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Home My WebLink AboutTract Map 3883 Lot 319 Final Compacted Fill & Foundation B&FSOILS PREUMINARY SOILS 1NVEST1GA1l0N 8: COMPACTION TESTING PERCOlATION REPORlS INK f/C:.<icD 31174R1VmroNLANE-Tl:MECUlA.CA92591 PHONE 19(9)699-1 499 RECEIVED APR 0 6 Z004 CITY OF TEMECULA ENGINEERING DEPARTMENT FINAL REPORT OF COMPACTED FILL AND FOlJNDA TION RECOMMENDATIONS A large, single-family residential building pad area, including driveway and parking area, located at Calle Fiesta, Meadowview Community, Temecula, CA Legal Description: Lot 319 of Tract No. 3883; A.P.N.919-210-008 Site Location: Calle Fiesta Temecu1a, CA 92591 Ownerl Applicant: Kurt Eddy 3784 Mission Avenue PMV 344 Oceanside, CA 92054 760757-0103 Job No. CF04-107 February 20, 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 ResuIts..............................................................4 RECOMMENDATIONS AND ADDITIONAL 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 MAXIMUM DENSITY CURVE ............................................................................9 KEYING-BENCHING DETAIL............................................................................I0 PLANS..........................................................................................................Enclosed B&FSOILS 1- Job No. CF04-107 February 20, 2004 Page I FINAL REPORT OF COMPACTED FILl. AND FOlJNDA TION RECOMMEND A TIONS A large, single-family residential building pad area, including driveway and parking area, located at Calle Fiesta, Meadowview Community, Temecula, CA Site Location: Lot 319 of Tract No. 3883; A.P.N.919-21O-008 Calle Fiesta Temecula, CA 92591 Kurt Eddy Legal Description: Ownerl Applicant: INTRODUCTION At the request of owner, Kurt Eddy, 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. A keyway slot was excavated into natural bedrock formation along the toe ofthe major fill slope area. The existing native fill soils were thoroughly processed and premixed to optimum moisture prior to emplacement as compacted fill. B&FSOILS ~ Job No. CF04-107 February 20, 2004 Page 2 GENERAL EXCAVATION AND GRADING PROCEDURES The grading equipment used included a D-4 Cat and a 3000-gallon water truck, which was used both for wheel rolling and for soil moisture. 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). 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 of five layers with a 1O-pound hammer 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 130.2 p.c.f. @ 7.5% Optimum Moisture. The results of the expansion tests performed on the remolded samples ofthe 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 1 00% B&FSOILS it Job No. CF04-107 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 1 144 p.s.f. 15 1.5 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 oftesting methods (Drive Cylinder Method D2937-71 and/or Sand Cone Method Dl556-64). (See Page 4.) B&FSOILS 5" Job No. CF04-107 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--% S-l 1/27 1 1202 121.6 5.1 93 S-2 1/27 1 1202 118.9 4.0 91 S-3 1/27 1 1202 124.4 5.0 95 S-4 1/27 1 1203 126.3 4.4 97 S-5 1/28 1 1202 120.0 4.8 92 S-6 1/28 1 1203 117.3 5.6 90 S-7 1/28 1 1203 116.7 6.6 90 S-8 1/28 1 1204 119.7 5.1 91 S-9 1/28 1 1204 121.3 5.2 93 S-1O 1/29 1 1204 123.5 6.1 95 S-l1 1/29 1 1204 120.0 4.9 92 S-12 1/29 1 1204 123.5 5.9 95 8-13 1/30 1 1204 117.8 6.3 90 * S-14 1/30 1 1204 128.8 7.5 99 * S-15 1/30 1 1204 127.6 7.8 98 *Sand 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 wheelrolled in multiple directions until the required 90% relative compaction test results were attained. The overexcavation area involved most of the building pad area (See Grading Plan), and extended to a minimum of 4 feet below the existing grade. The exposed subgrade consisted of granitic bedrock formation, which was very tight and well compacted. B&FSOILS <t> Job No. CF04-107 February 20, 2004 Page 5 The premixed fill soils were recompacted in place in minimum 6-inch to 8-inch lifts under constant wheel and track rolling until relative compaction test results of 90% or better were attained. 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: Sq.uare or Continuous Footings q = CNc + wDfNq + wBNw = 100(23) + 100(1.0)18 + 100(0.5)14 2300 + 1800 + 700 = 4800 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 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). 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. B&FSOILS 1, Job No. CF04-107 February 20, 2004 Page 6 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. 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 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 B Job No. CF04-107 February 20, 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 any questions or provide any additional information. Respectfully submitted, Peter H. Buchanan, Soils Consultant andolph F. Fleming, R.C.E. 45687 ~~>- ~.". ....... f\. - .'. f"'\., " . "\ ,I l....., , / . ' . '('" :--' .; ,<.~....v . l ;~. ~~". _ :/...:..//~...)~)' '.~-"'.' , ,<" -->. "-"." " t -)_ \ I -:; :'.:~ . 1/ CeJ 1:< ., .;' ':----' f,'q C C:'-'" / "\ -i" II ~_ \ E~:P/2.~ ;/~:, ~.J ,; II).. ~ ~'-I: ~ I~' \~l'~> ~ CIVI' ~f/ ., ''/'' ,. -' ~ - ",,-:. "/P -- ,,"'" 'c,.:;; Or CI\L\\ ':'> ~_." .____.... .4 " B & F SOILS a~ B&FSOILS \ ~s NC:c~~4";'1t)7 .BHSoILS' .o,Q're: ~/ZO/o4- p.6 MAJOR DIVISIONS CLEAN GRAVELS (Llhle .. ,. ,..... ) GR~VELS ,...,.."..~,_. t:OD'N hticI...., UIIlG(A "*' 1M .... .. I'''' ...... GR.VEI.:S WITH FINES . f'""...... .....,. iI 'INtI COARSE '''GRAINED SOILS. . ,ew.. ... to, _ ............. L.&ItGta "*" No. 200 ...... ..../ Cl.LAN SANDS CLift'. .. .. ,... l :I~~:i:' ':::}fi SW ..;:j~ . ~...' r ,SANDS ..... ..... "" ., ~.. It.,.. " S.,.AlL(Il tflM.... ...... I",," ..n' . , SANDS WITH FINES (A.....-.:..... ...... ., '....1 SI,LTS AND CLAYS (l.eH,I_,t LUJ I~.'O) FINE "G'IlA'INEO SOILS ,...... .... 50...... _,.... .. StoMu.D'I .,..... ,.. 200....... ..", . SILTS 'AND CLAYS 4l...... 1.._ "'UT(",~ SO) HIGHLY ORGA,!,C SOILS TYPICAL NAMES .... ........ .,........ ,. ....- WI4I ""'I""'". lin" .. .. ....... . .....t, ......." .,.....,..., . ,.....,...,., ...."..... I,,", .. .. r.... ,;ny, ....... .....,.....~.... ""........ . 0.,., .......~. ....,..,.....--... ........... .... ....... ........ "...."'.~. ifni. . .. ,.... SP . ~,........ __ .. ,.......,., ...... hn'" . .. r.... SM StHy ........ .......... .n"'-. sc t..,.., -.II, --"ClIrJ -M'.''':'. ML ....,... "'h ..., ~ ,.... ....... f"IO ,...... .11."., ...... ... ...,... . c~ ..ltt ~",I"t"'l ~ha".: . ~oC"~........ ....--'! ......CIf'. .....", ~. .....-y ct.", ...ty a.,., ..... ''-''0 ,0. 01. o-,..c ...~ ~ ~ ...., c.IerI .. .... . ......ttry MH l-....lC "",, ","n"'-,". tII-..c_. '....~ ., .~., ",.1". e:'"'"C "'". CH ~~C c-.,.. .f "'.... ".,hCt",.'" c..,s. OH ~'C mY' _ ......""'" .. "'.... .;.thel', . . ""","C ,.n" Pt ..... "h~ ~""IJ .......,UC ~tt. IOVHOAiIlT. ClASS"'C.'IO)lls: S..... .."..t1"'cf'!oH~l..i'hn .,.... ......... .... .ft..,........ ., .~..,I..... ef p-r- ........', , ' I P A' R TIC L 'E S Z E 'AND GIlI....eL SILT 011. CLAY '... 1Cl.200 .:1.0 M)..IO~" V.,...t1.'....D....O 't(y! UNIFIED SOIL CLASSIFICATION SYSTEM ...,,,,...ct . r,. ~.loH s., (I....',ntl~ s,......... c..o." ., (....".....,. U 5 A""T hcI,"'IOCitl .........O"~ No ).)57 \oOtl I, wnl'l."!3 1'-"1'IIH1 .."'. 'HOI L I M ITS coeelU 100'-0[111$ -- ).; 'tll IIJ-.J \<5> BSrFSOR.S oJ"lSA.KJ: cFo9"-/t:)7 047'6': ,2/2&:>/.o? p.9 - PflEUMIIWl\"SOlI.s lNVESI'I<M'I'Ja aCOMPACTION1ESJ1NG . . PERcoI.AnoNREP\..nlo 31174 RIYEIm:>>N LANE..1'EIIE:caA.-CA 92591 Pl-QE: C9OQ) 69&1499 SOILS ENGINEERING DATA " . Typical fill Materials. lOCATION 80ring No. Depth, in lte'-/.S' - MAXIMUM DENSITY CURVE N.ois ture . Content in Per Cent of Dry Weight 130 SOIL CLASSIfICATION i '" " :a ::I U 125 "" .,f '" " c 115 l. IJ\ ~~ '" \~ \ 120 c .- >- - .- .. .c .! \ METHOD Of COMPACTION ASTM S'onclord Test Method O~I.5. 110 105 >- o 100 ... Dio_,., -'d; 1130 cw. It \'01_ 5 10"" 75 blew. pe, Io-,e,. . 10 Ib !.O_ dtoPPtcl " whe. o OPTIMUM MOISTUU CONTENT, In '" C,nl 01 Dry W,ight MAXIMUM DIY DENSITY. In Pounds 'It Cubic Foot ~5 4/'),;2. .. \\