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HomeMy WebLinkAboutTract Map 3929 Lot 36 Final Report of Compacted Fill . Megaland ~ ~z.~ ~ ~ , :("4?~..:r~~4f Engineers Associates civil engineers · planners · structural · surveyors. soils MEGALAND FINAL REPORT OF COMPACTED FILL AND FOUNDATION RECOMMENDATIONS A large, single-family residential building pad area, including access driveway and parking area, located on San Pasqual Road, Meadowview Community, Temecula, California Lee:al Description: Lot 36, Tract 3929; A.P.N.921-223 Site .Location: San Pasqua! Road Temecula, CA 92591 Owner! Applicant: Mike McLaren San Pasqua! Road Temecula, CA 92591 909676-1415 Job No. CF05-213 March 29, 2005 28441 Rancho California Rd., Suite. M . Temecula, CA 92590 Phone: (951) 699-4624. Fax: (951) 695-5084. E-mail: megalandengineers@verizon.net . . TABLE OF CONTENTS Vicinity MaD 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 ....................5 Grading and Compaction Conclusions......................................................5 Approved Allowable Soil Bearing Values..................................................5 Foundation Recommendations ...................................................................6 Utility Trenches ............................................................................................7 Subgrade for Driveway and Parking .........................................................7 Suggested Pavement Design ........................................................................7 Soluble Sulfate Content ...............................................................................8 CLOSURE ................................................................................................................8 UNIFIED SOIL CLASSIFICATION SYSTEM ...................................................9 MAXIMUM DENSITY CURVE ............................................................................10 KEYING-BENCHING DET AIL............................................................................ll PLANS ........................................................................................................ ..Enclosed z.. il~-"---""--~"'~~"'~-.''>''~~---''"-----'.'- . ~~ ,. , '..:. -..----.--..,--..--.-....:..."..---.-r~-.-.~,.^'..._...___.._..__~_.._.,'0 : . ., ..~-~ ,~. ; .- , , ,~ I , i ( " -., ......_-.,.._.._~_. -~......_--:-'.--_.~ ~ _...".-......-..-_---~~-~,.._......'-.,........ .~K/AlI1:Y HAP: .....!'" ~....r- -."--.--.-..-"----...---..---- ~8NtJ::"...c~~=r-~/~ -- '1"(240 " T I ------:.---------- .-- ./dr!l!:~: -;3I.~.9./~___._"'1'"<, .~. "--- __~-t--_+ ....,f -1_ ---r_~ ":-,} .. , , ~ " .'~ , --~~ --"7---". 0- f J. ~~..;.,.,.". !""-- i: ',...."...., -~-...;....,.7~1.-.. .. ~-.......:.~.~..~,... ~- - . - \. ~G.. A ',_:.::",'.. .::.." :NT[]F" PUBLIC' VlORKS 1':(< "~A' .:~~",:!!~,\;'l.~~ . . ..... .....,<2>.....;:.....7.'" "c.a", .,:~... .;".-... . .' -.>. ,'. ,. ". - '. <, ," '., ;;'-0, .....:. . '. :".'.""';:'--,:::'..:.:_::,.. ';....;,,:.-. . ." . " ,-. .. . . '. Drn wIng No, , . i!lmli .3 '- .., . ~. "-:~:J;..~~~i~~:,~j,~j'_::~,\~'.~;r'~:._:'.::~~.:i.!,':,_ . . .. &,_.,,- . . Job No, CF05-213 March 29, 2005 Page 1 FINAL REPORT OF COMPACTED FILL AND FOUNDATION RECOMMENDATIONS A large, single-family residential building pad area, including access driveway and parking area, located on San Pasqual Road, Meadowview Community, Temecula, California Lee:al Description: Lot 36, Tract 3929; A.P,N,921-223 San Pasqua! Road Temecula, CA 92591 Mike McLaren Site:Location: Owner! ADDlicant: INTRODUCTION At the request of owner, Mike McLaren, Megaland Engineers 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, Thissoils 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 entire project area involved in the grading operations was stripped of all vegetation and any other materials which could not be used in the fill slope emplacements. The exposed fill soils were thoroughly processed and premixed to optimum moisture conditions prior to their emplacement as compacted fills, "l . . Job No, CF05-213 March 29, 2005 Page 2 GENERAL EXCAVATION AND GRADING PROCEDURES The.grading equipment used included a D-5 Cat, equipped with slope blades and rippers, a 2500-gal1on water truck used for water and wheel rolling, and a high-pressure fire hose used for additional moisture when required. A keyway slot was excavated into solid bedrock formation along the toe of the major fill slope. 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 10-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume. Soil Tvoe 1: Dark-brown to tan brown coarse sand and silt with minor clay- size component and occasional pea-size rock fragments; SM and SC according to U.S.C.S,; Maximum Density 129.4 p.c.f. @ 11.3% 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. s . . Job No. CF05-213 March 29, 2005 Page 3 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, 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 1, based on the results of testing methods (Drive Cylinder Method D2937-71 and/or Sand Cone Method 01556-64). (See Page 4,) ~ . . Job No, CF05-213 March 29, 2005 Page 4 Relative Comnaction Test Results Test Date Soil Elev. Dry Dens. Field Maximum No. Tvoe (ft.) D.c.f. Moist. Density-% S-l 3/12 1 1235 118.6 7.1 92 S-2 3/12 1 1234 117.4 7,2 91 S..3 3/12 1 1233 118.0 7,0 91 S-4 3/12 1 1236 119.6 7,5 92 S-5 3/16 1 1238 120.4 4,5 93 S-6 3/16 1 1239 119,9 5.3 92 S-7 3/16 1 1238 120.8 6,7 93 S..8 3/16 I 1236 127.9 8,6 99 S-9 3/17 I 1240 124.4 8.1 96 SolO 3/17 I 1244 122.2 8.4 94 S-l1 3/17 1 1242 125.9 11.0 96 S-12 3/17 1 1242 120.3 9.5 93 S..13 3/19 I 1242 123,8 8,7 95 S-14 3!19 I 1242 122.2 8.9 94 * S..15 3/23 1 1243 123,6 9,3 95 * S-16 3/23 I 1243 122.3 7.7 94 *Sand Volume Tests 1 . . Job No. CF05-213 March 29, 2005 Page 5 RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA Gradine: and ComDaction Conclusions The fill soils used in the grading operations consisted of dark to tan-brown coarse sand and silt with minor clay-size component and occasional pea-size rock fragments. 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. An area extending 5 feet beyond the building perimeter area was overexcavated a minimum 36 inches in depth. The fill soils were recompacted in place and tested or 90% relative compaction values. This procedure minimizes the potential risk for differential settlement, All grading operations were completed in accordance with the Uniform Building Code, (Appendix, Chapter 33). Approved Allowable Soil BeariDl! 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: 8 . . Job No. CF05-213 March 29, 2005 Page 6 Square 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, 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. 9 . . Job No, CF05-213 March 29, 2005 , Page 7 Utility Trenches All p1wnbing, utility and other trenches beneath the concrete slab should be properly restored to minimwn 90% compaction value comparable to the remaining building pad. Sube:rade for Drivewav and Parkine: 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 sub grade has approximately the same compaction, which should be 90% or better, . Sue:e:ested Pavement Desie:n All of the earth materials on the site are high maximwn 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 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 minimwn 95%, Asphaltic concrete could be placed directly on the subgrade, which should be compacted to a minimwn 95% also. 10 . . Job No. CF05-213 March 29, 2005 Page 8 : Soluble Sulfate Content' Ninnerous laboratory test results for the soluble sulfate content in typical . decomposed granitic-type soils indicate very low p.p.m. soluble sulfate content, thus permitting the.use of Type II cement with a minimum compressive strength of2500 pounds per square inch. 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 lany questionS or provide any additional information. Respectfully submitted, MEGALAND ENGINEERS & ASSOCIATES ! Peter H. Buchanan, Soils Consultant ~'~f-~P. - \\ . . Megaland Engineers & Associates COARSE "'GRAINED SQILl rw.. ..... so"'" fI Ntt"...... ..:MGt1l ..... ...,200...... ...., FINE "Glh\'lNED SOILS' ,.... .... 5(1'" ":.. .-..... II SMALLOt ""'" Me 200 a..... NtI) . CIVIL ENGINEERS. PLANNERS · ARCHITECTS · SURVEYORS ~8I1tJ; cro5 -:21.3 .J),4'r&: 3/z9/t>S- . UNIFIED SOIL CLASSIFICATION SYSTEM M,QJOR DIVISIONS TYPIC4L NAMES ..., "..... ......h. ".... ~...... "tI.....,". lin.. III ..I~. . CUAN GRAVELS (Ltn. ;. .. ,.. ) ...... .,........ .......,... . ........~~ ~".'""". .,.,.. . III ,.,..: . GRAVELS jWw. """'~.. '" co... frtict... " . \...U"II .... "'" ..., . .._ """ GRAVEls WITH FIN(S . ~HrM"'" ....L . ""-I Stttt .......... ................-- ""'........ . 0.,., """~. tJ"'h9~.-""",,~ -...... ..... ........ ....... .....u,. ...... '''''. . .,.... . . .SANOS. .' ..... .... 10... ., .... Jr.... It $WALLIII """ .".. ,......... ..... . . SANDS WITH FiNts fA....... ... ., ',...1 .........p~.___ . ........., ........ tin.. . .. rw... ...., ........ .......... fill....... ~ ......, -"'-., ......:.. SI.L1S AHD CLAYS (1...,.;.4.1...., LfSS I~.'O)' ......... ..... ... ...-ry ..... .....,.. n.... ........ ..,., ,. ..... . c~ ,.n. ~"''''''' ~tlCl~. '. .....,.,. ... .. ... " ....MII! .......01".. _"'_._.._...........- 'Iofo. .' " '. o,.-c ..... ,..... ....,..,.c ...., UeTt fI ~ .-..... . ---.-. ...... "1~""" . ~__ .............,. " ...... .,..... ~...tC MIN. SILTSJ,ND CLAYS fL.I..... ,...... Gl'unll't.i..... ~J .".....K c.,. .f.".... ......tilty.'.. C1i.,t. ~IC d't" ., ........... .. II.... ,i,..'IC", . .~.c ~"h. . HIGHLY ORGAIlIC SOILS .' '.. ~ ... "~":' ......., ......ue "':'"' tOuHCU'" CL.6SSI"CAIIOfil,: S.... ....".....c~_'..i,"n ,;.'... .......' ... ...~... .,. .........1_ f1f .... .~. "* \Z- MegQland Engineers & Associates CIVIL ENGINEERS. PLANNERS · ARCHITECTS · SURVEYORS l7IJ8J1IJ!. c~~.5_ ~/3 .D.4re: 3/Z9/c.:j $,OILS :ENGINEERING DATA _ . Typical Fill Materials. MAXIMUM DENSITY CURVE Moistvre . Content in "r Cent ~ pry Weight 130. 125 \J\ ~C'\ . \~ \ A.$:fM; S.ondOrd lei. Method 0-1$, 1 :a d L :te , J. 115 , .).. :. .... , - 'I SOil CLASSIfICATION: 120 110 ..." Oio""'~ ...oW;. ino cv. ft. YOluone . ! 10"" " blOWl' 1M' Iottr: . 101b. toa- dfopjied II iftcht, \ 105 >- ,Q 100 I j o 1000TIMUM MOI$TUIE CONTENT,-In 'er Cent of Dry Weight I/.3 , ~ MAXIMUM IDlY. DENSITY,':"'n Pounds 'It Cilbic Foot 1'29,4 \~ -~ ~.".- .:~ ~---'\. . . . . . . .~----.'.,::. .' . <.S:.. . ~ .-....,-.---... ~ . -,------'.-.~._- ,,,,.,---,-;-.-:;r~ ~ - ,...- - .{ . . - . . . '-. . ...., I:. ,-' ..' ;~. o r 0,... ~:. .~ t~ ...~; o r 1- '~ ;'4 '.~ . 0\- , I, . i ..~\I~ .i\l .-' .f~~ !~:......~;.. \.' -. ..... :\ ".0: r o .,-\ '-. . -" \,)) ~ ......;t.. "'-, '" " >- '. ~. . ~, -', ~ ~> .."