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HomeMy WebLinkAboutBook 1 Pages 44-46 Parcel 36 Final Report Compacted Fill B&FSOILS fM l/Lft.f -Lfv -~~~~... r:~~'..;:: "ffl.~. . _..... ._ ::LI.~ - ~,~ ... i. PRELIMINARY SOILS INVESTIGATION a COMPACTION TESTING PERCOLATION REPORTS 31174 RtVER'TON uNE-TEMEcULA,CA 92591 PHONE (gog) 699-1.499 RECEIVED JUN 1 3 2002 CITY OF TEMECULA ENGINEERING DEPARTMENT FINAL REPORT OF COMPACTED FILL AND FOUNDA nON RECOMMENDA nONS A large, single-family residential building pad with access drive and parking area, located at 31862 Camino Cielo, Temecula, California Legal Description: Parcel 9; a division of Parcel 36 of P.M. Book I, Pages 44-46, Riverside County, California AP.N. 957-009-300 '. Site Location: 31862 Camino Cielo Temecula, CA 92591 Owner/Applicant: Todd Simon 39786 General Kearney Road Temecula, CA 92591 (909) 694-8734 .. lob No. CF02-123 May 25, 2002 . TABLE OF CONTENTS mTRODUCTION ..................................................................................................1 GENERAL SITE PREPARATION .....................................................................1 GENERAVEXCA V ATION AND GRADING PROCEDURES ........................2 GENERAL:LABORA TORY TESTING .............................................................2 Expansion Test Results .............................................................................3 Settlement Criteria ...................................................................................3 . FIELD COMPACTION TESTING.....................................................................3 Relative Compaction Test Results............................................................4 RECOMMENDAnONS AND ADDInONAL SOIL CRITERlA....................4 Grading and Compaction Conclusions ....................................................4 Approved Allowable Soil Bearing Values................................................5 Utility Trenches ........................................................................................5 Subgrade for Driveway and Parking .......................................................6 Suggested Pavement Design .....................................................................6 Soluble Sulfate Content ............................................................................6 CLOSURE............................................................................................................7 UNIFIED SOIL CLASSIFICATION SYSTEM .................................................8 MAXIMUM DENSITY CURVE.........................................................................9 KEYING-BENCHING DETAIL.........................................................................I0 :PLANS .......................................................................................................Enclosed . B&FSOILS Z- ;. lob No. CF02-123 May 25, 2002 Page I FINAL REPORT OF COMPACTED FlU, AND FOUNDATION RECOMMENDA nONS A large, single-family residential building pad with access drive and parking area, located at 31862 Camino Cielo, Temecula, California Legal Description: Parcel 9; a division of Parcel 36 of P.M. Book I, Pages 44-46, Riverside County, California A.P.N. 957-009-300 31862 Camino Cielo Temecula, CA 92591 Todd Simon Site Location: Owner/Applicant: . INTRODTJCnON At the request of grading contractor Todd Simon, 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 D.B.c., (Appendix, Chapter 33). GENERAL-SITE PREPARATION The general area involved in the grading was stripped of all vegetation, exposing the underlying fill soils, which were thorougWy watered for several days using a high-pressure oscillating-type sprinkler system. The pre-watered fill soils were thorougWy processed and pre-mixed to optimum moisture and stockpiled in close proximity to the major fill areas. . B Be F SOILS .3 . lob No. CF02-123 May 25, 2002 Page 2 GENERALiEXCA V A nON AND GRADING PROCEDURES The !,Jfading equipment used included a D-7 and D-4 Cat, both equipped with ripper teeth and slope blades, a twenty-five cubic yard scraper used both for transporting fill and for wheelrolling compaction, and a 2500-gallon water track for additional moisture. :e The entire building pad area was completely on cut formation and the resulting fill soils were spread over a large area in the thicknesses of 6 inches ofless. That area extending 5 feet beyond the building perimeter was overexcavated a minimum of 36 inches and recompacted in place so as to minimize the effect of differential settlement. All the grading operations and compaction testing were completed in compliance with the Uniform Building Code, (Appendix Chapter 33). .GENERAL I,ADORA TORY TESTING Maximum density determinations were made on the typical structural fill soils, as accepted by the Uniform Building Code and the County ofRi'verside grading ordinances. The maximum density determinations were made in accordance with AS.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 Type 1: Tan-brown coarse to fine sand and silt with some clay; SM and SC according to U.S.C.S.; Maximum Density 126.5 p.c.f @ 8.8% Optimum Moisture. . B&FSOILS ~ . lob No. CF02-123 May 25, 2002 Page 3 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 I 144p.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 theresults of testing methods (Drive Cylinder Method D2937-71 and/or Sand Cone Method 01556-64). (See Page 4.) . B&FSOILS 5" -c- B&FSOILS PREUMINARYSOILS INVESTIGA1l0N S: COMPACTION TESTING PERCOLATION REPORTS . 31174 RNERTON LANE- TEMEcULA, CA 92591 PHONE (909) 699-1 499 lob No. CF02-123 May 25, 2002 Page 4 Relative Compaction Test Results Test Date Soil Elev. Dry Dens. Field Maximum No. Type (ft.) p.c.f. Moist. Density--% S-I 5/22 I 1263 116.8 6.2 92 8-2 5/22 I 1262 117.4, 5.9 93 S-3 5/22 I 1264 115.7 6.1 91 S-4 5/23 I 1264 120.0 7.3 95 S-5 5/23 I 1258 122.2 5.6 97 RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA . Grading and Compaction Conclusions The fill soils used in the grading operations consisted of coarse to fine sand and silt with enoughc1ay-size component to provide an adequate binder. The field inspected and approved fill soils were thoroughly processed and pre-mixed to optimum moisture. The fill soils were emplaced in thin lifts and wheelrolled in multiple directions until the required 90% relative compaction test results were attained. An area extending 5 feet beyond the outside building perimeter was overexcavated a minimum of 36 inches and recompacted to 90% relative compaction test results. The primary purpose of this grading operation was to minimize the amount of differential settlement. . All grading operations were completed in accordance with the Uniform Building Code, (Appendix, Chapter 33). . a . lob No. CF02-123 May 25, 2002 Page 5 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 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: SqJIare or Continuous Footings q = . qa = qa= qa= qa= NOTE: = CNc + wDtNq + wBNw 100(23) + 100(1.0)18 + 100(0.5)14 2300 + 1800 + 700 4800 p.s.f (ultimate) = 1600 p.s.f (allowable for square or continuous footings 12" wide and 12" deep); 1900 p.s.f (allowable for square or continuous footings 12" wide and 18" deep); 2100 p.s.f (allowable for square or continuous footings 18" wide and 18" deep); 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. 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. . B& FSOILS 1 . lob No. CF02-123 May 25, 2002 Page 6 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 sub grade has approximately the same compaction, which should be 90% or better. Suggested Bavement Design :e 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. Soluble Sulfate Content Numerous laboratory test results for the soluble sulfate content in soils in the Temecula Valley area indicate 0 to minimal p.p.m. sulfate content, thus permitting the use of Type II cement with a minimum compressive strength of2500 pounds per square inch. . B&FSOILS 8 I I . lob No. CF02-123 May 25, 2002 Page 7 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, ~, ... . B & F SOlLS " . ~tP'd~~~ ~ Peter H. Buchanan, Soils Consultant ,'. --.......-.... . B&FSOILS ~ Bile F SOILS D~i/~: #ay' :i!S/Ol!. Page (3 GROUP I SYMSa..S '.~' ..:JOb Nt): C F" ~ 2 - /'2..3 Ie :COARSE GRAINED SOILS ~ .... to.. ., .......... . ~.utG(JI ".,. *. 2CO ..... ...., Ie FINE ..GRAINED SOILS I...... .... ~... .. .......... <It SlMLLD' ......... 20Q ,.... M..' MAJOR DIVISIONS GRAVELS WITH FINES (&Mr...... _to '" .....t Cl.LAN SANDS CLln'8 . ,. ,..., SANDS WITH FINES (A......_ _. III",..' SI.US AND CLAYS ('-'eM ,.... LESS ,... 50t HIGHLY ORGANIC SOILS SIL T Cl't CLAT . GRAVELS' (M.re .... ~... et ~.. j~.... I~ l,..AflG(R "'- 1"- ,... 4 I'_ It"; SAHDS .......... "'''I.., _.. I,.... .t S....LLfII' ,.... .. .... .. ,.... ..,., SILTS AND a.AYS I I....... 11_' G'lU 11:" ,,... $0 I PARTICLE ",,0 .... .... ",'::'.:; ;.~:~:~::~. .;::.:..'.: ~~~i.~; S I Z E TYPICAL NAMES .... ..- ........ ......... .,......... h"" _ .. f..... GP .,....... ..... ........ . ......... ........ ,..... --,...... SOIL GM Si1f9 ........ .............. .......... GC 0..,.., ......... ............__ _...... sw .... ..- ........... ........... . .. t.... SP "'-t, ~ __ II' ......, .-.. II". . .. ...... SM S..., _. _...." ...,....... sc c..,., ...... .....~ M'I''''. ~ ..... _ ...., .... _.... .... ML .... . oerr.. f_ ..... II' C..,., ..... ..... .,.... .....CIty.. ,a. ~ ~. ., .. .. -.... ......,. .,....., ae,t.. ..... CI.... ...., a.n.. ~ c... OL c:..,..c .d" .. ...- ...., c.... .. ... ......ew" . MOl I........c ..I'... ,..er..... .. .._ _ '''' ...., . Ill" M'''. et....c ...... ~ c.... .1 "''''' ,,_...'Clty. ,.. ~. o......c eten M .......... .. Ill.... __."" .....c ...... p, ..... ... ___ ....., .......c ...... IOU"O..'" l:'L.aSSI'lcaTIO"S: S.... .......,... c....,.,."c. 'If._..... .... .......... '" ~_I... ., ...- ..,....... L I M ITS PAVEL CO.ILES IOULO[.S - IG.JCIO .:l40 !G1G.a.. .. Y. S. 1'..'.'0 11("( ,.. 1'1: I lIa~ UNIFIED CLASSIFICATION SYSTEM ..,..-. rile ~'... S.II (1."lhn,... 5~...... Car" '" [fit"""'. U S M..., T.'Wlucet .............,.. ... 3-3" .. I, Male". I'S! IlIIh'.eo ...,.1. IMOI va . - 8 ~ '" .- ~ :>> U ~ l. .. " c l c .- >- - .- .. c . ., 0 >- ~ 0 B8cFSOILS JOB NO.- C.c'02 _ /23 p.. 9 MAXIMUM DENSITY CURVE DArE: /'tavZ5/8Z .Mois ture Content in Ptr Cent of Dry Weight 130 125 \ lOCATION . \ Ioting No. Depth, in feel 120 115 --110 105 10.0. OPTIMUM MOISTURE CONTENT, III ~., C.ll' of Dry Weight MAXIMUM: DIY DENSITY, In Pound. ,., Cubic FOCIf ~.& /~6.5" SOIL clASSIFICATION CdaNR ~ .,q';e ..s;t~q' Qn .srlr wifJ I?1IHo. c SlY r.s~ tt~4Pro1y It tI~a.s: Soil Type alld Description _ METHOD Of COMPACTION ASTM Slondard Tell Method 0.1557.70 648 ~ By~ff.5/)1t.5 04r~: 5/:21/02- ::7DB ND:C~(!)Z -/23 . .. 00.-... ..w. 11:10 co. " ...... 5 ....... 25 ...... ~, ....,. 10 II. _ ....~_ II ....... \\ P./O B II< F SOILS . BENCHING DETAILS ..EoNo'-C,cc)2-/23 Otde: l"'1a.y 2S :?tX>2- PROJECTED PLANE --.------------- _-=-=-=-:-.C9MPACTED ::::-:::---=-::: - ....:---------------::: FILL --"":---------.: --------------------- _-=-=:=::::=::::==-::==:==-=~3-~~-~~ _________:I"____ -----------~--- -~~- ------------~---~--- __=-=-:-:-:-:-:~_;;:_:...::~:---2-:~ ~? --------------~~-- I to I maximum from toe _-_-_-_-_-_-_:;.:r_-_-_-__.,.- _______~-----~_ \~0 oi slope to cpproved ground ----------:;.?--------;.?.:---- \ _ _-_-_-_-~_ ----------: {-! -A-Yf..," REMOVE ------------.,,- _-_- .i?:-': _- _- _:;:.::-= _-.: UNSU IT AB LE ~-::::_=-:_=-:::::~ .~ ~ MA TERIAL -------- I ~ -:,..- _-_-_-_-,,;::~_-_-_-_- 4' MIN. , I. "'/.:_-;~.:_-_-_-_-.:_ rBENCH BENCH. -L _-~----.:------------ .. HEIGHT _-.:_-.:2%MIN.:..----- (tYPIcal) VARIES -----~---- T ~^' ~ - 2' MIN. I IS' MIN. I KEY M.OWEST BENCH "1 DEP1'H (KEY) FILL SLOPE .1" NATURAL GROUND \ I^ . _-: COMPACTED :-=-=-:;:':' ---------.....FILL .:---..:=:::.----~ ------- ~--_... - -=-:-:-:-:-:---~:~-:-:;:-?- " -------~~---~--- -----------.-- - --- ----~-- ~ ~ ____-.-.oC_____'*""_ -----------~--- U~~~TOAVBELE ~~~~~~L ~-~~:-=:-:;:~~- ~'~'< "\ MATERIAL \ _ _ _ '\... - _~_=_-~<::_- ... L 4' MIN. BENCH --.,......-..:----- r BENC. HEIGHT \_ - ~::-_-:2%MIN.~ (typical) VARIES -- _-- ~ "':.4\: . . _--- ~15'MIN'il. _ -' LOWEST BENCH - FILL OVER CUT SLOPE - ------------ ,..... ..... - CUT FACE To be constructed prior to fill plccement . NOTES: LOWEST BENCH: Depth and width subject to field change bcsed c~ consultont's inspection. S~~C,RAI:JAGE:. e:--" .:.-::"" ::,cy be req~ir~d ot the \2.- 1i jL' ~ I '. 1 ~, ..........., , " ..t :S. (9 ;:) <:2 cO,? ClUJ I' ~ffi '-.....-.. - ' A '~,: -', ;.) ~. <; ,. .. :7 r -.~ I ~---- . ~ - .D --- . -~ -+-. . ! --- f ~-- ......... J I -----.. 1-- ---- I '" ----.- ----' <-:] I L' ! 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