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Home My WebLink AboutTract Map 3883 Lot 342 Final Compacted Fill & Foundation B&FSOILS PRELIMINARY SOILS lNVESTIGA110N 8r: COMPAcnoN TESTlNG PERCOLATION REPORlS /,<;t" SIUIEt/ 31174 RrvERroNlJ.NE-TEMEcuu..CA 92591 PHONE l909} 699-1499 FINAL REPORT OF COMPACTED FILL AND FOUNDATION RECOMMENDATIONS A large, single-family residential bnilding pad area, inclnding access driveway and parking area, located on Calle Torcida, Meadowview Commnnity, Temecula, CA 92590 Legal Description: Lot 342 of Tract No. 3883; A.P.N.919-184-004 Site Location: Calle Torcida Temecula, CA 92591 Owner! Applicant: Walter Zeppieri P. O. Box 18712 Beverly Hills, CA 90209-4711 213 841-0729 Job No. CF04-106 February 20, 2004 , . 0" n"" 'D' r-~:_ _: ",=. i i\k r....... '. B'>- 11 b '~cJ t...... ~ ':;'; iL-. i ~ i:. d ;; 3 2004 I \ cn y UfO rElIf\ECULA \ ENGINEERING DEPARTMENT ---- \ TABLE OF CONTENTS INTRODUCTION.................................................................................,..................1 GENERAL 'SITE' PREP ARA TION .......................................................................1 GENERAL'EXCA V ATION AND GRADING PROCEDURES .........................2 GENERAL ,LABORATORY TESTING ...............................................................2 Expansion Test Results................................................................................3 Settlement Criteria.......................................................................................3 FIELD COMPACTION TESTING .......................................................................3 Relative Compaction Test Results..............................................................4 RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA ....................4 Grading and Compaction Conclusions ......................................................4 ApplToved 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 MAXIMUM. DENSITY CURVE ............................................................................9 KEYING-BENCHING DET AIL............................................................................I0 PLANS ..........................................................................................................Enclosed 1.- Job No. CF04-106 February 20, 2004 Page 1 FINAL REPORT OF COMPACTED FILL AND FOUNDATION RECOMMENDATIONS A large, si!lgle-family residential building pad area, including access driveway and parking area, located on Calle Torcida, Meadowview Community, Temecula, CA 92590 Legal Description: Lot 342 of Tract No. 3883; A.P.N.919-184-004 Calle Torcida Temecula, CA 92591 Walter Zeppieri Site Location: Owner! Applicant: INTRODUCTION At the request of owner, Walter Zeppieri, 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 V.B.C., (Appendix, Chapter 33). GENERAL SITE ,PREP ARA TION The complete project area involved in the grading operations was stripped of all vegetation and all other materials which could not be used in the construction of the compacted fills. A IS-foot wide keyway slot was excavated into solid bedrock formation along the toe of the one major fill slope area. B&FSOILS .3 Job No. CF04-106 February 20, 2004 Page 2 GENERAL EXCAVATION AND GRADING PROCEDURES The grading equipment used included a D-6 Cat and a 973 Cat equipped with ripper teeth and a "Clam's Mouth" front bucket. A high pressure fire hose was used to obtain and sustain optimum moisture conditions. The fill soils were thoroughly pre-mixed to optimum moisture and processed during the overexcavation operation and. were emplaced in 6-inch to 8-inch lifts with continuous wheel and track rolling. The resulting structural fills tested to 90% or better throughout the complete overexcavated building pad area. All the grading operations and compaction testing were completed in compliance with the Uniform Building Code, (Appendix Chapter 33). GENERAVI,ABORATORY 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 of five layers with a lO-pound hanuner falling 18 inches in a mold of 1/30 cubic foot volume. Soil Type 1: Tan-brown coarse to fine sand and silt with some clay; SM and SC according to U.S.C.S.; Maximum Density 126.2 p.c.f. @ 9.0% 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% B&FSOILS A. Job No. CF04-106 February 20, 2004 Page 3 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 I 144 p.s.f. 14 1.4 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 D2937-71 and/or Simd Cone Method DI556-64). (See Page 4.) B&FSOILS -5 Job No. CF04-106 February 20, 2004 Page 4 Relative Compaction Test Results Test Date Soil Elev. Dry Dens. Field Maximum No. Type (ft.) p.c.f. Moist. Density--% 8-1 2/13 I 1241 121.6 6.7 96 8-2 2/13 1 1243 120.5 6.1 95 S-3 2/13 1 1242 118.7 6.3 94 8-4 2/13 I 1245 121.9 6.1 96 8-5 2/13 I 1244 122.9 7.0 97 8-6 2/14 I 1247 119.5 6.2 95 S-7 2/14 I 1249 119.7 6.5 95 8-8 2/14 I 1247 115.1 6.1 91 8-9 2/14 I 1252 114.9 6.3 91 S-lO 2/14 1 1254 117.6 5.8 93 * 8-11 2/16 I 1255 118.4 5.3 94 * 8-12 2/16 1 1255 119.6 5.1 95 8-13 2/17 I 1239 122.5 5.7 97 * 8-14 2/17 1 1255 117.8 6.0 93 *8and Volume Tests RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA Grading and Compaction Conclusions The fill soils used in the grading operations consisted of tan-brown coarse to fine sand and silt ,with some clay. These fill soils were thoroughly processed and pre-mixed to optimum moisture and were then emplaced in thin lifts and track rolled in multiple directions until the required 90% relative compaction test results were attained. B&FSOILS 4:> Job No. CF04-106 February 20, 2004 Page 5 That portion of the building pad area extending 5 feet beyond the building perimeter was overexcavated and then recompacted in place to a minimum 90% relative compaction. All grading operations were completed in accordance with the Uniform Building Code, (Appendix, Chapter 33). Approved Allowable Soil Bearing Values The results oflaboratory 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 of internal friction of 30 with 100 p.s.f. available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a factor of safety of 3.0, the following calculations have been determined: Square or Continuous Footings q = CNc + wDfNq + wBNw 100(23) + 100(1.0)IS + 100(0.5)14 2300 + 1800 + 700 = 4S00 p.s.f. (ultimate) qa = 1600 p.s.f. (allowable for square or continuous footings 12" wide and 12" deep); qa = 1900 p.s.f. (allowable for square or continuous footings 12" wide and IS" deep); qa = 2100 p.s.f. (allowable for square or continuous footings IS" wide and IS" deep); qa = 2300 p.s.f. (allowable for square or continuous footings 24" wide and IS" 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. i3 & F SOILS "'\ Job No. CF04-106 February 20, 2004 Page 6 Foundation Recommendations All of the footing trenches should be excavated into well compacted, non-expansive equigranu1ar 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. 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 Drivewl\Y 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 wheelrolling or mechanically tamping them so that the utility trench,and surrounding subgrade has approximately the same compaction, which should be 90% 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 B&FSOILS ~ Job No. CF04-106 February 20, 2004 Page 7 driveway could be placed directly on the compacted sub grade where the top 6 inches is 95% compaction. If asphaltic concrete is utilized, then we would recommend that a minimum thickness of 3 inches of A.C. 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. Soluble Sulfate Content Numerous sulfate content laboratory test results indicate consistently low soluble sulfate content in decomposed granitic-type soils and thus requiring standard strength concrete (2500 p.s.i.). 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. / / 4FESS%~", ~~('~C\\\ 1""-10: . ',-=-:'I No. C C :,:-"~7 ") ".:J II hp./e-U-,G '. ,1 - ). / '~f' \-.,. I ~: ~,/'" CIV\\:-.-<:'~,~'~; ",,/1' -.,'_'7 .~. OF C~\\.;~/ ""........~.....-" Respectfully submitted, B & F SOILS Peter H. Buchanan, Soils Consultant B&FSOILS '\ \RJS NC: CFM-"/Otb . B II< FSoILS:D.4re: :2./2t!)/~4- J COIlRSE "'GRAINED SOILS. . . t>>.. .. itO"- fl ...."'.., LA'lGtIt .... Me. 2lXt ..... ...., I I FINE '-GllA'INED SOILS I..... .... SO'lll." _~.. .. $IoUU.[JIt ........200,.._ ..ref . SANDS ..... .... 10.. ., ..,w rr_tMflHi ,S".lL(It ....... ....4..... ...., Sftty ....... -, ......,....... ,," "".... MAJOR DivISIONS TYPICAL NAMES ..., ....... .......... ,....1....... """""". fin.. . .. ,.... . CLEAN GRIlVELS ILlh.. .. .. f.... ) ....... ......, ..........' . ......,....... """.w.-. ...... . _ ,....- GRAVELS ,.....~50.... tee.. f..,... " LAIIGlIt "-' "'" He." .,... .,n" GRAVEls WITH FINES . (,,,,...... ........ II '''''"I a.,., .....~I ~I..,......... .1Ih.-.. ............~. ........,............... .. .. II.. . . ,.;,....,................ . ........, ....... h"" . .. ,..... Ut, ...... ........." ,.......... . SANDS WITH FlHE S .,...,.....c..... ...... f1I '__1 a.p.y -.tI. .......CWy ."".....;... MI, ~.........,......"..........,..,...... ..,.,.. 0ITtIr '" .... .. c~ ..... ~..,.,''''. ....'CI"~. -,.,c ctey. .. '" ,. ....~ .....,CltJ. ........ty ca.,... ...., ct_"_ .." ~'.. .... c..,.. . SILTS AND CLAYS (l.....-4_ I_,t u:ss ''-'.50) a. OL o.,-.e: lilts ~ ..-,.we '"'' c-.,. ., ... ,....,a" SilTS AND CLAYS fL...... t."", Gl'lUT(" ,j...... 50) O~ICctrt"'I4""'"_........,;.....CII'. .~.c...... MH ~1C......""n..~.................,.. '''' '-" . ",t}' ~.,.. ~""C ...". CH .........it c..... .r "1'_ ,...hCI". r... c..,s. OH HIGHLY ORGA"IC SOilS Pt ........ "h~ """"" ..........c "':'h. toUHO."T' n"SSI"C"l'OI\lS: S~', .............C*"-.'''"hn .jf.... ....... .. .h......'... ., ..,.......,... ., "-r ".,..." I SIll CWII. CLAY UNIFIED PAR TIC L'[ S I Z [ L I M ITS s...o G'I.lv(l "" ,"" tlI.... COIIIUS lOUlO[ilU ,- -.. ... hI; , II v t t . Z t SOIL CLASSIFICATION SYSTEM ....,,.....C'I. r"" \.l'I.loH So.i' Ctcl'U"Ia)'*, Srt'-\, ,(.or,.. '" ("",,,,,,,, U 5 ""'"7 '.~Ic" ".-.-.,,~ "" 3'3'7 ~ " ""Pl, .,,] ,,...,," ".r". '''01 . f7.B \~ u_ ""-~"""".\"""'V~-/~(Q B&FSOD.S - d4""r.':i./:2t!:)/~ p.9 PI'lELIIllNAllYlilOa.slHVESl'llM'nClN aCOMPAC'I1OH1BI1NG . . PERCOI..A11ON IlEl'OIl n; S1174Rn/E1m)N~"~.CA92591 f'HOfEC9OQ)C!iI99-lGSt S:OILS ENGINEERING DATA . 'Typical Fill Materials lOCATION Boring No. Depth, in feet-2.fj MAXIMUM DENSITY CURVE Mois ture . Content in Per Cent of Pry Weight 130 8 ~ '" .- ~ ~ U . \ \ . It \\ . , \ '\$\ ~~ " \~ \c . . \ \ 0 J.U .::l ,:u :::1 125 'SOIL CLASSIfICATION .)oilL Type and DescriDti9c!.- , q", 11-"""" c:::oar~ 70 ~-e .s'UId' Q"'d ,$,./1' WI IS hf/"'4V" . c:"~J..s...,.~~C' Qa~",:" l:; 7l t.I.!!/.c.. . . .. .d! 120 .. 1 lIS l c .- METHOD Of COMPACTION ASTM Standard Test Metflod D'I~. 110 >- - .- .. 'C ~ 105 ... DiOmel., -ad, 1130 ell, It \001_ 5 10"" '5 blOw1 pe, loyt" . 10 Ib ho_ dtopPecf II illc'-, >.. d 100 o : OPTIMUM ,MOISTUIE CONTENT. In Per C.nt of Dry W.ight , ~MAXIMUMOtY DENSITY, In Pounds '.r Cubic foot 9.~ 1;t.~.Z \\ .~ --~".- '. -~ ! 1-'_......, I j i '. ' '-, I 1 i _'_:.,., I , '_".....j :J...: - ." '.i '" -~ "'1 .,'\\ '. ..',. .' . '" .', ,." 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