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Home My WebLink AboutTract Map 9833 Lot 11 Rough Grade Compaction I I II I I I I I I I I I I I I I I I I ROUGH GRADE COMPACTION (SOILS) REPORT UPDATE PROPOSED SINGLE FAMILY HOME CONSTRUCTION LOT 11XoRACT 983.3 -/ , JEDEDIAH SMITH ROAD. CITY OF TEMECULA RIVERSIDE COUNTY. CALIFORNIA FOR DR. AZIM AZHAND PROJECT NO. 03-004.RU DATED MARCH 10. 2003 Lakeshore Engineering \ . I '. I I I I I I I I II I 'I I I , I II I I LAKESHORE Engineering Consulting Civil Engineers March 10, 2003 Project No: 03-004.UR Client: Azim and Shakera Azhand 25069 Camino Mancho Murrieta, CA 92563 (909) 696-5285 Fax 695-9828 SUbject: Rough Grade Compaction Update Report Proposed Single Family Home Construction Lot 11 of Tract 9833-3 Jedediah Smith Road, City of Temecula, CA. Reference: 1. Preliminary Soils Investigation Report Lots 11 and 12 of Tract 9833~ By California Geo Tek, Inc. Dated June 10, 1991 (P.N. 8S2WRC-492). 2. Rough Grade Compaction Testing Report Lot 11, Tract 9833-3 for Mr. John McKinney By Lakeshore Engineering, 4/14/92, (P.N. 89-334). 3. Rough Grading Plan, Drawn at 20-scale Lot 11, Tr. 9833-3, for John McKinney By Lakeshore Engineering, 10/6/89 (P.N. 89-334) 4. Precise Grading Plan, Drawn at 30-scale By Lakeshore Engineering, 2/15/03 (P.N. 03-004.GP) Gentlemen: INTRODUCTION As per your request, a site inspection was performed on the morning of March 1, 2003, with the intended purpose of providing updated field/site conditions and followup geotechnical recommendations with respect to the proposed construction of a new single family home. Scope of work performed to complete this updated report included a) review of the reference soil report, b) review of rough and precise grading plan prepared for subject lot; c) perform a visual inspection to note for deviations and/or changes in site conditions and d) the preparation of this updated soils report. BACKGROUND INFORMATION The subject lot was rough graded during the month of April of year 1992, under the field observations and testing services performed by Lakeshore Engineering. The property owner and also our client at that time was Mr. John MCKinney. 31520-8 Railroad Canyon Road . Canyon Lake, CA 92587 . (909) 244-2913 . FAX: (909) 244-2987 z.. II I VICINITY MAP I ;1'; 'i.' I I I I :,.; 0' ~i 3 ,., .~-, :';j I I i'-!. ~k . 4: l',' I i~ I I ~ ". -<: .0::::'" ,.. " ~ "" 1-< PfClWG< '" , ~ I " " I I , . I UPDATE SOIL REPORT LOT 11 TR. 9833-3 JEDEDJ:AH 'SMITH ROAD DR. AZIM AZHAND I LAK1ESHORE Engineering '~ I CONSULTING CIVIL ENGINEERS Project No: 03-004.UR Dote 3/10/03 I ~N ~ ' ~ Agure No: 1 2> I I I I I I I I I I I I I I I I I I I March 10, 2003 Project No. 03-004,RU Page Two Original rough grading operation was completed in early April of 1.992, with the building pad located on the far easterly corner of the lot. The constructed pad was ready for support of a single family home construction, The site was graded in accordance with the approved rough grading plan on file, with no known major deviation noted (per Line and Grade Certification Letter addressed to County, dated 4/14/92) , The building pad was created by benching into a hillside, with the level pad supported by rear cut and front fill slopes. Manufactured slopes are approximately 2:1/H:V pitched, The original cut portion of the transition cut-fill pad was also overexcavated 36 inches and recompacted to provide for a uniform fill cushion ready for support of construction at that time. Our recent site inspection was made to determine if any supplemental grading or changes in terrain has occurred since the completion of the grading operations in 1992. Our site findings, conclusions and recommendations, considered applicable to the site are presented hereon in this report. PROPOSED DEVELOPMENT AND SUPPLEMENTAL GRADING OPERATION House plans are in the process of finalization. As understood by us, a one and/or two-story single family home is planned for construction on the existing pad, Structure will be of conventional construction, consisting of woodframed walls supporting a tile roof, Foundation will comprise of conventional spread footings with concrete slab-on- grade floors. ,,>~g+"';~. ~ Only minor supplemental grading is proposed for the lot to deem it . suitable for start of construction. Supplemental grading in the form [ of: a) leveling the existing building footprint areas and reworking 'c (scarification and recompaction) of the upper 12 inches of topsoil and b) providing positive sheetflow away from building structure. Jr~~r our review of precise grading plan prepared for this site~ '~ proposed residence is of a different design and layout on the :! building pad. In that regard, existing cut portions/areas of the ~ ., , ti trans~t~onal '~ad that has not been overexcavated and recompacted " during original rough grading operation, will now be required to be n reworked to provide for a uniform fill subgrade cushion prior to ~ building construction. Depth of overexcavation is expected to be a 3 l feet minimum plus an additional 12 inches of bottom scarification. '"f'~:imcE AND SUBSURFACE SITE CONDITIONS ~ The site was recently visited (on the morning of March 8, 2003). The site appears to be left untouched (undisturbed) since the completion of initial rough grading operation in april of 1992, Lakeshore Engineering L{ II I I I I I I I I I I I I I I I I I I March 10, 2003 Project No. 03-004.RU Page Three The lot is almost rectangular in shape about a 2 1/2 acre parcel located on the southerly side of Jedediah Smith Road. A major water Course (live 'stream) flows parallel inside the lot and adjacent to the road in the east-west direction. Beyond the watercourse, the terrain consist of an ascending slope to ridge tops on the south and east adjacent properties. The natural surface slope is moderately pitched (ranged from about a 10-30 percent grade) . The easterly corner of the lot has been graded to form a level building pad. The pad was constructed by benching into the natural slope, enlarged with the support of rear (east) cut slopes and front (west facing) fill slopes. Manufactured slopes observed at the site are about 2:1/H:V pitched. Except for minor surface reveling/riling, the cut and fill slopes were observed to be stable with no signs of distress. The pad surface appears intact with no evidence of erosion or washouts. Goundcover consist of a fresh growth of annual grass. The neighborhood consist of a scattering of an upper scale, well k~pt, rural residential homes. Access to the pad from Jedediah Smith is by way of a common shared asphalt improved easement road along the southerly property line. A concrete bridge spans across the natural watercourse. Surface drainage is by sheetf10w from back to front (east to west) towards the watercourse. The lot ground surface is not marked by any incised drainage lines and/or erosion. The pad surface and manufactured cut and fill slope contours are smooth and uniform. Review of our reference compaction report (4/14/92) indicated that building pad is a transitional cut/fill pad with portion of the uRper 3-4 feet reworked as engineered fill dirt. The underlying unit is a sandstone/siltstone unit of the Puaba Formation. Groundwater is estimated at about 45-50 feet below pad grade. CONCLUSIONS AND RECOMMENDATIONS GENERAL From a soil and foundation engineering standpoint, the site will be suitable for development of the proposed single family home, provided the conclusions and recommendations presented in this report are incorporated in the design considerations, project plans and specifications. In addition, all recommendations presented in the referenced reports remain applicable unless superseded hereon below. Lakeshore Engineering :5 I I I I I I I I I I I I I I I I I I I March 10, 2003 Project No. 03-004.RU Page Four GRADING AND EARTHWORK Based on our site observations, review of precise grading plan and the reference preliminary and compaction reports prepared for this lot, minor supplemental grading is planned for the site prior to building construction. Supplemental grading will consist of the following: a) leveling of the proposed building foot rint areas and providing positive flow away from structure and b) V. . !!li a" ~. cOFld}lc:fi'h9'1'\lt"l1E!7o:vere~-ca'!:a,.t-ronTana r~fC,9.mp'a,.-cI,;:ion"l'of-rema-:En'ii> . ' "'".' ~ort~on'Q~6us~~pad-(dUe~eO-ene--i~lbcaiion~of_neW_buIld1ng-fdotprint r~~R~Rad)~ Existing loose topsoil, due to passage of time, is expected to be less than 12 inches thick, will require scarification, moisture conditioned and recompaction. New fills and cuts are expected to be in the order of less than 12 inches in depth. Any compacted fill dirt placed are to be densified to-Gff!!Il:Ieast=90~ percent of the maximum laboratory density as determin\d~b~t~ A.S.T.M. D1557-78 compaction method. All imported soils should be approved by the soils consultant prior to use. Caution should be exercised to prevent mixing of select native or imported materials with soils containing debris and/or organic matter. Any objectionable substance, as determined by the consultant, should be stripped and removed from the property or stock piled for landscaping purposes. All structural fills constructed in areas of proposed building pads and/or pavements should be densified in conformance with appropriate grading code but shall not be less than 90 percent relative compaction, by mechanical means only. EXCAVATION CONDITIONS Excavation of on-site materials should be readily accomplished with standard earthmoving or trenching equipment. The walls of temporary construction trenches should stand nearly vertical, provided the total depth does not exceed 5 feet. Shoring of excavation walls or flattening of slopes is required, if greater depths are necessary. For deeper cuts, slopes should not be made steeper than 1:1 (horizontal:vertical) . All work associated with trench shoring must conform to the State of California Safety Code. Native organic free soils may be utilized for trench backfill. Flooding of the trench backfill may be permitted, provided both the backfill and the native materials have a minimum sand equivalent of 30 and required relative compaction is achieved. Lakeshore Engineering G. I I I I I I I I I il I I I I I I I I I March 10, 2003 Project No. 03-004.RU Page Five GRADING CONTROL All grading and earthwork including trench backfill should be performed under the observation and testing of the Consultant for proper subgrade preparation, selection of satisfactory materials, placement and compaction of all structural fill. Sufficient notification :prior to stripping and earthwork construction is essential in order that the work will be adequately and tested. In order for ,us to provide a written opinion as to adequacy of soil compaction and trench backfill, the entire operations, most importantly at the time of trench backfill, should be performed under our observation and testing. SEISMIC ZONE AND SOURCE FACTORS The subject lot is just outside of the less than 2 kilometer envelope as identified in the Active Fault Near-Source Zone Map and is not within any state and/or county special study zone. Based on Uniform Building Code (UBC 1997 edition), the site is located in an area of known high regional seismicity (Map Figure 16-2). As such, the following data based on known or assumed parameters as outlined in the tables under Section 16, Volume 11, '97 UBC, are presented below: Se~smic Zone (UBC Figure 16-2) ----------------- Zone 4 Se~smic Zone :Factor "Z" (UBC Table 16-1) uuu__ 0.40 Seismic Source Type (UBC Table 16-U) u___uuu B Soil Profile ,Type (UBC Table 16-J) _uuuuu__ Sd Sei'smic Coefficient "Ca" (UBC Table 16-Q) uuu 0.44Na Se~smic Coeff.icient "Cv" (UBC Table 16-R) __uu O. 64Nv Near Source Factor "Na" (UBC Table 16-S) uuu_ 1.3 Near Source Factor "Nv" (UBC Table 16 -T) u u u - 1. 6 SPREAD FOOTINGS Foundation recommendations as presented in the reference soil report remain applicable, unless superseded herein. The proposed development m~y be supported on conventional spread footings established in native cut soil. These footings may be designed for an allowable bearing value of 1500 pounds per square foot. This design value may be increased by one third, if the Structural Engineer takes into consideration short duration structural loading conditions, such as induced by wind or seismic forces. Footings (one and two stories) should be founded at least 18 inches below lowest adjacent ground surface and reinforced with one no. 5 rebars at top and one no. 5 rebar at bottom. In building pad areas where a fill cap is proposed to achieve grades, deepening of footing trenches are anticipated. All continuous foundations should be reinforced consistent with the recommendations of the Structural EI?-gineer. Lakeshore Engineering 1 I I I I I I I I I I I I I I I I I I I March 10, 2003 Project No. 03-004.RU Page Six SETTLEMENTS Total settlements due to structural loads should not be a design factor as they should be less than 3/4. Differential settlement is expected to be within tolerable limits (estimated at 1/3 or less) . LATERAL CAPACITY For design, resistance to lateral loads can be assumed to be provided by friction acting at the base of foundations and by passive earth pressure and may be combined without reduction. If passive earth pressure is used, it is important that backfill should be placed under engineering observation and testing. A coefficient of friction of 0.30 may be assumed with the dead load forces. An allowable lateral passive earth pressure of 225 pounds per square foot per foot of :depth may 'be used for the sides of footings poured against undisturbed or recompacted soil. The lateral bearing values indicated above are for the total of dead and frequently applied live loads. In normal code requirements are used for seismic design, the values may be increased by 1/3 for short durations of ,loading which include the effect of wind or seismic forces. SLABS-ON-GRADE Concrete floor slabs may be directly supported on the properly prepared subgrade; if necessary, preparation shall include proof-rolling just prior to construction pour to provide a firm u~yielding sUbgrade. If a floor covering that would be critically affected by moisture, such as vinyl tile, is to be used, slabs should be protected by a plastic vapor barrier of six-mil thickness. The sheeting should be covered with at least two inches of clean sand to prevent punctures and to aid in the concrete cure. Subgrade materials are considered to be granular and low in expansion potential. In order to minimize crack size and distribute tension stresses, the concrete floor slabs should be reinforced with at least 6" x 6" - 10110 welded wire mesh or no. 3 rebars at 18 inches on center minimum. Slabs should be 4 inches thick and consistent with the structural engineers design recommendations. RETAINING WALLS Based on review of grading plan, no retaining walls are planned for this lot at this time. Lakeshore Engineering ~ I I I I I I I I I I I I I I I I I I I March 10, 2003 Project No. 03-004.RU Page Seven DRAINAGE positive drainage should be provided around the perimeter of all structures to minimize water infiltrating into the underlying soils. Finish subgrade adjacent to exterior footings should be sloped down and away to facilitate surface drainage. All drainage should be directed off-site via non-erosive devices. The property owners should be made aware of the potential problems which may develop when drainage is altered through construction of retaining walls and landscape. Ponding water situation, leaking irrigation systems, overwatering or other conditions which could lead to ground saturation must be avoided. FOOTING EXCAVATION AII~21~ij;;~J.~,~x.savil.E'iO~~~:d"'~E!-.in~p.~&,\:~~",?<n,p.:-?-p.P'r9X~.;.d- W~1iIsolls A~IlJSJl~nti!::<!ng;i.neer-ancrloJ;"....geql~g1ifst.'-YliWf:b~ve~~d~ths17t competent ground~Inspection-sh6UId be conducted prior to placement of forms and/or rebars reinforcements into trenches. Materials generated from the footing excavations should not be spread on slab-on-grade areas, provided they are compacted and tested. GENERAL INFORMATION This report presents recommendations pertaining to the subject site based on the assumption that the subsurface conditions do not deviate appreciably from those disclosed by our review of the available reference reports and our knowledge of onsite conditions. It is the responsibility of the owner to bring any deviations or unexpected conditions observed during construction to the attention of the Consultant. In this way, any required supplemental recommendations can be made with a minimum of delay to the project. cc: 3 ;.. 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K / ~~"'- \.. i ~~~ ~ .2:g: ,~; /"'~~ ' ''* u::r ;J7~~ 0t,~,-~~~ ~~~L~~C ',"i J ~ J ~'. ,^"- "" ,kiQ'~ ~y /\r::s:- ' ~ r;.s.'.:f''-''-l t+ 'i- \ _ ~ sS..: ~. -:JiG.o.:, ~ ,.... / ( 1 ... _ 'l 'IT'<c;/' tJ;- ,~ ~~,,-~'0.~ ~~ n~~ ~I/ y ...- ,,"',' ,'" ,I' 'i '<a\J ~ ~- f -::l ~ "i=>f ' ," ,'''' ~&(~7,~ ry-"~..:.. ('c""," .,.,! f~ / ,;,' ~,!Jjf , ,~., g~, C11) .t; ~ I-r ~,r<'''q, , ~ I. ~ >'G L c- /~ f ;:t" ~..,j f '~, . "", :... ~ t i' , 7, Ij . ~, ..... ',' ' .;:, " '\ V1}; "' ~ " J)' ~ ,..,~. .___----t~-.~...!:('l' ~ ,,"", . ," , ~ ,I :~J: - -' 'n/ "- -:,J ~,~." , ., .... ~,,' v ' .] . .' , .' ".' WI ) ~<c~ '; '~~~ \- \ ,~f>fo'~'f;i,;~ ,:,~I'I C0 ' ~7:i: l"{ ~1) -k- .: ,,',;" '\:~ !-' P. L 1'-.) tr)(\ h ' 'I ." '\ >'0 ~ \.~A ~ Y - " '..,~!' r' ^ .'i, ~. ~ Jri~~ )t/_Dl p n ',.' : "~,>,"h' > j'K ,\...~ ~~ ~ " --;:;q 'r, ~ ).: ~---"'''' " ' : :,' ,; . ,- . ~ ~ -H" ,'.I' ,/ ';,",... ',' // ...-'. ~...:: " ;f-. ~-, ,. , ' , \ 'v' i' " ~l(01 r- // ,-','" ' y'l'v X- ~ I~" p:.vl '.. I." / ~f, ,- ~ '''1\ ,"=- ~/ I], ,c, . ',. ,':"" i;m';/ '" ~ ''- II b-,v'\r ~~ ~/' '!!) ~ \ \ ,\) :!.t",,' I ~ J)'E 'Ll':~ ...." l ' . ;;iK , : 1'1-." -- ~f'\-~ I, j L.:. I...," "'- r&JI.'.x\ \.... I "~j-.?l ~ l> "<:;:7' ......\, 1.). /-I~.'<I'A I . - - _ 1_ _ _ _ _ _ _ _ _--_..._ _ _~-"-__ .. ~ .. _ .. _ .. _ .APPENDIX .A !.. _ .. REFERENCE SOILS REPORT I 1_ _ 1. ROUGH GRADE COMPACTION REPORT 4/14/92 (P.N. 89-4334) .~ ...' 2. PRELIMINARY SO~L.REPORT BY CALI!.':'. GOO TEK 6/10/91 (P.N. 8S2WRC-492) .. .. _ .. _ .. _ .. .. .. _ .. _ .. lIli .. lIli .. lIli .. _ .. lIli .. .. .. \Z- ... .:>UI '6u!Jaau!6u3 31:10HS3>1V' SIS!flOI09E) pUB flupaaU!flu3 I!^!:J flU!lInsuo:J VSS-68 :ON ~~e~o~d Z66t 'vt n~d'li :~ueH:) tSOv-9L.9 (VU) 88EZ6 ~lU~O}ll~:) '~ln~ewel P~OU ~lU~O}ll~:) oq~u~U OOv6Z AeuU1X~R uqo~ '~R :uon.ue+:w 'li8 'A~Uno:) epls~eA1U '~aweH A~e~~s ~ DU1Pl1ng ~o ~uew~~~dea apls~eAl~ }O A~uno:) : +oe ~q,riS ~lU~O}l!~:) 'A+uno:) epls~eA1U '~ln~ewel P~OU q~lwS q~lpepe~ 'S-EE86 ~~~~l 'tt ~o~ DU1!!eMa A!lW~a e!DU1S pesodo~d u01+~~1~1~~e:) ep~~9 ~ eUl~ P~d DU1P~~9 :uawa!~uaf) 't66t '8Z ~snDn'li pe~~p '~':)'U DUOX uea Aq pa~~da~d u~!d DU1P~~D eq+ o~ e~U~l!dwo~ l~~eueD Ul pew~o~~ed S~M ~O! ~oe~qns eq~ uo DU1P~~D qDno~ eq+ ~~q~ A}l~~e~ 0+ Sl ~a~~el slql 'pe+~n~+suo~ ueeq ~ou eA~q P~oU q+1wS q~lpapa~ o~ +ua~~~p~ A~MeAl~p eq~ ~epun swe+sAs eD~ul~~a (Z 'qo~ e~u~!~q ~ e+~e~~ o+seqoul 8t A!e~~W1Xo~dd~ pe~eMO! S~M p~d DU1P!lnq eql (t :DUlMO!!O~ eq~ ~O} ~de~xe u~!d DUlP~~D paAo~dd~ aq+ wo~~ sUol~~lAap ~o~~w ou a~aM e~aql 'sttl~ pu~ s~no }O uOl~~ool pu~ UOl~~Ae!e 'sep~~D t~~aueD ~o~ sl uOl~~~l~l+~e~ slql 'pa~+lwqns Attn~~oadseu ':)NI 9NI~~~NI9N~ ~~OHS~X'Ii~ ~\ Z6/0S/9 :dX~ ZvvL.E ~:)U '~'d 'DUOJtf\uaa w~/xa LB6l-vvl (v~L) :XV:c! . E~6l-vvl (v~L) . L8Sl6 V'::J 'allBl uo~uB8 . ~"Ul::I UU^U,,;) fJ"V'I!~C ""'He. i 'OUI 'f)u!Jaau!f)u3 3HOHS3>1V' SlS!fioIOaE) pUB fiupaau!fiu3 I!^!~ 5u!llnsuo~ v€€-68 :ON ~~e~O~d Z66I 'vI tPd'li :~uen::l IB01>-9L.9 (1)!L.) 888Z6 ~!U~oJ!t~::l '~lnDeWel p~o~ ~lU~oJlt~::l o~~u~~ OOv6Z leuulX~U u~or '~U :uol~ue~~'li :~~e~qns ~!U~OJ11~::l 'l~uno::l epls~eAl~ '~lnDewel p~o~ ~~lwS ~~lpeper '€-€€86 ~~~~l 'II ~o~ , DUltteMa 'ltlW~~ etDU1S pesodo~d ~~odeH DU1~sel U01~~~dwo::l leuU1X~U '~U :uewel~ueEl NOU::lnaOHlNI 'SU01~~~lJl~eds qo~ e~~' ~~lM e~u~11dwo~ s ,.zO~~~.2~UO~ e~~ o~ s~ ~uewDpn~ DU1.zeeulDue .zno ~uese~de.z pU~ 'pesn se,.znpe~o.zd DU1P~.zD e~~ JO suol~~A.zesqo pu~ s~se~ .zn() uo pes~q e.z~ .ze~J~e~eq pe~uese.z~ suol~~puewwo~e.2 pu~ SU01Uldo eql 'ue~.zoM s, ~o~~~.z~uo~ eq~ .zo s.zo~~~.z~uo~ eq~ ]0 :ll.zOM l~n~~~ eq~ JO uOl~~e.zlP .zo DU1Pue~ul.zedns 'Uols1A.zedns lu~ epnt~ul ~ou P1P pu~ :ll.zOM s,.zo~~~~~uo~ eq~ JO sUol~~A.2esqo s,eAl~~~uese.zde.z PlelJ eq~ uodn pes~q suol~~puewwo~e.z pu~ suoluldo 'e~lAp~ t~uolSSe]o.zd ]0 e~.znos ~ ~eUMO e~~ o~ eP1Ao~d o~ S~M e~ls eq~ ~~ eAl~~~uese.zde.2 PlelJ .zno ]0 e~uese.zd eql "SU01~~~1]1~eds qo~ pu~ DU1M~~P eq~ ~~lM e~U~ltdwo~ uo s.zo~~~~+uo~ DU1P~.2D eq+ :ll~eq~ 0+ '~UI DU1.zeeulDUa e.zoqse:ll~~ ]0 eA l~~~ue,se.zde.z ~ lq peP1Ao.zd e..ieM SU01~~A.2esqo pu~ s~se~ ~lP01.zed 'e+1s +~e~qns eq~ uo 111] pe~~~dwo~ JO ~uewe~~td eq~ DU1.znp ep~w sUo1~~A.2esqo pu~ s~se~ ]0 s~lnse~ e~~ ~.zode.2 o~ Sl slql NOIl'liHaO~NI aNfiOHElX::l'lig 'peA0.2dW1Un pu~ ~U~O~A +]el S~M e~ls ~oe~qns e~~ '~oe~o.zd slq~ q~lM ~ueweAloAu1 .zno o~ sn01Ae~d \,\ 1.86G"VVG (v~1.) :x\t::f . €~6G-VVG (v~1.) . 1.89G6 \to 'e>tel uoAueO . peoCl uoAueO peOJl!eCl G89~€ I Ol'l~ a.6llcl vSS-6B :'ON ~oe~o~cl t661 'vi qO~llW ~NHWd01XAHa aHSOdO~cl 'apll~.6 ~ll paollId uOl~on~~suoo aWll~lpoOI'I YllUOJ~uaAUOO ^~O~SOI'l~ ~O/pUll auo II 10 eq IY1I'I se~n~on~~s pasodoid aq~ ~llq~ .6ulPull~s~epun ~no sl ~I '~llW '1111 w~011un II eplAo~d o~ seqoul 9S 10 q~dap II o~ pa~~ol'la~ SU01~~od ~no aq~ q~lM plld (YY11/~no) uOl~lsull~~ II uo pa~on~~suoo eq 111M sa.-:n~on,;q,s pasodo~d eq~" yood .6ulwwll'IS II pUll asnotj Iood peqoll~ep 'DU1IIel'lp ^llWlll elDUls pesodo~d II 10 uOl~on~~suoo etj~ '-:01 plld yeAey AyeAl~llIa~ II eP1Ao~d o~ papll~D Slll'l e~ls eq~ eNI~SH~ aN~ NOI~~AHHSgO eNla~He 'eoue.-:ele.-: epll~D tt.6no~ ~O.:l e~ls aq~ ~ll pasn SllJol 1661 ,'at ~snDn~ pe~llp pUll .~.~.~ .6uoX ua~ Aq pa~llda~d Slll'l ullyd .6ulPll~D peAo.-:ddll U~ :~aUUllW DU1JolOIIOl eq~ ul paw~ol~ed eq o~ peA~esqo SllJol uOl~ll~ado DU1Pll~D qDno~ ett~ 'sedoYiS ttH eq~ 10 eo~ eq~ DUOlll pe~on~~suoo Slll'l q~dep ul ~ael S pUll (tt~P1M ~uewdlnbe)q~P1Jol Ul ~eel ZI Aye~llwlxo~ddll AllI'IAe~ ~ "S . ~eel 9 Aye~llwlxo~ddll eq y nJol DU1Pnnq pesodo~d ett~ q~lleu~apun sItU 10 q~dep wnwlxllw eq~ 'edols ttH DU10lll ~seJol ett~ 10 do~ aq~ ~ll pe~llooy ~ael tl Aye~llwlxo~ddll SllJol SIIll 10 tt~dep wnwlxllw ettl '1111 eq~ ~~ll~S o~ qOlttl'l uo sYlll~e~llw ~ue~edwoo esodxe o~ pe~llAlloxe e.-:al'l snos A~0~OlllS1~llSUn 't 'pepll~D eq o~ Slle~ll eq~ wo.-:; pa~lleyo e~eJol sl~qep snoeulllIeoslw pUll qSll'-:~ eOlll~ns 'uol~~~eDaA '1 'ttH pe+olldwoo 10 ~~oddns ~01 eyqll+lns 'UOluldo ~no Ul e'-:ll pUll pe~oedsul e..taJol UOl~llAlloxe 10 wo~+oq etj+ +ll pesodxe s nos eA l~llu ettl . V I 'peppll Slll'l ~eAllY +xeu eq~ a~oleq A+lsuep pell10eds eq~ o~ pe~olldwoo SllJol ~eAllY qOlle pUll 'aolll~ns pe~llde~d aq~ uo s~eAllI ul peollyd e~eJol sIloS peAo~dd~ 'S 'A~lsuep wnW1XllW eq~ 10 ~ueo~ad 06 Slll'l ~ue~uoo U01~olldwoo 10 ee~Dep eyqll+deooll' wnwlulw ettl '9 'poq~ew BL-LSSla 'W'~'S'~ ett~ Aq peulm..te~ep e~aJol ~ue~uoo e.-:n+slow wnwl+do pUll A~lsuap wnW1XllW 'L '(9sSta 'W'~'S'V) pott~aw euoopullS ett+ DU1Zln~n pew,-:ol.-:ed e.-:eM s+sa~ A~lsuep pyel~ 'B 5\ ,.. 99.%qI. 9.6'ecI vSS-68 :'ON ~09~O.%cI ~66I 'vI tPd'li 'I.~IS A9A'et~ pU'e aN'liS A~tIS 9~ls-uO JO At~U'eUIWOp9.%d P9~slsUOO ttlJ p9~o'edwoo aq~ uI p9sn Stlos eqI. '6 'UOI~'e.%9do .6uIP'e.%.6 slq~ .6uI.%np peo"Eqd 1 T H pep'edwoo eq~ JO s~ IWIT eq~ e.%'e UMoqs OSI'li 'I 'ON e.%nfil~ uo UMOqS e.%'e SUOI~'eooI e~'ewlxo.%dd'e .%leq~ pU'e '..s~seI. A~lsuea PIel~ JO A.%-ewwns.. eq~ UI pa~sIT a.%-e s~sa~ A~lsuep PTelJ tT'li 'pepp-e s-eM .%eA-eT ~xau aq~ a.%OJ9q paw.%oJ.%ad S-eM A.%-essa09U a.%aqM ~ua~uoo 9.%n~slow aq~ ]0 ~uaw~sn~p-e q~IM UOI~o-edwoo t-eUOI~IPP-e 'A~ISU9P ~ualoIJ]nsUI pe~-eolpul suoI~-eA.%asqo ptal] .%0 s~se~ 8.%aqM, . ~ua~uoo a.%n~slow pu-e uOI~o-edwoo ]0 aa.%fiap eq~ aUIW.Ie~9p O:l- TnJ JO ~uawao-eTd eq~ fiuI.%np ep-ew e.%aM s~se~ A~lsuap PTal;!! SN'li~cI UO~;!! SNOII.'liI^~a eNla'li~e 'qo~ aou-et-eq -e e~-ee.%o o~ saqoul 8t AIa~'ewlxo.%dd-e pe.IeMOt S-eM p-ed .6uIPtlnq aqI. 'I :e~ls ~oe~qns eq~ uo peA.%9sqo 9.%9M sefiu-eqo fiUIP-e.I.6 q.6no.% .6uIMOTTO] eq~ '.6uIP-e.%.6 qfino.I JO uOIsnTouoo eq~ .%-eaN 'pe~on.%~suoo ueeq ~ou eA-eq p-eo~ q~lwS q'elpaper o~ ~uao-e~p-e A'eMaAI.%peq~ .%apun swe~sAs a.6-eul-e.%a '~ eNII.S~I. NOII.~'licIUO~ aN'li S~Hna~~O~cI I.S~I. ^~OI.V~Og'li~ 'sT'eI.%e~-ew TII} eq~ JO sOI~sl.%a~o-e.I'eqo uOI~o'edwoo "eq~ 9ulw.%a~ap o~ pesn e.%aM 8L,-LSSIa poq~eu 'U'I.'S'V uI pault~no se.%npaoo.%d eqI. 'wa~sAS suoI~-eoIJlss-el~ TloS palJlun ;aq~ q~IM palJIss'etO a.%aM sIloS tTV 'uoI~-eol]l~uapl w.%IJuOO "o~ paw.Io].%ad S-eM .6uI~se~ A.%O~-e.%Oq'et T-eUOI~ IPP'e 'A.I-esseoau ueqM 'Pu'epeHI~uapI At t'enslA a.IaM pteu eq~ wO.%J' paul'e~qo setdw'es nos :MOteq pa~uasa.Id e.I-e s~se~ uOI~o'edwoo A.%O~'e.%Oq'et .%no ]0 s~tnse.I aqI. adAI. TIOS UOI~dl.IOSaa tlOS A~ISUaaA.Ia 'X'eW ',e.In~s,ou wnwI~do v I.~IS AaA'eT~ aN'liS A~TIS O'TSI 0'6 g S'tt S'L:~I '1\ April 14, 1992 Project No.: 89-334 Page Four Laboratory Expansion Test A Laboratory Expansion'Index Test was performed on a representative soil. sample recovered from within the proposed building area at the sul::1ject site. The laboratory expansion tes.t was performed in accordance with U.B.C. Test Method 29-c, and the pertinent test results are presented below: Clayey Silt -36" 10.5 Expansion Potential Soi!l Description Depth Moisture % Before Test Medium \ " Based upon a test result of 57, subgrade materials are considered to :be' medium in expansion potential. It is recommended that the appropriate guidelines under "Suggested Guidelines for Design of Foundation/Slab Systems" be incorporated into the design and construction phases of the ,project. CONCLUSION AND RECOMMENDATIONS Based on the final results of the tests, on observations of the construction procedures used in the fie ld and on our experience, it is our opinion that the compacted fill shown on Figure No. 1 has been]placed in accordance with the applicable portions of the job specifications. Any fill added beyond the limits or above the grades shown should be placed under engineering control and in accordance with the specifications, if it is to be covered by the recommendations of this report. Based upon our field testing results, the compacted fill in our opinion has been compacted to at least 90 percent relative density. The on-site foundation soils exposed during rough grading are fine grain in nature, In this regard, the sUbgrade foundation soils are considered to be medium in expansion potential as verified in the laboratory test results. \1 ! -., aAl.a aDlld VSS~68 ;'ON ~oa~o~d ~66t 'vt' !pd'd' , 'snos =l-uEl=l-Eldwoo O=l-Ul AtEl~nUEl =l-UElWPPElqWEl .7ado.7d A,n:.7aA O~ ~uawao"E!yd a~a.7ou6o o~ .7o,.7d . OUI Du,.IaaU1Du:;r a.7o~sa~"E!~]o eA,+"E!+uasa.7da.I "E! Aq' pa~oadsu, aq pyno~s 'asnoq tood pU'e tood DU1WW1MS aq~ Du,pnpu1 'SUO,~'eA'eoxa uO'!,+'epunol pU'e DU1~OO] ':DU1P'e.7D qDnO.7 DU,.7np pew.7o;;j:.7ad suo,~oedsul OlPO,.7ad o~ ana , 'uo,+On.7~SUOO o~ .701~d A~Hlq'e~lns, ap'e.7Dqns ~ol paMalAEl.7 aq pynoqs ~o~a 's'eds 'ol~'ed 'U.7'eq 'aO,l]O U'e S'e qons e.7n~on.7~s aoullua~.7nddlla.7n~n] AU'd' 'DUldllOSPU'eY .6up:np ~o/pUll uonon.7:}.suo0 DU,PUnq ]0 uonaydwoo' a~:}. ~'e pe~on~:}.suoo Elq U1l0 qouaq aO'e~~a~-Plw aql 'pEl~sa.6Dns s, (aP1M :}.aal 9) ~ouaq aOll~.7a~-p,w II ':}.~.61a~ adoys !Y'e.7eAO a~~ uodn pasllg' '~aa] Ot +'e Aye~llw,xo.7ddll pa~ns'eaw sl '~S'eM a~:}.o+ .6u,pua+xa ado!s .7aMoy Yll,nQllu e~+ Du,pnyou, 'adoystt'e.l:aAO a~~ '.l:ElAaMOH '~Dl,q :}.aa] OS o~ 8~ Aya:}.'ew1Xo.7dd'e sl adoys yy,l pa~on.7~suoo a~l 'sadoys pa.l:n~o'elnu'ew aq~ ]0 iaou'eua:}.u1'ew a~:}. o:}.u, pa:}.'e.Iod.l:oOU1 aq P!no~s '~.l:ode.7 sl~:}' 0+ :paqo'e~:}.'e 'YO.7~UOO uo,so.7e .70] saUHap,ne' pa~saDDns eql 'eyq'e~s AYSSO.7D pa.7ap1SUoo aq pynoqs sado!s !Yll pa:}.on.7:}.suoo aql 'pa,ydwl .70 ssa.7dxe .l:aq:}.,e 'sal+u'e.l:.7ll/01 .7eq:}.oy Yll ]0 na1 Y Ul S, A:}.U'e.7.7'e/Ol s,ql . DU1.7eaU1DUa Y'eo1uqoa~oaD ]0 spy a,] aq+ u1 sao,+oll.7d DU1.7aau1Dua Ylluo,ssa]o.7d pa~daoo'e 'q:}.,/OI aOU"E!p.7000'e U1 paulll+qo uaaq aA"E!q SDU1PU1] .7no . aoua1uaAuoo' ~noA :}.'e 'ElOHlO slq~ :}.Oll~UOO Els'eayd 'suo,~sanb AU"E! aA'eq nOA ]1 ':}.oa~o.l:d s1~~ uo nOA o~ aO,A.IaS ]0 aq o+-e.7nsllayd .l:no uaeq Sllq +1 'pe+~,wqns Ayynl:}.oedseH I .70S1A.7adns Pta1.a u/OIoexo~ '~ ~.l:eqoH W.l:/x.a ~\ . " " SOIL EROSION CONTROL RECOMMENDATIONS FOR S LOPE AREAS Tom~n~mlze water-induced surficial erosion/sloughing to existing ,slopes or new fill and cut slopes, permanent erosion ~ontrol measures should be planned as, soon as possible. However, all soil slopes will undergo some erosion when subject to sustained water application. To minimize long-term erosion, we have listed below some important points to be considered when planning, designing and installing/implementing slope erosion control plans. 1) All berms, terrace drains and surface drain inlets should be properly 'maintained. A qualified Engineer should review any proposed additions or revisions to these systems, to evaluate their impact on slope erosion. 2) Local experience that the upper 3 to 5 feet of slope soils may be subject to water-induced mass erosion. Therefore, a suitable portion o,f sl'ope plantings should have root systems which will develop well below 5 feet. We suggest consideration of drought-resistant shrubs and low trees for this purpose. Intervening areas can then be planted with lightweight surface plantings with shallower roots systems. In any event, lightweight, low-moisture plantings should be used. Construction delays, climate/weather conditions; and plant growth rates may be such that additional short term, non-plant erosion control measures may be needed1 examples would be matting, netting, plastic sheets, deep (5 feet) staking. 3) Major erosion can be initiated by seemingly insignificant events: rodent burrowing, human tresspass (foot prints) in damp areas, small concentrations of controlled surface/subsurface water; or poor compaction of utility trench backfill on slopes. 5) ,All possible precautions should be taken to minimize soil :moisture percolating deep into the slope soils. Slope ,irrigations systems should be properly operated and maintained and system controls should be placed under strict control. The duration of each cycle of irrigation should be short and :may be more frequent in order to reduce the saturation of the :deeper soils. ' 4) \\ .... , ",1:.,' -CONTINUED- 6) High water content in slope soils is a major factor in slope erosion o:r slope failures. Therefore, all possible precautions should be taken to minimize soil moisture. Slope irrigation systems should be properly operated and maintained and system controls should be placed under strict control. 7) If completion of new slopes occurs during the rainy season, contingency plans should be developed to provide pro~pt temporary protection against major erosion/ sloughing. One method would be to place plastic sheeting over the slopes. If this is carefully coordinated with the Landscape Architect/Contractor, plantings might be placed prior to sheeting placement, thus minimize any delays in the plant . g,rowth program. .. We strongly recommend that a "team effort" be used to develop the erosion control program. The team should consist of the Civil and So,ils Engineers, the Engineering Geologist, the Landscape Ar.chitect/Contractor and the Developer/Owner. To assist in developing a landscape program, we have listed (below) several references. Finally, we recommend that a "Slope Area Maintenance Manual" be developed by the erosion control team, for use by homeowners and their Associations. The 'above recommendations are intended for guidance purposes. Situations will vary and therefore, erosion control plans will differ. No guaratee is made as to performance, but we believe these, recommendations meet the g'enerally accepted standards of our profession at this time. f ")..0 EROSION CONTROL REFERENCES 1. '"Slope Protection for Residential Developments", National Academy of Sciences, Washington, D.C. (1969) 2. '"Guide for Erosion and Debris Control in 'Hillside Areas"" Department of Building and Safety, City"of Los Angeles (1970) 3. '"Slope Stability Report", Orange County Department of Building and Safety (1973) .. 4. "Guides of Erosion and Sediment Control" Soil Conservation Service, :Davis California, U.S. Department of Agriculture (1977) 5. "Rain-Care and Protection of Hillside Homes", brochure undated, published by Buiolding and Safety Divsion, Los Angeles County Engineer. 6. "Guidelines for Erosion and Sediment Control Planning and Implementation", Office of Resear,c,h and Monitoring, U.S. Environmental Protection'Agency, (1972) 7. "Resource Conservation Glossary", Soil Conservation Society of America (1970) 8. ~Standards and Specifications for Soil Erosion and Sediment Control Developing Areas:' Soil Conservation Service, u.S. . Department of Agriculture 9. ~Homeowners Guide for Debris and Erosion Control"' Los Angeles County Flood Control District (undated) 10. "Grading Guildelines (8 pages, stapled sheets), Building and Safety Division, Department of County Engineer, County of Los Angeles (undated, but probably about 1977), 2.\ U) > (j) W ~ z a.. W 0 ~ i= I- ei CJ) z 0 >- (.) U) w .0 U) <( .cr en (!) > 1Il <( ::> W -l C/) 0 a.. U) w ~ - > 0 Z cr a. 0 a. <( ~' 0 Z <( 0 f- Z - Z W f- W ::> W a.. a. ~ 0 :2 0 LL (.) 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DENSITY CONE . ,: 1 4/4 See Map -12' B 127.5 10,7 114.3 90:1: X 2 4/4 -10' B 127,5 9,6 115.6 91:; X 3 4/4 - 8' A 131.0 9.1 124.4 95~ X ~ .. 4/7 - 6' A 131.0 6.9 121,4 93:il X 5 4/7 - 4' A 131.0 7.6 122.6 94% X ' 6 4/7 - 2' A 131.0 6.7 121.2 92% X , 4/7 - 4' 6 127.5 9.4 117.1 92% X , 7 , I 4/9 A I 8 - 2' 131.0 6.2 121.5 93~ X 9 4/9 - 2' A 131.0 7.9 121.1 92% X 10 4/9 - 2' A 131.0 8.0 120.3 92J1!: X I 11 4/9 - 1/2' A 131.0 8.4 124.6 95% X 12 4/9 - 1/2" A 131.0 7.7 118.1 96J1!: X , , , 13 14 , 15 16 17 18 19 , , 20 , , 21 22 '(81~' Mr. John McKinney Lot 11, Tract 9633-3, lakeshore Wededlah Smith Rd., Engineering, Inc. Temecula, Rlv. Co., CA " .;~ . CO>lsull:.ing' civil bg'iDI!I!l/'ing' IIlId Ill!olog'ats Proj. No.: Date: Table: .. 69-334 4/14/92 1 m ~ I ./ .~ I I ~-.-. Ii :. ,. . ,. I z;?7 DataTree via FASTS~ -tofl- rder: 16490F Doc; CA-RV-ABP-959.01 ,~ It ~ - ;J g f Ii !l .. , ... .~ . II i... . . "" @ - ~ . ~ r~ -------. @ j:: I ~ \gJ . 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'.:t80 (7~~) 2't4-:zs~ J <' '., eo..;.lU....Chil Eoolh.." .. ""'7. lHl-... . Ct, - '~.. c.. b.t... 10-8-89 Dlli.". C."7Dllld. '''''' pro'eci.lI_o; 88-334 ,-... -'---=---==.:"'::=:oar_. , . "ii'r. ID. 1 . l'.:";;. -.:0.'" 06EZ6 i\UJOj\Li3 'eln~ewe! IJ a:Hns 'OpiJiALIJ ip\UaAIJ OEOZl1 ~ t:Z 03!VHOdH03NI '~3! 039 IJINH0311V3 :^q paJidaJd , 06EZ6 i\UJOj\Li3 'iLn~awa! , PiOH i\UJOj\Li3 04~UiH 00116Z ^auu\~~w u40r 'JW :Joj'paJidaJd ~ I - - - I - - I - I 1661 '01 aunr I Z611-3HMZSB 'ON +~arOJd I VINH03I11J3 'Vln33W3! 30 A!I3 E-EEB6 !3VH! 'ZI ONV 11 S!Ol I NOI!1J91!S3^NI SlIOS AHIJNIWI13Hd 03!IWIl I -I I. I I I I I I I I I I I I II I I 'I I II " ,dtlU CALIFORNIAGEO TEK, INC. ~~~~%-~~~~"" 42030 Avenida Alvarado, Suite A · Temecula, CA 92390 · (714) 676-2782 June 10, 1991 Project No. 8S2WRC-492 INTRODUCTION Prior to issuance of a grading permit, the City of Temecula has requested a Prel imi nary Soil s Report be prepared for the two subject lots. The work was authorized by Mr. John McKinney, and included: (1) exploratory trenching and soil sampling, (2) laboratory testing and analysis, and (3) preparing this report presenting our findings, conclusions, and recommendations Plate 1 - Proposed Grading Plan/Trench Location Plan, Lot, 11 (20-scale) Plate 2 - Proposed Grading Plan/Trench Location Plan, Lot 12 (20-,scale) Plate 3 - Fill Slope Cross Section Plate 4 - Fill Slope Search Results Plate 5 - Cut Slope Cross Section Plate 6 - Cut Slope Search Results Appendix A - Trench Logs Appendix B - Laboratory Test Data Sheets Appendix C - Grading and Earthwork Specifications Appendix D - Reference Z,i6 Z a51!d Z6t>-:)l!MZSB S:JNIONI:! '(s501 4~uaJl aas) 5u~lsal AJOl1!Joqel JOJ S4ldap SnO~JeA l1! pau~elqo aJaM sa ldwes nos aA ~ lelUaSaJdal! 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Development of the site for residential construction is geotechnically feasible. 2. The in-situ earth materials consist of interbedded sands, silty sands and silty very fine sands with some clay. 3. Excavation was easy using a Ford 755B Backhoe to a maximum depth of 10 feet. 4. The site is not within any Special Studies Zone for faulting or liquefaction. 5. The i n- situ dry densities were 111.4 pcf and 113.9 pcf in the upper 4 feet. The moisture, contents were 11.7 and 10.8 percent, respectively. 6. T'he ultimate angles of internal friction (1Il) for an in-situ sample of silty sand is 43. with a cohesion (C) of 45 psf. 7. The ultimate angles of internal friction (1Il) for a remolded sample of silty sand is 39. with a cohesion (C) of 60 psf. 8. The allowable soil bearing value for footings 12 inches in width and 12 inches in depth, measured below the lowest adjacent firm grade, is 2000 psf. 9. Passive earth pressures are equivalent to the pressure created by a liquid weighing 440 pcf. The equivalent fluid pressure (active) with no surcharge is 23 pcf. 10. The expansion index of on-site materials is a 23 (LOW expansion potential). 11. Post construction settlement of the proposed structures is expected to be less than one-half inch with differential settlement up to one-fourth inch provided the structural loads do not exceed 2 kips per linear foot and the overexcavation recommendations are adhered to. 12. The allowable coefficient of friction between concrete and soil is 0.40. 13. The minimum static Factor of Safety for fill slopes to a maximum height of 30 feet and at a maximum slope ratio of 2:1 has been determined to be above the minimum allowable 1.5 (Factor of Safety =1.98). ?:7 I' I I I I I I I I I I I I I I I! I Il ,I~ 8S2WRC-492 Page 7 , , ,Conclusions (continued) ,14. The minimum seismic Factor of Safety for fill slopes to a maximum height of 30 feet and at a maximum slope ratio of 2:1 has been determined to be above the minimum allowable 1.1 (Factor of Safety =1.29). 15. The minimum static Factor of Safety for cut slopes to a maximum height of 40 feet and at a maximum slope ratio of 2:1 has been determined to be above the minimum allowable 1.5 (Factor of Safety =2.32). 16. The minimum seismic Factor of Safety for cut slopes to a maximum height of 40 feet and at a maximum slope ratio of 2:1 has been determined to be above the minimum allowable 1.1 (Factor of Safety =1.51). Recommendations 1. The design for the proposed structures should be based on the Uniform Building Code values for Seismic Zone 4 with a site coefficient of SI' (. 2. All grading shall be in accordance with applicable provisions of the Uniform Building Code as amended by County Ordinance 470 and the attached General Grading and Earthwork Specifications (Appendix C) except as modified herein. ' , 3. A soil bearing value of 2000 psf may be used for the design of continuous and square footings 12 inches in width and 12 inches in depth, measured below the lowest adjacent firm grade. 4. The soil bearing values may be increased 490 psf per foot of additional width and 995 psf per foot of additional depth to a maximum value of 4000 psf. 5. The cut areas beneath the subject residences shall be overexcavated to a minimum depth of 3 feet beneath the proposed footings. The overexcavation shall extend a minimum of 10 feet outside the building perimeter. 6. Overexcavation depths and limits beneath driveway fills shall be determined at the time of grading by the soil engineer. 7. All overexcavation backfill shall be recompacted to a minimum of 90 percent relative compaction. 8. All areas'to receive fill not overexcavated in accordance with Recommendation 5 or 6, above, shall be overexcavated to a minimum depth of 2 feet below existing grade. 3"" I. I I I I I I' I I I' I I, I 1 I I I I, -I, 8S2WRC-492 Page 8 Recommendations (continued) 9. The exposed surface of all overexcavation areas shall,be'scarified a minimum of 6 inches, suitably moistened, and precompacted prior to replacement of the excavated material. 10. The following values may be used for design of retaining walls: 23 pcf (no surcharge) 440 pcf (no surcharge) 0.40 2000 psf (add 995 psf for each additional foot of depth and 490 psf for each additional foot of width) 4000 psf 127..7 pcf (93% relative compaction at optimum moisture) 11. If structural loads exceed the values in this report, a more detailed settlement analysis should be performed. Active Pressure Passive Pressure Soil:Concrete Friction Soil Beari ng Maximum Soil Bearing Value Unit Soil Weight 12. All footings shall be designed to keep the structural loads less than the allowable soil bearing value. ' 13. All continuous footings shall be a minimum of 12 inches in width and 12 inches in depth, measured below the lowest adjacent firm compacted grade. 14. A moisture barrier, such as 6 mil Visqueen shall be placed beneath all structure slab-on-grade concrete where moisture sensitive floor coverings are proposed. The membrane shall be properly lapped and protected with a minimum of one inch of sand, above and below. 15. All utility trenches, including those within the building envelope, shall be properly compacted prior to placing sand, Visqueen, concrete, etc. 16. A copy of the foundation plans should be submitted to this office for review prior to grading. 17. Any import material shall be approved by the Soil Engineer prior to use, and additional testing may be needed to determine bearing values, expansion potential, etc.' ,18. 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I, I I I I 'I, I 'I I I I I ell GEOTECHNICAL TRENCH LOG Date I May 29. lq91 Trench No. Project Mc.Ki nney Equilpment Company RB Backhoe Tl Project No. 8S2WRC-492 ' Type of Equipment Ford 755B Backhoe Elevation logged by .lEI Sampled by JEl lot No. 11 Page 1 of 1 .... ... .... r- Cl g, ._i - r- ,.... t -' t ~J ... . Geotechnical Description ~, III ~ . I"- Cl, Cl VI .~,,.... '" Ill.... ..., l- cnVl Q 'r- III , (Classification, moisture, c "', ... c . III Cl . "'VI .r- :J; 'S 0 'r- Q C ~... r- . tightness, color, etc.) 'l:l: IIlQ III ! ::l C UU J:- C J:- iliN ::l ...Cl . ~ ::l Cl ~ '" C Ill'" r-Vl 0 ~ 0. ..~ ~ 'r- C 'r- , ! la Cl os :i!8 ~= c .....z- SM SILTY SAND, damp loose, light brown, medium fine 7.8 grained, subangular (colluvium) some clay micacious, occasional +4 quartz fragments MD OS 6 SP POORLY GRADED SAND, damp, moderately dense, ligh 7.2 brown less damp, reddish brown very dense (Pauba) coarser grained EOB TOTAL DEPTH 10 FEET NO GROUNDWATER NO REFUSAL ~ I. I I' I I: I I I I I I ,I I I I I I I I 11 GEOTECHNICAL TRENCH lOG Date Ma v 29, 1991 Trench No. T2 Project No. 8S2WRC-492 P,roject McKinney Type of Equipment Ford 755B Backhoe Equipment Company RB Backhoe Elevation Logged by JEl Sampled by JEL lot No. 12 Page 1 of 1 - ~ - - eu g, - - - - ,+-, .... i eu'J t +-' >, . Geotechnical Description ,I- III , eu; ~ . l"- ieu Cll VI .,.",.... .- ill- +-' ~ ClVl:O .,. III . (Classification, moisture, c:: ,"' '5 c:: . III eu . "'VI .,. i. '5 .,. 8 c:: I-+-' ,.. , r:' III III .8 ::> c:: l.ll.l tightness, color, etc.) i,C ,C:: ,C IIlN ::> +-,eu . ... '::> Cll i "' c:: Ill+-' ,..VI Q. Ie ~ c. .,.,. t' ,,. c .,. , .8 ,I- eiS :i!8 ~E tJl )4.z.- Q SM SILTY SAND, damp, loose, gray, some clay - I- (co 11 uvi um) - SC CLAYEY SAND, wet, moderately dense, reddish - -;.- brown, (Pauba) - - - - ? EI 11.7 SM SILTY SAND, damp, moderately dense, green-gray - some clay, blocky - - - - Ml SILT, damp, moderately dense, gray, some sand - - - 4 SM SILTY SAND, damp, moderately dense, gray, - - coarse-fine some clay, micac10us - '- - - - - - - .. - 6 , 16.9 .. EOB f- - - I- - - I- - - I- - - TOTAL DEPTH 6 FEET NO GROUNDWATER NO REFUSAL A\ .. I. I II I I ! I I I I I I I I I I I I I ~I GEOTECHNICAL TRENCH LOG E'qui pment Company Logged by JEL RB,8ackhoe Sampled by JEL Project No. 8S2WRC-492 Type of Equipment Ford 7558 Backhoe Elevation Date 'Mav 29. 1991 Trench No. T3 p"oject McKinnev Lot No. 12 Page 1 of 1 - ~ - .- ell .- - .- - t - t tJ .... . Geotechnical Description .. III ~ . L.I. ~ ell III .~'""'" tt 11I- .... ""VIe 'po III . (Classification, moisture, c: 'E c: . III ell . "'V'1 ... ~ "- ,.. 8 c: .... .- , 0 III III ! ::l ;: .......... tightness, color, etc.) .&. c: .&. IIlN ::l ....ell , .... :::I ell ~ '" I: Ill" .- V'l Q. 0 Q. 0.. ..... t- ... I: .,. . ! .. ~ ! ..~.! i8 0:= '"" Cl 1Il- SM SILTY SAND, wet, loose, dark gray, coarse-fine, some clay (colluvium) 113.9 10.B SC CLAYEY SAND, wet, loose, dark brown, coarse-fine cohesive, occasional cobbles, micacious (Paub 11.4 EOB TOTAL DEPTH 6.5 FEET NO GROUNDWATER NO REFUSAL A..'Z- .' I I I I I I I I I II 'I II I I I I I I I GEOTECHNICAL TRENCH LOG Date May 29. 1991 Trench No. T4 Project No. 8S2WRC-492 Project Type of Equipment Ford 555B Backhoe Elevation McKinney , Equilpment Company RB Backhoe Logged by Sampled by Lot No. 11 Page 1 of 1 JEt JEL , - ... - ,.. GI lS. ,.-! - .... ,- t .~ i tJ ... . Geotechnical Description GI if-1 III ~ . 1.1. 141' III VI .~,.... lC 1Il- ,.....! .- CllVlC ,~ III . (Classification, moisture, C 111I; 'E C . III 41 . "'1I'l .... i~1 ... ....8 C ~... .... , tightness, color, etc.1 0 III III 41 ::OC uu &. IC &. IIlN ::0 Q ...41 . ... :::0, ~ ~ '" C Ill'" .... III Co 10; Ct. o'i t' .~ C ,~ . ! ,~ ~ ! lCZ- Q i8 ~= SM SILTY SAND, dry. loose. light gray. coarse-fine. damp more dense, wet porous (alluvium) occasional cobbles and gravel SC CLAYEY SAND, wet moderately loose. brown., micacious. cohesive 10 5.4 SW WELL GRADED SAND. damp. moderate y oose. red 1S brown. coarse to fine dry. more dense (Pauba) EOB TOTAL DEPTH 10 NO GROUNDWATER NO REFUSAL FEET A.? 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