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2975 Lone Oak Cir - Soils testing reportJUN 30 2006 12:01 FR 6516591379 TO 96516810235 P.01i09 AMERICAN ENGINEERING TESTINC, INC. 'I 975 LOne 0,14 'Pr FAX TRANSMISSION AMEPICAN ENCfINEERING TESTING, INC. 550 CLEVELANA AVENiJE NORTH ST. PAUT., MN 55114 (651)659-9001 Fax: (651) 659-1379 To: Jason Miller Date: Company: R,Y Ryan Construction Pages: Fax No.: 651-681-0235 From: Phone No.: 651-328-3761 Phone No.: Sabject: Waters VI June 30, 200b 9 inclad"mg this cover sheet Ryan Schmidt (651) 789-4657 Jason, Attached please find our Report of Project Testing Services that summarizes our seroicps for ft Waters Vi building. Plesse call me with any questions. Thanks, Ryan F. Schmidt PE Staff Engineerll American Engineering Testing, Inc. (0) 651-789-4657 (F) 651-659-1379 rschm idtGDam enatest.com Thirfacsimile and mryfiles [mnsmitted wich it are confidential and 'uuended solelyfor the use ofthe individualor entiry to wham rheyarnaddressed. ThiscommunicaNonmayconrainmateriaJprotectedbyattorney-clientprivitege. ,[fyouarenarheintended recipient or the persan responsib[e for defivering thejacsimile ta The intended retipdent, be advi.red ehatyou have received this [ransmrssion in ernrandlhae any use, dissemination, fonvarding.prirtting orcopyingofthrs iormarion rs skiulyprohibited /j you huve received this fauimlle !n error, please notify us af 1-$00-972fi364. o.rs>ia(oetoi) SUN 30 2086 12:01 FR AMERICAN ENGINEERIAG TgSTING} INC. CON5ULTANTS • ENMIRONMENTAL • GEOTECHNICAL • Mp7EpIAL$ • FORENSICS REPORT OF PRUJECT_TESTING SERVICES PROJECT: REppRTED Tp: W.ATERS VI BUII.DING CSM CORPORATION LONE OAK DRNE 500 WASHINGTON AVENiJE SOUTH EAGAN. MN SUITE 3000 MINNEAPOI.IS, MN 55415 ATTN: MR. DAVID WANKER CC: R7 RYAN CONSTRUCTTON, INC. ATTN. MR. JASON MILLER AET JOB NO: 20-05650 DATE: JiJNE 28, 2006 INTRODUCTION This report sn+,+m9*+,Ps tke results of the project testing services we have conducted for the referenced project in Eagan, Mizmaota. The original contract foz the testiqg was through GME Consultants, Inc. (GME). American Engineering Testing, Inc. (AET) mergcd with GME on January 1, 2006, and the testing contract was assigned to AET. Our services were conducted on a wi1F-call basis as requeatad by Mr. Chad Bettenberg with RJ Ryan Construction. Our services were performed as authorized on October 12, 2005, by Mr. Randy Rauwerdink C5M Corporadon. The scope of our work included the followu?g: • Observing the soils "sn the buildiug excavations and judgiag their suitabiliry for structural support. • Perfotmiug in place density testing of compacted fill soiLs and evaluating for cobformance with project specifications. • Observing reinforcing steel placed in the structural foundadon elements for the building addition. 6516591379 TO 96516810235 P.02i09 TNo tl? shell nM 6B MpmGCB6Laxcept h MI, wIVWt wltllen appoval M Finarkan EtplnweFpTeding, liw. 560 Cleveland Avenue Narth .$t Payl, MN $5114 Phone 651-659-8001 . Toll Free 800-972-6364. Fax 651-659-1379 . www.amengtesicom 9ttioee tlirougMut Florlda, Mlnnasote, SouN DekoW 8 Wi6COnein ANAFFlMUTIVEqC7Ipry AND FAl1Al OPP0Rn1N1tt EMPLpYEp SUN 30 2006 12:01 FR 6516591379 TO 96516810235 P.03i09 AET #20-05650 - Page 2 of 8 • Performing on-site testing of plasdc concrete. • Performing eompressive strength testing of coacrete test cyIinders. • Performing compressive stength testing of grout and masonry prisms. • Performing observarions of the masoary wall coascruction for the building. • Performing observations of the struchual steel welded and bolted connections. • Performing observations of the puddle welding and TEK screw fasteniag during metal deck uattallation. • Slimmarize the results of our services in a wriaen report. PROJECT INFORMATION We understand the constnution included a new office/wazehouse building at the northwest comer of Lone Oak brive and T.,one Oak Road in Eagan, Mimiesota. We fiuther vnderstand this building will: • Be orie-sWry in height. • Have appraxirnate overall dimensions of 120' by 400'. • Have a slab-on-grade elevatioa of 870.9. • Be supported on spread footings proportioned for a maximum net allowable design soil beazing prrssutc of 3,000 psf, • Have masonry block walls, a structural steel interior frame and steel joists supporting a metal deck roof. • Be abte to tolerate up to ?h" of differential settlement and up co 1" offotal settlemene. • 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 actuaI design. JUN 30 2006 12:02 FR 6516591379 TO %516810235 P.04/09 AET #20-05650 - Page 3 of 8 Building location and elevatioa information obtained at the site, and presenced in this report, was based on offset stakes placed by others. BACKGROUND INFORMATION A geotechnical exploration program and analysis was perf'ormed for this pmject by GME. The results were presented in their geotechnical report in 2003 (GME Project No. 10534) and supplemental geotechnical zepon dated pr-tvber 14, 2005 ((3ME Project No. I0534-C). In their report, GME recommended that the building be supported bq spread footings designed using an altowable bearing capacity of 3,000 psf. Refer to the geotechnical reports for more detaIIed information about the soil conditions azd the recommendations for buiIding support. sou, oBSExvAUoNS .a.rna TEsTmTG Excavation pbservation and Results We observed the footing excavarion for the projact between from Decensber 20, 2005 to January 16, 2006. We were not present at the site on a full-titne basis. Our services were performed on a will-call basis, when requested by Mr. Bettenberg, which allowed us ta observe the footing excavadons. In addition to observing the soiLs exposed in the axcavadon, we conducted shallow 6and auger borings assd dynamic cone penetrometer (DCP) and static cone penetrometer (SCP) probes in the bottom of the excavations. The soils encountered were classifietl in generaI accordance with ASTM:D2488. Estimates were made of the soil strength properties based on their resistance to advanCement of the hand augei aud from the hand cone peneuometer readings. The soils were also compared w the soils described on the boring logs. The soils exposed in the majoiity of the excavation bvttoms were classiSed as naturatly depasited clayey sand. '1lxese soils were similaz to those described in the geo[echnical report and the associated soil horing logs. The bottom of the excavation was at about elevation 867. Our DCP/SCP probes indicated the soils should be capable of supporting structural loads of up to 3,000 psf. Based on the hand auger borings and DCP/5CP readings, it is our judgment the observed soils should be suitable for support of the fill and building loads. SUN 30 2006 12:02 FR 6516591379 TO 96516610235 P.05i09 AET #20-05650 - Page 4 of 8 In the uorthwest portion of building pad, we ohserved existing fill over buried topsoil was observed in the excavation bottom. These soils were judged unsuitable for support of the footing loads based on the results of our observakions, hand auger borings amd DCP/SCP readings. We recommended these soils be removed to expose the undexly'vng nacurally deposited clayey sand, encountered at deptLs of about 1' to 3' below fooring grades. These underlying naturally deposited soils were judged suitable to support the fill and structural loads based on our hand auger borings and DCPlSCP readings. We further recommeuded this subcut excavation include 1:1 lateral oversizing beyond the footings W pmvide proper lateral support oF the fill and foundation loads. From riecember 27 through 30, 2006, we periodically observed the subcut excavarion in the northwest portion of the building pad, below footing azeas oniy. You elected to leave the fill and buried topsoil in-place in slab subgrade areas and accept the risk of excessive slab settiement in these azeas. The footing excavation was extended through the unsuiWble existing fiA and buried topsoil to ffie underlying competent naturally deposited soils described above. The soils we observed in the excavation bottnm were judged suitable to support the footing loads. No standiag water was observed in the bottom of the excavation. 5ince the excavarion terminated below foundatiou grades, 1:1 oversizing of the excavation bottom and subsequern fill system was recommended. Our judgments of the excavation oversizing were based on the off-set stalting aad elevadoa staking provided for us in the field by earthwork contractor. Based on the information provided, it appeared that the recomraended lateral oversizing was provided for the observed excavations. Compaction TeslinE Resuits GME/AET personnel performed compaction testing on a will-call hasis on the foundation wall backfill between May 2 through 5, 2006. The results of these field density tests were compared to the laboratory Standard Proctor maximum dry densides (ASTM: D698) for each differern soil type to calculate the compaction levels for each test. The soils at the locaeions and elevations tested were wmpacted to a m,ni,m,m of 95 % of the laboratory Standard Proc[or maxmmum dry density as speci6ed. JUN 30 2006 12:02 FR 6516591379 TO 96516810235 P.06i09 AET #20-05650 - Page 5 of 8 REINFORCING STEEL OBSERVATIONS Prior to placement of concrete, GME/AET personnel periodically observed the reinforcin,g steel present in the exterior sCrip footings and interior column pads. These observations were gerformed between December 22, 2005 and Jauuary 16, 2006. Auring our observations, we judged the foilowing items for conformance to the most current suucwral drawings available at the project site: • Tbe conditions and dimensions of the various formwork. • That the proper number, size, spacing, and lap of the reinforcing steel were pravided. • That proper concrete cover and support was provided between the reinfarcing s[eel end the formwork andior the ground surface. • That the reinfarciag steel was substantially free of rust, scale, dirt, ice or other deleterious materials which will reduce adkaesion with the concrete. Based on the results of our observaCions, it is our opinion that ttte reinforcing steel placed in the obsarved structural elements was in subskantial compliance with rhe current stxucwrai drawings present at the site. We must point out that GME/AET does not perfarm surveying services. Therefore, our observations of the ieinforcing steel were based on the positioning of the formwork by the contractor. We are not responsibte for the exacc locazions of she formwork. CONCRETE TESTING We perfornned testing of the plastic concrete as it was being placed in some of the structural elements of the btulding. dur services included the following: • Measure the sIump of the plastic conCtete. 4 Measure the percentage oP entrained and entrapped air of the pLastic concrete. JUN 30 2006 12:03 FR 6516591379 TO 96516610235 P.07i09 AET #20-05650 - Page 6 of 8 • Measure the temperature of the plastic coraxete. • Cast 6" diameter by 12" lrigh compression test cylinders. All testing was performed in accordance with current ASTM procedures. 'Fhe results of the on-?site testing were presented in our Reparts of Plastic Concrete Testing, which were issued under separate covec. The results of our tesu generally satisfied the project specifications. We performed compressive strength testing of 15 sets of test cyIinders cast by GME/AET personnel. The cesults of these tests were presented in our Reports of Compressive Strength of Cylindrical Concrete Specimeas. Copies of these were previously submitcad under separate cover. The test results exceeded the specifie3 28-day design compressive strength, MASONRY OBSERYATIONS AND TESTING During construction of the masotuy walls, AET personnel made four visirs to the site to perform observations. Tbese services were performed between Januaxy 3 and February 15, 2006. Our services inciuded the following: • Observe that the proper units were used, and that the uniu were clean and dry. • Observe that the masonry bearing surfaces were clean before the moxtar and masonry units were placed. • Observe that the spaces to receive the grout were elean before grout coxefill was piaced. • Observe the horizontal and vertical reinforcement, including plxcement and aligmnent of bars and dowels, measuring the bar sizes and lengths of bar ]ap splices, and observing the clearance between bars and clearance from masonry units. • Observe the general construction praetices required by the project specifications. JUN 30 2006 12:03 FR 6516591379 TO 96516816235 P.06i09 AET #20-05650 - Page 7 of 8 Based on our obsexvations, it appeared that those portions of the masonry wall which we observed during wr visits to the site were being wnstructed in general Conformance witkl the approved projecc ptans and specifications. We also performed compressive streqgth testing of one set of corefill gr0ut speciuens casi by GME and two sets of masonry pristns cast by the contractor that were place3 for construction of the walls which were observed by A$T personnel. 1he results of these tests were presented in oui Repotts of Corefiil and Concrete Masonry Prism Testiag. Copies of these reports were previousiy suhmicted under sepazate covee. The test results exceeded the 28-day design compressive strengths. OBSERVATIONS OF WELDED AND BOLTED CUNNECT'[ONS 1VDT technicians from our firm observed field welded and bolted cannections for ttte building oa a will-call basis on March 15, 2006, when contacted hy Mr. Bettenherg. It is our jttdgment thai the field welds and bolts obsexved for the structural steel and bar joist connections satisfied the requixements of the teferenced code and pzoyect specifications. The deck welds and deek fasteners were judged to satisfy the requiremealts of the project speciCcations and the referenced codes. CLOSURE To procect the client, ttte public and American Engineering Test'sng, Inc., this report (and all supporting informa#on) is pxovided for the addressee's own use. No zepresentations are made to parties other than tbe addiessee. Our servicQS on this project have been conducted to those standazds cansidereci nonnal for services of this type at this time and location. pther than this, no warranty, either express vr implied, is intended. JUN 30 2006 12:03 FR 6516591379 TO 96516810235 P.09i09 AET #10-05650 - Page 8 of 8 SIGNATCTRES Report Prepared By: American Engiueering Testing, Inc. Repoct Reviewed By: Amerlcan Engineering TesHng, Inc. ? 2-? Ryan F. Schmi , PE Staff Engineer II MN License No. 40501 Chad A. underwooa, PB 5enior Geotethnical Eagineer ** TOTAL PAGE.09 **