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Home My WebLink AboutTract Map 9833 Lot 1 Report of Rough Grading T .ij.~. 'Soils Co., Inc.. ___:' __ _ " ;1 ._.1..._._ _ _ " _ '''' __ _ _ __ _ _ f _ '. ~_,'___ ;U!wnei19pJ[~4:2,1 Zl.EAX:.(9,S-1J~8QA'=~J!i22 ~:t~1~48~as"fiil1lifUrive, UnirGorMilrrieta, CA 92562 . E-mail: thesoilsco@aol.com -m. Qe3'3 l...cIT- \ N1ay 31, 2005 Mr. Robert Tuccinardi 45310 Callesito Burgos l'emecula, California 92592 SUBJECT: REPORT 01'1 ROUGH GRADING Proposea:Single-Family Residence Lot I ofTractNo. 9833 A.P.NNo. 945-160-012 30711 ledediah Smith Road Temecullj Area, Riverside County, California Work Order No. 859501.22 IDear Mr. Tuccinardi: INTRODUCTION ]:n accordance with your: request, we have prepared this "Report of Rough Grading" presenting the ~esulis of our observation and testing during rough grading operations for the single-family ~esidential pad located at the above referenced site. All compaction test results are included in Appendix C of this report. Rough grading operations were performed in accordance with the ~equirements ofthe referenced "Preliminary Soil Investigation", the City of Temecula and the 2001 Califcjrnia Building Code (CBC). :- The 40-scale "Grading :and Erosion & Sediment Control Plan", prepared for the subject site by Gunvant Thakkar, R.C.E: was utilized during grading to locate our field density tests and was utilized as a base :map for our Compaction Test Location Map presented as Plate 1. GSl Grading performed the grading operations under the direction of Mr. Gary Ingram. A€COMPANYINGMAPS,AND APPENDICES , I I Location Map - Figure 1 Compaction Test Location Map (not-to-scale) - Plate 1 f\ppendix A - References Appendix B - LaboratotyTest Results Appendix C" Results o[Compaction Tests THE SOILS COMPANY.!lNC. W. O. No. 859501.22 \ Mr. Robcl1 Tuccinardi May 31. 2005 Page 2 . . Rroposed Development The proposed development calls for the construction of a single-family residence with attached garage and associated driveway and landscape areas. It is our understanding the proposed residences will consist of wood-framed, stucco-sided structures with conventional footings. Site Description The subject parcel is located along ledediah Smith Road (30711) in the Temecula area of southwest Riverside County, California. The subject site is bound on all sides by interspersed large parcel residential development and vacant land. The geographical relationships of the site and surrounding area are shown on our Site Location Map, Figure 1. Natural gradients on the site vary from approximately 22 to 45 percent. Drainage onsite is accomplished by sheet flow and along the moderately incised drainage courses observed on the subject site to the north, south and west. Vegetation on the subject site consisted of a moderate to thin growth of chaparral on the ridge slopes and a sparse growth of annual weeds and grasses on the flatter portions of the subject site. Prior to grading, overall relief for the subject site was approximately 115-ft. OVEREXCA V A TION AND RECOMP ACTION OBSERVATIONS & TESTING Prior to grading all vegetation was removed during clearing and grubbing operations and subsequently disposed of off-site. A keyway was established at the toe of all fill slopes with the outside edge of the keyway being founded a minimum of 2-ft into dense sedimentary bedrock units. The keyway was tilted a minimum of 2 percent into the slope with dense sedimentary bedrock that was free of pinpoint pores and fine roots exposed throughout the keyway. The bottom of the keyway was scarified a minimum of 12-inches below the exposed surface, moisture conditioned to near optimum moisture, and recompacted to 90% of the dry density, as determined by ASTM D-1557. Any topsoil/colluvial soil s were completely removed during benching operations. The cut portion of the building pad underlying the proposed structure was overexcavated a minimum of lO-feet below finish grade elevation and extended a minimum of 10-ft outside the building footprint as staked by the contractor. The earth materials exposed within the bottom of the overexcavation consisted of dense sedimentary bedrock that was free of pinpoint pores and fine roots. The bottom of the overexcavation was scarified a minimum of 12-inches below the exposed surface, moisture .conditioned to near optimum moisture, and recompacted to 90% of the dry density, as detemlined by ASTM 1557. Fill generated during rough grading operations was moisture conditioned to near optimum moisture, placed and recompacted to 90% of the dry density, as determined by ASTM D-1557. The materials used for fill consisted of onsite medium to dark brown silty sand (Unified Soil Classification-SM) derived from onsite topsoil, colluvial soils and sedimentary bedrock. THE SOILS COMPANY. INC. w. o. No. 859501.22 Mr. RobcI1 Tuccinardi May 3]. 2005 Page 3 . . Fill placement and compaction was achieved utilizing a CAT D-8 bulldozer and moisture conditioning was accomplished utilizing a water truck. The fill was placed in 6 to 8-inch thick lifts and moisture conditioned with a water truck, as needed, to bring the material to near optimum moisture content, ,md was then properly compacted by trackwalking with the dozer and incidental contact from a fully loaded and unloaded water truck. A minimum degree of compaction of 90% was required, as determined by ASTM 1557. Fault Investie:ation and Liquefaction Evaluation Geo Soils, Inc. performed a Fault Investigation and a Liquefaction Evaluation, see Appendix A. The limits of each are noted on the Compaction Test Location Map, presented as Plate 1. The contractor should comply with this referenced study. This report does not address the fault trench backfill, which remains unsuitable for structures. ,Fill Placement Fill was placed in thin loose lifts approximately 6 to 8 inches thick, brought to near optimum moisture content and compacted to at least 90% relative compaction (ASTM D1557). Compaction was achieved by trackwalking with a dozer and incidental contact from a fully loaded and unloaded water truck. The maximum laboratory dry density, as determined by ASTM D1557-91 Test Method A (Appendix B, Table I), was utilized as the standard for field compaction control. Fill Soils Soils utilized for compacted fill typically consisted of onsite medium to dark brown silty sand (Unified Soil Classification-SM), which were derived from the onsite topsoil, colluvial soils and .sedimentary bedrock materials. Test results are presented in Appendix B, Table I. . CutIFilI Transitions Rough grading operations at the site included overexcavation of the building pad a minimum of lO- ft ,outside the building footprint to a minimum of 10-ft below finish grade elevation as staked by the contractor. Therefore, eliminating the cut/fill transition. TESTING PROCEDURES ,Field Density Testine: Field density testing was performed in accordance with ASTM Test Method D2922-91 (nuclear gauge). Areas failing to meet the minimum compaction requirements were reworked and retested until the specified degree of compaction was achieved. The elevations and the results of the field 'THE SOILS cOMPANY.INC. W. 0. No. 859501.22 ~. i 1 --..--..,- -. '.... '.---~' t;( I~t ljl..lit ~-l. JtH HU HltUf' illl It ..iif.l:jlU"1R......1 I ,... iij .~ ~ ~~~ ~ !i l!1 1!!jIlj.! I fJ!1!1 if Il~ l~' 1.11. ':114" ~! T. L i :. ." · - II! I Ii ffi l il! t. .tl 11.f11 ! i~!lf.l II! md. ~ .I! 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III lit i ~ -- t ~,.. ).tt I ;~ . . t a. (7/iOlY, HL!W~./Y.lJqdq~.f" . ~ ~l: ~.' ,;', ~:;'t~ II ~ ~r-4-- - -. -~: ~. fl. ,/ ~ ~~!I!!I II~' " -" ~ 7"_ '-""- ~ ~~ ~~ 1; : : :i51~~ ~h I '~"'J ~.., WUU""S/I h!~~. : ::'~ Ii h'l ~... "'-" ....~ . i : : '~I !i I.~I . '.". '. .. ~ : : :h~.~ I: "1-'- ~ . ;. "" . '. ~ . il!s .~ : :. '~'i ~~. '. ~ ' .'. a Ii( ."" . '" . . R ~ ~ :lhh .~M. . f.1 ~ :.', n l; ffi ~ : ~~n~; ~h~BI ;,~. '. [II ,.: ...;~,.;~>i~ ~~hi ' w ...... i ~ a ii!1l\~~hf ~m~ .. ~',,- ~ . I ~ t; I ! z '<( ...J a.. C) z - c ~ C) ".II ~i~ >. ~~!~ . ~ ..'l,<l~ . I::~l; ~. ~ . ~~~~ ~ ~. ;~~~ ~ .~~ ~ .~ . ::J?i~~ ~ ~a~. ~' n:!""::C . IC~ ~~' !;~ ~ ~:; ~~ ~ i ~ ...<t1:lILJI-) ~ ~. . /!! ~ ~ h " \\' , ~ ~~ ~ ~~ ~i (;j~ -' ;; I J.; ~ w ~ c ~ ~ ~ w ~ '" '" ~ ~ .. ..,. . '" . l.( !\: >:: J... z ~ '" , o ~ ! I ~ \:'...[], ~'\.'" , .,\'" . ~ ;,:' :c;~ , ~~ . I . ~J . . . ~ ~1:" ". . ! ~ :I- ~ , ~ .; < 5 ~ . ~ '. -- . ~ ~ m . .., :-,\.~.'I;,;;~;",,,"~;i~~,."- , ~ \:i i.l . :t ~ '" r i 'l1lf".IIOV4 WII~(I~ It .. ~ !;! ! ~ ~ ~ te " ~ ~...:..~'" ~ ,~~,.,t,<..-.... Q. ~~ ~., z~ -, Ui >1 .1 : ,.;.,.~, ~ - ~, "N ..~"~ JW I \:., "'\\;' - ,) ~ ~.;, ~ -.:-" ~ .ii' , o!i. ? ""' " .. ~ ' ~ Yo' -' ~." M II ; . I , ~I : : ~i i , i ilJ 01 . . Mr. Robert Tuccinardi May 31, 2005 I Page 4 density tests are presented in Appendix C, Results of Compaction Tests, Table I. The approximate locations of the tests are shown on the Compaction Test Location Map, Plate 1. :Maximum Density Determinations 'Maximum Density/Optimum Moisture determinations were performed in the laboratory on representative samples of onsite soils used in the fill operations. The tests were performed in ,accordance with ASTM D1557-91, Test Method A. The test results, which were utilized in determining the degree of compaction achieved during fill placement, are presented in Appendix iB, TableI. RECOMMENDATIONS [Expansion Testine Expansion index testing was performed on a representative sample of the upper 3-ft of the earth materials exposed at the pad surface. The test results yielded an expansion index of 10, which indicates a very low expansion potential (0 to 20, Table 18-I-B, 2001 CBC). Test results are presented in Appendix B, Table II. : Soluble Sulfate Content A representative sample of the near surface earth materials exposed at the pad surface was obtained at the completion of rough grading. Based on our soluble sulfate test results, it is 'anticipated that, from a corrosivity standpoint, Type II Portland Cement can be used for : construction. Laboratory analysis results were 13 ppm (parts per million) of soluble sulfates, ,which equates to a nygligible sulfate exposure (Table 19-A-4, 2001 CBC). Test results are Ipresentedin'AppendiX"B,'~Ta.ble'?III. E.S. Babcock & Sons, Inc. laboratories of Riverside, California performed t\J.e laboratory testing. ! Slope Construction \" IWeTliIiticipate'1haCllllj-:tutlfill slopesconstl1.ictedata 2:1 (horizonta1:vertical) slope ratio to a .f '.'1~_r~i~_~'~~~~t~~ir~~~~t'~i,~~'~.~S'!!i':;~;' 'r~spectively. i Fill 'slopes were coilsti\iHed to nearflnish grade elevations and trackwalked with the bulldozer to I achieve the desireq per'iCntcompaction. ,. .....-:.-._.~ ~ ",-;"-,-";,,,,,-,","""_."~""- .' '''', !J'l!!3.~qIl~ C::,()~@YLJ1!~~. '~":::\:'-1}&..';> --3r.'':';''::f,';:;::~ '-'-:!'i~'~~' W. O. No. 859501.22 ..s . . , Mr. Robert Tuccinardi ! May 31,2005 i Page 5 I Foundation Svstem Desie:n The foundation system design, as follows, was taken from the referenced "Preliminary Soil i Investigation," which should be complied with: General Foundation Criteria The proposed structure may be supported on conventional spread, or continuous wall footings, provided that they are at least 12-inches wide, and 12-inches below the final approved grade with one # 4 rebar at the top and bottom or as designed by the structural engmeer. Footings may be designed for a maximum bearing pressure of 1500 psf. A friction coefficient for concrete on natural and compacted soils of 0.36 may be employed. The effects of seismic shaking can be mitigated through consideration of the parameters presented above and by design in accordance with the latest Uniform Building Code and the Structural Engineers Association. The allowable bearing pressure may be increased by one-third when considering loadings of short duration such as wind or seismic forces. This foundation criteria is considered rninimum and may be superceded by more restrictive requirements of the structural engineers, architects or governing agency. Concrete Slabs on Grade Sufficient fine-grained materials exist within near surface earth materials to possibly create moisture :problems. Therefore, we recommend that a moisture barrier be placed under any concrete slabs "thai might receive moisture sensitive floor covering. This moiStu'rebarrier should consist of a 10-mil polyethylene vapor barrier sandwiched between a one~inch layer of sand, !top artdbottom, to prevent puncture of the barrier and enhance curillg of the concrete.;;N()~i~;'einforcement of the slabs withJightsiXin.cl1lJ)r~six:jnch; 1 q2ga~ge/1 0- gauge welded ~re fabric is advisable. Slabs should be designed fOfany special}oads, such asconstnictionrcnmeifoads;ifwarranted.Large slabs shouldhave"'Crack c6fitroljoints on ,,10:f~~~~t~~~~~~!~~~~~g~~~~Y~tI1emq~,~ve~fqqt'~s~fttl~,'~~lF'~'[~';~;i!" ! Utility Treo.chiBa.ckfIll ~ :'1J-J,;~ff ! Utility trench ba6kfiIC~h6~ld be compacted to a minimum of 90% of the maximum dry density, as ! dete,~~~g~;\.$~~~~~~12~7~~.~,m~thpd:}J"i~,p)ll' opini~Il' ~tuti!i~,~g~~1?,~!PHSg~i~~g i of onslteorgappmved*$andy~soi!s'can best;~placed by mechamcal compaction to a nummum ,of I 90% ofthemaxUnUri1 pry 'density. All trench excavations should be conducted in accordance with , Gal-OSHA standards, as a minimum. ! THE SOILS CO"1Pb!tY.INC'ph,,~<' ':;:^""::;:-'_~":"'~'; " ,. ;tr.t"..~~:;,_~':.,,-. . u .~._, u, . W. O. No. 859501.22 1'. . ~,;::.',; . . Mr. Robert Tuccinardi May 31, 2005 Page 6 Fill materials should be placed in 6 to 8-inch lifts, brought to near optimum moisture content and compacted to a minimum of 90% of the maximum laboratory dry density, as determined by the ASTM 1557 test method. No rocks larger than 6-inches in diameter should be used as fill material. Roc.ks larger than 6-inches should either be hauled off-site or crushed to a suitable dimension and used as fill material. : Surface Drainae:e Surface drainage should be directed away from foundations of buildings or appurtenant structures. All drainage should be directed toward streets or approved permanent drainage devices. Where landscaping and planters are proposed adjacent to foundations, subsurface drains should be provided to prevent ponding or saturation of foundations by landscape water. , Construction Monitorine: Continuous observation and testing, by T.H.E. Soils Company, Inc. is essential to verify , compliance with recommendations and to confirm that the geotechnical conditions encountered are consistent with the recommendations of this report. T.H.E. Soils Company, Inc. should conduct construction monitoring, at the following stages of construction: . Following excavation of footings for foundations. . During fill placement. . During trench backfill operations. SUMMARY Our description of rough grading operations, as well as observations and testing services, were liffiited to those rough grading operations performed between March 3, 2005 and May 23, 2005 and observed and tested by our field personnel. The conclusions and recommendations contained herein have been basedupori ?urobs~ationand testing as noted. It is our opinion, the work rperlbimed jn.theareaSide~q!~d',lJaStgepe~ly'been accomplished.in accordance with the job , specifications and the ,requirements of the regulating agencies. No conclusions or warranties are i made' for tberareasm{iiisied or-obserVea.~~Cf1)Us repOrt is based on information obtained during . <:!~.;..I'9, u._Sl!.. ''',i~. C ,in. . g;.!lllI;.. ,N.,O"f~,'~.',.". an..'. ~_."- e"Btcon"., (jitions can bemade._,..."'Thi. 's report s, ho, uld.OO 'i':"~"':'i3:~,~.,-'m:~1f~:,~t?.J ." ,"!~"...~,,>- ", . "Of'.;';':'_": :..-'.,-- .j;'c6lrsiaer&fsubjeCl!o'review'by econ olhng'authonties. '.,' -- ':_-"~.,,~~-'f"_',<, _:' . LIMITATIONS i.1Jl~~~tg~~~~~H~~,~.,tb~~:.uqg~~~~~;;,th~t it is ~e~esponsibil.ity..of th~ owner, or his !'ry:presentative;!to ,ensurerthat'the0infolnlation:and recommendations contained herem are brought to , the' attention-of the project architect and ,engineer. The project architect or engineer should incorporate such information and recommendations into the plans, and take the necessary steps to see that the contractor and subcontractors carry out such recommendations in the field. d~._.;~~~tl,i,;~f~;t:ei;~~e x, w.o. No. 859501.22 '\ .. . 'Mr. Robert Tuccinardi 'May 31,2005 I Page 7 This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the site; therefore, the safety of others is the responsibility of the contractor. The contractor should notifY the owner if he considers any of the recommended actions presented herein to be unsafe. This firm did not provide any surveying services at the subject site and does not represent that the 'building locations, contours, elevations, or slopes are accurately depicted on the plans or represented on the map. The findings of this report are valid as of the report date. However, changes in the conditions of a , property can occur with the passage of time, whether due to natural processes or the works of man 'on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. ,Accordingly, the findings of this report may be invalidated wholly or partially by changes outside . our control. Therefore, this report is subject to review and revision as changed conditions are identified. This opportunity to be of service is sincerely appreciated. If you have any questions, please call. , Very truly yours, T.H.E. Soils Company, Inc. 1000 T. Reinhart, RCE 23464 Civil Engineer, Expires 12-31-05 . ,~/J#' /iE. .,. ~~ . i 1 es R. Hamson . I Project Manager i JPF/JTR/JRH:jek I THE ~gH,ll ~.oMPANY. INC. W. O. No. 859501.22 ~ . - - 1TH!;: SOILS COMPANY.INF.'.f.!''\;'>~ . . APPENDIX A References W. O. No, 859501.22 '\ . . Gunvant Thakkar, r.E. 2004, "Preliminary Soil Investigation, Lot 1 of Tract Map. 9833, AP.N No. 945-160-012, Temecula, California." Dated February 24,2004. GeoSoils, Inc., "Supplemental Geologic/Fault Investigation And Liquefaction Evaluation, Lot 1 of Tract Map 9833, City of Temecula, Riverside County, California." Work Order No. 4553- A- :SC, Dated 1anuary 14,2005. ITHE SOILS COMPANY,INC. W. O. No. 859501.22 \0 THESOlLSCOMPANYIINC': " . APPENDIX B Laboratory Test Results . W. O. No. 819101.22 \\ '. . TABLE I Maximum Density/Optimum Moisture % Type Description Lbs/Fe Moisture I Dark Brown Silty Sand 117.3 12.6 OnSite 2 Dark Brown Silty Sand 126.9 10.2 OnSite 3 Medium Brown DG 125.1 9.1 OnSite I TABLE II I EXPANSION INDEX I TEST LOCATION I EXPANSION INDEX I EXPANSION POTENTIAL I Pad Surface 10 Very Low I TABLE III I SULFATE CONTENT I TEST LOCATION I SULFATE CONTENT I Pad Surface 13 ppm , THE SOILS COMPANY. INC. W. O. No. 859501.22 \v THE SOILS COMPANY, INC. . APPENDIX C Results of Compaction Tests . W. O. No. 859501.22 \~ . . TABLE I RESULTS OF COMPACTION Job No.: 859501.22 Robert Tuccinard Single-Family Residential pad 30711 Jedediah Date:5/23/05 Smith Road, Temecula California Test Test Elev / Moisture Unit Dry ReI. Soil Location No. Date Depth Content Density Compo Type (ft.) (%) (PCF) (%) I 1 3/21/2005 1103.0 7.1 120.0 95N 2 SEE PLATE 1 OF 1 2 3/21/2005 FG 10.3 123.0 97N 2 SEE PLATE 1 OF 1 3 3/30/2005 1112.0 10.7 111.0 95N 1 SEE PLATE 1 OF 1 4 3/30/2005 FG 11.8 108.2 92N 1 SEE PLATE 1 OF 1 . 5 3/31/2005 1118.0 11.1 115.7 99N 1 SEE PLATE 1 OF I 6 3/31/2005 FG 10.8 116.1 99N 1 SEE PLATE 1 OF 1 7 3/31/2005 FG 12.9 112.9 96N 1 SEE PLATE I OF I 8 4/7/2005 1108.0 9.5 123.4 97N 2 SEE PLATE 1 OF 1 9 4/7/2005 1110.0 8.9 120.9 95N 2 SEE PLATE 1 OF 1 10 4/7/2005 1112.0 9.0 122.7 97N 2 SEE PLATE 1 OF 1 11 4/8/2005 1114.0 8.9 116.1 92N 2 SEE PLATE 1 OF 1 12 ' 4/8/2005 1116.0 10.7 122.0 96N 2 SEE PLATE 1 OF I 13 4/8/2005 1118.0 9.8 121.7 96N 2 SEE PLATE 1 OF 1 14 i 4/1112005 1120.0 7.1 115.8 92N 2 SEE PLATE 1 OF I 15 ! 4/1112005 1121.0 10.3 120.6 95N 2 SEE PLATE 1 OF 1 , 16 i 4/11/2005 1122.0 12.9 123.3 97N 2 SEE PLATE 1 OF 1 17 ! 4/11/2005 1124.0 9.5 118.9 94N 2 SEE PLATE 1 OF 1 18 4/18/2005 FG 9.0 118.6 94N 2 SEE PLATE 1 OF 1 19 4/18/2005 FG 8.1 117.7 93N 2 SEE PLATE 1 OF 1 20 4/18/2005 FG 10.9 122.3 96N 2 SEE PLATE 1 OF 1 21 5/2/2005 1147.0 12.9 109.2 93N 1 SEE PLATE 1 OF 1 22 5/2/2005 1149.0 12.1 110.8 95N 1 SEE PLATE 1 OF 1 23 5/2/2005 1151.0 13.5 107.5 92N 1 SEE PLATE 1 OF 1 24 5/2/2005 1153.0 13.1 107.3 92N 1 SEE PLATE 1 OF 1 25 : ' 5/4/2005 1153.0 11.0 120.1 95N 2 SEE PLATE 1 OF 1 26 5/4/2005 1155.0 10.7 117.3 93N 2 SEE PLATE 1 OF 1 27 5/4/2005 1147.0 1.0 116.8 92N 2 SEE PLATE 1 OF 1 28 5/4/2005 1149.0 11.5 115.3 , 91N 2 SEE PLATE 1 OF 1 29 5/4/2005 1151.0 10.7 116.4 92N 2 SEE PLATE 1 OF 1 30 5/4/2005 1153.0 11.1 118.6 94N 2 SEE PLATE 1 OF 1 31 5/5/2005 1153.0 11.5 118.1 93N 2 SEE PLATE 1 OF 1 32 5/5/2005 1153.0 11.0 116.3 92N 2 SEE PLATE 1 OF 1 SEE PLANS FOR DETAILS SC.Sand Cone ASTM DISS6-64; DC-Drive Cylinder ASTM D2937-7I: N.Nuclear ASTM 03017.93, and D2922-9I; NG.Natural Ground + 8S%= Passing Test; ".Test Failed, See Retest \'\ . . TABLE I RESULTS OF COMPACTION Job No.: 859501.22 Robert Tuccinard Single-Family Residential pad 30711 Jedediah Date:5/23/05 Smith Road, Temecula California Test Test Elev / Moisture Unit Dry ReI. Soil Location No. Date Depth Content Density Compo Type (ft.) (%) (PCF) (%) 1 I 33 5/5/2005 1155.0 11.7 117.7 93N 2 SEE PLATE 1 OF 1 34 5/5/2005 1155.0 10.8 115.9 91N 2 SEE PLATE 1 OF 1 35 5/5/2005 1155.0 10.9 115.8 91N 2 SEE PLATE I OF 1 36 5/10/2005 1157.0 11.6 110.0 94N 1 SEE PLATE 1 OF 1 37 5/10/2005 1157.0 10.8 108.8 93N 1 SEE PLATE 1 OF I 38 5/10/2005 1157.0 12.8 111.6 95N 1 SEE PLATE 1 OF 1 39 5/10/2005 1159.0 10.9 107.7 92N 1 SEE PLATE 1 OF 1 40 5/10/2005 1159.0 11.2 109.1 93N 1 SEE PLATE 1 OF 1 41 5/10/2005 1161.0 11.3 110.2 94N 1 SEE PLATE 1 OF 1 42 5/12/2005 1163.0 12.9 109.0 93N 1 SEE PLATE 1 OF 1 43 5/12/2005 1165.0 13.0 108.9 93N 1 SEE PLATE 1 OF 1 44 5/12/2005 1167.0 11.9 108.5 93N 1 SEE PLATE 1 OF 1 45 5/12/2005 1169.0 12.1 109.3 93N I SEE PLATE 1 OF 1 46 5/12/2005 1171.0 12.7 107.7 92N 1 SEE PLATE 1 OF 1 47 5/12/2005 11 73. 0 12.8 108.9 93N 1 SEE PLATE 1 OF 1 48 5/13/2005 1173.0 11.9 111.0 95N 1 SEE PLATE 1 OF 1 49 5113/2005 1174.0 13.5 107.3 92N 1 SEE PLATE 1 OF 1 50 5113/2005 FG 13.0 106.6 91N 1 SEE PLATE 1 OF I 51 5/18/2005 1167.0 13.4 106.3 91N 1 SEE PLATE 1 OF 1 52 5/18/2005 1167.0 13.9 107.3 92N 1 SEE PLATE 1 OF 1 53 5/18/2005 1169.0 13.6 106.6 91N 1 SEE PLATE 1 OF 1 54 5/18/2005 1169.0 13.9 106.0 90N 1 SEE PLATE 1 OF 1 55 5/19/2005 1171.0 12.7 109.5 93N 1 SEE PLATE 1 OF 1 56 5/19/2005 1171.0 13.0 108.7 93N 1 SEE PLATE 1 OF 1 57 5/19/2005 1113.0 13.1 108.5 93N 1 SEE PLATE 1 OF 1 58 5/19/2005 1173.0 12.5 108.8 93N 1 SEE PLATE 1 OF 1 59 5/21/2005 11:'74.0 11.5 110.5 94N 1 SEE PLATE 1 OF 1 60 5/21/2005 1174.0 12.9 108.4 92N 1 SEE PLATE 1 OF 1 61 5/23/2005 FG 10.1 111.6 95N 1 SEE PLATE 1 OF 1 62 5/23/2005 FG 7.1 112.2 96N 1 SEE PLATE 1 OF 1 63 5/23/2005 FG 9.9 111.1 95N 1 SEE PLATE 1 OF 1 64 5/23/2005 FG 10.2 112.3 96N 1 SEE PLATE 1 OF 1 SEE PLANS FOR DETAILS SC-Sand Cone ASTM D1SS6-64; DC-Drive Cylinder ASTM 02937-71; N-Nuclear ASTM 03017-93, and D2922-9t; NG-Natural Ground + 850/0=' Passing Test; u_ Test Failed, See Retest \~ . . TABLE I RESULTS OF COMPACTION Job No.: 859501.22 Robert Tuccinard Single-Family Residential pad 30711 Jedediah Date:5/23/05 Smith Rood, Temecula California , Test Test Elev 1 Moisture Unit Dry ReI. Soil Location No. Date Depth Content Density Compo Type (ft.) (%) (PCF) (%) I 65 5/23/2005 FG 10.1 112.5 96N 1 SEE PLATE 1 OF I 66 . 5/23/2005 FG lOA 114.2 98N 1 SEE PLATE 1 OF 1 SEE PLANS FOR DETAILS SC-Sand Cone ASTM DI556-64; DC-Drive Cylinder ASTM D2937-7I; N-Nuclear ASTM D3017-93, and D2922-91; NG-Natural Ground + 85%= Passing Test; ...Test Failed, See Retest \(p