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HomeMy WebLinkAboutB4-85 ENG RPT FROEHLING 2-25-04.PDFSINCE A FROEHLING & ROBERTSON, INC. 1%.,P GEOTECHNICAL * ENVIRONMENTAL * MATERIALS IQ( ENGINEERS * LABORATORIES "OVER ONE HUNDRED YEARS OF SERVICE" �910 TATE BOULEVARD, SE/SUITE 101/HICKORY, NC 28601 1881 TELEPHONE: 828-324-4081/FAX- 828-324-6770 EMAIL ADRESS: WWW.FANDR.COM DAILY REPORT Client: Mr. Jeremy Norman Building Systems, General Contractors P.O. Box 3409 Hickory, NC 28603-3409 Project: Hart Entertainment Hickory, NC F&R Project Number E77-141 T Date: 02/25/04 Technician: Wilson H.-Goff-Chris Wright - oo Y 'The F&R representatives traveled to the site at the request of Mr, Michael Yount, project superintendent, to continue the subgrade evaluation of the 4 excavated interior pier footings, The F&R representatives performed four Dynamic Cone Penetrometer (DCP) tests and the results were supplied to M. Sloan, F&R P.E., for his evaluation and recommendations. While on -site, Mr. Goff was requested to verify the pier footing sizes, depth, and all steel reinforcement size and placement as shown on foundation plan on street No. 4 dated August 28, 2003, Three wire ties and proper clearance of the reinforcement was corrected at one pier location, All other reinforcement was found to be satisfactorily placed and sized as per the drawing. All pier foundations were excavated to the required size and depth. After review of the DCP test results, it was recommended to Mr. Yount to over -excavate 3 pier foundations in order to achieve the specified bearing capacity. On site, Mr. Goff verified that the client had over -excavated the pier footing located at the left front corner by 1-foot in depth, the pier footing located at the left rear corner by 2--feet in depth, and the pier footing located on the right side wall marked as the 'F-SL' by 3-feet in depth. Based on the results of the DCP testing and implementation of our over -excavation recommendations, the near surface foundation bearing materials evaluated are Suitable for support of the foundations designed based on an allowable net bearing pressure of 2,000 pound--, per square foot at the locations tested. Please note that F&R ties not performed a geotechnical subsurface exploration on this site. The findings and DCP test results are based on shallow subsurface hand angering, therefore, a deep investigative Study should not be inferred. Respectfully Subm' FROEHLING & Sl SEAL Michael W, S14111, 02 6 Branch Managjt-4. f/ HFADOUARTERS: 3015 DU VRARTON R(�)� A 23261-7524 TELEPHONE (804) 264-2,;Ve, f Fandil,com SRANCHES� ASHEVILLE, NC - BALTIMORE, MD - (>iARLOTTE, NC - CHESAPEAKE, VA SfNCE FOUNDATION BEARING GRADE REPORT Project: I [art 11'ritertainnient Permit No: N/A Clieut: BUilding Systems, Gen. Contr. Date (on -site): 2/25/2004 MR Representative: W. Goff/C. Wright Project No.: E77-141 T DYNAMIC CONE PENETRATION TESTS (ASTNI rectal Technical Publication No. .399) "PIN" 7,771 01 10 10 10 Fill -Red Brown Sandy Silt w/Mica -11 12 13 12 Fill -Red Brown Sandy Silt w/Mica Interior flier C-2 _2' 16 17 16 Fill -Red Brown Sandy Silt w/Mica _Y 10 17 14 Fill -Red Brown Sandy Silt W/Mica 4' 10 20-1 20+ Fill -Red Brown Sandy Silt w/Mica 01 6 8 7 Fill -Red Brown Sandy Silt w/Mica -11 12 14 13 Fill -Red Brown Sandy Silt w/Mica 2 Interior flier G.3 -2' 9 13 11 Fill -Red Brown Sandy Silt w/Mica -3f 9 12 10 Fill -Red Brown Sandy Silt w/Mica - -4 17 20 t 20t Fill -Red Brown Sandy Silt w/Mica 01 7 1 C1 Fill -Red Brown Sandy Silt w/Mica -11 8 11 9 Fill -Red Brown Sandy Silt w/Mica 3 Interior flier C-4 2' 10 10 10 Fill -Red Brown Sandy Silt w/Mica _3' 11 12 11 Fill -Red Brown Sandy Silt w/Mica -415 17 16 Fill -Red Brown Sandy Silt w/Mica 01 8 12 10 Fill -Red Brown Sandy Silt w/Mica -11 9 10 9 Fill -Red Brown Sandy Silt w/Mica 4 Interior flier C-5 -2' 12 14 13 Fill -Red Brown Sandy Silt w/Mica _3' 13 15 14 Fill -Red Brown SandySiltSilt w/Mica -4 14 16 15 Fill -Red Brown Sandy Silt w/Mica Depth Below Footing Bearing Grade Note: N, is the average of the second and third D(T readings Any opinions or recommendations should be based on the field observations made, and the tests performed, All hearing grades should be free of'soft, loose, wet, organic, caved -in soils or otherwise deleterious materials and conditions immediately prior to the placement ofconcrete. Exterior foundations should be embedded at least 12-inches below the final exterior grides. Exterior grades should be sloped to direct surface runoffaway from structure,