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Home My WebLink AboutB4-1288 SOIL REPORTS 8-6-04.PDFMAk Alk MATTHEWS C: CONSTRUCTION CO., INC. CORPORATE OFFICE: 210 First Avenue South -Conover, North Carolina 28613 (828)464-7325 FAX:(828)465-6747 CHARLOTTE OFFICE: Lakepoint Corporate Center Two 2359 Perimeter Pointe Parrkway, Suite 175 — Charlotte, North Carolina 28208 PHONE: (704) 357-6095 FAX. (704) 357-0590 TO: Catawba County Building Inspections PO Box 389 Newton, NC 28658 (828) 465-83" DATE: 8/6/04 REGARDING: Hickory Metro Convention Center Soil Reports We are (x) enclosing ( ) under separate cover to you the following: For: Your comments Your Approval As requested As approved Approved as noted For re -submittal fXJ Your records With our comments as follows: LFA BY: Charles E Canrobert eee_ DATE: 8/6/04 SINCE FROEHLING & ROBERTSON, INC.. GEOTECHNICAL # ENVIRONMENTAL * MATERIALS ENGINEERS * LABORATORIES "OVER ONE HUNDRED YEARS OF SERVICE" 1881 " 910 TATE BOULEVARD, SE/SUITE 101/HICKORY, NC 28601 TELEPHONE: 828-324-4081/FAX: 828-324-6770 EMAIL ADDRESS: WWWFANDR.COM Client: Mr. Charles Canrobert Matthews Construction Company, Inc, 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/02/04 Technician-, Robert George The F&R technician arrived on -site at the request of the client to perform 'spot-check' in -place density tests using the nuclear gauge on soils previously placed as fill in the building pad, The F&R technician performed three density tests at random areas of the building pad. One soil sample was collected and transported to the F&R laboratory for Standard Proctor testing. The results of Proctor P-1 are attached. Two soil samples were also collected and transported to the F&R laboratory for moisture verification testing. The equipment operator with Long Grading was informed that the final test results would be reported on July 6, 2004 after the laboratory testing is finalized. Note: The three in -place density tests did not meet 95% compaction, but were retested on July 6, 2004 with acceptable results. Please note that the above represent spot tests only at the locations noted. Fulltime visu observation of materials placed or methods of placement should not be inferred. I Respectfully Submitted, FROEHLING & ROBERTSON, INC, ('4.) . Mich el W. Sloan, P.F. Branch Manager HEADQUARTERS: 3015 DUMBARTON ROAD - BOX 27524 - RICH ND, VA 23261-7524 rELEPHONE (804) 22701 - FAX (804) 264-1202 - WWW,FandRxom Project: Client: MATTHEWS CONSTRUCTION COMPANY, INC, Record No.: F77-035T Test Test Field Elev. Moisture Field Dry Density Percent of Maximum Field Test Dry Density Proctor No. Location I (FT.) Content (94o) (pcf) Type No. BUILDING PAD ACT_SPEC. 1 NORTHWEST CORNER OF PAD -2.5 .1 ,5 109.5 — 94.6 95 NO P-1 2 WEST SIDE OF PAD -1.5 --12,3 106.7 92.2 --65— NG P-1 3 SOUTHWEST CORNER OF FILL AREA _.5 *12,2 108,3 916 95 NG P-1 Proctor No, Max. Dry —Optimum Soil Lab Test Remarks: Density (pcf) Moisture Class. Type P-1 115.7 10-1 _SM STD 'OVEN -DRIED MOISTURES, So - Sand Cone (ASTM D1556) NG - Nuclear Gauge (ASTM 02922 & 03017) Froehling & Robertson, Inc. DC - Drive Cylinder (ASTM D2937) Technician, ROBERT GEORGE STD. - (ASTM D698) 1400. - (ASTM D1557) I PLEASE NOTE The above tests represent spot tests only at the locations noted. Fulltime visual observation of mat Its placed or methods of placement should not be inferred. TEST RESULTS Maximum dry density = 115.7 pcf Optimum moisture= I O. I % Project No. F77-035T Client: Matthews Construction Project: Hickory Metro Center Expansion Source: Off -Site Borrow Sample UUMFAU I IU TEST REPORT FROEH"LING & R"10BERTSU"N. INIC. SINCE FROEHLING & ROBERTSON, INC. A GEOTECHNICAL * ENVIRONMENIAL * MATERIALS lt ENGINEERS * LABORATORIES "OVER ONE HUNDRED YE4RS OF SERVICE" o0910 TATE BOULEVARD, SE/SUITE 101/HICKORY, NC 286 1881 TELEPHONE: 828-324-4081/FAX: 828-324-6770 EMAIL ADDRESS: WWW,FANDR.COM I Client: Mr. Charles Canrobert Matthews Construction Company, Inc, 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/06/04 Technician: Eldridge Adkins The F&R technician arrived on -site at the request of the client to perform 'spot-check' in-pla density tests using the nuclear gauge on soils previously placed in the building pad. i The F&R technician performed three density retests at the locations that failed to me compaction on July 2, 2004 after the area was re -compacted. Based on the test results, 95 compaction had now been achieved. The F&R technician also performed two density tests the lift placed at the north end of the building pad with results indicating that 95% compaction h been achieved. I Mr. Long, Long Grading, telephoned F&R later in the day to request that the F&R technician return to the site for further testing later in the day, Please note that the above represent spot tests only at the locations noted, Fulltime visual observation of materials placed or methods of placement should not be inferred. Respectfully Submitted, FROEHLING & ROBERTSON, INC. fi z 6J . Michael W. Sloan, P.E. Branch Manager HEADOUARTERS: 3015 DUMBARTON ROAD - BOX 27524 - RICHMOND. VA 23261-7524 TELEPHONE (804) 264-2701 - FAX (804) 264-1202 - www,FandFLcom BRANCHES: ASHEVILLE, NG - BALTIMORE, MD - CHARLOTTE, NO - CHESAPEArE, VA ('Pn7PT VA . CAVCTTCIIIl I C - . - - 1 , r Project: Client: I FIELD DENSITY SUMMARY SHEETS HICKORY METRO CENTER Date: 07/06/04 MATTHEWS CONSTRUCTION COMPANY, INC. Record No.: F77-035T Field Field Dry Percent of Maximum Field Test Proctor Test Test Elev, Moisture Density Density enD,y Dry Density DensityType Type No. No, Location (FT) Content (Pcf) (p 'f C BUILDING PAD ACT. SPEC, k_1 RE_Tff§TNOff_HWffS_T —CORNER OFPAD2.5 -9-9 116�O 100�3 95 NO L_NG P-1 _R2_ RETEST -WEST SIDE OF PAD 100.9 1114�8 ___992 95_ —P-1 1R_3 RETEST -SOUTHWEST CORNER OF FILL AREA _75— 2 115.8 100,1 95 NO P-1 NORTHWEST CORNER OF PAD 1 10-2 _7_15_.7_100.0 95 _NG —P-1 7— NORTHEAST CORNER OF PAD 1 10.0 115.9 100.2 9-5 _NG —P-1 Proctor No. Max. Dry Optimum Soil Lao Test Remarks: Density (co Moisture I%) Class, Type 7 1 115,7 10A _SM 'STOVE -DRIED MOISTURES _ Freehling & Robertson, Inc, Technician: ELDRIDGE ADKINS PLEASE NOTE The above tests represent spot tests only at the locations noted. Fulltime visual observation Of matwials placed or methods of placement should not be linferred. So - Sand Cone (ASTM 0 1556) NG - Nuclear Gauge (ASTM 02922 & D3017) DC - Onve Cylinder (ASTM D2937) STD. - (ASTM D698) MOD. - (ASTM D1557) SINCE FROEHLING & ROBERTSON, INC. GEOTECHNICAL * ENVIRONMENTAL # MATERIALS 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 ADDRESS: WWW,FANDR.COM Client.- Mr. Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date'. 07/06/04 (PM Visits) Technician: Eldridge Adkins The F&R technician returned to the site as requested by Mr. Long, Long Grading, to perform spot-check' in -place density tests using the nuclear gauge on soils previously placed in the building pad. The F&R technician performed four density tests at subgrade level with test results indicating th 100% compaction had been achieved, Mr. Long requested that the F&R technician return later the day for further testing, I The F&R technician returned to the site as requested and performed one density test using t nuclear gauge on fill previously placed under the existing canopy. Based on the test results, 95 cl compaction had been achieved. Mr. Long requested that the F&R technician return to the site July 7, 2004 for further testing. I Respectfully Submitted, FROEHLING & ROBERTSON, INC, Michael W, Sloan, P.F. Branch Manager BRANCHES: ASHEVILLE,NG - BALTIMORE,MD m CHARLOTTE, NC - CHESAPEAKE,VA Client: N I FIELD DENSITY SUMMARY SHEETS 41rvnDv RACIron fIr-ki I L;r% Date: 07/062/04 (PM Visits) MA HEWS CONSTRUCTION COMPANY, INC. Record No : F77-03rT 6 6 NORTHWEST NORTHWEST 7 NORTHEAST G 81145' S SOUTH OFF 9 120'SOUTH OFF 10 C CENTER UNDEI U Field Field Dry Percent of Maximum Field Test Proctor Test Elev, Moisture Density Dry Density Type No, Location (FT) Content (pCf) BUILDING PAD ACT, SPEC. 5RNER' SG 10.3 116-1 100.3 100 NO P-1 RNER SG 10.1 116.3 100.5 100 NG -P_ 1 4ORTHWEST CORNER SG 10.5 115.7 100.0 100 NG P-1 4ORTHEAST CORNER SG 10.3 116,2 100.4 100 -NG -P1 CANOPY 1 10.4 116.0 100.3 95 -NG -P1 ctor No, Max, Dry Optimum Soil - -- Lab Te Density (pco Moisture Class. Type 115.7 10.1 -SM STD PLEASE NOTE The above I Remarks: ey: C -Sand Cone (ASTM 01556) NG -Nuclear Gauge K S N e C G y Sa Nun c d ,a C a Cone r G' {ASTM D2922 D3017) C , Froehling & Robertson, Inc, DC - [Dnve Cylinder (ASTM D2937) ST _ ( - (ASTM D698) Technician: ELDRIDGE ADKINS STD. ASTM D, MOD.( STM r - (ASTM D1557) M A SINCE FROEHLING & ROBERTSON, INC. GEOTECHNICAL # ENVIRONMENTAL # MATERIALS ENGINEERS * LABORATORIES SWER ONE HUNDRO YURS OF SERVICE" 1881 " 910 TATE BOULEVARD, SEISUITE 101 /HICKORY, NC 28601 TELEPHONE: 828-324-4081/FAX: 828-324-6770 EMAIL ADDRESS: WWW.FANDR.COM I#Lfflffiulflm. s Client: Mr. Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/07/04 The F&R technician arrived on -site at the request of Mr, Long, Long Grading, to perform 'spot- check' in -place density tests using the nuclear gauge on soils previously placed under the existing canopy. The F&R technician performed two density tests after the subcontractor had finished compaction on the soils placed. used on the test results, 100% compaction had been achieved. Please note that the above represent spot tests only at the locations noted. Fulltime visual observation of materials placed or methods of placement should not be inferred. Respectfully Submitted, FROEHLING & Rid BERTSON, INC. Michael P.E. Branch Manager TELEPHONE (804) 264-2701 - FAX (W4) 264-1202 - www,FandR,com BRANCHES; ASHEVILLE, NC - BALTIMORE, MO - CHARLOTTE, NC - CHESAPEAKE, VA (�Pn7l=T VA . r:AVPT-rC%1ft I M Alf' FIELD DENSITY SUMMARY SHEETS Project: HICKORY METRO CENTER Client: MATTHEWS CONSTRUCTION COMPANY, INC. ---------- F Ued Dry Density Dens (pcf) 1 1 5 .9 10�6 1 1 �0 --7106 116�O Field Field Dry Test Test Elev. Moisture Density Na.Location (FT.) Content (pCf) BUILDING PAD NORTH Test EDGE OF CANOPY SG 10,5 115.9 So UT T Test 2SOUTH CENTER EDGE OF CANOPY SG Proctor No. Max. Dry Optimum scrl Lab Test Remarks: Density (pco Moisture Class, Type S M ---�TCI 15.7 F5- I 1().l Froehfing & Robertson, Inc. Technician: ELDRIDGE ADKINS PLEASE NOTE The above tests re�res at the locations noted. Fulltime visual observation of materrials placed or methods of placement should not be Date: 07/07/04 Record No.: F77-035T Percent of Maximum Field Test Proctor Dry Density Type No. ACT. SPEC. -i—OE2 f-10— J N G —Pi 100�3 16 0-0-1 ING P-1 P_J Key: SC - Sand Cone (ASTM D1 556) No - Nuclear Gauge (ASTM D2922 & D3017) DC - Drive Cylinder (ASTM D2937) STD. - (ASTM 0698) MOD. - (ASTM D1557) SINCE Jk FROEHLING & ROBERTSON, INC. %.JP GEOTECHNICAL # ENVIRONMENTAL * MATERIALS ENGINEERS * LABORATORIES "OVER ONE HUNDRED YEARS OF SERVICE" 910 TATE BOULEVARD, SE/SUITE 101/HICKORY, NC 286 TELEPHONE: 828-324-4081/FAX: 828-324-6770 EMAIL ADDRESS: WWW,FANDR.COM I Client: Mr. Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/13/04 Technician: Michael W. Sloan, P.E./Kenneth Atkinson The F&R representatives arrived on -site at the request of the client to perform a subgradt, evaluation of the previously excavated foundations located on the new building pad addition adjacent to the west wall of the existing building, The F&R representatives hand probed the footing and the residual bearing soils appeared to very firm. Two Dynamic Cone Penetrometer (DCP) tests were performed, i #JJNMLZ&JJ# TELEPHONE (804) 264-2701 - FAX (804) 2644202 - www.FandR,com BRANCHES: ASHEVILLE, NC - BAuriMORE, MD CHARLOTTE, NC - CHESAPEAKE, VA srn+ce / / a 9H8i FOUNDATION BEARING GRADE REPORT Project: Hickory Metro Center Page No: 1 Client: Matthews Construction Company Date (on -site): 7/13/2004 F&R Representative: ;Mike Sloan/Kenneth Atkinson Project No.: F77-035T DYNAMIC CONE PENETRATION TESTS (ASTMS ccial Technical Publication No. 399) ��'r+S`�r y, v� s rt„ �. � �t+.,: ➢ � �+a�� ;i �. � � 7�„0"" ��'r7?s,`�.�� „o;.ea `*'"'- �\. �: ".�++: RasidualmRed/Stown Silty Sand 20+ Nand Auger Refusal @ -1' f 50-feet South of Northeast Corner of New Addition 0' 10 10 10 Residual-Red/Brown Silty Sand -(' 20+ e 20+ Nand Auger Refusal @ -1' 5-Feet fast of Northeast Corner of New Addition - * Depth Below Footing Bearing Orade Note: NG is the average of the second and third !)CP readings Any opinions or recommendations should be based on the field observations made and the tests performed, All bearing grades should be free of soft, loose;, wet, organic, caved -in soils or otherwise deleterious materials and conditions immediately prior to the placement of concrete, Exterior foundations should he emhe-tidp(i at 1p—t 4". t:..,.,t .,............ .......a._. INCE FROEHLING & ROBERTSON, INC. GEOTECHNICAL # ENVIRONMENTAL * MATERIALS 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 ADDRESS: WWW.FANDR.COM Client: Mr. Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/15/04 The F&R technician arrived on -site at the request of the client to perform a subgrade evaluation of the previously excavated foundations located on the new building pad addition along the east and north walls. The F&R technician performed two Dynamic Cone Penetrometer (DCP) tests and hand probed all footings. The bearing materials consisted of residual soils. The test results were discussed with Mr. Mike Sloan, P.E. for F&R. Based on the DCP test results, the near surface foundation soils evaluated are suitable for lowl 11111119 WN11111 I g1l" In ma [M a m W_ LW to In] I ME Amlawlawd affi-dPA I WLW r-AW-00 I nor -All, a F&R conducted a geotechnical study of the site years earlier and recommended that 3,000 pounds per square foot bearing capacity be used for foundation design of the existing structure. i7lrVIWT TELEPHONE (804) 264-2701 - FAX (804) 264-1202 - WWWFandRxom BRANCHES: ASHEVILLE, NC ® BALTIMORE, MID CHARLOTTE, NC - CHESAPEAKE, VA SI PAC E 1A81� FOUNDATION BEARING GRADE REPORT Project: Hickory Metre Center 'age No: 1 Client: Matthews Construction Company Date (on -site): 7/15/2004 F&R Representative: Kenneth Atkinson Project No.: F77-035T DYNAMIC CONE PENT TION ,TESTS (ASTM Special "Cechnical ub[ cation N0. a99) '� l y_' 4+x 7 A. '*' s 1i", a, r 1;� a 7� , T �' trsu ate �rr{ttrUn pStt y a *� Xrq d y ,r wY .r y �'+�'"'3 P 6'�`x `;?,„,.,s.., 3 z'Y` a 4 t"'a' ' �t�t#tgx`a'' ..h Y� s a x; rLr`.7 a: m , z..tiit'.,. &AS:.',.,.r.�,, 0' 10 30 20 Residual-Red/Brown Silty Sand -8" 35+ 35+ Hand Auger Refusal Approximately 25-North of I Southeast Corner of East Wall Footings 0' 7 9 8 Residual-Red/Brown Silty Sand -11 14 17 15 Residual-Red/Brown Silty Sand North Wall Footings _2' 15 20 17 Residual-Red/Brown Silty Sand 2 Approximately 52-Feet West of Existing Building 1 * Depth Below Footing Bearing Grade Nate: N, is the average of the second and third DC;P readings Any opinions or recommendations should be based on the field observations made and the, tests performed. All bearing grades should be free of soft, loose, wet, organic, caved -in soils or otherwise deleterious materials and conditions immediately prior to the. nlacemern ofcnnercfe I Aterinr fhiindatinns should he emhedde,ci nt le na t Minches helnim the final oytwrinr arndeq SINCE FROEHLING & ROBERTSON, INC. GEOTECHNICAL * ENVIRONMENTAL * MATERIALS ENGINEERS * LABORATORIES "OVER ONE HUNDRW YEARS OF SERVICE" 910 TATE BOULEVARD, SE/SUITE 101/HICKORY, NC 2860 1881 TELEPHONE: 828-324-4081/FAX: 828-324-6770 EMAIL ADDRESS: WWW.FANDR.COM Client: Mr. Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/20/04 M"Am The F&R technician arrived on -site at the request of the client to perform a subgrade evaluation of the previously excavated foundations located on the new building pad addition along the east and south walls. The F&R technician performed four Dynamic Cone Penetrometer (DCP) tests and hand probed all footings. The bearing materials consisted of both residual and old fill soils. The test results were discussed with Mr, Michael W. Sloan, P. One 12-foot long section, approximately 20-feet south of the existing building along the east w footings, required further excavation, At the time of this report, the area mentioned had be I I 'I excavated to a depth of approximately 10-feet with further excavation pending. Mr, Chris Doyn F&R Staff Engineer, agreed that the foundation in this area should be excavated, but provided formal recommendations. The representative with Matthews Construction stated that the grad would re -excavate the above mentioned area and re -compact the soil to the requir specifications, An isolated area in the south wall footing contained loose soils that should removed prior to concrete placement. Aside from the areas mentioned above, and based on the DCP test results, the near surfa foundation soils evaluated are suitable for support of the foundations designed based on allowable net bearing pressure of 2,500 pounds per square foot at the locations tested.. T findings and DCP test results are based on shallow surface hand augering; therefore, a de investigative study should not be inferred. I F&R conducted a geotechnical study of the site years earlier and recommended that 3,000 pounds per square foot bearing capacity be used for foundation design of the existing structure. Respectfully Su FROEHLINGJ Q Michel I Branc an .IEADOUARTERS: 3015 D MARTON TELEPHONE (804) MANCHES: ASHEVILLE, NC - BALTIM(540(4 5 1 NCE FOUNDATION BEARING"GRADE REPORT Project: Hickory Metro Center Page No: Client: Matthews Construction Company Date (on -site): 7/20/2004 F&R Representative: Kenneth Atkinson Project No.: F77-035T DYNAMIC CONE PENETRATION TESTS (A TM Special Technical Publication No, 399 72'gN ;B rIN M!UMgnp W, 0 "Aan 6FraWI "M gi ---f 01 6 3 77 Old Fill -Brown Silty Sand -11 6 5 5 Old Fill -Brown Silty Sand Approximately 20-feet - South ot'Existing Building -2' 4 2 3 Old Fill -Brown Silty Sand Along the East Wall -3' 4 4 4 Old Fill -Brown Silty Sand Footings - _4' 4 4 4 Old Fill -Brown Silty Sand -5' 5 4 4 Old Fill -Brown Silty Sand 01 4 4 4 Old Fill -Brown Silty Sand -11 7 13 10 Residual -Brown Silty Sand Approximately 4-feet South -2' 8 15 12 Residual -Brown Silty Sand 2 of No. I 01 4 15 4 Old Fill -Brown Silty Sand 4 18 35 27 1 Residual -Brown Silty Sand Approximately 3 1/2-tees 3 North of Test No, I 01 4 4 4 Residual -Loose Red/Brown Silty Sand -11 4 9 7 Residual-Red/Brown Silty Sand Approximately 75-feet West - - - - of the Southeast Comer -2' 18 35 27 Residual-Red/Brown Silty Sand 4 Along the South Wall Footings Depth Below Footing Bearing Grade Note: IN, is the average of the second and third DC P readings Any opinions or recommendations should be based on the field observations made and the tests performed. All bearing grades should be Free of soft, loose, wet, organic, caved -in soils or otherwise deleterious materials and conditions immediately prior to the placement of concrete. Fxterior foundations should be embedded at least 12-inches below the final exterior Prades SINCE FROEHLING & ROBERTSON, INC. %I GEOTECHNICAL * ENVIRONMENTAL * MATERIALS IQ( ENGINEERS * LABORATORIES "OVER ONE HUNDRED YEARS OF SERVICE" 0. 910 TATE BOULEVARD, SE/SUITE 101/HICKORY, NC 28601 1881 TELEPHONE: 828-324-4081/FAX: 828-324-6770 EMAIL ADRESS: WWW.FANDR.COM Client: Mr, Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/21/04 Technician: Chris Doyne, Staff Engineer F&R was requested on -site by Mr. George Moses to attend a meeting concerning the soft bearing soils located in the east wall strip foundation line. Upon arrival, it was noted that the foundation had been undercut 10-feet in depth and 10-feet length, and the entire width of the foundation, Soft soils were also encountered in a 9' x 9' x deep area adjacent to the foundation under the slab. F&R had recommended backfilling the' areas with flowable fill in the foundation and washed stone in the slab area, however, in order expedite the process, Matthews Construction decided to backfill both undercut areas wii flowable fill. The structural engineer increased the amount of rebar from three No, 3 bars to s No, 6 bars to be extended 4-feet into the foundation adjacent to the undercut area. 31 Once the area has been backfilled, the near surface bearing materials are suitable for t required bearing capacity of 2,500 pounds per square foot. The findings are based on shallol-_ surface hand augering tests which did not extend past the 10-foot depth of the undercut are therefore, a deep investigative study should not be inferred. HEADQUARTERS: 3015 DUMBARTON ROAD - BOX 27524 - RICHMOND, VA 23261-7524 TELEPHONE (804) 264-2701 ® FAX (804) 264-1202 - www,FandR,c0m BRANCHES: ASHEVILLE, NC ^ BALTIMORE, MD - CHARLOTTE, NC - CHESAPEAKE, VA SINCE FROEHLING & ROBERTSON, INC. GEOTECHNICAL * ENVIRONMENTAL * MATERIALS 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 ADDRESS: WWW.FANDR.COM Client: Mr. Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 28613 Project, Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/21/04 Technician: Eldridge Adkins The F&R technician arrived on -site at the request of the client to perform a subgrade evaluation of the previously excavated foundations located on the new building pad addition along the west wall footings from the southeast building corner north 43-feet. footings, The bearing materials consisted of residual soils, The F&R technician observed that soft area located at the east wall footing line had been undercut, The undercut area appeared I be 9-feet by 9-feet by 10-feet in depth in the foundation and 3-feet deep under the slab, T]h area was backfilled with flowable fill, Based on the DCP test results, the near surface foundation soils evaluated are suitabi f i W NUNN ANN L, "' G* I i F&R conducted a geotechnical study of the site years earlier and recommended that 3,000 pounds per square foot bearing capacity be used for foundation design of the existing structure. . #• M I - . I'll i z BRANCHES: ASHEVILLE, NO - BALTIMORE, MD - CHARLOTTE, NC - CHESAPEAKE, VA S I N C E 's FOUNDATION BEARING GRADE REPORT /�jcct: Hickory N�ctro Center Page No: 1 .Client: Matthews Construction Company Date (on -site): 7/21/2004 F&R Representative: F`ldridge Adkins Project No.: F77-035T DYNAMIC CONE PENETRATION TESTS (ASTM Special Technical Publication No. 399) Igogox g, N%', 1 f* "1"'0144 T 11,101 �R%NNQN 0 0 1 24 01 12 15 13 Residual -Gray Silty Sand wMeathered Rock -11 17 23 20 Residual -Gray Silty Sand w/Weathered Rock Southeast Corner of the -2' Hand Auger Refusal @ 1' 5" 1 West Wall Footing 36" wide X 20" deep 01 11 14 12 Residual -Gray Silty Sand w/Weathered Rock -11 16 22 19 Residual -Gray Silty Sand w/Weathered Rock 43-feet North in the Footing Line From the Southeast -T A Hand Auger Refusal @ V7" 2 Building Comer 36" wide X 20" deep Depth Below Footing Bearing Grade Note: N, is the average of the second and third DC P readings Any opinions or recommendations should be based on the field observations made and the tests pertbri-ned, All bearing grades should be free ofsoft, loose, wet, organic, caved -in soils or otherwise deleterious materials and conditions immediately prior to the placement of concrete. Exterior fmindations Should be embedded at least 12-inches below the final exterior grades. SINCE ,* TSON, INC. GEOTECHNICAL $0, R, ENGINEERS o LABORATORIES ,,OVER ONE HUNDRED BOULEVARD, SEISUITE 101/HICKORY, 1881 TELEPHONE:. I► ADDRESS:EMAIL •'► Client: Mr, Charles Canrobert Matthews Construction Company, Inc, 210 First Avenue South Conover, NC 26613 Project: Hickory Metro Center Morganton, NC F R Project Number F77-035T Date: 07/22/04 Technician: Eldridge Adkins performThe F&R technician arrived on -site at the request of the client to • • of the previously excavated foundations located on the new building pad addition along intermediatewall footings starting 45-feet north of the southwest corner north approximately 225-feet to t step down area at the The F&R technician performed three Dynamic ConeoPand hand probed bearingall footings. The materials consisted of residualsoils. near surface foundation soils'• are suitablefor poundsbased on an allowable net bearing pressure of 2,500 tested . The findings and DCP test results are based on therefore,deep investigative study should not ,. capacity conducted a geotechnical study of the site years earlier and recommended that 3,000 pounds per square foot bearing be used for foundation design of Respectfully Sub ' iIM*#$, F2C1 HL I & ` C. EAL Michael W to P Branch Ma 6 7 �. V �r A�t19t1111t6ON �� HEADQUARTERS: 3015 DUMBARTON ROAD ® X 27524 * RI ND, VA 1.7524 TELEPHONE (804) 2 2701 8 FAX ( ) 1202 * www.FandR.com BRANCHES: ASHEVILLE, NO • BALTIMORE, MD • CHARLOTTE. NC • CHESAPEAKE, VA S N C E p. FOUNDATION BEARING GRADE REPORT Project: Hickory Metro Center Page No: Client: Matthews Construction Company Date (on -site): 7/22/2004 F&R Representative: Eldridge Adkins Project No.: F77-035T DYNAMIC CONE PENETRATIONTESTS (ASTM Special Technical Publication No. 399) E_i MA MON. AN V 19 24 22 Residual -Tan Silty Sand w/Weathered Rock -11 Hand Auger Refusal @ -10" West Wall f'ooting, 93' --- North of the Southwest -2' Building Corner 32" wide x 18" deep 01 20 27 24 Residual -Tan Silty Sand wNVeathered Rock Hand Auger Refusal @ -6" West Wall Footing 176' North of the Southwest -2' Building Corner 32" wide x 18" deep 01 20 28 24 Residual -Tan Silty Sand wNVeathered Rock Hand Auger Refusal @ -7" West Wall Footing 2 10' 3 North of the Southwest -2' Building Corner 32" wide x 18" deep Depth Below Footing Bearing Grade Note: N, is the average o(the second and third DCP readings Any opinions or recommendations should be based on the field observations made and the tests pertbrined, All bearing grades should be free of soft, loose, wet, organic, caved -in soils or otherwise deleterious materials and conditions immediately prior to the placement of concrete. Exterior foundations should be embedded at least 12-inches below the final exterior grades. SINCE FROEHLING & ROBERTSON, ENGINEERS * 0. LABORATORIES "OVER ONE +► . r YEARS OF *10 TATE BOULEVARD, w*, 8*0: EMAIL ADDRESS: WWW.FANDR.COM Client. Mr. Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC FR Project Number F77-035T Crate: 07/23/04 Technician: Kenneth Atkinson The F R technician arrived on -site at the request of the client to perform a subgrade evaluation of the previously excavated foundations located along the northwest corner of the new addition building pad. #M• " .footings. The excavated • footings- sdeep. The bearing matenal consisted of residual soils. The test results were discussed with Mr. Chris Doyne, Staff Engine for .„ Based on the DCP test results, the near surface foundation soils evaluated are suitable • gh te-4•.• 2 r""4W4_4" , 'if E; per square foot at the locations tested. The findings and DCP test results are based on shall surface hand angering; therefore, .. investigative•not be inferred. I F&R conducted a geotechnical study of the site years earlier and recommended that 3,000 pounds per square foot bearing capacity be used for foundation rw Branch Manager l BRANCHES: ASHEVILLE, NC • BALTIMORE, MD - CHARLOTTE, NC . CHESAPEAKE, VA S I N C E FOUNDATION BEARING GRADE REPOR'r Hickory Metro Center Page No: 1 /ieet: /fient: Matthews Construction Company Date (on -site): 7/23/2004 /F&R Representative: Eldridge Adkins Project No.: F77-035T DYNAMIC CONE PENT'ITESTS (ASTM S eclat Technical Publication No. 399) 7 F 55 77 � 777F '5W 1,20 "'T AW lur My R MIN, g D F" R""'AR" - --- - ------ 01 7 17 12 Residual-Red/Gray Silty Sand -11 17 27 22 Residual -Light Brown Silty Sand 25-Feet eauth of the- - -2' 25 37 31 Hand Auger Refusal @ -2' Northwest Corner on the Building Pad Footing 2' wide x 1 1/2' deep 01 9 18 14 Residual-Red/Gray Silty Sand -11 16 22 19 Residual-Red/Gray Silty Sand 20-Feet East of the Northwest Comer on the -2' 16 13 14 Residual-Red/Brown Silty Sand 2 Building Pad Footing -3' 13 15 14 Residual-Red/Brown Silty Sand Twide x I 1/2'deep 4 12 13 12 Residual-Red/Brown Silty Sand Depth Below Footing Bearing Grade Note: N, is the average of the second and third DCP readings Any opinions or recommendations should be based on the field observations made and the tests performed, All bearing grades should be free of soft, loose, wet, organic, caved -in soils or otherwise deleterious materials and conditions immediately prior to the placement of concrete, Exterior foundations should be embedded at least 12-inches below the final exterior grades, SINCE FROEHLING & ROBERTSON, INC. GEOTECHNICAL * ENVIRONMENTAL # MATERIALS 16( ENGINEERS # LABORATORIES "OVER ONE HUNDRED YEARS OF SERVICE" 0" 910 TATE BOULEVARD, SE/SUITE 101 /HICKORY, NC 28601 1881 TELEPHONE: 828-324-4081/FAX: 828-324-6770 EMAIL ADDROM Client: Mr. Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 28613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/26/04 Technician: Kenneth Atkinson The F&R technician arrived on -site at the request of the client to perform a subgrade evaluation of the previously excavated interior pier foundations located in the center of the new addition building pad. The F&R technician performed five Dynamic Cone Penetrometer (DCP) tests and hand probed , footings. Four of the excavated footings measured 8-feet wide by 8-feet length by 2-feet in dep and one measured 5-feet wide by 5-feet length by 1-foot in depth, The bearing mated consisted of residual soils, The test results were discussed with Mr. Chris Doyne, Staff Engine for F&R. f QW, Based on the DCP test results, the near surface foundation soils evaluated are suitable per square foot at the locations tested. The findings and DCP test results are based on shallo surface hand augering; therefore, a deep investigative study should not be inferred. I F&R conducted a geotechnical study of the site years earlier and recommended that 3,000 pounds per square foot bearing capacity be used for foundation design of the existing structure. —J, BRANCHES: ASHEVILLE, NC ® BALTIMORE, MID , CHARLOTTE, NG - CHESAPEAKE, VA_ S G N C E FOUNDATION BEARING GRADE REPORT Project: Hickory Metro Center Page No: 1 Client: Matthews Construction Company Date (on -site): 7/26/2004 F&R Representative: Kenneth Atkinson Project No.: F77-035T DYNAMIC CONE PENETRATION TESTS (ASTNI Special Technical Publication No. 399) 0 Jga �Ic' kj000" b"', OF 'M IN 2 Y,� tlayAs I gg 01 8 18 13 Fill-Red/Brown Silty Sand -11 16 204- 18 Residual-Red/Brown Silty Sand Approximately 40' West of -2' - 20+ 20+ Residual-Red/Brown Silty Sand East Wall Near the Middle of the Building Pad Hand Auger Refusal @ -2' 8' x 8'x 2' deep 01 9 20+ 14 Fill-Red/Brown Silty Sand Approximately 30' South of Hand Auger Refusal @ - 10" 'rest No, I and 2 Approximatley 40'West of East Wall 8' x 8' x 2' deep 01 12 20 16 Fill-Red/Brown Silty Sand Approximately 20' West of 20+ 20+ Residual-Red/Brown Silty Sand Test No, I and -218 20+ 19 Residual-Red/Brown Silty Sand 3 Approximately 60' West of East Wall Hand Auger Refusal 8'x 8' x 2' deep 01 12 17 14 Fill-Red/Brown Silty Sand -11 14 20+ 17 Residual-Red/Brown Silty Sand Approximately 30' South of -2' 17 20+ 18 Residual-Red/Brown Silty Sand 4 Test No. 3 and 20' West of 'rest -Y 12 20+ 16 Residual-Red/Brown Silty Sand No, 2 01 6 13 9 Fill-Red/Brown Silty Sand 20+ 20+ Hand Auger Refusal @ -10" 5 Approximately 75' North of (ABC Stone Encountered) 'rest No. 3 Depth Below Footing Bearing Grade Now N, is the average of the second and third DCP readings Any opinions or recommendations should be based on the field observations made and the tests performed. All bearing grades should be free of soft, loose, wet, organic, caved -in soils or otherwise deleterious materials and conditions immediately prior to the placement of concrete. Exterior foundations should be embedded at least 12-inches below the final exterior grades, SINCE ROBERTSON, ENGINEERS # ;•0- •.IES �r - • +► r ; +, EMAIL ADDRESS: , Client: Mr, Charles Canrobert Matthews Construction Company, Inc. 210 First Avenue South Conover, NC 23613 Project: Hickory Metro Center Morganton, NC F&R Project Number F77-035T Date: 07/27/04 Technician: Kenneth Atkinson The FR technician arrived on -site at the request of the client to perform a subrade evaluation of the previously excavated pier and intermediate wall foundations located under the north side of the existing canopy and approximately 20-feet west of and in front of the canopy running north to south. The F&H technician t m .IMM • footingsall footings. The depth results were discussed with Mr. Chris Doyne, Staff Engineer for F&R. foundation Based on the DCP test results, the near surface • designedsupport of the foundations based on shouldper square foot at the locations tested, The findings and DCP test results are based on shallo surface hand augering; therefore, a deep investigative study not be recommendedF&R conducted a geotechnical study of the site years earlier and that 3,000 pounds per square foot bearing capacity be used for foundation design of the existing structure, BRANCHES. ASHEVILLE, NC ° BALTIMORE, MD ® CHARLOTTE, NC • CHESAPEAKE, VA S I NCE nl FOUNDATION BEARING GRADE REPORT Project: Hickory Metro Center Client: Matthews Construction Company F&R Representative: Kenneth Atkinson Page No: 1 Date (on -site): 7/27/2004 Project No.: F77-035T DYNAMIC CONE PENETRATION TESTS (ASTM Special Technical Publication No. 399) A APYb"IM, fiA '2 Ilk"AwUt '"k1 t5M , AMi ar MOI& V"- 01 5 12 8 Fill-Red/Brown Silty Sand Intermediate Wall Footing 20+ 20+ Hand Auger Refusal @ -8" (ABC Stone) West of Canopy on Existing I Building Approximately 20- feet frorn Southwest Canopy____ Corner 01 8 10 9 Fill-Red/Brown Silty Sand -11 7 7 7 Fill-Red/Brown Silty Sand Wall Footing Under North Side of Canopy on Existing -2' 17 16 16 Fill-Red/Brown Silty Sand Building Between Two -Y 9 10 9 Residual-Red/Brown Silty Sand w/Clay Existing Piers ---- 4' 13 20+ 16 Residual-Red/Brown Silty Sand 01 14 20+ 17 Fill-Red/Brown Silty Sand Intennediate Wall Footing -11 12 20+ 16 Fill-Red/Brown Silty Sand (Just Under ABC Stone) West of Canopy on Existing -2' 7 17 12 Residual-Red/Brown Silty Sand 3 Building Approximately 20- feet from Northwest Canopy -T 11 12 11 Hand Auger Refusal Comer Depth Below Footing Bearing Grade Note: N, is the average of the second and third DCP readings Any opinions or recommendations should be based on the field observations made and the tests performed. All hearing grades should be free of soil, loose, wet, organic, caved -in soils or otherwise deleterious materials and conditions immediately prior to the placement of concrete, Exterior foundations Should be embedded at least 12-inches below the final exterior grades.