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Home My WebLink AboutParcel Map 8595 Parcel 4 Soils Certification (Aprl.29,2005) ". , Megaland Engineers & Associates ~ 7.'/' /F---4-V' <:",>,7""" ;-.; "-.>"'- --"-- ... civil engineers · planners · structural. surveyors. soils MEGALAND EXISTING BUILDING PAD SOILS CERTIFICATION REPORT Additional compaction testing on the driveway and driveway approach area, on the building pad for a second residence, and on stream coarse grading to deepen the existing channel along the drainage course which parallels Santiago Road ~;> Lel!al Description: Parcel 4 of Parcel Map 8595; A.P.N.451-250-009 Site Location: Lolita Road Temecula, CA 92592 Owner! Applicant: Fred and Jade Connary 44900 Muirfield Drive Temecula, CA 92592 (951) 775-4647 Job No. SC05-208 April 29, 2005 28441 Rancho California Rd., Suite. M · Temecula, CA 92590 I Phone: (951) 699-4624. Fax: (951) 695-5084. E-mail: megalandengineers@verizon.net 1 TABLE OF CONTENTS VICINITY MAP INTRODUCTION....................................................................................................1 . GRADING AND COMPACTION PROCEDURES.............................................l , GENERAL LABORATORY TESTING ...............................................................2 Expansion Test Results................................................................................2 Settlement Criteria.......................................................................................2 I FIELD COMPACTION TESTING .......................................................................3 Relative Compaction Test Results..............................................................3 I RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA ....................3 Approved Allowable Soil Bearing Values..................................................3 Fouhdation Recommendations ...................................................................4 Utility. Trenches ............................................................................................4 Subgrade for Driveway and Parking ..........................................................4 Suggested Pavement Design ........................................................................5 Soluble Sulfate Content ...............................................................................5 CLOSURE ................................................................................................................5 UNIFIED SOIL CLASSIFICATION SYSTEM ...................................................6 MAXIMUM DENSITY CURVE............................................................................7 KEYING-BENCHING DET AIL............................................................................8 PLANS ........................................................................................................ ..Enclosed ~ _, "II IVI \..... ''-'-'" ,.-.. .. . '"NTS .::?(;'d ;(It): SOt:: ()5' - U'B P AUBA ROAD ~ o l>: [j ~ SANTIAGO ROAD I'; i I VICINITY MAP 4/39/&JS CITY OF TEMECULA PROJECT INFORMATION OWNER: Jade And Fred Connary 44900 Muirfield Dr. SITE o l>: ~ 12 <( <.> l>: <( ::;; ~ CIVIL ENGINEER: LAMDA ENGINEERING & DEVELOPMENT ~8362 y1nctlpl ~M~o'[,<!,Qa Dr, :3 Job No. SC05-208 April 29, 2005 Page I EXISTING BUILDING PAD SOILS CERTIFICATION REPORT Additional compaction testing on the driveway and driveway approach area, on the building pad for a second residence, and on stream coarse grading to deepen the existing channel along the drainage course which parallels Santiago Road Lel!al Description: Parcel 4 of Parcel Map 8595; A.P.N.451-250-009 Lolita Road Temecula, CA 92592 Fred and Jade Connary Site Location: Owner! Applicant: INTRODUCTION At the request of owner, Fred Connary, Megaland Engineering has completed the additional compaction testing in the driveway area, in the future building pad area, and in the regarded stream channel area. This soils engineering work has been conducted in complete accordance with currently accepted engineering techniques as set forth by the U.B,C., (Appendix, Chapter 33), GRADING AND COMPACTION PROCEDURES The stream channel area was re-graded in order to deepen and redirect the stream course. Three compaction field tests were taken in this area. Additional compaction testing was completed on the driveway area and on the future building pad area. t\ Job No. SC05-208 April 29, 2005 Page 2 : 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" 01557- , 70T, modified to use 25 blows on each of five layers with a I O-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume. Soil Tvpe 1: Dark-brown coarse to fine sand with minor clay-size component; SM and SC according to U.S"C.S.; Maximum Density 121.6 p.c.f. @ 12.0 % 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 I 00% 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 Ty,pe I Conf"ming Load 144 p.s.f. Expansion Index 12 % Expansion 1.2 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. 5' , Job No. SC05-208 April 29, 2005 Page 3 'FIELD COMPACTION TESTING The results of relative compaction testing throughout the building pad area were i 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 02937-71 and/or . Sand Cone Method 01556-64). Relative Compaction Test Results Test Date Soil Elev. Dry Dens. Field Maximum No. Tvpe (ft.) p.c.f. Moist. Densitv--% S-I 4/7 I 1142 116.6 5.0 92 S-2 4/7 I 1144 115.9 5.2 92 S-3 4/8 I 1144 118.5 4.4 94 S-4 4/8 I 1169 117.7 4.8 93 S-5 4/8 I 1169 119.8 6.2 95 S-6 4/11 I 1169 125.1 9.6 99 S-7 4/11 I 1193 117.0 4.0 93 S-8 4/11 I 1199 114.3 5.4 90 * S-9 A/II I 1208 115.7 6.5 92 '*Sand Volume Test ,RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA 'Approved Allowable Soil Bearinl! 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 of3.0, the following calculations have been determined: 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) " Job No. SC05-208 April 29, 2005 Page 4 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); q. = 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 l2-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. Utilitv 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. Subl!rade for Drivewav and Parkin!! 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. 1 Job No. SC05-208 April 29, 2005 Page 5 SUl!!!ested ~avement Desi!!n 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 00 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 laboratory test results for the soluble sulfate content in soils in the Quail Valley area derived from decomposed granite and granodiorite typically have very low to nil p.p.m. soluble sulfate content, thus permitting the use of Type II cement with a minimum compressive strength of 2500 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 any questions or provide any additional information. Respectfully submitted, MEGALAND ENGINEERS AND ASSOCIATES ' Peter H. Buchanan, Soils Consultant L ~~ ;0,6 Megaland Engineers & Associates CIVIL ENGINEERS · PLANNERS · ARCHITECTS . SURVEYORS thell"; -S"Co5 - U(;3 ,JM'r&: 4-/ZQ/$ UNIFIED SOIL CLASSIFICATION SYSTEM SI,LTS AHD CLAYS Il_, I...., lUI ..~..,ol TYPICAL NAMES MAJOR OiVISIONS CLEAH GIlAVELS . (L.... ~ .. ,....) t;W ...t r*4' ........... ......,........ ""'Nor" ,/hit ., .. 'loot. ' . COARSE '''GRAINED SOILS. 1>>0.. ....1iI.. _ ,.,.,......... &'.IA'GC''' .... "',200....... .~. GIUVELS "'" l"'" eo" ..' ,..~ fftirI_ ., . U"GlIt".., "'" ...... ..... ""',' GRAVEls WITH FI~S . . 1~",M..we_l' "'-I GP "'.,."...t1I .~fl' ., .......,......... "u"w.., .,.,.. . IIt'lf'IIIn; GM JUtr. ~'.. ,........,.......,!it .....--.. GC . (.I.,., ..'"~. f'"'h't~.''''''''''cw, "',.""'-. ,:,,~ ~~ ~....~. ""'. .. ,SANDS ;."., .... "''' 01 ..iN "..... Je SW.t\.Lr" .,.. ..... ..... ,.... ...... . , . ,...,................ ~ ~i, ...... It".. . ,.......... , SAHDS WITH ,iHES 'A...-wc...... ..... .. I-I ...., ....... ........n ....~__.. "* a.,...y ......., ~.ct.r ....,..-=:-. '.' . ........ ...... ... .., ..... ...... .....i....... .....,.. .,.., ,.. ....... . c~ "n. ~.,,,,,,, ~,..~. . . ....,..-c cter. .. IN .. ~"-'! .....,ot,... ftot'Il ~. .-, ...... ..... ...... _ 'Iof',' ' 'IHE "lSl/:A1NfD , SOILS' I.,......., so.""" """'..,.." $l4U..Ltf' "*' He 200 ,.... ",.t . ~ Ifth '"' ~ .."", c..... ill... . ......c... . . . -!' ~IC ...... .'n~......" _ ~...", '1IfIot.~ .. n't) ',..... ~"hC ttttt: SILTS AND ClAYS tll..... h~' GIIIU~III..;_ $Ot ~~c cleJt .'.tn,'" ....helty. ,.. c..,t. O~lt tMJ1I t4 ......1Vf't .. IIlfft ';'''''CII,. ~'C!"".. HIG';'lY ORGA~IC SOILS ,.." ... I'f,,!'" "'~l, .,....,UC ...". ,. , .oUHO."""i:,,.SSJ"CATIOHS: Slip" ......".I"'..c~M.'.i.l~t. ......,......, .... '"'~t... "" .,...,.....t_ ~ p~ .-",.,.., C\ .~. I I iB Ii L e ,I. ),15 I .. I: i ... '" .. " i 105 ... 5 100 ~ f?'7 MegalandEngineers & Associates CIVIL ENGINEERS. PLANNERS · ARCHITECTS · SURVEYORS IhBlltJ( seeS -'208 .p,4"&: "f/~ /oS' , . $!OILS lENGINEERINGOATA' . ' Typical Fill Mote,rials, MAXIMUM DENSITY CURVE 130 " , \ \ \ , ! \ '-", \;C'\ \' .~ ,/ \~ , \ \ \ . .1J < :;, :U' '0 125 120 METHOD Of COMPACTION: A.S:t:M. S.ondc:ird teit Method D-l$, 110 ,41/ ()iOlfttltf mcHd;, lno cu. ft. YOIvone S'Orfll ,25 bl~ per Iottr: ' to ,Ill. lIOmMtf dfopp.d II iMht. o ,000TIMUM MOISTUaECONTENl,-ln 'If C.nl of Ofy W.,ighf M~IX'I"'UM Of( OENSITY,~ In ~u"d.. ,., Cubic Foot /2/'~ /2.D \0 - '11'1-" " (::::' --~'-'''' , ..- -- ....'-, " (H,IO), "'-/, ...........<.s-~ "'. ,.........,1 .:~_ ~ ......, . -/ '''.. ". "",. ,...'-..-- ',"" ,(t"~ / "" ^~("'H/ I, ':.....~t '. , ( ~W>. _~' ~, '. ~I /" ~ "'" ~I '11/0) - ,/ ", ~ s" ' .',/ I~- _' ~~. ;' ~k,::?<- "':0--.: "/ - "(1"~) ''',,//\ ~~~<<<" "~"'~~~Ri.r-,..,:,OM~~ ., "'j,, / \ j V,i,/ u>-\ I" -~\0~~ - " '-0" ...., --,..'... ..., ,/, -... /, ..... ".. " .. (;1. -: _ L \. / .. / '. .. F ~ HOUSE '"'iCIo. . \, 2 "" . ~';L~"C" (11"l,D) '; ~ fl" __' 70 A.o.. _,,_ . '"" ,':". 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