ROAD 2737 FAIRVIEW AVENUE NORTH PRIOR LAKE, MINNESOTA ROSEVILLE, MN 55113-1372 ATTN: JOHN PFEIFER cc: ERICKSEN ROED & ASSOCIATES AET JOB NO: 20-02594 ATTN; ALFRED ERICKSEN BWBR ATTN: STEVE ERICKSON CITY OF PRIOR LAKE ATTN: LARRY POPPLER DATE: AUGUST 6, 2003 ATTN: BOB HUTCHINS SCOPE This report concerns the compaction testing we performed on fill placed at the referenced project. The scope of this work is limited to the following: • Perform soil density tests in the field on a will-call basis, as requested by Ron Steinberger of McGough Construction. • Perform the "Laboratory Compaction Characteristic of Soil" (Proctor) test for each type of soil encountered in our field density tests. • Determine the compaction level at each test location based on the above, and compare the results to the compaction levels required by the project specifications. The above tests were performed in general accordance with the applicable ASTM methods, which are indicated on the attached test data sheets. TEST RESULTS The results indicate that the fill compaction levels meet project specifications at the locations and elevations of tests #109 and#110. REMARKS Our compaction testing was done on a will-call basis. This level of involvement does not allow evaluation of the compaction level and soil type of the complete fill system. The test only provides compaction and soil type data for that specific location and elevation tested. A representative sample of each of the soils on which the laboratory Proctor tests were performed will be retained until completion of the project. Reviewed By: —"`•�I� fir/ Rosin L. Flickinger This document shall not be reproduced,except in full,without written approval of American Engineering Testing,Inc. 550 Cleveland Avenue North •St. Paul, MN 55114 •651-659-9001 •Fax 651-659-1379 Duluth .Mankato .Marshall .Rochester .Wausau .Rapid City .Pierre .Sioux Falls AN AFFIRMATIVE ACTION AND EQUAL OPPORTUNITY EMPLOYER CONSULTANTS A AMERICAN •GEOTECHNICAL ENGINEERING • MATERIALS • ENVIRONMENTAL TESTING, INC, REPORT OF DENSITY TESTS PROJECT: REPORTED TO: SHEPHERD'S PATH CHURCH MCGOUGH CONSTRUCTION (2) COUNTY ROAD 42 & MCKENNA ROAD 2737 FAIRVIEW AVENUE NORTH PRIOR LAKE, MINNESOTA ROSEVILLE, MN 55113-1372 AET JOB NO: 20-02594 ATTN: JOHN PFEIFER CC: ERICKSEN ROED & ASSOCIATES ATTN: ALFRED ERICKSEN BWBR ATTN: STEVE ERICKSON CITY OF PRIOR LAKE ATTN: LARRY POPPLER DATE: AUGUST 6, 2003 ATTN: BOB HUTCHINS FIELD DENSITY TEST DATA Proctor values are adjusted for variable gravel content, therefore, the values shown on the Proctor list are not necessarily the values used in calculating the percent compaction. Dry Moist. Test Test Density Content Proctor Percent No. Date Test Location *Depth (pcf) (%) No. Compaction Specs• 109 5/8/03 Sanitary sewer; 4'S of MH 101 10 1271/2 6.8 5 101 95 110 5/8/03 Sanitary sewer; 4'S of MH 101 8 125 13.3 5 99 95 Method: Sand Cone (ASTM D1556)_ Nuclear (ASTM D2922) X *Depth(ft)below subgument shall not be reproduced,except in full,without written approval of American Engineering Testing, Inc. 550 Cleveland Avenue North •St. Paul, MN 55114 •651-659-9001 •Fax 651-659-1379 Duluth •Mankato .Marshall .Rochester .Wausau •Rapid City •Pierre •Sioux Falls AN AFFIRMATIVE ACTION AND EQUAL OPPORTUNITY EMPLOYER AET #20-02594 Page 2 of 2 LABORATORY MOISTURE-DENSITY RELATIONS OF SOILS (PROCTOR) Gravel Test Opt. Moisture Max. Dry No. Soil Description Content(%) Method Content(%) Densi (pcf) 5 Clayey sand, with a little gravel, brown(SC) 10 B 10.9 126.4 Procedure &Method: Standard (ASTM D698) X Modified(ASTM D1557) To protect the addressee, the public, and ourselves, this report (and all supporting information) is provided for the addressee's own use. No representations are made to parties other than the addressee. Americ• , En.1107'. -• ing Testing, Inc. R- '-wed Robin L. Flickinger I --2 , , 1 Page No i'. , -'' 117)1 ee&43 - oci 4 ' ,,,,.. N",, „- i,....d,,,,,, ' - i -- - - . Job . --". ----- , ----- - Comm.No. -- ----____ f f f)n II.i LI -V ,u-1,1tv \s nue Wc:, Sc;.'ili-S Date —....- :,atlit Minnd ,La 55114-19iVI IritT!,.,,e:551- I-7570 sName 1"d ;:,,, m. 5 .„. 1-2`+'.778 \Jodie s' it/co 'Le , \ - z )(.•s--ji,c, y oi-e), i (,.,,,Api , Ike, >• I' -.....,!...... 0 N . ff..,... ' LN i N‘...„ ''..,. --..--jo *-5-- 7- •., / 'N PL.) 5.u. immommiirallfa - _____ 4... 7(, , ------, Iii4e cc c i - 7 --c, c.,< / 1, , „ , ir NN 7- /'.. 1/ / / / r • N N N TS' fix3 Y 1/ci , --------N.Et-J Ts- 9)(3)( Yci. - ., ,- i 9 it ii / hi- 11 7-0 0,C1 ' 1), . I Y\ 0. lict , . isfe 1,„ Contractor's Material and Test Certificate for Aboveground Pi i A.Proce0ure on orms to 'A 1 -19'4 g P ng Upon completion of work, inspection and tests shall be made by the N. Test Description contractor's representative and witnessed by an owner's representative. All Hydrostatic: Hydrostatic tests shall be made at not less than 200 psi (13.6 defects be corrected and system left in service before contractor's bars) for two hours 50 psi(3.4 bars)above static pressure in excess of personnel shall1be leave the job. s certificate shall be filled out and si ned 150 psi (10.2 bars)for two hours. Differential dry-pipe valve clappers by both representatives. Copies shall be prepared for approving authori- be left open during test to prevent damage. All aboveground piping leakage l ties,owners and contractor. It is understood the owner's representative's shall be stopped. r signature no way prejudices any claim against contractor for represent faulty Pneumatic: Establish 40 psi (2.7 bars)air pressure and measure drop, which shall not and 1ai5r psi (0. andbars ins e hrs. Test pressureurtanks h material,poor workmanship, orce failure to comply with approving authority's normal water level and air pressure and measure air pressure drop, which requirements or local ordinances. All "No"answers shall be explained in 24 hrs. shall not exceed 1.5 psi (0.1 bars) in the Comments portion of this form. Property Name: I"' i �w5 P,T-1{ O. Tests eU /10-7 15-0). Property Address: 3140 Me.KE,.h�A RD Date: - Ail e3 1. All piping hydrostatically tested at Zoo psi for._ hours B. Plans PRIOR L„AM t Mt4 553-12 2. Dry piping pneumatically tested I. Acce ted b A ) 3. Equipment operates properly O Yes 0 No P y pprovin_ Authorities (Names): 1 �Yes ❑No 2. Address: - 4• A Ail�E. 4. Do you certify as the sprinkler contractor that 3. Installation conforms to acceptedeYess 0 NgI dditives and corrosive chemicals, sodium 4. Equipment used is approved Cl0 No Yessilicate or derivatives of sodium silicate, brine, C. Instructions 0 No or other corrosive chemicals were not used for 1, Has person in charge of fire equipment been testing systems or stopping leaks? instructed as to location of control valves and 5. Drain Test: Yes ❑No care and maintenance of this new equipment A Yes a. Static pressure reading of a ocated near 2. Have copies of tk. r ti-... -L.1LYo ,. r „i: prr„ w, ., -�- a. System components instructions I�Yes 0 No open wide l psi. ID "tb b. Care and maintenance instructions 3 Yes 0 No 6. Underground mains and lead in connections to c. NFPA 25 )31 Yes 0 No risers flushed before connection made to sprinkler D. Location of system - Supplies building: 5,Jflr(E BLDG, piping and verified by copy of form No. 13-U 0 Yes ❑No E. Sprinklers 7, Flushed by installer of underground piping ❑ Yes 0 No Make Model Year Made Orifice Quantity Tem erature 8. If powder driven fasteners are used in concrete, RE FIFR 20o3 t/2." 22'i I5rO/too°j266° has representative sample testing been E FyFR 2ao3 '/z /s35 143 satisfactorily completed? 0 Yes 0 No 6I .XD& 01 11/32" 93 136° P. Blank Testing Gaskets APR EG 20O3 t7/.3z." % 135 I. Number used: E F3eg 7.vo3 '/?." 1 Z°Ds 2. Locations: F. Pipe and Fittings 3. Number removed: I.Type of Pipe: t 1M[LANb C71-1C41I. I01MEGAFt-tr145oc 1 Q. Welded Piping- If welded piping was used in the system, 2. Type of Fittings: C-1 .Cy2E A /Cr/(3°01/62' MECO AN1CAL complete the following: G. Alarm Valve or Flow Indicator I. Do you certify as the sprinkler contractor that Type Make Model Max. Time to Operate Through Insp. Test welding procedures comply with the require- *WE Peron JSR-f ments of at least AWS D10.9, Level AR-3 Ig Yes 0 No 2, Do you certify that the welding was performed H. Dry-Pipe Valve by welders qualified in compliance with the re- l. Make and Model: quirements of at least AWS D10.9, Level AR-3 2lYes CI No 2. Serial Number: 3, Do you certify that welding was carried out in I. Quick Opening Device (Q.O.D.) compliance with a documented quality control 1. Make and Model: procedure to insure that all discs are retrieved, 2. Serial Number: openings in the pipe are smooth, slag and other J. Dry-Pipe System Operating Test Without Q.O.D. welding residue are removed, and the internal I, Time to trip through test connection*: diameters of piping are not penetrated $(Yes ❑No 2. Water pressure psi. Air pressure psi. R. Cutouts(Disks) 3. Trip point air pressure psi. Do you certify that you have a control feature to 4. Time water reached test outlet*: ensure that all cutouts (disks) are retrieved? 0 Yes 0 No 5. Alarm operated properly 0 Yes 0 No S. Hydraulic Data Nameplate Provided 0 Yes 0 No K. Dry-Pipe System Operating Test With Q.O.D. T. Date left in service (with all control valves open): 1. Time to trip through test connection*: U. Signatures 2. Water pressure psi. Air pressure psi. 1. Name of sprinkler contractor: tJWKia(, AUr'o MRTIL 5111/41c 3. Trip point air pressure psi, 2. Tests witnessed by: y 4, Time water reached test outlet*: 5. Alarm operated properly 0 Yes 0 No For proper owne (Signe ): �1A► �� Title: 1(500 Tjre_c o/' Date: 1,111,4/a3 L. Deluge and Preaction Valves For sprinkler contractor Signed): 1. Make and Model: Title: Date: 2. Operation: 0 Pneumatic 0 Electric 0 Hydraulic V. Comments (This section is for additional explanation and notes. 3. Piping and detecting media supervised U Yes ❑No All "No" answers must be explained here.) 4. Does valve operate from manual trip and/or remote control stations 0 Yes ❑ No - 5. Is there an accessible facility in each circuit for testing 0 Yes 0 No 6. Does each circuit operate supervision loss alarm 0 Yes 0 No 7. Does each circuit operate valve release 0 Yes 0 No 8. Aiaximum time to operate release: M. Pressure Reducing Valve - 1. 1 ocat'A and Floor: 2. Make and Model: 3. Setting: . 4. Static Pressure: Inlet psi, Outlet psi 5. Residual Pressure (Flowing): Inlet psi, Outlet psi 6. Flow Rate: gpm - *measured from time inspectors test connection is opened ❑ Check here if comments continue on reverse side of this form ®1995 National Fire Sprinkler Association, P.O. Box 1000, Patterson,.lgY 12563, (91-4) $7R-4200 Form 13-A Page 1 of I - Alarm/Sprinkler final inspection check list Project name: Date: /a — 10— 0-5 Job address: 0 Kt."...w.„. �� Permit number: Z I i2/., Hydrostatic Test: (2 hr.)_0 e_ Firedepartment connection location Ball drip a t Sprinkler head location (' GL Hangers GG�- �FlowObstructions &-e---- Flow: : Static presser IT-- Residual pressure g Match hydraulic design O Tamper switch on all control valves (94 Number of control valves 3 PN O Locked valves in public areas ok Main Drain and all auxiliary drains marked j_i__ kie , ,.. ted .,t the riser L`IUI.GI.i.C:li fir;; JiJl i�i111G1 Y.ii.i s•�i.�1�Gu at .iv... Wet pipe flow alarm: (1) minute in bldg.d, 5) minute turnaround o b--__. Dry pipe trip test, (1) minute water to inspector's test outlet t Low air trouble alarm U icv— Door hold opens 0 e--- Smoke detectors off- Su Duct detectors a-- 5c, Fire/smoke dampers Strobe/horn alarms © • Alarms in HC locations tG_ U Loc�� 7di5,4-,, _,\„..,,z,, A tup ..k. - . o `er FPRIOR LAKE MINT P,01%01 - 3l — OO -6. Viking Automatic Sprinkler Hydrant Test Data . . Name: cC-'tOtiela i - Time of Test: j : 30 P19 Date: 116003 By: DAVE A4/t rifer /qa- Witness: AtJb\i -.. No. of Openrungs Pitot Pressure Gallons Per Min. Static Pressure Residual Pressure Co &TM .I 42Fst 1-2 1/2" 1 • 2-2 1/2" psl 1 ZZio UPM SZ Psi , ile irnwn WITS I..gyy«i—(1400, ; b.q 1.s1c alm.bll,p i 0-:An ee=.ir ! Sketch . �c No 4..4 .01.0..a ^M. �' iti pa.�M1rN...saw sl n- e" k1,3:. 1 1 1 ern me ....1.a� les 3�° s k t i i i ¶ 4 — ?El 2r 1, -��1 P ..t it°Fax Note 7671 �a18 3' >'pages � !. 0.` 2,91 tD . 1- os `� Zw Cit N1 �' Q" co,roept. (0, co, V A 1D iiiiiiiiiiiiimmimill `IM I - 1,5W 6 cr 1 Seo `32 r r--- 1111. 111111111111111.11. '': TflTcl P 111 • —THU 03: 26 PM ARIES CONSTRUCTION FAX No, 9524350913 P. 001 06-3 \ Ames Construction, Inc. 2000 Ames Drive Burnsville, MN 55306 Phone (952) 435-7106 Estimating Dept. Fax (952) 435-0913 4 FACSMLE TRANS; SHEET From: ems,• - �.� IL: ._ TO: �� .a '1 t co :MPANY _ Re,• 4 FAX NUMBER: 41114t,,„ ' 4? _ TOTAL NO, OF PAGES: (o IF YOU DO NOT RECEIVE ALL PAGES OR THEY ARE NOT LEGIBLE PLEASE CONTACT US AS SOON AS POSSIBLE- MESSAGE: • 0 .a •., • \ a Ar ,r • AN EQUAL OPPORTUNITY EZv1PLOYER OFFICES IN: DENVER,COLORADO *PFIOENIX,AZ SALT LAKE CITY,UT ..J—THU 03: 26 PM AMES CONSTRUCTION FAX No, 9524350913 P, 002 CONSULTANTS •GEOTECHNICAL AAMERICAN •MATERIALS ENGINEERING •ENVIRONMENTAL. ® TESTING, INC. December 18, 2002 Ames Construction, Inc. 2000 Ames Drive Burnsville, MN 55306 Attn: Mr. Gene Hallend RE: Total Coliform.Water Tests Shepard's Path Prior Lake, Minnesota AET Project No. 03-01567 Dear Mr. Ilallend: On December 16, 2002, Jay Trailer of Ames Construction, Inc. requested the services of American Engineering Testing, Inc, for a Total Coliform Water Tests of water from new water Ifni s at the above referenced site. Two water samples were collected on December 16, 2002, from the northeast temporary hydrant (WS-1) and northwest temporary hydrant (WS-2). The water lines were flushed prior to collecting the water samples, which were submitted to Pace Analytical Services, Inc. (Pace) for total coliform analysis. Enclosed you will find Pace's analytical test results including the chain of custody record of the total coliform water tests. $acteria was not detected in the water samples submitted for analysis. If you have any questions or comments regarding these results please call me at (651) 659- - - 13-16. Prepaued by: American Engineering Testing, Inc. ' 'chard D. we Environmental Engineer Attachment: Pace Analytical Results and Chain of Custody Record d except in fu without written approval of Amerioan Engineering Testing,Inc. This document shall not be reptodUce full,1, DP 550 Cleveland Avenue North. -St. Paul, MN 55114 -651-659-9001 -Fax 651-659-1379 Duluth .Mankato -Marshall .Rochealer •Wausau -Rapid City -Pierre •Sioux Falls AN AFFIRMATIVE ACTION AND EQUAL OPPORTUNITY EMPLOYER —THU 03: 27 PM AMES CONSTRUCTION FAX No, 9524350913 P, 003 Pace Analytical Services, Inc. al fiff • 1700 Elm St(ao1,Suite 200 r,� ���� �° Minneapolis,MN 65414 a Phone:612,607 1700 rvnvsa,pacelabcom fax:612.607.6444 t December 10, 2002 lIr. $iCtt Lowe wericen bnglneering 'Meting 550 Cleveland Ays,4 St. Pav1, MN 55119 RE: Lab Project Nurnberg 1066003 Client Project IDr 03-01569 6hapezd'5 Path/Prior neer No. Lowe: &oclosed are the analytinal results for anmylefs) received by the leboretory on Peceamer 16, 2002. Results reported herein conform to the most Current NESAC standards, where applicable, unleee otherwise nazro.ts4 is the body of the report. If you have any questions cobcero,og this report please feel free to contact me. Sincerely, 11I1 ,4 3 141X•Q• Diane a. Anderson Piane,Anderaonewaoelaba-corn Project Manages State of Minnesota laboratory 027-053.137 Enclosures REPORT OF LABORATORY ANALYSIS � \ vo �Y This report shalt not be reproduced,except into. �! ;s walnut the wetten consent of puce analytical Servi4eS,Ins. .3—THTU 03: 27 PM AMES CONSTRUCTION FAX No. 9524350913 P, 004 Pace Analytical Services, Inc. • 1700 Elm S6 eat,Suite 200 /PfP4. i3 fx� 5k MlnnaepaJis MN 55414 rt � � � Phnne..612.607.1700 wm,i4 outuNatv..com Fax:612.607 6444 Lab Project Number: 1066803 Client Project ID: 03-01569 Shepard's Path/Prior Lab Sample Not 104122208 Project Sample Mumber; 1066943-001 Data Collected: 12/16/02 14;05 Client Sample ID: WS-1 Macrixt Nater Date Received: 12/15/02 15;05 Raramratero Reeulte Vaito Rel'Cx't T,z.foS,t Ane1_yzed My CAS No, 9yn1 Regleakt txcr01)x010gy Total Coliform in Water Prep/Method: LPA 93239 / SPA 9222A Coliform, 'Total Absent 12/16/02 17:05 TSSC Lab Semple No: 104122304 Project Sample Number: 1066803-002 bete Collected: 12/16/02 14:20 Client Sample ID: W8-2 Matrix; Wattr Date Received: 12/16/02 1505 Parazoa uts Reeulte units Lepazt Limit Analyzed Dy mg t°4- our}i Microbiology 09ta1 Coliform in Water Prep/Method, SPA 92231 / SpA, 92228 Coliform. Total Absent 12/16/02 77:05 TSSC Date: 12/1B/02 Paget 1 of 2 "°9p REPORT OF LABORATORY ANALYSIS eve s This report shall not he reproduced,except in fell. <4 ,z Kttheet the wrtOee consent et Pace Analy110al Serdice5,Inc. —THU 03: 27 PM AMES CONSTRUCTION FAX No, 9524350913 P. 005 Pace Analytical Servi.es, Ina. 1700 Elm Street Supe 200 Minneapolis,MN 55414 �I ce .a Ica Phone:612.607.1700 f WMAymod4b&POm far:612.607.6444 Leh Project Number: 10660P3 Client Project In: 03-01569 Shepard's Path/Prior PARAMETER FOOTNOTES } r ND Not detected at or above adjusted reporting limit NC Not Calculable J Nptimeted concentration above the edjueted method datection limit and below the adjusted reporting limit blpL Adjusted Method Detection Limit • • Raga: 2 of 2 lintel ialle/oa ,6 A'10 REPORT OF LABORATORY ANALYSIS ti This report shall not be reproduced,dzccbt in tall, s wIthout the written consent al Pna Analylnal Servlcey,Inn, -THU 03: 28 PM AMES CONSTRUCTION FAX No, 9524350913 P. 006 L-3 . p il i U J J c,j- I • o c }-- 43Q m q v wz --• Q ��.. It _ —J �- > ❑ ❑ o a Z .. ,i m `N Q c Vi : , _ w • NIA 032131'll0131d , •4,, _ ONH _ T Z V1+ O Vie„ � , - L is Q °QSzH W \\ ,, \ w SOHy T - ❑ ❑ a HOa V � w • LT 03A2l3S321dNfl+ _ ? f i •a 1 tl S21aNId1NO0 d0-ON - ` "'v �.' a � \ o W - zz '-')I ` �z z o 7t 0-4 W Ur , ` D i� \ -'s ? r d EDHhc Q C Co W m Cl o � -- -