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Home My WebLink AboutTract Map 3929 Lot 54 Preliminary Soils & Foundation B&FSOILS ""!; PRELIMINARY SOILS lNVES11GAilON &: COMPACTJONTesnNG PERCOLATION REPORTS - 3117A RfvERTON UNE- TEMEC1.l1.A CA 92591 PHQNE(909)!399-1499 I//K -$/6#EL> PRELIMINARY SOIl,S INVESTIGATION AND FOlJNDA TION RECOMMENDATIONS A large, single-family residential building pad area located near the intersection of Avenida Barca and Del Ray road, Meadowview Community, Temecula, California Legal Description: Lot 54, Tract 3929; A.P.N. 921-201-015 -- Site Location: Del Rey Road Temecul~ California 92590 Ownerl Applicant: Mark Campora RECEIVED SEP .03 2004 ClfY OF TEMECUI.A ENGINEE~ING D f" . NT " Job No. PSF04-107 April 23, 2004 ~ e e e TABLE OF CONTENTS INTRODUCTION....................................................................................................1 GENERAL SITE CONDITIONS...........................................................................l FIELD INVESTIGATION AND EXPLORATORY BORINGS ........................2 FAULT SYSTEMS ..................................................................................................2 SEISMICITY ...........................................................................................................2 LIQUEFACTION CRITERIA ...............................................................................3 GENERAL LABORATORY TESTING PROCEDURES...................................4 Maximum Density Determinations.............................................................4 Expansion Tests............................................................................................4 ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN ..............5 ACTIVE EARTH PRESSURES FOR WALL DESIGN......................................6 LATERAL RESIST ANCE......................................................................................6 SETTLEMENT ANAL YSIS...................................................................................6 SITE CLEANUP AND COMPACTION OPERATIONS....................................7 COMPACTION SECTION DESIGNS.................................................................. 7 FOUNDATION DESIGN RECOMMENDATIONS ............................................8 Soluble Sulfate Testing ................................................................................8 Floor Slab Recommendations... ..................................................................8 Floor Slab Moisture Barrier .......................................................................8 Drainage Procedures....................................................................................9 Utility Trench Backf'I1I.................................................................................9 Foundation Recommendations ...................................................................9 CONCLUSIONS AND SUMMATION ..................................................................10 UNIFIED SOILS CLASSIFICATION SYSTEM.................................................ll BORING LOG .........................................................................................................12 SEISMtt FAULT ZONE MAP.............................................................................13 CONSOLIDATION TEST PRESSURE CURVE................................................14 MAXIMUM DENSITY CURVE ...........................................................................15 SULFATE TEST RESUL TS..................................................................................16 R- VALUES ..............................................................................................................17 PLANS......................................................................................................... .............18 I" 8< F SO!LS \ ~ e Job No. PSF04-107 April 23, 2004 Page I PRELIMINARY SOILS INVESTIGATION AND FOUNDATION RECOMMENDATIONS A large, single-family residential building pad area located near the intersection of Avenida Barca and Del Ray road, Meadowview Community, Temecula, California Legal Description: Site Location: Lot 54, Tract 3929; A.P.N. 921-201-015 Del Rey Road Temecula, California 92590 Mark Campora Ownerl Applicant: INTRODUCTION e' At the request of owner, Mark Campora, and in accordance with prevailing code requirements, we have conducted a complete preliminary soils engineering feasibility study to determine the structuraI properties and strength parameters of the existing soils which will be involved in the grading operations. All of our soils investigation was in complete accordance with the Uniform Building Code, (Appendix Chapter 33) and in compliance with the Riverside County and City of Corona grading codes and standards. GENERAL SITE CONDITIONS The 1I2-acre lot slopes up to the north, resulting in an elevation change of approximately 20 feet. The lot is sparsely vegetated with dry weeds and native grasses. No rock outcroppings or other structures were observed on the lot. e B Be F SOILS ? ~ e Job No. PSF04-107 April 23,2004 Page 2 FIELD INVESTIGATION AND EXPLORATORY BORINGS One eight-inch in diameter borings were located near the proposed building area. Several shallow trench areas provided the required soil samples for laboratory analysis. FAULT SYSTEMS There is no evidence of any significant escarpments or ground distortion. Current geologic information does not indicate any active faults on the property. The complete building pad will be cut down into solid, undisturbed soil formations. SEISMICITY . All of Southern California is within a zone of seismic activity. Some of the potentially active fault systems of significant size would be the Newport-Inglewood Fault, which is at a considerable distance of about 30 miles northwest along the Pacific Coast. For this general area the most consistently active zone within a 100-mile radius would include the San Jacinto Fault Zone, and the closest main active fault would be the southern extension of the Whittier-Elsinore Fault. The Chino Fault southern extension is approximately 15 miles away and is considered to have amaximwn magnitude of7.5, which would also apply to the Whittier Fault, which is more distant. The overall area is considered to have a Richter magnitude of 7.0. The possibility of ground acceleration at this area would be approximately equal to the general Southern California region. Past information indicates the probability of ground acceleration as follows: (Page 3) . B Be F SOILS A. ~ Job No. PSF04-107 April 23, 2004 Page 3 . Probability of Ground Acceleration Acceleration of Gravity 0.05 0.10 0.15 0.20 0.30 0.35 Probability of One Occnrrence Per 100 Years. 95% 88% 65% 38% 20% 4% Southern California is considered susceptible to a large earthquake, and design should be in accordance with the Uniform Building Code, latest edition. The "Seismic .- Risk Map of the United States" indicates that we are in Zone 4, which is described as those areas within Zone 3 determined by their proximity to certain major fault systems to be deemed Zone 4. LIQUEFACTION CRITERIA Soil liquefaction is caused by loss of soil strength, which is a result of increased pore water pressures related to significant seismic activity. This phenomenon occurs primarily in loose to somewhat dense cohesionless soils, which are located within a groundwater zone. A rearrangement of the soil particles takes place, putting them into a denser condition, which results in localized areas of settlement, sand boils and/or flow failures. The subject site will be cut down into solid, undisturbed well compacted soils which will have adequate drainage both naturaIly and manmade for the final building pad. The soil particles will be in a dense, well compacted condition. There will be no . groundwater surfaces remotely close to the building pad elevation, either permanent or B&FSOILS -:5 , . Job No. PSF04-107 April 23, 2004 Page 4 perched. Final drainage design will provide permanent and positive drainage flow away from all structures. Therefore, it is concluded that the subject building pad and the proposed foundations will be considered to be nil with respect to liquefaction. GENERAL LABORATORY TESTING PROCEDURES Maximum Density Determinations A bulk sample was procured, representing the typical soils tl1at will be involved in the excavation and grading procedures. Maximwn density determinations were made in accordance with A.S.T.M. DI557-70T, modified to use 25 blows on each of five layers with a 10-pound hammer falling 18 inches in a mold of 1/30 cubic foot volwne. . Soil Type 1: Tan-brown coarse to fine sand and silt with minor clay-size component; SM & SC according to the U.S.C.S.; Maximwn Density 129.3 @ 8.7% Optimwn Moisture. Expansion Tests The results of expansion tests performed on the remolded samples of the typical foundation soils, compacted to over 90% and set up to be equal to 50% saturation, and then measured to full 100% saturation after a period of several days and until no further expansion occurred in a 24-hour period in accordance with Table 29-C of the Uniform Building Code, are as follows: Expansion Test Results Soil Type Confining Load Expansion Index % Expansion . 144 p.s.f. 16 1.6 B&FSOILS (p e Job No. PSF04-107 April 23, 2004 Page 5 All of the typical earth materials that will be involved in the grading operations have low to nil expansive properties and will not present any structural foundation problems with respect to soil moisture variations. ALLOWABI,E BEARING VALUES AND FOUNDATION DESIGN The typical earth materials on the site were procured for laboratory analysis and based on saturated direct shear tests, an allowable soil bearing pressure was determined. The results oflaboratory analysis and direct shear testing on the typical foundation soils utilized a controlled rate of strain of .050 inch per minute under varying normal loads. The test results calculated graphically to an angle of internal friction of 32 degrees with 120 p.s.f. available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a factor of safety of 3.0, the following calculations have been determined: . Square or Continuous Footings q = CNc + wDtNq + wBNw = 150(20) + 100(1.0)14 + 100(0.5)12 = 3000 + 1400 + 600 = 5000 p.s.f. (ultimate) q. = 1650 p.s.f. (allowable for square or continuous footings 12" wide and 12" deep); q. = 1750 p.s.f. (allowable for square or continuous footings 18" wide and 12" deep); q. = 1850 p.s.f. (allowable for square or continuous footings 24" wide and 12" deep); q. = 1950 p.s.f. (allowable for square or continuous footings 18" wide and 18" deep). q. = 2650 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. e B&FSOILS '1. e Job No. PSF04-1 07 April 23, 2004 Page 6 ACTIVE EARTH PRESSURES FOR WALL DESIGN For design of retaining walls where native soils or comparable import soils are utilized which are fine-grained and not clays, we recommend that active pressures be 35 p.c.f. equivalent fluid pressure where there is a level backfill against the retaining wall. Ifa rising slope occurs behind the wall at a 2:1 angle, then' the active pressure should be increased to 45 p.c.f. equivalent fluid pressure. LATERAl, RESISTANCE e For determining lateral resistance and foundation design, passive pressures of 300 p.s.f. per foot of depth may be used, up to a maximum of 2400 p.s.f. A coefficient of friction of 0.35 can be used for lateral resistance for all foundations making contact with the approved building pad. If this value is used in conjunction with the passive pressure, then the coefficient of friction may be left at 0.35, but the passive pressure should be reduced to 225 p.s.f. per foot of depth. The lateral resistance from coefficient of friction is determined by taking the actual load of the building on the soils, times the foundation area, times the coefficient of friction. SETTLEMENT ANALYSIS Consolidation testing was performed on an undisturbed soil sample which is representative of the foundation soils in the general building pad area. The resulting compression index (C.!.) determined by laboratory testing of this undisturbed foundation soil sample was 0.072. Calculations indicate that under these soil conditions a single-story structure could have 1.0 inches of total settlement, and a two-story structure would have 1.1 inches of e total settlement. These values would be based on no additional compaction being B&FSOILS ~ < . . . Job No. PSF04-107 April 23, 2004 Page 7 undertaken and the total settlement that would occur, including that which takes place during the actual construction of the building, plus all fmal settlement. After the compaction of the project area has been completed, the total settlement which will result is 1/2 inch and the total differential settlement will be 1/4 inch. SITE CLEANUP AND COMPACTION OPERATIONS The area to be graded must first be stripped clean of all vegetation and any otherwise loose or deleterious materials. In all areas where structural fills will be constructed, a minimum overexcavation of 36 inches is recommended. The overexcavated soils should be thoroughly processed and premixed to optimum moisture and recompacted in 6 to 8 inch lifts with constant wheel and track rolling in multiple directions until 90% relative compaction test results are attained. COMPACTION SECTION DESIGNS All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be compacted to a minimum 90% relative compaction using the existing native soils as the subgrade. Based on the R-values obtained, the pavement section for Palo Alto Lane should be a minimum of 4 inches of asphaltic concrete over a native soil subgrade in which the top 6 inches is compacted to a minimum 95% compaction value. All fill areas should otherwise be compacted to 90% relative compaction and all building sites bisected with daylite lines must be over-excavated a minimum of 3 feet and extending 5 feet beyond the building perimeter. B&FSOILS '\ e Job No. PSF04-107 April 23, 2004 Page 8 FOUNDATION DESIGN RECOMMENDATIONS Soluble Sulfate Testing The decomposed granitic-type soils which predominate in the Meadowview area typically contain 0 to very low p.p.m. and standard strength concrete (2500 p.s.i.) can be used. Floor Slab Recommendations Normal concrete floor slabs should be 4 inches in thickness (3-5/8"). The typical soils are in the low expansive range; however, we would suggest that some minor reinforcement be considered in the slabs, such as 6" x 6"-10110 welded wire mesh. The advantage of this is that it does eliminate the possibility of any minor cracking and e separations as sometimes occurs with heavy live loads. The original compacted building pad area is adequate, but with the trenching of utility lines and the plumbing risers, there is sometimes difficulty in getting uniform compaction throughout all areas. Horizontal reinforcement of the slabs can be in the form of 6" x 6"-10110 welded wire mesh, or #3 bars be placed each way on centers between 18 inches and not more than 24 inches. Floor Slab Moisture Barrier For all areas that will receive floor covering,. or where any form of moisture or dampness could result in an undesirable situation, the use of a moisture barrier such as a 6-mil visqueen-type membrane is recommended which is lapped or sealed at all joints. garage areas or sheds other than living quarters, the moisture barrier is considered optional; however, it does serve a useful purpose. In all instances good drainage should . be maintained away from all structures. All of the polyethylene membranes should be protected with a few inches of sand B&FSOILS \0 e Job No. PSF04-107 April 23, 2004 Page 9 placed on top and below them for protection; it will also help in curing the cement when the floor slabs are poured. All of the sand should be kept moist up to the time the slabs are poured. Drainage Procedures The final building pad will be properly elevated and all drainage patterns will most likely be directed toward the adjoining flood control channel. It is important that all surface runoff be directed away from all building foundations. Utility Trench Backfill All utility trenches traversing the building pad and/or subgrade areas should be backfilled with clean, sandy native soils that are moistened to optimum moisture and . compacted to a minimum 90% compaction value to insure against any subsequent settlement in these areas. For deep trenches, the pipes can be filled in by jetting so that voids are eliminated. However, for the upper four feet we recommend that mechanical tamping and/or wheelrolling be undertaken so that at least 90% compaction has been attained and no subsequent settlement will occur over these areas. Foundation Recommendations All of the trenches should be excavated into well compacted, non-expansive equigranular soils. For adequate support we recommend that all single-story structures have a minimum 12-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 e emplacement. B Be F SOILS \\ e . . ~f Nd: ps.c-64";'/{)7 CO.aRSE ."GR.aINED SOlLl . .... to.. ., ........,. II L:MGt1t .... .... 200 ...... ...., "NE .'G1U.' NED SOILS I"",. .... 50...... -,..,.. .. SMu.1.1J'l . "*' He ZOO...... If"' . .B6FSoILS: ~"''''E: 4/23/04 .SAHDS. if... Ihli. "', ., _.. ft.... " SlI"lL(" ..... ... He.' ..... "... . TYPICAL NAMES MAJOR DIVISIONS CUM/ GR.aVELS (I..ln.. ~ ,. liNt ) ...1 Yft*4' ........ ,.....,..... M",-". link",.. f~. . ....., .f"N'" ........... . ...........,., !tit.,,,",, ....... lit ,....; GRAVELS ,......,..~..OI co... l...ct_., LAIl"Jt "- ,,.. .... o' ...,.. -.Inl . w.,. ~" ..............,.. 11M....... GRAVEl! WITH FINES . f~""MteNt JII"I'. 01'-1 . 0.,.,. ......~. ......~......w.a., .,I.vr... ..,. ......... ...... ......11'. ...... ....,. . .,.... . . ...:.n,................ . ......,' NrIII.. hn.. . ... ,...... WI, ....... ......... ......... . SANDS WITH ';NES (.......-c..... ....... fI'....1 C..,., ..... ....--.dIy ._....... SIUS AND CLAYS (L....., I...,. l[S5 ,~_ '01 ........ Ifttt ... "" ,.... .....,.. ''-w. ....,....,., t.. .... . c~ "n. ~tll"'.... ,,"tlCl~.. . .,.....,..c ctey. .. _ .. ......~ .,.....CIt,. ......'1' c;teT'I. ......, d.,..., ...., n.,.. '- . deft. . o.,..c: "'hi ~ ......,we ...., C:~ ittf ... . ..."'.0" ~1It lit,., .."...--.". ~__. ,... -....-., . ...ty',.,...~""C "'". SILTS AND CLAYS 4l...... b"", (j,lItU~"-f"-' 50) """tC t~ .f ",.." pf..IJCttr. r., e.r.. O~IC ctt.,... ,.................""'.....ttc:.... .~.C...h. HIGHLr ORGA'I'C SOILS "'" ... "hit" hi..,.., ~It: Mftt. IOUHOAlItT CLASS"'CA'fO"': S..... ........t"'C'~~I""hn ';"t.H ........' .... ............. ll1' .~...,I.... "" ......,,,.,..el. i . J !Ill 0lIi. CLAY UNIFIED PAR r I C L.E S I Z E L I M I. T.S IMO CJt'v[l ,... II''''''' co.eus IOVLO["S -- 0Cl. 2"" u, ,. , I ( v f ).; 'Irl SOIL CLASSIFICATION SYST.EM ..'......n, ,"" Li'\..... S.i CI.,tttlCOIKl"'l SF""",,, (..or,.. ", (""IO"'~I. V ~ !M'I'f ht'''Hut ...........rtfr.,m 1M 3'3~1 \.Ittl.I. "~1'I.1"3 lilt...." ..."1. 'MO't ;17,/1 J 'IV tit D.a:r~lL,...;) TEST BORING LOG TiiPt: B 114"o/R~S:I'~",,-7j;:tr) B U SOILS Job fio:r:'S,;:-~4-/P7 . PORI 11G NO: t.. ,P.I2- Soil doc,.tptton$I'I~Se \ I . ;::,rLT ., 0 ,;:. ~ 1/2." 3./ 1/7 . 2.5 . ~ SJ1 , . $.0 . S~ . . tit ... .. .. ~ s: ... . .c '7.5 ... Q, ... Cl , It> e I 12$ '-, ::. . "'::1 ...u ........ I: . .... 'tl"'" ... ::.-- L 'Cl ...... " L ;~ ...... ~'- o . ;: ~I .. ~ ~"" ~ ~ ...:. ~ ~.~ i~ 1. ~'6 It... ~t.~'- !>Oll.. DESCRIPTION: 7QA~ Coal"$'4 t,,+i~ Sarl.! ano:l s';,I- f.A.Jir-.i J;cme clew $1lU! OI/l4",,~'7',-f'e1//$ o,~ /pt!)<t,ifilA. 7D V'>'I CD/MPAt; -r PJ'l d' _ 'I U -d'dl'>>.D IJJ,I/P(.l.)' r..,c:,.d>7': " . 7/ln b~ C/!)(.trv?:' 4vie ,S'dYld' 1U.::lrA- .e't:'" ~I'~ / ~"ze. ...rL!!!.f/!!tLA;1o~e> . "" ;l4pd.PprJN>~ "7b '-r'Il"Jil!'J"C';f\1.DA&-r Ill"'''; ddM/:) r~~ _, , .,z::. /. /1./0 "'0'1 I \'0 It . . - .. .. .". ... .5 - c .S! - a ~ _0 ~. ....... B s... q a . - oc -- -.- ... :;: ,.... u" a u 1'00 - .I:: '" c; .I:: .. ii E o lit '80 . B a F SOILS :::1;6 A6 PSF "4-107: 4 pff",(i'3 / /!)-1 ;7-/4 1;V<::l'7"!'~ A ~" ~~ ....... 1m. .......... . " . ~ "1""":"-.. ...., - - -- "- "'-0...... 1\ r-- "_ " .90 /' ~~ ->'f"~ .c D1 0::. :77:, . ~ _/ -1..GI I :; /-, i&. / ../'.,: 1/.1~5 )( ,I !' :: /.5].S " .0 o.JZl O.zl 0.5 I 2 Pressure Tonl/~ft. 4 e II 2 Tons/sq.ft. Pro' ot 'p,e,l"",Jl'1a .se.il.1 :z;,;,~ 4nO#? Client ~r,i~,.., ~~ SOt Sam Ie No. .8t!J,,;, .-I~.:Z De -Ele-.. f2/jp" 4 ~~ jp4 CONSOLIDATION TEST - PRESSURE CURVES \~ . JD8 N": ~;C&4-1()7 Ot4rr,' 4/23/~ p.lS" - B&F5OILS PRELNIIWI\'SOILS_a<XlNPACTION1BmNG . PERCoUInoN REPOR1B 31174RI\IEmDNLANr..~.CA92!i9' PHOrECIOdI.-.,.we SOILS ENGINEERING DATA , . Typical Fill Materials lOCATION ao,ing No.1 Depth, in let' ~ ~" 8 u. '" .- -0 ~ U - MAXIMUM DENSITY CURVE Mois tvre . Content in Per Cent of pry Weight 130 $OlL CLASSIFICATION _Soil Type and Description__ /dYlD,DWv? C,pd./'''~t?7i3> ..p;Y1e . ..5'1It?a' dVl 0' S't'/"r wirn $'p~ . . c/af. $/2R ctJl'V>~~7' ~ SlY _ S'C' t:'dCef, Iir>~ ~_ . .~C~ . 125 \ \ \ \ 120 .. ~ c 115 l \S' X~ \~ \ c .- >.. - .- .. .c " Q 110 METHOO Of COMPACTION ASTM S.andard Test Method D~l~. \ 105 ... DiO_Iet MOld; 1130 c'" Ii YOl~ 5 10,.,. 1j blOwt pe, 10-,.,. . 10 Ib hO_ dtoPINd II irlche. >. o 100 . o OPTIMUM MOISTUlE CONTENT, In ,., C,n. 01 Dry W.ight 8.7 MAXIMUM DIY DENSITY, In Pounds ,., Cubic foot 129.3 \-5 . Megaland Engineers & Associates CIVIL ENGINEERS. PLANNERS. ARCHITECTS · SURVEYORS Pd(IIIIN4,t;Y SCJltS $'TZIOY ;::70.6',,0, PSr"4 -1(;)7 _ .:vak 4-/23/&'~ APPENDIX B . GFNERALEAR1HWORKAND GRADlNGSl'ECIFICATIONS . . Cp \ GENERAL EARTliWORK AND GRADING SPECIRCATIONS . . GENERAL INTENT These speciOOatlollS present general procedures and reqlirlJments for grading and ear1I1Y.urk as shoY.n on the approved grading plans, includi1g preparation 01 areas to be filled, p/acement 01 fill, inslaIIation 01 subdraIns, and excavations. The reoommendalionscontai1edin the geotechnical reportarea partoltheear1hmrkandgradingspecificationsandshallsupersedethe provisions contained hereinaflerin1hecase oIconflicl. EvaJuallonsperformedbytheoonsullantdurfng1hecourseolgradingmaymsulti'l newreoommendationsollhegeolecfJnicallBpOlt 2.0 EARlltWORK OBSERVATION AND lESTING Prior to the ~ 01 grading, a qualified geotectn ,ica! consultant (soils engi1eer and engineering geologist, and lhefr reprose ,ldIives) shall be employed for the purpose 01 observi1g earthwork andtesti1g the fils for conformance VYflh the rooommendaIions oI1he geotechnicaJ report and these specif'1C3IioI1S. ltwill be necessarylhalthe consultant provide adequate testi1g and observation so lhal he maydelem1lne lhalthe v.ak was accomplished asspecffied.ltshal be 1he respoIlSbiflly 01 the COI dractorlD ~the consuIlant and keep hill awrised 01 v.ak schedules and changes so lhal he may scheWle his peISOI. lei acx:ortiVY. . It shaI be the sole responsblly oIlhe contraclOr 10 provide adeq~ elMment and methods 10 accomplish the v.ak i'llDXll'dance VYflh appIk:abIe graOOg codes or agency ordnances, these spooirlcalio.li\ and the awroved graOOg plans. If in the opinion 01 the consuftant, l.I'IS8IisfacIoYCOlldiliOllS, SldI as questionable SOIl. poor moisture COI.IlWon, inadequate compaction, acMlrse weather, elp., are resu'li1g In a quaIily 01 v.ak Jess than required i'l these spedficatio.lS, 1he consultant wiD be empowIlIlld 10 rejeclthe v.ak and r8c0mmend lhal consbuclion be topped lJ'1li the oondlions are rectified. MaxinlJ'll ctydensilytesls usedlo delenni1ethedegreeolcompactionwiD beperformed i'laccordancewith the AmericanSoclelyolTesli1g and Materials tests meIhod ASTM D 1557-78. - 3.1 Clearing and GnIbb1ng: All brush, ~. and dilbris shall be remOlled or plied and 0IheIwise dlsposed 01. PREPARATION OF AREAS TO BE FILlED . 3.2 Proc e 5 ~Ing: The exlsti1g!1OlJlldwhlch isdelermri1edto besalisflK:lOlyfor support oIfi1sha11 bescarifiedtoamlnirmm deplhof6 i1ches. ExIsli1g gromd which is not satisfacIory shaJI be CNef excavated as specified i'lthe following section. Scaljfk:aliu , shaI oontilue U1Ii the soils are broken down and !me 01 large clay kmps or clods and unlI the working sufa:e is reasonably lI'1Ifom1 and free oIl1'leVll11 fealUres v.tllch YoOOId inhtJit lJ1ifonn compaction. . 3.3Overexcavatlon: Soft, cty, spongy, highJyfracluredorolher/lisell1Slllablegrard, exleI Kli IQIostx:hadeplhthatthesurfaceprocessi1g cannot adequately inprow the condition, shaD be over excavated doY.n to fiJTn grolIlCf, approved by 1he ~ 3A Moisture Concfrtlonlng: Over excava1ed and processed soils shall be wa1ered, dried-back, blended, and'orinixed, as raqUredtoallah a lI'liIam moisture contml near oplimm. 3.5 Recompaction: OYer excavated and processed soils v.tJ1ch have been propef1ymixed and moIsture-conditlonedshall be reoompacted to a minimum relative oompaction 0190 percent. 3.6 BenchIng: Where fills are to be placed on ground VYflh slopes steeperlhan 5: 1 (horizonIaJ to vertical trIi1s), the QI'OlI1d shaI be stepped or benched. The lowest bench shaD be a minimum 0115 feel wide, shall be a11east 2 feel deep, shall expJSe fim1 material, and shaD be approved by the consuIlanl Other benches shaD be excavated i'l firm material for a minimum width 014 feet Grou1d sloping flatter lhan 5 : 1 sh8II be benched or olherwise over excavated when considered nee,s S ary by the consuIIart 3.7 Approval: All areas to receive fiU, incIucfll19 processed areas, removal areas and lOe-<1f-fill benches shall be approved by the consuJtant prior to fiU pIacemenl . ,"'\ 4;0 RLL MATERIAL e General: MalerlaI to be placed as fill sha11 be free 01 organic matter and other deIeIeriouS Slbslances, and shaD be approwd by the coosuIlanl SolIs of poor QI...JaIioI~ expansion. or strengIh characleristics shall be placed in areas desig1ated byconsullanl or shall be mlx8d with olher soils to serw as satisfactory fill malerial. . . 4.2 OversIze: OversIze matsriaI defined as rock. orolherlrreducible materialWth a maximum dimension greater than 12 i1ches.l;haUnot be luied or placedillillsi \J11ess thelocation. maIerials. and disposal methods are specifk:aIIyapproved bytheoonsultanl Qversizedisposal ~alIoIlS shaD be sum that nesting of owrsIze material does not OCCU'. and such that the oversize matariaI is completely surrounded by compactecI or densified filL OversIze material sha11 not be placed wiIhi110feetllllrticallyofflnish grade or within the range 0I1ul1.r9 UliIiIies or l.Ilderground constru:lion. l600ss .....,cificaIIy appIl1Wd by the consUtanl 4.31mpOrt: K mportlng 01 iii material is reqUred for lJ'Bdi19. the inport malllrial shall meet the requinlments of Section 4. 1. 5.0 RLL PLACEMENT AND COMPACTlON 5JFlDUfts:ApproYedfiDmaterialshaDbeplacedilareaspreparedtoreceiwlillilnear-horizon1allayers notexceedi1g6i1chesilcanpaded 1hIckness .The COI1SIJlanl may BRJIOV8thk:ker IiIls W tesli1g ioJlca1es 1he grading procedures are such that adequateoompactlon is being achI9vad with ills II graater'thk:kness Each layer shall be spread fNIffl and shall be thorou!#Imlxed du'i1g splllldngtoallaillJ1ifamilY 01 material and m<lislU'e in each layer. . 5,2 Fill MoIstuIe: FlIayers at a rnoislure Content less than optimllTl shall be watered and mixed, and wet IillIayers shall be aerated by scariIicaIiOI. or shall be blended Wth drier material. MoisIu&<:OOditi and mixing 01 fill layers shaI continue IJ1li the fiB material is at a . U'llform moisture oootenl or near oplimm. . 5.3 CompacIIon of FIt: ~ each layer has been fNIfflspread. rnoislLre (XlI dtioIllld, and mixed, it shaD be U'lWormIyrompacted to not less than 90 pen::entol maximm dry densiIy. Compaction equlpmenl shall be adequaIeIy sized andshaR be ei1herspecllk:alydesigledfor . 00I.,..actIon or 01 proIIB1 roIlabiIily. to effr;lently achIew \he ...,...Jfied degree 01 compacllon. SA FlU Slopes: Compa:tion 01 slopes shall be accomplished. In additiOn to normal compacting procedures. by b.oMiIIilllJ of slopes Wth "sheepsfootrollersatfrequenllncremen1S0I2to3feellnfilelevaliongaln. orbyolhermelhods prockJcingsaJt;~cdOIyresu'ls.Althecornplelb1 01 gadng. the relali'le compaction 01 the slope oUt to the slope face shall be atleasl90 percent. 5.5 CompactIon Testing: FIeld tests 10 check the ill rnoislLre and degree 01 compaction will be performed by the consuIIant The IocaIIon and fmquencyol1Bsts shaI be at the const.dlanI's dilMetIon. In general. the tests wiD be taken at ail i1leIvaI not ex;::eedIllJ 2 feet il vertk:aI rise and'or 1.f:IXJ able yards 01 embanlanenl f.O SUBDRAIN INSTALlATION . SUxiai1 ~.Ir9quired. shall be ins1aIIed il approved groundloOOl1form 10 the approximate alignment and de1ails shc7M1 on the plans orhel8rl.. ThesLbiain locaIionormalerialsshallnolbechanged ormodliedwithoultheapprovaloltheconsUlanl The consuIlant, how9Yer. maY ~i ...endShd l(lOf18WffNa1. direct changes il SLbdrai1l1ne, grade or material. All Slbdrai1s should be surveyadfor Iila and ~ after i1s1aIIaIIon. ~&ufficient time sha11 be aJIow9d for the SlI'\I9YS. prior 10 commenooment 01 flIflllQ r:Ner the SIMai1s. e \fO r.O EXCAVATION . Excavation and cutslq)es will be examined duri"lg grading. If dimclad by the consuItanl, further excavation orover excavation and!lllilli1g of A cut areas shaI be perfonned, and/or remedial gracing of cut slopes shaD be performed. Where fiIklwr-aJt sIq)es are ID be graded, lI1Iess . otheIwlse approved, the cut portion of the slope shaD made and approved by 1I1e consultant priorID placement of materials for lXlI1Slru:tkln of the fiR portion of the slope. 8.0 TRENCH BACKRLL 8.1 Supervision: Trench excavations for the uIiIiIy pipes shaJI be backfilled lI1der engineering ~. 8.2 PlpeZone: Aflerlheulililyplpehas been laid, thespacell1derandlllOlXldthepipeshaDbebackfilledwilhclean sandorapplOlllldgranular solID a deplh of at Ieasl alll fool over the top of the We. The sand backfill shaD be II1lformly jelled into place before the c0ntr0lied backfill . Is placed oYilr the sand. 8.3FUI P1ac:eme14; Theoosile materials, orothersoilsapplOlllldbytheengineer,shaDbewaterndandmlxedas necessarypriorIDplacement illills over the sand bacldI. 8.4Cornpaction: The ccnIroIJed bookIiI shaI be compacted ID at least 90 pertenl 01 the maxinLm Iaborallllydenslly as delermlned by the ASTM ocmpaction meIhod descIlbed aboYe. 8.50bserval10n andTesting: Fielddensilytesls Mdi aspection of the backfill procedJresshal be made by1hesollengi1eel dri1g00cklilng tooseelhatthe propermois1urucor1lenland lrIifonn compaction Is bei1g rnai1Iailed. Theconliaclor shall provide leslholes and 9JIllIoraIoIY pIls as required by the soli engineer ID enable sampIi1g Md teslilg. e . ,0" B & F SOILS PRELIMINARY SOILS INVES11GATION &: COMPACTION TESTING PERCOLATION REPORTS e 31174 RlVEmoN LANE- TEMECU1.A.CA 92591 pJ-K)NE 19(9) 699-1499 PREUMINARY SOILS INVESTIGATION AND FOIJNDA TION RECOMMENDATIONS A large, single-family residential building pad area located near the intersection of Avenida Barca and Del Ray road, Meadowview Community, Temecula, California Legal Description: Lot 54, Tract 3929; A.P.N. 921-201-015 . Site Location: Del Rey Road Temecula, California 92590 Ownerl Applicant: Mark Campora . Job No. PSF04-107 April 23, 2004 1P e . . TABLE OF CONTENTS INTRODUCTION....................................................................................................1 GENERAL SITE CONDITIONS...........................................................................l FIELD INVESTIGATION AND EXPLORATORY BORINGS ........................2 FAULT SYSTEMS ..................................................................................................2 SEISMICITY ...........................................................................................................2 LIQUEFACTION CRITERIA ...............................................................................3 GENERAL LABORATORY TESTING PROCEDURES...................................4 Maximum Density Determinations.............................................................4 Expansion Tests............................................................................................4 ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN ..............5 ACTIVE EARTH PRESSURES FOR WALL DESIGN......................................6 LATERAL RESIST ANCE......................................................................................6 SETTLEMENT ANAL YSIS.;...................................:.............................................6 SITE CLEANUP AND COMPACTION OPERATIONS....................................7 COMPACTION SECTION DESIGNS.................................................................. 7 FOUNDATION DESIGN RECOMMENDATIONS ............................................8 Soluble Sulfate Testing ................................................................................8 Floor Slab Recommendations... ..................................................................8 Floor Slab Moisture Barrier .......................................................................8 Drainage Procedures....................................................................................9 Utility Trench BackfiIl.................................................................................9 Foundation Recommendations ...................................................................9 CONCLUSIONS AND SUMMATION ..................................................................10 UNIFIED SOILS CLASSIFICATION SYSTEM.................................................ll BORING LOG .........................................................................................................12 SEISMiC FAULT ZONE MAP.............................................................................13 CONSOLIDATION TEST PRESSURE CURVE................................................14 MAXIMUM DENSITY CURVE ...........................................................................15 SULFATE TEST RESUL TS..................................................................................16 R- V ALUES ..............................................................................................................17 PLANS......................................................................................................... ............18 13 '* F SO,LS ']..\ e Job No. PSF04-107 April 23, 2004 Page I PRELIMINARY SOILS INVESTIGATION AND FOUNDATION RECOMMENDATIONS A large, single-family residential building pad area located near the intersection of Avenida Barca and Del Ray road, Mcadowview Community, Temecula, California Legal Description: Site Location: Lot 54, Tract 3929; A.P.N. 921-201-015 Del Rey Road Temecula, California 92590 Mark Campora Owncrl Applicant: INTRODUCTION e At the request of owner, Mark Campora, and in accordance with prevailing code requirements, we have conducted a complete preliminary soils engineering feasibility study to determine the structural properties and strength parameters of the existing soils which will be involved in the grading operations. All of our soils investigation was in complete accordance with the Uniform Building Code, (Appendix Chapter 33) and in compliance with the Riverside County and City of Corona grading codes and standards. GENERAL SITE CONDITIONS The 1I2-acre lot slopes up to the north, resulting in an elevation change of approximately 20 feet. The lot is sparsely vegetated with dry weeds and native grasses. No rock outcroppings or other structures were observed on the lot. e B&FSOILS v.",. e e' e Job No. PSF04-107 April 23, 2004 Page 2 FIELD INVESTIGATION AND EXPLORATORY BORINGS One eight-inch in diameter borings were located near the proposed building area. Several shallow trench areas provided the required soil samples for laboratory analysis. FAULT SYSTEMS There is no. evidence of any significant escarpments or ground distortion. Current geologic information does not indicate any active faults on the property. The complete building pad will be cut down into solid, undisturbed soil formations. SEISMICITY All of Southern California is within a zone of seismic activity. Some of the potentially active fault systems of significant size would be the Newport-Inglewood Fault, which is at a considerable distance of about 30 miles northwest a1ong.the Pacific Coast. For this general area the most consistently active zone within a 100-mile radius would include the San Jacinto Fault Zone, and the closest main active fault would be the southern extension of the Whittier-Elsinore Fault. The Chino Fault southern extension is approximately 15 miles away and is considered to have a maximum magnitude 00.5, which would also apply to the Whittier Fault, which is more distant. The overall area is considered to have a Richter magnitude of7.0. The possibility of ground acceleration at this area would be approximately equal to the general Southern California region. Past information indicates the probability of ground acceleration as follows: (page 3) B&FSOILS 1P e Job No. PSF04-107 April 23, 2004 Page 3 Acceleration of Gravity Probability of Ground Acceleration Probability of One Occurrence Per 100 Years 95% 0.05 0.10 0.15 0.20 0.30 0.35 88% 65% 38% 20% 4% Southern California is considered susceptible to a large earthquake, and design should be in accordance with the Uniform Building Code, latest edition. The "Seismic Risk Map of the United States" indicates that we are in Zone 4, which is described as .- those areas within Zone 3 determined by their proximity to certain major fault systems to be deemed Zone 4. LIQUEFACTION CRITERIA Soil liquefaction is caused by loss of soil strength, which is a result of increased pore water pressures related to significant seismic activity. This phenomenon occurs primarily in loose to somewhat dense cohesionless soils, which are located within a groundwater zone. A rearrangement of the soil particles takes place, putting them into a denser condition, which results in localized areas of settlement, sand boils and/or flow failures. The subject site will be cut down into solid, undisturbed well compacted soils which will have adequate drainage both naturally and manmade for the final building pad. The soil particles will be in a dense, well compacted condition. There will be no . groundwater surfaces remotely close to the building pad elevation, either permanent or B 8: F SOILS ~A.. . Job No. P8F04-107 April 23, 2004 Page 4 perched. Final drainage design will provide permanent and positive drainage flow away from all structures. Therefore, it is concluded that the subject building pad and the proposed foundations will be considered to be nil with respect to liquefaction. GENERAL LABORATORY TESTING PROCEDURES Maximum Density Determinations A bulk sample was procured, representing the typical soils that will be involved in the excavation and grading procedures. Maximum density determinations were made in accordance with A.S.T.M. DI557-70T, modified to use 25 blows on each of five layers with a lO-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume. . Soil Type 1: Tan-brown coarse to fme sand and silt with minor clay-size component; 8M & SC according to the U.S.C.S.; Maximum Density 129.3 @ 8.7% Optimum Moisture. Expansion Tests The results of expansion tests performed on the remolded samples of the typical foundation soils, compacted to over 90% and set up to be equal to 50% saturation, and then measured to full 100% saturation after a period of several days and until no further expansion occurred in a 24-hour period in accordance with Table 29-C of the Uniform Building Code, are as follows: Expansion Test Results Soil Type Confining Load Expansion Index % Expansion . I 144 p.s.f. 16 1.6 B&FSOILS / ~? Job No. PSF04-107 April 23, 2004 Page 5 All of the typical earth materials that will be involved in the grading operations have low to nil expansive properties and will not present any structural foundation problems with respect to soil moisture variations. e AU.OWABLE BEARING VALUES AND FOlJNDATION DESIGN The typical earth materials on the site were procured for laboratory analysis and based on saturated direct shear tests, an allowable soil bearing pressure was determined. The results of laboratory analysis and direct shear testing on the typical foundation soils utilized a controlled rate of strain of .050 inch per minute under varying normal loads. The test results calculated graphically to an angle of internal friction of 32 degrees with 120 p.s.f. available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a factor of safety of3.0, the following calculations have been determined: e q = qa= qa= qa= qa= qa= NOTE: = Square or Continuous Footings CNc + wDfNq + wBNw . 150(20) + 100(1.0)14 + 100(0.5)12 3000 + 1400 + 600 5000 p.s.f. (ultimate) 1650 p.s.f. (allowable for square or continuous footings 12" wide and 12" deep); 1750 p.s.f. (allowable for square or continuous footings 18" wide and 12" deep); 1850 p.s.f. (allowable for square or continuous footings 24" wide and 12" deep); 1950 p.s.f. (allowable for square or continuous footings 18" wide and 18" deep). 2650 p.s.f. (allowable for square or continuous footings 24" Wide and 18" deep). Allowable soil bearing pressures may be increased by a factor of one-third when considering momentary wind and seismic loadings which are not considered to act simultaneously and is in accordance with the Uniform Building Code. . B&FSOILS p, e Job No. PSF04-107 April 23, 2004 Page 6 ACTIVE EARTH PRESSURES FOR WALL DESIGN For design of retaining walls where native soils or comparable import soils are utilized which are fine-grained and not clays, we recommend that active pressures be 35 p.c.f. equivalent fluid pressure where there is a level backfill against the retaining wall. If a rising slope occurs behind the wall at a 2: I angle, then the active pressure should be increased to 45 p.c.f. equivalent fluid pressure. LATERAL RESISTANCE For determining lateral resistance and foundation design, passive pressures of 300 p.s.f. per foot of depth may be used, up to a maximum of 2400 p.s.f. A coefficient of friction of 0.35 can be used for lateral resistance for all foundations making contact with e the approved building pad. If this value is used in conjunction with the passive pressure, then the coefficient of friction may be left at 0.35, but the passive pressure should be reduced to 225 p.s.f. per foot of depth. The lateral resistance from coefficient of friction is determined by taking the actual load of the building on the soils, times the foundation area, times the coefficient of friction. SETTLEMENT ANALYSIS Consolidation testing was performed on an undisturbed soil sample which is representative of the foundation soils in the general building pad area. The resulting compression index (C.I.) determined by laboratory testing of this undisturbed foundation soil sample was 0.072. Calculations indicate that under these soil conditions a single-story structure could have 1.0 inches of total settlement, and a two-story structure would have 1.1 inches of e total settlement. These values would be based on no additional compaction being BlIcFSOILS 1/1. e e e Job No. PSF04-107 April 23, 2004 Page 7 undertaken and the total settlement that would occur, including that which takes place during the actual construction of the building, plus all final settlement. After the compaction of the project area has been completed, the total settlement which will result is 1/2 inch and the total differential settlement will be 1/4 inch. SITE CI,EANUP AND COMPACTION OPERATIONS The area to be graded must first be stripped clean of all vegetation and any otherwise loose or deleterious materials. In all areas where structural fills will be constructed, a minimum overexcavation of36 inches is recommended. The overexcavated soils should be thoroughly processed and premixed to optimum moisture and recompacted in 6 to 8 inch lifts with constant wheel and track rolling in multiple directions until 90% relative compaction test results are attained. COMPACTION SECTION DESIGNS All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be compacted to a minimum 90% relative compaction using the existing native soils as the subgrade. Based on the R-values obtained, the pavement section for Palo Alto Lane should be a minimum of 4 inches of asphaltic concrete over a native soil subgrade in which the top 6 inches is compacted to a minimum 95% compaction value. All fill areas should otherwise be compacted to 90% relative compaction and all building sites bisected with daylite lines must be over-excavated a minimum of 3 feet and extending 5 feet beyond the building perimeter. B&FSOILS -ti> . e Job No. PSF04-107 April 23, 2004 Page 8 FOUNDATION DESIGN RECOMMEND A TIONS Soluble Sulfate Testing The decomposed granitic-type soils which predominate in the Meadowview area typically contain 0 to very low p.p.m. and standard strength concrete (2500 p.s.i.) can be used. Floor Slab Recommendations Normal concrete floor slabs should be 4 inches in thickness (3-5/8"). The typical soils are in the low expansive range; however, we would suggest that some minor reinforcement be considered in the slabs, such as 6" x 6"-10/10 welded wire mesh. The e advantage of this is that it does eliminate the possibility of any minor cracking and separations as sometimes occurs with heavy live loads. The original compacted building pad area is adequate, but with the trenching of utility lines and the plumbing risers, there is sometimes difficulty in getting uniform compaction throughout all areas. Horizontal reinforcement of the slabs can be in the form of6" x 6"-10/10 welded wire mesh, or #3 bars be placed each way on centers between 18. inches and not more than 24 inches. Floor Slab Moisture Barrier For all areas that will receive floor covering, or where any form of moisture or dampness could result in an undesirable situation, the use of a moisture barrier such as a 6-mil visqueen-type membrane is recommended which is lapped or sealed at all joints. garage areas or sheds other than living quarters, the moisture barrier is considered . optional; however, it does serve a useful purpose. In all instances good drainage should be maintained away from all structures. All of the polyethylene membranes should be protected with a few inches of sand B&FSOILS t"o... . Job No. PSF04-107 April 23, 2004 Page 9 placed on top and below them for protection; it will also help in curing the cement when the floor slabs are poured. All of the sand should be kept moist up to the time the slabs are poured. Drainage Procedures The final building pad will be properly elevated and all drainage patterns will most likely be directed toward the adjoining flood control channel. It is important that all surface runoff be directed away from all building foundations. Utility Trench Backfill All utility trenches traversing the building pad and/or subgrade areas should be backfilled with clean, sandy native soils that are moistened to optimum moisture and . compacted to a minimum 90% compaction value to insure against any subsequent settlement in these areas. For deep trenches, the pipes can be filled in by jetting so that voids are eliminated. However, for the upper four feet we recommend that mechanical tamping and/or wheelrolling be undertaken so that at least 90% compaction has been attained and no subsequent settlement will occur over these areas. Foundation Recommendations All of the trenches should be excavated into well compacted, non-expansive equigranular soils. For adequate support we recommend that all single-story structures have a minimum 12-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. B& FSOILS 1P . .- . Job No. PSF04-107 April 23, 2004 Page 10 CONCLUSIONS AND SUMMATION All of our field work, exploration, soil sampling, laboratory testing, and engineering analysis have been conducted in complete accordance with the Uniform Building Code and with accepted engineering techniques and prevailing grading and engineering code requirernents. We will remain available at this time for any additional soils information or any clarification of the report that might be required. We will present a Final Report of Compacted Fill for the remaining grading and compaction testing necessary to acquire a building permit. We appreciate this opportunity to be of service. Respectfully submitted, B & F SOILS tfL/fi( ~ ~ ,"""'-"""""'~'~... ~ Jr~",.. ~ ,,..,r',(\r'-"J:lii;. . <~ <i \",V' ~.....:. ", ./1 -::. "'\ '( /,-,,_ ... .._.... I., .,,\\ < _~. ". .. t- -... '.~ , of "v ,/ -,"\.."." (/.'" ~ 7,<Y ;()\..'. '<,,'- .;:-,., .",'fJ' /---.- '-'/j.\ \..'.~ . " c" i~"0V~ ~l " . ~. .....,,~) rn dolph F. Flemi.!l$,!. no. c c-<-_..,,:.7 ):0:; \i"'- \ 6 I RC.E.45687 \\ ~.':- '. L'p. 11~ 1/-0 .~~! .,\'. \ / II '\ ,f',,'- C'I\J\\-/.$~'j' " - A........... . , ", n'\,'/." . o' -..___- (",~ /; '.' 'F Or C' ~\wv.-r -._-, 0'_../ Peter H. Buchanan, Soils Consultant ....,...,...-'.. 'Q\ B Be F SOILS e .. e ~s M:7: ps.c-M-"";/tJ7 COARSE '.'GRAIHED SOILS. .(M..o -$9"''' __..,...l..~. IfIM Me. 200 ...... ...., FINE .'GlIA'INEO SOILS I..... "'-' so...... -,.... .. $MI.U.[JII .,....,.. ZOO .,.... ..n' . MAJOR DIVISIONS elf AN GRAVELS ILl"" " N ,...) GRAVELS jW.o tl'"' ~" ot. co... htict_., UIltG(" thM IN ...,._ .,.... -..ft',' GRAVEls WITH FINES . fA.....M...,. ....... ;.,-. .SAHOS ....... to.,. fJI ..,w It._ It 'IULL[R .... ... ..... ,..... "n" SANDS . WITH FiNES f...,.,..,.:...... ...... Ill'..... SILTS A NO CLAYS (l~_I_r' L[U t~.'oJ SllTSANO ClAYS .l'...." "~I ,""U",,-,... ~) HIGHLY ORGAIIIC SOilS .BllrFSoILS: &UI'''I:: 4/23/04 TYPIC4L NAMES _tl,.,......,. .......... ,....,~..... MIINr". Jj""" ..,~. . ......., ."...." .rt"'et. . ,.....,.Mflf "'ttt"",, ."... . . rlMt; Silty."""".,~I.""'.,,,,,,,,,,,,,,,, . 0.,., .......~. ~I..-..w.._ ~.~ .... ..... ....... ........,. ....... ....,. . .,...... . .,.;.."............ . .........., ....... h"" . .. ,.... Ut, ...... ......_.... ...,........ a.,., -.tI. '-'.dIrr .......__. "!l .......... ..... .... ...-y ,.... .........,.. ''--. tit.,. it .,., '''' ..... . c~ ..". ~..l..'...f .....ICI~: . ~.c ct4lr1""" ...~ ......CIt,.. .......n' cterw. ~ d.,... lOfty ~'. ..... .ditJ.. . .a. Ol. er,...c -.In -.. .....-c Ih'ty t...... itI ~ . ....ttatJ hlH .........IIC ..........,"_~.. ~__. ,....~.,.tf.,..~t...~...IC...tt. CH ~t( c..... If ~.." ~.."Cttr. r_ c..,.. OIl O~IC ~" ~......_ "'.."'" .....ICII'. '~rc.""", PI ...... ... "hilt "'~I, ~tC ...". .oUHoa.",' CLA'SI"C.TIONS: ,..,1. ,........"'c~.c'..i."c. ...... ,....... .... 'hl""'" ., .,........,.... ttf ... .,,,,...,. I . I HLT ~- CLAY UNIFIED P A. R TIC lE s...o ,... "","" u, s. SOIL S I Z ( l I M ITS PAvEL coeeus IOVlOUU ...... .... ...... " h: Ilrr III.., tI I ( Y ( CLASSIFICATION SYSTEM --"t""'C't , 'J. ...,.,..., 10.1 ('I"'''',n/*, Sri""", Ur" III (,.,"'"Ufl. V S ."", hcf'wuUI ..........,,,1INm Ko ).)" v.l1, /i,f~", "'3 IA'9I'H ..fI'. 'MO) ~..I/ . 1;>V . D: II: r ~,L-oO) TEST BORING TVPll B"4'o/R..(.s:I'~",,-fI;'l) BlIcFSOILS r--- e . . ;::rEI ., o , .' , 2.5 /lU, 3./ . IR7 ls'c I $.D ~ " .!, /i: - . .c: "t$ ~ Q, " Cl I /() , IJG ..... :.. . ~::l _0 .......... /i: . ..... 'tloC ... :..'- L 'Cl ..... " L ;..... =~ o . 0:: . ~ ls'l . . 1st! . . ~I ... ~ .:!-.. ~ ~ ..:. ~ l.i ~~ 1. ~~ a:... ~~. ~'- LOG Job lio:,&?srp4-/P7 . fjOR!J1G NO: 1. p.I.7- Soil cieacrtpttonSl'liSt:' SOIL DESCRIPTION: 7i1A~~ Ccal"S4 7o..4n.a S'al'f'/ ant:! stl,t ~i'l'~ _;;~me ~/tJ.v $IZ,~ C'IIl4"'~7. ...finls n," II>/!)~.i? {. 70 II>'f CCIM,/:/4t; -r t!Zn d 'I !J o'dM.a 71h /paJ '7.+,..7.' 7im ~~ CGd.,.;t.A 10 -4t1ie .,S"d"d' ~ ~e"'1/""'- 7 ?",Iz-e.. ~.I%h.,,<.' ip4... . a" mp~ 7b '-I,.-Affl/ CCMM&r t/l>10 a'dM~ " . /. .,AlP ~'O" . / ~~ ., )" ','V (<"V~ -:Jr t. fl I ~r- '-'..... ' 'y,---~,1 .."- 'ifFI ~~ ~, "" T"~' ~ <) 'I ~ r::~ ~ 2<;ty;};-'" T \.......- ; I ..... ~HomelBl,'cC th'r r- cO . ~ ~!1 :. , . ~~, ..> \ ~ r.<;" ~ '=- '....< I ,~,:__ ~;, '"' I-,.'~ /~ -~. ~H ../.....\lct..~, ..:;; ~ . , - 'r . ~ ~?l~. ""'~_ '-' .- " " ~ ~. ' '- ;!!...,. II I' ~(l~ ---, " ~ L"- )< ~ IZl SunCIt . Ii"-,. _ I '0 --- l , :i>l' "1., .II!ll' -~ - 1 ~-<':.J.. ., 1keEl5lnon~ Il J / . T ~ ~ l ''\~~,Il ~:-- :... ,......, , ~ Ii,. -...I - ....I=-:r .,V', 1...-'1. 5'./>" ~ ~ .' , ./) j T' . \ IT" :j., "IT ,.. l ' , vU ,. r ~~../. ~.. . '//1_ ~ " ' - ,.. )(, ~ ' .cfi\1 NIT )&.,~ ' ~ - "<.,;; ~~ ~l ~t== Ii.... ,....J '''}...)\ ~/' J. ' ''{ ',m ~~'...,\Y ~ ~~ ft1.~. -~ , I ~ ;... Yr:: I. ,0.~'"..... . I-H k, ........ ~ -- / ~.. ,,' ~ t:::: /...l r-;J, \~ \1 ,: ?" ", ..., , ,',. . I": .~. yo-- t)(~ U:L. r ~ L.>L~ _____ L\". ", ::: ' :, , !J " 'its;., \(,1;, ~. ',- / : ~-. ~ ~ ~I " .i{~ "~~, ~ t,,_, <~: _'. ~ N ~,~)' \. < t )1 ~ >--. ~\ Ie ",l?~' 12"'~ ~ / .~' .,' ',:' ~~!:~. "\ ~ ~'" ~ ~\/ J ''"'' -:+) b r I~ "',l ~ (4~ ,," ',!. , - L ~ , _ x.*~~~ ~ ~ .~. "... ."::r ,. "~ r -? ~ Y ',-. j ).......-J,- . ", ~I ~ '''''- ./j!J. '. "" ..., l( ~'.f!.. '.L '( "-) -. l "~ . )I '< _~" .~~~ ", ~J 1. (--::f', j : I..( ------- .... [VJ ~ ......r'-~"'w ~ .,~~ -'''', , t\-.~ _: ~~ >.?r~. ~ - "'...... ;-:{ __/'~( I, ~ r;;; _., ~ ""<Y . (~....... ...;V'-vt~c~,- ,0 r.-I . Riverside Co y I. I ~ '- fV r , , . r. K...-t'" C ':Y/"~J- ... N'l . I San Dieco c~. _ '" "":~ v<Tr- :::::--- ;-. ',' f' .f\. "4 - !Ii,. I W"-\... ~ N ...... - / ) ~ &k !Jv ~<,Pir ~t~;;-~'..." 1fi2/ ~ ~ Active' Fault Near-Source Zones ", , , " , , , , , , , , " , , , *- ;"\. -~ ~r If"... 'rI :-~ i 1:' 41 :mr O~~41- TABLE 16A-U-SEISMIC SOURCE TYPE' . SEtSIlItc : SEISMIC SOURCE DESCRI~ SEISMIC SOURCE SOURCE TYPE Maximum Momen' MagrUtude; II SMp'-",~R(~) A Fnuhs that are capable of producing '1aJ'g(! magnitude events and thai M" 7,0 SR " 5 have a high rate or. seismic activity, . \ B All (aults other lhan Types A and C M" 7.0 SR < S' ". < 7.0 SR :> 2 M" 6.5 SR < 2 C Faults loot are not capable of producing large magnitude eanhqunkes M<6.5 SR s 2 and that hnve a relatively low role of seismic activity 'Subduction sources shall be evaluated on a SIIC.SpeclfkbasIS. 2Boch.mniimum moment magnitude: and slip (Ule ~ondilions must be Slllisl'ied concurrc:ntly:when del~rmining ihc seismic source type. . , .:JCb Nt>. ,P.sF&>~-/~7 Dote 5/2.3/04 p.13 LEGEND See expanded legend and Index map Shaded zones are wtthln 2 kin of known seismic sources. . A fault Bfault Contours of cloeest horizontal dla1ance to known seismic ebureea. ----------------- 5 km ---........................ 10 km 15 km - - - - - - . - - - - - - - o I I 5 10 I I Kilometers 1/40 Is approximately equal to 1 kin August. 1997 . SI7"E LI::JcAr/ON . I TABLE 16A-J-SOIL PROFIL~ TYPES AVERAGE SOIL PROPERTlES FOR TOP 100 FEET (30 "'O!""l) OF SOIL PROFILE SOIL PROALE SOIL PROAl..E HAMElGEHERIC Sh1~:~~X~It:J~~. v. Slandllrd Penelr.lIon T..I, R 101' ~ for Undrained S.....r Sl,.ngt~. .u pfl TYPE DESCRIPTION coh..lonl... solll.yers) (blow 001) ; (kPe) . . S. HanI Rock >.5.000 . (1,500) S. "R04;k 2.500 10 l,OOO (76010 1:5(0) Sc Very Dense Soil and So(t Rock 1.200 '0 i.500 > SO > 2.000 (360 10 760) (100) SD Sliff S,?il Profile 6!"!!}0 1.200 IS 10 SO : 1.000 10 2.000 (18010 360) . (SO 10 1(0) s,;' Soft S~i1 Profile (600 ' < IS < !.OOO U80! (SO) Sp Soil Rcquiriftl SilC.s~ific EvaJUAlion. See Seclion 1629A.3.1: ~~ e e e - .. Gl ~ ... .5 - - ~ ... '3i ~ Gl. A E o In c .S! - o J! _0 ij" ...... 8 I!!... vU 0 , - oc -. -.- ... ;: ,.... u" o U /.00 .90 'Bo . B a FSOILS I ::;;6 ^" PSF ()4-/o7; A~.i.3 /6)'1- ,17../4 - VVqT~,l2.. A :w:" ~. ,-. ~ \, """ r.... " .... - - -"- :J! .......... ... 07 -.< ~~ . ." - / --/." -. J :: /./z / 4 . II -;~ (+-. " ~ "'" - -- . ~ '-- ~. -.;;i 'tl . c: -I' = 1/.115' )(.~ ~ :: /S\.S IC . ~ QI2S 0.2S 0.5 I 2 Pressure TonS/~ft. Pro' ct Pre,lP'1l11a .sDi/$ .7n;b/i Client /?4r~~,.., tt?~ Sa I ~ ,/.. A De -Ele... "/_" 4 "'... _LJ Bot m e No. .t.7""'~ rlP.,So .... ... ~;? "'-' CONSOLIDATION TEST - PRESSURE CURVES 2 TonS/54ft. 4 no", ~..r;r8~-1()7 ?P . - B8<FSOILS ~ . Pl'lIlLIMlNAIlY lIOlLS lNVESI'IGlo\'IJ ltCOMPACTIONnsnNG . PERColAnoHREPORIS .jD8 N/): ,0.$'/&4-/07 Q4rr.' 41:z3'/~ p.IS SI174IlMi1mlHLANIl.'TIlIIIlI;UU.CA92li91 I"HCINE!:C9OI>>........ MAXIMUM DENSITY CURVE Mo4s ture . Content in Per Cent of Dry Weight 130 -, . \\ II \\ I.. \ !\\S' ~~ .. \~ r ,- \ \ lU , ,~ m ~~ 125 120 .. ~ c 115 I. 110 105 ~ o 100 . SOILS ENGINEERING DATA . . Typical Fill Materials. LOCATION eo,ing No.1 Depth, in leet 2d" 8 u. " .- ~ ~ U . c: .- >- - .- .. c: ,! SOIL CLASSIfICATION _Soil Type and DeKLiption__ /dI'JC,DUJv? "'~""''''''70 -P/04€ . ..5"iI~d dfllO $',,/,/ W""<h $p~ . c/a? .$/ZR C""m~R"'7' ~ SI'( _sC" 6t'CeI. I;"'~ '_ . ..~cs . METHOD Of COMPACTION ASTM Standard Test Method D.l-S. 4. Oio_'., -Wi 1130 ell It YOI_ 5 10}'9l" 25 blOwS per ~r. . 10 lb ha_ ckoPINd .. iftche. o OPTIMUM MOISTUU CONTENT. In 'It Cen' 01 Dry W.ight . MAXIMUM DIY DENSITY,. In ~unds 'er Cubic foot B.7 129.3 ?jf " "" DV 0.58 At: ; -@ e lot 6/ 0.66 At: (j). . @ O.59Ac ;.. 8-/ ~ ~ .+~ ~ 0.54 Ac 1of$4 $ .. , ~ 41 ,@ O. 60 Ac /Df $3 ai. 55 " II $17'" P~4A1 ... _ PS~IJ~-I()'f . ~J€.'t .!'tAP -- - __ _ tEtSFND - -+Bt'k1A(ai 1..&('471t/1/ (? Sl-/4tltJl)/ n?,EN4V . ......l , 'I ~'\ \ J" , . e Megaland Engineers & Associates CIVIL ENGINEERS. PLANNERS. ARCHITECTS · SURVEYORS PR.r~IIfINA,qy SdltS ..s7Z/0Y .:7oiND PSrt!NI-lo7 - .Pak 4-/Z3/o<tf- APPENDIX B . GENERAL EARTIlWORK AND GRADINGSPEClFICA1l0NS . :J>. GENERAL EARTHWORK AND GRADING SPECIRCATlONS eo . GENERAL INTENT These SpeciOOatiollS present genemJ procedw'es and I'llQlirarnEII1 for grading and eartI1v.OO< as shoY.n on the approved grading plans. includi1g preparation 01 areas to be filled. placement of fil.1nslaIlaIion of subdraIns. andexcavations. The reoommendaIionsoonlai1edn the geotechnk:al raportareapartoftheearltrM:lrkandgradingspecifications andshaDsupersedethe provis!onsoontai1edherelnalterilthecase ofconfli::t EVilluationspel Jo.,l.edl1ttheconsullantdllfngthecourseofgradng mayresultin newreoommendalionsofthegeolecf InlcaJreport. 2.0 EI!R11iWORK OBSERVATION AND TESTING Prior to the commbncen'lenl 01 gracing. a quaflfied geotechnk:al consuI1ant (soils engineer and engineering geologist, and lhefr repesentatives) shall be emp/CIyed for the purpose of observi1g earthwork and lesti1g the fills for conformance with the reoommendaIions 01 the geotechnk:aI report and 1hese specificaIiOIlS. ftWII be nee ess arylhat the conSultant pIOIIkle adequate lesti1g and observation so that he maydelerm1ne 1hat the v.urk was aroompli;hed asspecifiad.1I shaD be the responsi:JiIilyof the contraclorto lISI!lsl the consuI1ant and keep hin apprised of v.urk scheciiles and changes so that he may sct1IlltJIe his pelSOI.1llf acoordi'1gy. . II shaI be the sole responsblly of the contraclor to pIOIIkle adeq~ 9lMlmenl and melhods to accornpflSh the v.urk nllCOOl dMce with appIlcabIe grading codes or agency 0Rfnances. these specilicatio.il\ and the approved QIlIding plans. " in the opinlon of the consuIIant, lIlSaIlsfadIJI ycondillot is. such as quesllonabIe soli. poormolstureOOl.~ ..lnadequate compaction, adYerse wea1her. el\l.. are resUIi1g In a quaIiIy of work less than fllQUired In these specifa::alio.lS, the consuIIant will be empolYllllld to reject the work and recommend Ihat consIruction be topped lJ'1liIlhe condiIions are rectiIIed. Maximrn aydensltytesls usedto delennInelhedegreeofcompaclionwin bepertormed in aocordancewith lheAmerican SocletyofTesli1g andMalerialstesls melhodASTM D 1557-78. fI PREPARATION OF AREAS TO BE Ru.Eo 3.1 CIearlng and Grubbing: All brush. vegetation and debris shall be remOlled or piled and olheIwise dsposed of. 3.2Prooess1ng: The exls1i1gQl'OlX1dwhlch Isdelerml1edto besalilif..a.ryforsupportoffil shall bescarifiedtoaminimun dep1h0l61nches. . Exlsti1g gromd which Is not salisfaclory shaD be over excavated as speciIied nlhe following seclIon. ScarillcaIiu ,shaD COI1lIuJe lJ'1liI1he solis are broken down and free of large clay lumps or clods and t.r1lI1he V<<lIking st.rface Is reasonably lJ'1iIorm and free oIlJ1EM!I1 feaIures which YoOOId i1h1Jit IJ1ifonn compaction. 3.3Overexcavatlon: Soft. ay, spongy. ~orolhelwisell1SUilableQl'Oll1d, exIeI IC!i1gtosu:hadep1hthat1hesurfaceplooessi'lg cannot "riAq ~teIy in1proII9lhe condition, shaD be over excavated down to linn grtlIIld. approved I1t the 00I'ISUIant. 3A Moisture ConditIoning: 0IIllrexcava1ed and processedsoils shall be waternd, dried-back, blended, and'or mixed, as reqUredto allan a U1lIorm moisture contml near opli'nun. 3.5 Flec:ompact/on: Over excavated and IJ'OOlSSEld soils v.t1ich have been proper1ymixed and moistlJre. conditioned shall be recompacled to a minimum relative compaction 0190 percent. 3.6 Benching: Where fills are to be placed on ground with slopes staeperthan S; 1 (horizontaJ to vertical Lnils),lhe grtlU'ld shaI be "ftoWOO or benched. The bNest bench shaD be a minimum 0115 feel wide. shaH be at Jeast 2 feet deep, shall expose firm malllriaJ, and shall be llppro\Ied by 1he consuItanl. Olher benches shall be excavated n finn material for a minimum width of 4 feet. GroLnd sIopr1g flatter than 5 : 1 shan be benched or o1heIwise over excavated Vvtlen considered necessary by the consultant. 3.7 Approval: All areas to receive fill, including processed areas, removal areas and toe-of-fin benches shall be approved by1he oonsuIIanl prior to fID placement. e '1;J'\ jf RLL MATERIAL . General: MaleriaIto be placed as fill shall be free 01 organic matter and other deleterious substances, and shaH be approved I,)ythe consuIlanl Soils 01 poor gradation. expansion, or strength characteristics shall be placed in areas designated byconsullBnt orshall be milled with other soils to serw as saIIsfacIory fin malllrlal. 4.2 OVersIze: OversIze material defined as rock, or other Irredu;ibIe material \\i1h a maximum dimension greaterlhan 1211ches, shall not be buried or placednlills, \J11ess the 1ocaIion, materials. and~1 methods are specifIcaI1yapproved bytheconsullanl. OYllIsizedspoSal operalionS shall be such that nesting 01 oversize malarial 00es not occur, and sl.K:h thai the oversize matariaI is compIeleIy sunounded by. compacted ordensified fiB. OversIze malllrlaI shaD not be placed wilhi110feelveilicallyol finish grade orwithn the range 01 ful1.re utilities or U1derground constn.cliOn. unless ~ficaIIy approY8d by the 00IlSlA'1anl 4.31mpclrt: ~ inportl1g 01 iii material is required for gradi1g. the Import material shaI meet the requirements 01 Section 4. 1. 5.0 RLL PLACEMENT AND COMPACTION 5.\FIIUfls:ApprtNedfiDmaterialshallbeplacednareas preparedto receiYeliDn near-horizontallayers notexceedilg6i1chesncoinplded lhlckn ess The CXlIlSUlanl may lIRJlUYll thk:ker lifts I tesli1g i ldIcaIes the gradi1g Jl!OCIlWreS are st.d1 that adequaI9 WlI ~ is bei1g 8li1llNed with ills d greaIllrthk:kness. Each layer shall be spread fN6rif and shall be lhoro\JglIymlxed dI.ri1g spIeadng toallai1l11iformily 01 material and moislI.re n each layer. 5,2 Fill MoIsture: Fllayers at a moisIur9 Content less 1han optirmm shall be watered and mixed, and wet filllayeIs shall be aerated by sca.iflCaliol. or shaI be blended with drier material. Moistu'lH:oncit and mixi'(J 01 fill layers shaI conIi1ue U'I1iI the fiB material is at a . U1ifoIm moisture oontenl or near opIim.m. 5.3 CompaclIon of FII: Altar each layer has been fN6rif spread. moIsl1J'e condIiOIlEld, and mixed, it shall be 1Illormly compacIIld to not less than 90 peIOO1tol maxinllTl dry densiIy. Compaction equIpmenl shaI be adequaIeIysized andshaR be eilherspecificalydeslg1edfor tit' COlT.padIa I or 01 proven rerl8bility, to eflk:lentIy ~ the specif'1Ild degree 01 COI"pactioI. 5.4 FIll Slopes: Compaction 01 slopes shaI be accomplished, In additiOn to normal compacli1g procedures, by backfiIIi1g 01 slopeS with st-pEifoolrollersatfrequenli1cremen1S0I21o3feelnfileleYaliongail,orbyothermelhods proWcing~radaYresUls.A1thecompletion 01 gadng. the relaliYe compaction 01 the slope out to the slope face shaI be atleasl90 percent. 5.5 CompaclIon Testing: FIeld tests to check the ill moIsl1J'e and degree 01 compacllon will be performed by the consuI1ant The IocaIion and fmquency 0I1Bsts shaI be at the COIlllWnI's disc1etion.1n general. the tests wi! be taken at ail i1terVal not lllCllEllldIl!J 2 feet n wrticaI rise ancVor 1,OC1J etilC yards 01 embankment. f.o SUBDRAIN INSTALLAOON . StMai1~, ifrllquired. shaI be instaJIed i1 approved ground to moon totheapproxinate aIignmenl anddetaBsshoYon on the plans orheleil'l. Thest.bialn Iooa1ion ormaterials shall notbechangedormodiliedwi1houttheapprovaJoItheCOOSlJlanl Theoonsultanl,hov.e\IllI'. may~i ...lOCI 8hct l4lOIl approval. direct changes n SIbdrai11i1e, grade or maIeriaL All stMai1s shoukl be surveyed for Iile and gada afIer i1slaIIalion, ahll.SuIIicient time shall be aJIo\YOO for the SI.IW'f.l, prior to commencement 01 filling aoJer the sUxtai1s. e pP 7.0 EXCAVATION e' Excavation and cut slopes wi be examined durT1g grading. R directed by1he consuftanl. furlherexcavation or aver excavation and IllIiIIilI d cut areas shaI be performed, and/or remedial gradng 01 cut slopes shaD be perfonned. Where fiIklver-QJt slopes are ID be graded, lIlIess olherWIse apprwad. 1he cut portion o/1he sIqle shaD made and approved by1he consullanl priorID placement 01 materials forconstructlon 0I1he fiR portion d 1he sIqle. 8.0 TRENCH BACKFILL 8.1 Supervision: Trench excavations for 1he utirlly pPes shaD be backfilled lI1der engi1eering supeMsIon. 82P1peZone: Afler1heulilityplpehas been laid, 1hespacell1derandlll'OU1Cl1he pipeshallbebacklDledwilhcleansandorapproll9dgranular solID Ii deplh d a11eas1 Q1El fool over 1he top ol1he We. The sand backfill shall be uniformly jetIed into place belO191he c0ntr0lied backfill is placed over 1he sand. 8.3FDI PIaoement Theonsilematerials,orothersoilsapprovedby1heengineer,shaRbewateredand mixedas ~a'YpriorIDpIacemenl illills over 1he sand beckII. 8.4Compacl1on: The cadroIIed backIi shaI be compacl9d ID at 1easl90 percent d 1he maxinlm Iaborallllydenslly as delermi1ed by1he ASTM canpa::lion method desalbed aboYe. 8.5Observal1onandTesting: Fll!Iddensilytaslsandi ..pectioI, ol1hebackfin proceduresshal bemadeby1hesollengi1eerlimgbacldiing tDOsee1hal1he propermois1ll'econtenland lI'1iformcompaction is bei1g maintai1ecI. ThecontraclorshaDprovId91eslholes and 9lIpIoraIOIy pIls as requlred by 1he soli engineer ID enable sampli1g and tesli1g. . e ~\