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HomeMy WebLinkAbout1999 - progress report Ern ,qco GME CONSULTANTS, INC. p CONSULTING ENGINEERSE _o) 14000 21st Ave.No./Minneapolis,MN 55447 Phone(612)559-1859 / Fax(612)559-0720 March 30, 1999C(E, Mr. Rich Kiemen �t Project Manager fi KM Building Company 1620 Central Avenue Northeast Minneapolis, Minnesota 55413 GME Project No. 8216 RE: Progress report for construction observation and testing services for the Service 800 Building in Orono, Minnesota for the period between February 20 and March 20, 1999 Dear Mr. Kiemen: We have provided construction observation and testing services for this project in accordance with our proposal dated February 19, 1999 . Our testing services have been provided on a part-time basis coordinated through Mr. Steve Weibel, your site superintendent . This report discusses our construction services performed to date, and includes our Daily Field Reports and test results . Background Information You have indicated that there were no soil borings drilled specifically for this building. However, borings were drilled on this site in December, 1972 by another geotechnical firm. One of the borings falls within the building footprint . This boring shows a layer of topsoil underlain by stiff gray-brown silty sandy clay to the termination depth of the boring. The Service 800 Building will be a single-story, slab-on-grade structure of masonry bearing wall and steel frame construction. The building slab will be cast-on-grade, covering a footprint of about 11, 000 square feet . You have indicated that the grading plan calls for approximately 2 to 3 feet of cut in the northern portion of the building, and limited amounts of fill at the southern end. The grading plan does not yet take into consideration the possibility of subcutting and soil correction under this structure. Paved parking and drive areas will be constructed around the building. Earthwork Testing We observed test pits excavated around the perimeter of the building to determine the suitability of the soils . We observed that there was an average of 2 feet of brown clayey sand fill underlain by a naturally- WILLIAM C. KWASNY, P.E. THOMAS P. VENEMA, P.E. WILLIAM E. BLOEMENDAL, P.E. GREGORY R. REUTER, P.E. CHARLES M. ALL000D, P.E. MERVYN MINDESS, P.E. MARK D. MILLSOP, P.G. TIMOTHY F. McGLENNEN STEVEN J. RUESINK, P.E. An Equal Opportunity Employer A Mr. Rich Kiemen 2 March 30, 1999 GME Project No. 8216 occurring brown and gray mottled silty clay with traces of sand. We recommended that the foundations rest upon the natural soils. We observed loaded tandem-axle trucks traversing over the subgrade soil, indicating no deflection and approximately 1/2 inch to 1 inch of rutting. Based on our observations, it is our opinion that these soils are suitable for slab support or placement of fill for slab support . We observed and tested foundation base soils for the perimeter footings using a Static Cone Penetrometer (SCP) . The base soils consisted of naturally-occurring brown and gray mottled silty clay. In our opinion, the base soils are suitable for support of the design bearing pressure of 2, 000 pounds per square foot at the times, locations, and elevations tested. We observed and tested foundation base soils for the interior column pads using a Dynamic Cone Penetrometer (DCP) . The base soils consisted of newly compacted brown sand over the naturally-occurring silty clay. In our opinion, the base soils are suitable for support of the design bearing pressure of 2 , 000 pounds per square foot at the times, locations, and elevations tested. Reinforcing Steel Observations We observed the reinforcing steel installation during construction of the footings . We observed that the correct number, type, size, and configuration of reinforcing steel bars were placed in accordance with the project plans and specifications . We also observed that the steel appeared to generally be placed at the required embedment depth within the forms for proper concrete coverage . Concrete Testing We performed laboratory compressive strength testing on concrete cylinders cast by the contractor' s personnel . The test results are forwarded on a weekly Concrete Strength Reports . In reviewing the seven-day test results, it is our opinion that the required compressive strength will be met at 28 days . Additional test data will be forwarded as they become available. Masonry Testing We performed laboratory compressive strength testing on corefill cylinders cast by the contractor' s personnel . The test results are forwarded on our weekly Masonry Strength Reports . In reviewing the seven-day test results, it is our opinion that the required compressive strength will be met at 28 days . Additional test data will be forwarded as they become available . GME CONSULTANTS,INC. Mr. Rich Kiemen 3 March 30 , 1999 GME Project No. 8216 Standard of Care The conclusions in this report represent our professional opinions, based on our interpretation of the site observations and test data. These opinions were arrived at in accordance with currently accepted engineering practices at this time and location. Other than this, no warranty is implied or intended. Closure This report summarizes our observation and testing services performed between February 20 and March 20 , 1999 . Our Daily Field Reports describing our on-site activities are enclosed, along with pertinent test data. If you have questions regarding this report, please contact us at 559- 1859 . Sincerely, GME CONSULTANTS, INC. Brett S . Maki, E . I .T. Project Engineer Steven J. Ruesink, P .E . Project Engineer Enclosures : Daily Field Reports Static Cone Penetrometer Test Reports Dynamic Cone Penetrometer Test Reports cc : Mr. Dick Koehn RRK Structural Engineering City of Orono Building Inspection Department BSM:ms C:\BSM\8216.PRG GME CONSULTANTS,INC.