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Home My WebLink AboutParcel Map 22610 Parcel 2 Soils Reports B&FSOILS PRELIMINARY SOILS INVESTIGATION &: COMPACTlONTESTJNG PERCOLATION REPORTS 31174 RrVERJON LANE- TEMEcuLA. CA 92591 FHONE (909) 699-1499 FINAL REPORT OF COMPACTED FILL AND FOUNDATION RECOMMENDATIONS INe S/6'A/E.D tJ~,C RECEIVED f~lf\ { u 4 2004 CITY OF TEMECULA ENGINEERING DEPARTMENT A large, single-family residential building pad area, including driveway and parking area, located at 41965 Calle COOral, Temecula, California Legal Description: Parcel 2, Parcel Map 22610; A.P.N.955-050-023-3 Site Location: 41965 Calle Cedral Temecula, CA 92592 Owner! Applicant: Rudy Berry 41837 Calle Cedral Temecula, CA 92592 Job No. CF04-118 April 24, 2004 \ 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 TESTING .......................................................................3 Relative Compaction Test Results..............................................................4 RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA ....................4 Grading and Compaction Conclnsions ......................................................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 MAXIMUM DENSITY CURVE ............................................................................9 KEYING-BENCHING DET AIL............................................................................I0 PLANS ........................................................................................................_.Enclosed SS: FSOIL~ z,.. Job No. CF04-118 April 24, 2004 Page 1 FINAL REPORT OF COMPACTED FILL AND FOUNDATION RECOMMENDATIONS A large, single-family residential building pad area, including driveway and parking area, located at 41965 Calle Cedral, Temecula, California Legal Description: Parcel 2, Parcel Map 22610; A.P.N.955-050-023-3 41965 Calle Cedral Temecula, CA 92592 Rudy Berry Site Location: Owner! Applicant: INTRODUCTION At the request of owner, Rudy Berry, 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 PREPARATION 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. The exposed fill soils were processed and thoroughly premixed to optimum moisture. A keyway slot was excavated into solid bedrock formation along the toe of the proposed fill slope. The keyway subgrade was sloped into the fill slope in order to provide maximum anchoring for the proposed fill slope area. 2> Job No. CF04-11S April 24, 2004 Page 2 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 the required water supply. The fill soils were thoroughly processed and premixed to optimum moisture prior to their emplacement in 6-inch to S-inch lifts. Constant track rolling in multiple directions produced relative compaction test results of 90% or better in all the fill areas. All the grading operations and compaction testing were completed in compliance with the Uniform Building Code, (Appendix Chapter 33). GENERAL I.ABORATORYTESTING 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 10-pound hammer falling IS inches in a mold of 1/30 cubic foot volume. Soil Type 1: Light reddish-tan coarse to fine sand and silt with minor clay component; SM and SC according to U.S.C.S.; Maximum Density 132.7 p.c.f. @ 6.8% 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% SS: FSOIL~ A Job No. CF04-11S April 24, 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 1 Confming Load 144 p.s.f. Expansion Index % Expansion 17 1.7 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. FIRI,D 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 D2937-7l and/or Sand Cone Method DI556-64). (See Page 4.) ._ .__. __ e' .~ '. - - - ~-_.'!_'" 5 Job No. CF04-118 April 24, 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 4/1 1 1229 123.4 4.6 93 8-2 4/1 1 1230 120.6 5.1 91 S-3 4/1 1 1232 121.7 5.3 91 S-4 4/1 1 1233 118.9 2.2 90 S-5 4/1 1 1234 119.8 4.7 91 8-6 4/1 1 1231 122.5 6.0 92 8-7 4/3 1 1231 126.8 5.6 95 8-8 4/3 1 1233 123.8 5.4 93 S-9 4/3 I 1233 121.9 4.6 92 S-10 4/5 1 1234 123.8 4.1 93 8-11 4/7 1 1236 121.5 4.8 91 8-12 4/7 . 1 1234 120.1 5.0 91 8-13 4/7 1 1235 120.4 3.8 91 S-14 4/7 1 1237 122.7 3.9 92 8-15 4/9 1 1237 123.4 4.0 93 8-16 4/9 1 1237 119.6 3.3 91 * 8-17 4/9 1 1238 120.8 4.4 91 * S-18 4/9 1 1238 122.7 4.3 92 *Sand Volume Tests RECOMMENDA TIONS AND ADDITIONAl, SOIL CRITERIA Grading and Compaction Conclusions The fill soils used in the grading operations consisted of reddish tan-brown coarse to fine sand and silt with minor clay component. These fill soils were thorougWy processed and pre-mixed to optimum moisture B& FSOILS ~ Job No. CF04-118 April 24, 2004 Page 5 and were then emplaced in thin lifts and track rolled in multiple directions until the required 90% relative compaction test results were attained. The proposed building pad area, and extending a minimum of five feet beyond the building perimeter, was overexcavated a minimum of 36 inches to remove any large rock fragments which could impede the foundation trenching operations. 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 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 CNc + wDfNq + wBNw 100(23) + 100(1.0)18 + 100(0.5)14 2300 + 1800 + 700 4800 p.s.f. (ultimate) q= = NOTE: 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 18" deep); qa = 2100 p.s.f. (allowable for square or continuous footings 18" wide and 18" deep); qa = 2300 p.s.f. (allowable for square or continuous footings 24" wide and 18" deep). 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. S&FSOIL;:: '1 Job No. CF04-11S April 24, 2004 Page 6 Foundation Recommendations All ofthe 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 IS-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 Drivewll)' 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 -- .~~~,- .- - -;~ - ,--;....- ;-_.': ~ Job No. CF04-118 April 24, 2004 Page 7 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 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 Respectfully submitted, B & F SOILS ~~ , " -..,- ~ ,"'..~, ~ ",'. /. ...0\ \,.............;1'/ j .... '" " "< ......... _r"" _ '-t' 'i ~ " 'f ('\. ~~ _ _......./ " , '." /' \ c '.' ",~ ;/ ()...y/_. ."., '. .'~" .,. :'-10'\;\ ,t, / ~- ,., " j/:::'::/ / ) '...- . '. 'c:;~ \ ., ':"'- I .~. -.-: . ~""';. \ /:---: V' '...., -;:'11 I", .: -, \~ I. ; L~" ( ~ ..~" --. ~ OJ:7"" \ j'""'1j "I' ~c' \ .... .. ~" "'J' \ - " '. ~"""' ("31-00) , 'I \ ~,: \ ~........ ~ j. r It \\ " II \, '~ ./ ~ " .\ t I '". (' , ,\... :-,..."<;...(1 ,. . - ,......' I. , '" '. .-'\";~'?' ... , : .. ,.- \ ; 1 ~\'\ .. ": any questions or provide any additional information. a/) Peter H. Buchanan, Soils Consultant Randol h F. Fleming, R.C.E. 45687 SS: FSOILS '\ . J()S l'{(7:c~M...qB CDllRSE "'GRll/NED SOILS. . . CM.. ... $0' fI .....""... lMGl'. "*" Me. 200 'WIle ...., rlNE -"G1hUNEO SOILS u.... "'-' 50'" ef _.......SMal...L.Pt "......,.. 200.._ ..., . B II< F SQILS O"'1"'/!:: 4/24-/0-1 M,6JOR DIVISIONS Htl: .........". ~I-........._ ""....... TYPICAL NAMES _..t~' .......... .....,...... "'''''n. ,;""'.... ,..... . eLf AN GR.VELS '..,nll . ,. ,......) ,..., .......... .f'1rY9t. .. ........""'" """.w... ......... r...... GR.VElS p..... J:PlIft!at. .,. c-."MC7"'f U"GU.... """ IN,,4 u.... "..," GRAVEls WITH FINES . f~""K"'" ....,r.. ., ,....) 0.,., .....~. ............-C'Ir "'hr.. CI.LlH SllNO$ L,"..... ,....). :4?f!i .;;r. ~...' sw .... ,......,. ....... .....tlr. ....... ....,. .. ..,.... . =V~l ~ .~~: SP ~:::i~ "'0-' . ,.;..., ........ ...... . ~" ....." ..".. . .. t.... SANDS .......:10.. ., _w ,,_,.. h '''.&lUIll "*' .__ .......- "..,. SM StH, ...... .-.d..... fIN...... . SANDS WITH FlHES fA~"" ...... ""....1 a.,., ---. --..ctIrJ ........:.. sc ML ......... ItIh ....1'WJ'.... ........l'IIdI ,...... """lir,.,.., t_......... c.,., ..." ~"'''''''I ....ICf~. . . ~ Cloer_ ..... iii ....UI! .......CIt,.. ........, '"". ..... et.,... ...., ~'. ...... ...... SILTS llND CUYS 'l,...,. J_rt LlSJ ''''-!R.'o. .CL Ol ~"'"~......-..c''''''C''''''''' .....OCt., SILTS .1lND CUYS fl...... ....... GltUTl",.... 30) ~ccte".,....._..tl..........c..,. .......tt ...... .... --,....c ....... ....u.._. _ ,. l_' .....-, .. ."tr ",..,",. ~"'IC ...... CH """'1-tC cleytI .t "... pt.,hClty, '" c..,... Ott HIGHLY ORG"11C SOILS pt ........ ""-:' "'"...., ......"e Md.. .ov"o."y. Cl.SS"'C.'IOlllS: S.... ...._It... .C~.c''''I.''.CI ...... r-" .... .....,....,... .,. ~-'I.. ., "... .,...... I I "ll 0IIl CLAY UNIFIED PAR T Ie L.E S I Z ( L / M I T.S ..... GJIl-'vtl ,... "'''' coeBUS 'OUI.Dl"5 -- .... ."" U. I. , I (Y I: ).: 1111 SOIL CLASSIFICATION SYSTEM .....,......<<. r,. Lh./_ Sool CI""'.eo'~ Srt"",", Cor... iii (""......... USA......, h~.,..."tir, "-.,..,,,,0..,... No J.J~7 ...... I, "tr'I:", I'~) 111I"'''11 .l.nl. ."601 J \0 B&FSOILS JDB AlIJ:C.FC;4--//tB 047"$".' 4/:24-/M . p.9 PRa.JN1NAR't $04.S JNVES'1'1QA11Ot aCONPACTIONTemNG . . PERCOLA'I1ON~I.6 31174 RrvERn::lN LANB.. TDIEcU.A..CA,92591 f'HOt€ C909J __1499 SOILS ENGINEERING DATA . 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