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Home My WebLink AboutTract Map 3929 Lot 19 Rough Grading Ear h h. . ec nics ~~~ Iq 1....&\ .J.Je- =--- !REP0RT OF OBSERVATION AND FIELD DENSITY TESTING ROUGH GRADING Single Family Residential Development Lot 19, Tract 3929, APN 921-11Hl04 28920 \1"18 Norte Temecula, California PROJECT NO. 22131-01 Feb.ruary 22, 2002 Prepared For: Mr. Kenneth Murphy 520 Roosevelt Avenue Corona, California 92879 f . . .Earth TAr.hnj~~ P(:,); R,.w AQ10ao,. T........................ .1":' ',...._I:I.___~..:.. ,..."'............ February 22, 2002 Project No. 22131-01 Mr. Kenneth Murphy 520 Roosevelt Avenue Corona, California 92879 SUBJECT: REPORT OF OBSERVATION AND FIELD DENSITY TESTING ROUGH AND FINE GRADING Single Family Residential Development Lot 19, Tract 3929, A.P.N. 921-111-004 28890 Via Norte Temequla, California Reference: "Preliminary Geotechnical Investigation, Lot 19, Tract 3929, 28890 Via Norte, A.P.N. Temecula, California", Report Dated September 28, 2001, by Earth Technics, Proj. No. 21315-01 1.0 INTRODUCTION This report presents the results of our observation and testing :performed during construction and grading for the single-family residential development with attached garage, circular access :driveway, and appurtenances. Grading was performed on the north side of Via Norte, an improved paved road in the city of Temecula. The results of our Field Density Tests obtained during grading are tabulated in Table I, Results of Compaction Tests. The approximate locations of the tests are shown,on the Plot Plan, Plate 1. The 20-scale Grading Plans were prepared by Lakeshore Engineering, Canyon Lake, dated April 10, 2001, land were used to plot our data and guide the grading, along with field staking. 1.1 pro;ectDescriDtion The proposed development consisted of constructing the house and attached garage pad, with cut and fill grading. Cuts to a maximum of 8 feet were made on the south and placed as fill to a maximum of 12 feet on the north. The access driveway to the main house was constructed in cuts and fills to a maximum depth of 3-4 feet. The main house pad was designed in cut and fill transition, and the transition was removed by overexcavation. All cut and fill slopes ,were constructed at finished face inclinations of 2:1 (horizontal to v,ertical) or flatter. -z.... INDEX MAP ~?frJ/;rc5:C:jd)d)Vb/lj-3r!4Jr(U /f a""' ,,00 -I .J>-~O'- ~ I" )'0.~ if/VJI"oO J: /---.. . '.' .- / I f=1(;J( ~. ,'f/r;;,~~O?~ C? /~~ "', \.~<. .:c,:,,: 1[)~ ~tV' '100 //o.'I~:OO?:1r3/)q/ 'f/ ......' ~,5':, 0.. ~ ? j~ o;!J'V'f"..~:;-! if,~W ~/., ,,;"'.0 . ~ ~;:;?'/0 ~ I~". ~~ 1(1 'I.,;", @ ~\" ri. .~: ~ ~, ,1 ///'~"; 'J 'I. M" ,\.J' ~' "".' '/'~ ' - ((<'<@,'L( .:-,,:: 'i ~ ,'g;;> (( c . (L!"'fi!Jo'~'" '....'. ", '.' /(l :::::;~. ~ v: ,;,/ 'a.e< ) ~~~ A C2 ~.! / o Well}..: <V. j?;?'O;J'- Ps '" ~ '" ","''Ie ~" i7. ( ';;;l , . '. ' b ~ ~ ~F ,;o',...Ji ~ (I :'\.v-:-'- ~ 7fM ,/ ~ /i oo:tl '05' ~ ;7 ~\ ~ "j" 1:1" " 1'(" - ." :~^. ;' t _\N$\~ '" It;) . : /cr-:~2:-....~",~ j / <> ~o~.../ -, "1Ir!J/))) ~/~ , ..y-- ~~r~ ~. /;?'l.,..~, . '''"')~ ~.~~~ o."~"~ ". 'V ~,. ~~~ ... ". ('.. r_J -.~'V ~~ ~ ~~ .. . ). .....;:. J;i.j~' 0dt ,,?~ ~ &6 ~~ ' <:l.,.", ~~. C ~ ~).~;;::; J>;l~ 0: ~~l ~ ri' . Q . 'J. ,0 . " :A>> '-'1 ~ .:N ~., ~_ . ~ ,0 '. .:, ., .."" ..' o. .~ I rv,..J...... ~. ~~, "'>>( '.? ff' _ - -<.\;,W /V>i\yJ R:7(~~ ,;;=~ "., ..... -!'1z2.\~ ~ ~~C)O ~ __?? ~( ~{ao> ~.. B ;JfZJm(1!?i) ~~ ff:i~d1.~ ~~0 ~~ ~. ....... \),/VQ a ..~&I g~nyo~ ...'.:... y ;:~ '0 ;:<.:., Y', ;;, --' ~ ~ ~1 ROAD".)' ~'..":::\ ~.;;:~.~~ ..~ . ":.; ~~~;~~ V~:"O-?rA~~0j ~>-;<\;""~7'''''~ .. ~~~Sl/)Oar~C~'_=<-::"Cl~~~i l ~,",\ ~..'\ .,. /~..~~\ ~.\. ~ .. l'\.l " --' = ~~~ (5( \/ .,<\, J>.. ','\1 ."~~.:>. /'~~::~'" .c:: ~~~~"~ ~;eT" Ranc~t.:'~" __ .... \\ \;I'D. ':'. . ""j'>, .~~~.. ~ III ^ / }:.~~ri~~o~n~~~\" '; ~ ~ ". "~~ t~=.>\~' / "-. "I'<.' '.,.. r.c~ .~. ".", '. \~ ~~ '1/('/1(~ ~o_ '\ ' \, ""/ ,~~\:,' ~'\::/./>( A)~;~'1r~d' ". ~ l,J\' ld"l~~, 1,.~ ~ ~~,\>: "'" n. ~JP.Ifl;jgI~r:r.II:l:;~~ o I, 2000 4000 N I SCALE INDEX MAP feel OF LOT 19, TRACT 3929 28890 VIA NORTE TEMECULA, CALIFORNIA - 2 - S0URCE: U.S.G.S. 7>, MIN. QUAD. t1URRIETA 1953 (1979) 3 22131-01 Page 3 1.2 puroose of Gradinq The purpose of:the grading was to prepare a building pad for the 1 & 2-story residential house and attached garage, and to provide driveway access to the pad from Via Norte. 2.0 GRADING PROCEDURES 2.1 Gradinq Procedures The area of the main house, and the entire alignment of the driveway, was cleared and grubbed of moderately heavy brush and weeds and the material removed off-site. The fill on the north required keys as shown on Plate 1, and the keys were excavated through the near-surface colluvium to a maximum depth of 3.6 feet until the dense (relative compaction of 90%+) underlying ,sedimentary bedrock was encountered. The fill materials were ,brought to near optimum moisture utilizing a 2-inch fire hose ,when necessary" and benched as placed to remove all remaining :soft colluvium. The fill was compacted with a Caterpillar D4H Ibulldozer. Approximately 750 yards of import material was I required, which was approved by Earth Technics prior to :placement. The main bu.ilding pad was designed in transition from cut to Ifill, and the transition was removed by overexcavating the cut portions of the: pad to a depth of 3 feet over the entire pad and 'recompacting. IThe grading contractor was GSI Grading, Temecula. 3.0 TESTING 13.1 Field Densitv Testinq Field density testing was performed in 'accordance with ASTM D1556-64 (Sand Cone Method). The elevations and the results of the field density tests are presented in Table I of this report. The approximate, location of the tests are shown on the Grading Plan, Plate 1. 3;2 Maximum Densitv Determinations Maximum density/optimum moisture determinations were made from representative samples of on-site soils used in the fill operations. The tests were performed in accordance with ASTM D 1557-00 which consist of compacting 5 equal layers of soil in a 1/30 cubic foot volume mold with 25 blows of a 10 pound hammer falling 18 inches. The results of the Maximum density/optimum determination are presented herein as Table II, Laboratory Test Results. ~ 22131-01 Page 4 3.3 EXPansion Testinq A finished grade sample was obtained and tested for expansion utilizing the U.B.C. 29-2 method. The test yielded an expansion index (E.I.) of 27 which is low per UBC Table 18-1-B. 3.4 SulfatEI Testinq A finished grade sample was obtained and tested for water soluable sulfate. The results yielded a value of 54ppm indicating normal Type II - 2500 psi concrete maybe used for foundations and slabs. ,3.5 Settlement !. Based on the g~ading performed, the compaction and soil strength values, total settlement would be less than 1 inch with less than 1/2 inch diffe~ential settlement between footings of similar size ,construction and loads over a horizontal distance of 50 feet. ,3.6 Foundation Recommendations The main house footings will be founded entirely within dense low lexpansion engineered fill. Accordingly, the structures may iutilize continuous or isolated pier footings with an allowable ,maximum bearing, capacity of 1800 psf for 15" wide footings. All !exterior footings should be founded a minimum of 12 inches for 1- :story and 18 inches for 2-story buildings as measured from ,nearest adjacent grades. This value may be increased by one-third for short term wind and 'seismic loading: conditions. :The foundation should have a minimum of one No. 4 bar top and bottom, for a total of 2 bars, as reinforcement. The 4-inch :thick slab may utilize 6 x 6 -6/6 welded wire as reinforcement. A 'moisture barrier should consist of a 10-mil polyethylene vapor barrier sandwiched between a 2-inch layer of sand top and bottom to prevent puncture of the barrier and enhance curing of the concrete. - :::. 22131-01 Page 5 4.0 SUMMARY Our description of grading and backfill operations, as well as observations and testing services, were limited to those grading operations performed between February 5 and 20, 2002. The conclusions and recommendations contained herein have been based upon our observation and testing as noted. To the best of our knowledge, the ,work preformed in the areas denoted, has been accomplished in accordance with the recommendations of the referenced report, U.B.C. Appendix Chapter 33, and the City of Temecula grading specifications, and the requirements of the regulating agencies and is acceptable for its intended purpose. , " The cut and fill slopes are stable as constructed. The cut slopes are composed of sedimentary bedrock to a height of 8 feet, and are stable 'as constructed. :No conclusions or warranties are made for areas not tested or ,observed. This ,report should be considered subject to review by 'the controlling authorities. This opportunity to be of service is sincerely appreciated. If :you have any qu~stions, please call. ~ 22131-01 Page 6 Warren L Sherling Director of Geotechnical Services I FJ/WLS:ss iAttachments: Index Map (2000-scale) - Page 2 Plate 1 - Test Location Plan (In Pocket) Table I - Results of Compaction Tests Table II - Summary of Maximum Density Testing 'Distribution: Addressee (3) 1 TABLE I ~~. RESULTS OF COMPACTION TESTS JOB 'NO. 22131-01 NAME: MURPHY DATE: 2/21/02 TEST DATE DEPTII MOI&TURE UNIT DRY RELATIVE SOIL DESCRIPI10N NO CONTENT DENSITY COMPACfION TYPE (%) (PCF) (%) 1 2/5/02 1077 0.3 131.1 99.6 A KEY, BOTIOM , 12 2/6/02 1079 9.8 126.6 96.2 A FILL :3 2/6/02 1081 8.9 124.6 94.7 A FILL 14 2/7/02 1082 9.1 122.1 92.8 A FILL . 1 :5 I 2/7/02 1084 10.2 130.5 99.1 A FILL i6 I 2/11/02 1085 9.8 128.3 97.5 A FILL , , 17 ' 2/11/02 1087 10.1 125.2 95.1 A FILL , 18 ' 2!l3/02 1089 9.1 120.4 93.8 B FILL 19 ' 2!l3/02 1090 8.7 II6.7 90.9 B FILL 10 .2/15/02 1091 9.5 130.4 99.1 A FILL II 2/16/02 1090 9.8 125.7 95.5 A FILL, OVER-X 12 2/16/02 1091 9.4 128.4 97.6 A FILL, OVER-X , J3 2/20/02 1092 6.8 120.4 91.5 A PAD OVER FlNlSH S~ plan for test locations. S<C-Sand Cone ASTM 01556-64 *'ITestFailed. See Retest. OC-OriveCylinder ASTM 02937-71 N-Nuclear ASTM 3017-78 8 TABLE II Ea1:chnll ;CI I LABORATORY TEST RESULTS JOB 'NO. 22131-01 NAME: MURPHY DATE: 2/21/02 SOIL TYPE . CLASSIFICATION MAXIMUM OPTIMUM DENSITY (pFC) MOISTURE (%) A ON-SITE LIGHT BROWN SILTY WITH 131.6 10.2 GRAVEL B IMPORT YELLOW BROWN SILTY 128.4 10.1 SAND q