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Home My WebLink AboutTract Map 9833-2 Lot 31 Final Report Compacted It/I::' - $/6,{jEi:J . B&FSOILS PREUMINARY SOILS INVES'l1GATION & COMPACTION TESTING PERCOLATION REPORTS 31174 RIVERTONLANE.TEMEcUt..A.CA92591 FHONE(e>09)6~1499 I RECE/VED- APR 3 0 2003 CITY OF TEM '._SNGINEER/NG 0 ECULA EPARTMENT I -. FINAl, REPORT OF COMPACTED FILL AND FOUNDA nON RECOMMENDA nONS A small barn building pad area, including an approach driveway located at 31280 Pescado Drive, Temecula, California Legal Description: Parcel Map 29406; Lot 31, Tract 9833-2; A.P.N. 945-030-009 Site Location: 31280 Pescado Drive Temecula, CA 92590 . Owner/Applicant: Ezra and April Chapman 31280 Pescado Drive Temecula, CA 92590 909 302-1977 Job No. CF03-106 April 9, 2003 . \ . . . TABLE OF CONTENTS INTRODUCTION ................................................................................................1 GENERAL SITE PREPARATION .....................................................................1 GENERAL EXCAVATION AND GRADING PROCEDURES ........................2 GENERAL LABORATORY TESTING .............................................................2 Expansion Test Results.............................................................................3 Settlement Criteria ...................................................................................3 FIELD COMPACTION TESTlNG.....................................................................3 Relative Compaction Test Results............................................................4 RECOMMENDATIONS AND ADDmONAL SOIL CRITERIA....................4 Grading and Compaction Conclusions ....................................................4 Approved Allowable Soil Bearing Values................................................5 Foundation Recommendations.................................................................6 Utility Trenches ........................................................................................6 Subgrade for Driveway and Parking .......................................................6 Suggested Pavement Design .....................................................................6 Soluble Sulfate Content .........................................:..................................7 CLOSURE................................................................................................................. 7 UNIFIED SOIL CLASSIFICATION SYSTEM .................................................8 MA.XIMUM DENSITY CURVE..........................................................................9 KEYING-BENCHING DETAIL.......................................................................:.I0 PLANS .......................................................................................................Enclosed BlIcFSOILS z.. . Job No. CF03-106 April 9, 2003 Page I FINAL REPORT OF COMPACTED FlU. AND FOUNDATION RECOMMENDATIONS A small barn building pad area, including an approach driveway located at 31280 Pescado Drive, Temecula, California Legal Description: Site Location: Parcel Map 29406; Lot 31, Tract 9833-2; A.P.N.945-030-009 31280 Pescado Drive Temecula, CA 92590 Ezra and April Chapman Owner/Applicant: INTRODUCTION At the request of owner, Ezra Chapman, B & F Soils has provided all the field . supervision and compaction testing of all fill soil emplacements, and all the required laboratory analysis necessary to control all of the grading operations. This soils engineering work has been conducted in complete accordance with currently accepted engineering techniques as set forth by the U.B.C., (Appendix, Chapter 33). GENERAl, SITE PREPARATION The complete project was stripped of all vegetation and the underlying soils were overexcavated to a minimum depth of 4 feet, where solid bedrock-type formation was encountered. . GENERAL EXCAVATION AND GRADING PROCEDURES The grading equipment used included a D-6 Cat equipped with ripper teeth and slope blade and a high pressure fire hose for additional moisture. A 4-foot minimum overexcavation exposed the solid bedrock formation, which B&FSOILS 2> . . . Job No. CF03-106 April 9, 2003 Page 2 was sufficiently moist due to recent rains. The overexcavated soils were then recompacted in place in 6 to 8-inch lifts while undergoing constant track rolling in multiple directions. Relative compaction test results equaled or exceeded 90% in all test areas. All the grading operations and compaction testing were completed in compliance with the Uniform Building Code, (Appendix Chapter 33). GENERAL LABORATORY TESTING Maximum density determinations were made on the typical structural fill soils, as accepted by the Uniform Building Code and the County of Riverside grading ordinances. The maximum density determinations were made in accordance with A.S.T.M. D1557- 70T, modified to use 25 blows on each offive layers with a 10-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume. Soil Type 1: Dark-brown medium to fine sand and silt with some clay; SM and SC according to U.S.C.S.; Maximum Density 130.0 p.c.f.. @ 7.6% Optimum Moisture. The results of the expansion tests performed on the remolded samples of the typical backfill soils are as follows. The samples were compacted to over 90% relative compaction and set up to be equal to 50% saturation, and then measured to full 100% saturation after a period of several days and until no further expansion occurred in a 24-hour period in accordance with Table 29-C of the Uniform Building Code. Expansion Test Results Soil Type Confining Load Expansion Index % Expansion 1 144 p.s.f 17 1.7 B&FSOILS 4. . Job No. CF03-106 April 9, 2003 Page 3 The typical fill soils involved in the grading process are essentially non-expansive and as such will not require any special foundation design. Settlement Criteria The total settlement calculated to occur over the proposed project will be less than 1/2 inch and the differential settlement total will be 1/4 inch. FIELD COMPACTION TESTING The results of relative compaction testing throughout the building pad area were in all instances at least 90% of the maximum soil density values obtained for Soil Type A, based on the results of testing methods (Drive Cylinder Method D293 7-71 and/or Sand . Cone Method DI556-64). (See Page 4.) . B Be F SOILS .-;; . Job No. CF03-106 April 9, 2003 Page 4 Relative Compaction Te-d Results Test Date Soil Elev. Dry Dens. Field Maximum No. Type (ft.) p.c.f. Moist. Density--% S-1 3/21 I 42 125.7 8.2 97 S-2 3/21 1 43 120.3 9.1 92 S-3 3/23 1 44 128.0 4.6 98 S-4 3/23 1 45 124.7 5.0 96 S-5 3/29 I 45 127.8 6.2 98 S-6 3/29 1 45 123.5 8.2 95 *Sand Volume Tests . RECOMMEND A TIONS AND ADDmONAL SOIL CRITERIA Grading and Compaction Couclusions An area extending 5 or 6 feet beyond the barn building perimeter was overexcavated a minimum 4 feet or down to solid bedrock formation. The overexcavated soils were then recompacted up to the final established pad grade. All grading operations were completed in accordance with the Uniform Building Code, (Appendix, Chapter 33). Approved Allowable Soil Bearing Values The results of laboratory analysis and direct shear testing, utilizing a controlled rate of strain. 050 inch per minute under varying normal loads, has produced test results indicating an angle ofintemal friction of30 with 100 p.s.f available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a factor of safety of3.0, the following calculations have been determined: . B 8: F SOILS ~ . . . Job No. CF03-106 April 9, 2003 Page 5 Square or Continuous Footings q = CNc+wrnNq+wBNw 100(23) + 100(1.0)18 + 100(0.5)14 = 2300 + 1800 + 700 = 4800 p.s.f. (ultimate) q. = 1600 p.s.f. (allowable for square or continuous footings 12" wide and 12" deep); q. = 1900 p.s.f. (allowable for square or continuous footings 12" wide and 18" deep); q. = 2100 p.s.f. (allowable for square or continuous footings 18" wide and 18" deep); q. = 2300 p.s.f (allowable for square or continuous footings 24" wide and 18" deep). NOTE: Allowable soil bearing pressures may be increased by a factor of one-third when considering momentary wind and seismic loadings which are not considered to act simultaneously and is in accordance with the Uniform Building Code. 'Foundation Recommendations All of the footing trenches should be excavated into well compacted, non-expansive equigranular soils. For adequate support we recommend that all single-story structures have a minimum 12-inch deep footing and all two-story structures have at least an 18-inch deep footing. All continuous bearing footings should be reinforced with not less than one #4 steel bar in the top and one #4 steel bar in the.bottom. We also strongly recommend that a field inspection of the footing trenches be made prior to concrete emplacement. B&FSOILS 1 . . . Job No. CF03-106 April 9,2003 Page 6 Utility Trenches All plumbing, utility and other trenches beneath the concrete slab should be properly restored to minimum 90% compaction value comparable to the remaining building pad. Subgrade for Driveway and Parking Care should be taken to properly backfill and compact any utility trenches involved in subgrade areas that will be subsequently paved. This can be accomplished by moistening the native soils and wheelrolIing or mechanically tamping them so that the utility trench and surrounding subgrade has approximately the same compacti?D, which should be 900/0 or better. Suggested Pavement Design All of the earth materials on the site are high maximum density with excellent bearing values, and R-values would fall in the approximate 60 range, which is excellent support for vehicular wheel loads. If concrete surfacing is desired, a 4-inch thick concrete driveway could be placed directly on the compacted subgrade where the top 6 inches is 95% compaction. If asphaltic concrete is utilized, then we would recommend that a minimum thickness of3 inches of AC. be placed over 4 inches of Class II rock base, which is compacted to minimum 95%. Asphaltic concrete could be placed directly on the subgrade, which should be compacted to a minimum 95% also. sa FSOILS fb . Job No. CF03-106 April 9, 2003 Page 7 Soluble Sulfate Content Numerous sulfate content laboratory test results indicate consistently low soluble sulfate content in soils throughout the Murrieta and Temecula areas and thus requiring standard strength concrete. CLOSURE . All the soils engineering work, including the field inspections, supervision and laboratory analysis, and all the grading and compaction operations have been undertaken in complete compliance with and according to the Uniform Building Code and all city and other local codes and requirements. We appreciate this opportunity to be of service and remain available to answer any . questions or provide any additional information. --- n0,'.:'" ".",<.~~", '0 ,:,).L..)'.':UI'," , ,.:) , _-,~,- --:-.......' -1 ( "', ;; <:,"V /\ On r /...~, ",'" ,., I (. ~ ~ \) \,.01' . 1-,:, .,"' <','" \ /!.,"" _~ '. .''. (.--1'\ :::::? ."~:- - -;-: \\ ... (l! .', , -, 'I !...o ,... :. :.-.~7 \..' I ' -, \ Exp. rz.'JIoIilb) ~_'/J <\/1 "'u;;..~ A;'i1\.. ,.",:-.1 ~"~i,.,~-'!' '..../,.' ~,/7 ,,"'//' ---~ ., '.':7 -',,(' Dc '~\ :,~-\<'/ " J 1...,,1.,\ . Respectfully submitted, B & F SOILS Peter H. Buchanan, Soils Consultant . B 8r F SOILS ct ;:J;PN(J. C.r.t?3-lp(b . COARSE "GRAINED SOILS. . tN., .... !O'"4 II ........... LMGEIt "*' No. 200 ..... ...., . F'INE GRAINED SOILS I.... .....~...of -'.. tCII " SMALL Eft . "'- No ZOO If'" on' MAJOR DIVISIONS GRAVELS (llIor.~$O"" coer.. I,ech. II LA'U;[1t "*' 11M ...... I'.... I''') SANDS "'" ".. 50... 01 co... I'...... i. SWALL[III ''*'' .... ...... ..... 11,.1 . BlIrFSOILS GROUP. SYMBO.., . 'i:..~ Cl.[AN ~; GRAVELS ~. (L,ntl or .. t...) -;t:: . . ....... :;.: . GM GRAVELS WITH FINESi: IA.......... ...... GC ef ,....) ,'.:'.:; '!,;..: SW .:,-_1 CL!AN SANDS 'i:,~: CLI"" .. ... ,....) ~:1.::.~ $P :~::~~:; SANDS WITH FINES Vh (.......1....... ~ ..,.....) .' SILTS AND CLAYS IL..... I..." LESS ,.... '01 a. r/ ~CH f?jCMi SILTS AND CLAYS (LI"~ IIM1' G'lU T[III ,..... ~) HIGHLY ORGANIC SOILS r. = PI ~ Date 4-/q/~3 Page B TYPICAL NAMES GW ..n.,..... ......1.. .....1.... fIlt.l.....n. littl4l tlI I'll t..... GP '-top ............. or ........ MMI M'ltwft. 1,"1e or .. ...... Stfty......................-............. 0.,.., ....... ........ ......_ "'........ ..., ........ ..... ......11, ....., IInl. or ,. ,.... '--'1, ........ __ . ....11' ....... ,.n. . ... f..... SM $tit, ....... .-.d-.," "'........ sc C..,.., __. lIMllI"dey .11'__. ML ........ic at'" .. ..., t... ...,..1'Dd. '..... ...",., 0.,., t... ..... or C"JeT ,tltt ""llhtft' P'n'Clty., ........tC C..,.. of ... .. ......... ,.....crt,. ......, csey.. ....., d.". ..." cteyt. .... C.,... 01. a.,...c tI'" ... erpntC a,", c..,. .. .... ...."Clty . MH '.......M: "ft.. "'CO""eout . ..~__ r.... ....., . .,..,. ~1.....otIlC .,llt. ~IC cleyt of ..,... P~..t'c'I'.IOf c..,t. O.....C cley. .. MetlMIfI' .. "tt" 1M",cII,. ........c ...It. ..... ... ....... ""~I, or..,.'IIC toll.. eoofllO....V el,ASSI'IC.lTtO"S: 5.... .......,""1 C""tcl..."ct ,;..,.. .......~ .... 'n...-... lIT c...-__,.... .. ..... ........1.. P A R T I C L E S I Z E L 1M IT S $MI_ PAVEl. I SILT 0'1 CLAY eOllLES I looLD["5 '... -- I ....00 ..... ..... .... ~ ... III" u. S. ..1'...0....0 S 'IE y IE I' Z IE UNIFIED SOIL CLASSIFICATION SYSTEM . -.,.,""C. . r,.. ......."..0 So" CI.""'CGI_ S,........ tor.. '" (~II'I....t, USA,,,,, Tot,wuC'l1 "lIIftOtoftdum No 3-'" .... " "ore"."!] IA'.I'1tCI A."I. '''01 , 'P . - 8 ~ " .- ~ .~ u .. l .. " c. l ., )I.. . - .- .. c &. )0. Q '. BlIrFSOILS .:J08 HO: C~~3-/?'b I . MAXIMUM DENSITY CURVElW"E:/ 4-/9/03 17.9 Moi.s ture Content in Per Cent of Dry Weight 130 o lOCATION lor.. No. Dep"'in .... 125 120 115 110 105 " 100 OPTIMUM ~ISTUlE comlta, I. -p." C... of ~ Wei,.. M.ol"'UM DIY DENSITY, .. Pou.Mla ,,, cu~ic ,... 7..'::; /30,0 . SOIl dA5SIFICATION ~il Type orifl Ducriptiol! - . METHOD Of COMPACTION AST'" Slondold .., Method D.1557-70 . . , H1~ rn;r BY:'8/'~.5t!)!(,5' . L:)4T~ : JOB ND: C,&"e?3-ltlC::. ," rr _ ........ lno... II ...... 5 ..,.,. 25 ....' - ....... .Il.-~.-"" \\, . . ~ '\~ ~ ~~ '\ 1>0 ~ l~"t::> ) ;~ .., 't s-\ . ~q,,--hot'U ""1ee.-t- . CoMt>~ -r--esr- .LO<:.A~~s. ~~ Nc:>. c...FO"3 ~1C6 ~-re:- '-I/<=t/o 3, \Z-