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Home My WebLink About; Seaview Way Parcel 1 & 4; Soils Report Update; 1988-01-26January 26, 1988 Mr. Marty Montgomery 6960 San Castle Dr. Carlsbad, CA 92009 Site: Parcel 1 & 4 of PM 14001 Seaview Way. Carlsbad GEOTECHNICAL REPORT UPDATE JOHN VERNON & ASSOCIATES 1859 S. ESCONDIDO BLVD. ESCONDIDO, CA 92025 TEL. (619) 743-8808 To whom it may concern: This is to verify that I have reviewed the proposed plans, prior soils reports and field soils conditions for the above projects. The field conditions appear to be unchanged from the conditions described in the "Preliminary Geotechnical Investigation Report" date July 22, 1986 (copies attached) and the recommqndations are - appropo for the proposed construction. This is intended as an update for building permits and a notice of intent to serve as Geotechnical Engineer during the grading phase of construction. We will make additional footing and drainage recommendations if necessary as the work progresses. - *s2&%!w ENGINEERING DEPT. LIBRARY - John E. Vernon City of Carl&ad RCE 21121 GE 858 2075 Las Palmas Drive Exp. g/30/89 bfkbaQ CA 92009459 II / :’ I c’ Thomas Engineers Consulting Engineers l Land Surveyors 1036 Commerce Street, Suite B l San Marcos, CA 92069 (619) 471-8889 August 14, 1987 City of Carlsbad Building Department 2075 Las Palmas Drive Carlsbad, CA 92008 Subject: Update of Geotechnical Investigation Reports of Parcels 1 and 4 of PM 14001, Seaview Way in Carlsbad, by San Y-~~ Marcos Engineering, Job No. 86155 and Southern California Soil and Testing, Inc., Job No. SCS&T 8521249. - - - - - Dear Sir or Madam: We have read and reviewed the above-referenced reports and have found them to be in conformance with the standards of current soils engineering practice. We have reviewed the site conditions and find them in substantial conformance with the recommendations and results of these reports. The site has not been altered so as to require any additional geologic investigation prior to construction. The recommendations for constructions as contained in the above-referenced reports must be followed during the grading portion of the project construction. This letter will therefore serve as an update to those reports and is adequate notification that they may be relied upon. If you have any questions regarding the above please don't hesitate to give me a call. Sincerely, TH&/%JClp.JSd David M. Thomas RCE 32256 - - - cc FILE - - - - - - - - \ / I’ PRELIMIXARY GEOTZCHNICAL INVESTIGATION REPORT Of Seavieu Way 6 Chestnut Avenue Carlsbad, Califorr.ia Karl Krahl BY San !lsrcoe Engineering, inc. 380 Mulberry Drrvr, Suite A Ssn Narcos, Ca. 32069 -.~ : . ‘5 . ( i SAN MARCOS ENGINEERING. INC. - 380 XlLRERRY DRIVE, SUITE A SAN IIARUB, CA 92069 (619) 7++0111 - Civil Engu~eers * Plannerr I Land Developwnt * Surveya * hila md Found?tian Engineering - July 22, 1986 Job No. 86155 - - - .- Mr. Karl Krahl 6100 Artlc Way Edina, Minnesota SE.436 Sub]ect: Preliminary Geotechnical I"vestlgatlo" of Lota 1 & 2, P.M. 14001 Carlsbad. California Dear ?Ir. Krshl, AS you .requested, we have conducted a geotechnical - - the intersection of Seaview Way and Chestnut Avenue in lnveetlgstlon of your proposed building site located at Carlsbad, California show" 0" P.M. i4001. - - - - - - - Our investigation was conducted to assess the geologic and soils conditions at the site which may affect the proposed development and to gather soils data on which to base foundation recommendations. This report describes our investigatlo" of the surfztce and subsurface soils, summarizes the regional and the site geologic conditions. and provides the foundation recommendations for the proposed structures. 1 -’ - - - - - - - - - ~-, - - - - \ I ShN- MAd%dS ENGINEERING CiVil soils foundations Krahl Preliminary Ceotechnlcal Investigation, cont'd... Prolect Location and Description --- --- _- ------ ---- The pro]ect site is located in Carlsbad, California at the northwesterly corner of Chestnut Avenue,& Seaview Way. Plate 1 shows the vicinity Map 6 Site Plan of the proJect. Parcel Map 14001 comprise of, four parcels. The lots slope at about 14% westerly of Seaview Way. Two-story structures are planned to be constructed at the pro)ect site. Ee¶io!3l GEGLC9Y Carlsbad, California is located in the coastal plain nf northern. San Diego county. Marine and. non-marine sandstones, shales. snd conglomeratea ranging from 'Eocene to Pleistocene age underlie the code-ta1 plain. Although these sedimentary strata are known to have been broken by a number of small faults. none in the immediate site area have been reported to be active. The nearest known active faults are the Elsi"ore Fault Zone located approximately 16 miles to the northeast and the Newport-Inglewood/Rose Canyon Fault Zone. which trends northwest about 6 to 8 miles offshore. beneath the Pacific Ocean and shout 17 miles to the southwest of the 51te. Bgth thege faults have been active in retarded history. They ar+ acknowledged to be capable 2 - \ SAN MARCOS ENGICZRING civil soils foundations Krahl Preliminary Geotechnical Investigation, cont'd... - - - - - - - - - - - - - of earthquakes up to Richter Magnitude of 7.0 (M-7.0). The prolect site is underlain by Red Brown Sandstones of the Pleistocene Linda Vista Terrace deposits. Geotechnical Investigation ------------ -----_- ----- Southern California Soil 6 Testing, 1°C. performed field compaction teats of the fill areas adlacent to Seavieu Way which includes the proposed house pads in Parcels 3 6 4. Their report is appended as Appendix E of this report and forms part of this investigation. On July 17, 1986, D. W. Phifer, our staff geologist, visited the site and examined surface conditions. ~Two (2) exploratory backhoe trenches, to a maximum depth of 8.0 feet, at the approximate locations shown in Plate 1, were excavated and the soils visually examined. In I situ tests were taken to evaluate the engineering properties of the soils, and representative samples were obtained for testing in our laboratory. Appendix B contains the boring logs and results of laboratory testing. Soils classification and identification are based on the Uniform Soils Classification System *how" in Appendix C. %b~urfggg yzo~d_~t&~~s The exploratory trenches revealed that the site 1s underlain by a loose to dense medium fine SAND with - 3 - , , SAN MARCOS ENGINEERING civil soils foundations - Krahl Preliminary Geotechnical Investigation, cont'd... - - pebble conglcmerate lenses which becomes denser and coarser with depth. Some organics, tree and grass roots were found in the upper 0.5 foot. ,A generalized profile of near surface soils In the area of the proposed structures is shown in Table 1. Table 1 - - - - - - DeE!th Descrip&&on (ft) ---- O-4.0 TAN medium to fine SAND (SM) Scattered roots 6 organics. 4.0-8.0 Orange brown fine to medium SAND (SM) uith pebble layers to 0.5 foot thick, cemented. Trace of CLAY. In Place -- ----- 3 E%ce h-y Density Moisture ------ -------- (PCF) content ----- _------ (%) --- 104.4 5.6 124.6. 13.7 From our experience with similar materials and from our observations, the on-site soils are n?n-expansive. No water was observed in the test pits. Laboratory So&is rzs&&;g --------- The results of the tests are summarized below. A copy of the test results are enclosed in Appendix 9. 4 - \ i SAN MARCOS ENGISEERING CiVil soils foundations 2 Krahl Prellmlnary Geotechnical Investigation, cont'd... - - - - - - - Haximum !ImY” ------- Densitycpcfl ------ T-l m Red Brown 120.0 2-4 ft. Medium to Fine Sand (SW) T-l 13 Orange brown 124.0 S-8 ft. coarse to ~fine SAND with Trace of Clay Conclusions 6 Foundation Recommendations ----------- - ----______ ________------- cetimum+ ------ Moisture -------- Content ------- 151 9.0 11.6 1. It is our opinion that the site soils can safely support the proposed residential building planned to be constructed at site, provided the recommendations following are obserjed during the design and construction of the prolect. - 2. The Earthwork Specifications contained in Appendix A should be followed in preparation and grading of the site. They form a part of our recommendations for this pro]ect. Should they conflict with the specific recommendations belou, the latter shall govern. 3. The existing loose surface soils should be scarified to firm ground estimated at about 4.5 feet In Parcel 1 E. shout 3 fret in Psrcrl 2. The soils shall then be watered to the right moisture 5 1’ - SAN MARCOS ENGINtiERING civil soils foundations Krahl Preliminary Geotechnical Investigation, cont'd... content and recompacted to a minimum 90% relative density. The recompsction shall be supervised by a soils engineer. - - 4. It is recommended that the structure be founded with standard spread footings at an allovable soils bearing pressure of 1500 psf. Bottom of footings structure continuously reinforced uith 2-#4 bars of footing and 2-#4 bars below top of footing. 5. Isolated pier footings should be at least 18" square. Bottom of pier footing should be at least 18" belov ad]acen> grac/e and reinforced with 2-#4 bars placed each way. 6, Slabs on grade should be a minimum of 4" thick and reinforced uith #3 bars placed 18" on center in both directions at mid-height of slab. An alternative to this reinforcement will be to use welded wire mesh in lieu of the #3 bars. The slab should be underlain by 4" of sand and vapor barrier. 7. The San Diego Regional Standsrd Drauings & 6 - - - - -~ - - - - - ’ \ i SAN MARCOS ENtIhrERING civil soils foundations Krahl Preliminary Geotechnical Investigation, cont'd... Specifications for Retaining Walls can be used In the design and construction of any retaining walls planned. 8. All surface drainage should be positively directed away from the foundation system. 9. Grading and site preparation should be monitored by a Soils Engineer. 10. A maximum seismically induced bedrock acceleraiton of 0.15 g should be incorporated into the design of the structures. Investigation 6 l??port Limitations ------- ----- --- ----------- This report is based upon surficla~ and limited subsurface observation and logical proJections inferred from obser;ed condition?.. Should conditions varying from those reported are found during development, the firm, San Marcos Engineering, Inc., should be called to inspect the site and evaluate the potential effect on our recommendations. This report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties either expressed or implied are made as to the profez5sional advice and recotimendations contained therein. The soils engineer has prepared this report for the exclusive use of the client and his authnrized agents. 7 SAN MARCOS ENGIhEERING ClVil soils foundations - - - - - - - - - - - Krahl Preliminary Ceotechnical Investigation, cont'd... If you have any question regarding this report, please call 744-0111 and mention Job (186155. Very truly yours, SAN MARCOS ENGINEER Enclosures: Appendix A. Appendix B. Appendix C. Appendix D. Appendix E. Plate 1.: Recommended Earthwork Specifications Boring Log & Laboratory Test Results Unified Soils Classification References Southern California Soils 6 Testing, Inc. Report SCSSJ 8521249. No. 4 Vicinity and Site Map Distribution: (4) Addressee 8 - ,. ‘I - - - , APPENDIX A RECOMMENDED EARTHWORK SPECIFICATIONS , 9AX tlARCO3 LNtINEERINC ClVll Engineers, Soils b Foundation - APPENDIX A RECOHtlENDED EARTHWORK SPECIfICATION3 - .- - - - - - - 1. CfNERbt PE%~13~TfP#r 7-h. ob]ectiw ia to obtain uniforaity 6 adequate internal strength in filled ground by prove" engineering procedure* and teata so that the proposed structurrm my be safely supported. Thr procedurer includ. the clearing and grubbing, removal of existing sttucturer, preparation of land $0 bo filled, proceaaing th. fill soils, filling of th. land. and th. spreading and compaction of the flllid areaa to conform with the lines, gradem. and sloper a. show on the approved plans. Th. own.= shall retain . Civil Engineer qualified in SO11 Mechanlcr (herein referred to ar Engineer> to inaprct and teat th. filled ground a. placed to verify th. uniformity of compaction of filled ground to the sptcif led 90 percent of naxl~ur dry density. The Engineer shall advise rho owner and grading co"tractot immcdiat~ly If =“Y ""aatiafectory conditionr are obeerved to exist and shall have thr authority to rr]rct the compacted filled ground until such that as corrrctivr meoaurer are taken. neceesary to comply with th. ~dptciflcatlonr. It shall' be th. sole re.sponaibility of the grading contractor'to achieve the epecified degree of compaction. 2. EIEMIWL EBPQQU!Gr !?!!Q Pm%3I!G t!f!EdQ IQ QI LELLtPa (a) All brush, vegetation. and =“Y biodegredablr refuar ahall :br removed, piled, and burned or otheruier diapoeed of a. to Leave the area. to b. filled free of vegetation and debris. A”Y ""compacted filled ground or looer conpreaalblr natural ground, shall be removed ""Lear thr report recommendr otherular. A"Y "netable, a"=mPY l or otherwle. unaulteblr area. ehall be corrected by draining or removal, or both. (b) Th. natural ground which le determined to be satisfactory for thr support of the filled ground shall then be ploved or scarified to a depth of at least sir inches (6"). and until the surface if frer from ruts, hummocks, or other uneven features which vould tend to prevent uniform compaction by the equipment to be used. - - - - - - , APPENDIX A, RECOXNKNDED PARTHWORX 3PfCIIICATION3, COMT'D... iC) After. tt,a natural -Jus”nd h3e teen pr-apared, It shall then be brought to the proper moisture content and compacted to not less than 90 percent of maxlmun density in accordance ulth the A.S.T.M. DlS57-70 method which usea 25 ,bLous of a 10 pound rammer falling 18 lnchee on each of 5 layers in a a-inch diameter l/30 cubic foot cylindrical meld. Cd) Where fllla are made on hillaldes or exposed slope areas, with gradient* greater than 10 percent, horizontal benches shall be cut into firm undisturbed nature1 ground In order to provide both Lateral and vertical stability. Thlr la to provide a hortzontaL base so that each layer la placed and compacted on a horlzontel plan.. fhr initial bench at the too of the fill ahall be ,et least 10 feet in width on firs undisturbed natural angle of repose or design slope. The Engineer shall determine the width and frequency of all rucceedlng bencher which will vary ulth the SOL1 conditiona and the steepness of slope. 3. HAIE!mL? MP Q!?tErAL BLa!Z!?E!mIQr The fill SOiLS shall cone1at of select matertale free from vegetable matter. and other deletcriour subatancea, and shell not contain rockr or Lumpr greater than 6 lnchee in diameter. This may be obtained from the ercavatlon of banks, borrow pits or any other approved source. and by mixing soils from one or more source.. If exceselve vegetation, ~rocka, or soil* ultih inadequatr strength or other unacceptable physic81 characteristic8 jam encountered. these shall be disposed of in waste areaa a. shown on the plane or as directed by the Engineer. If, during grading operations, soils are found whtch wtr. not encountered and tested in the preliminary investigation, tests on -these soils shall be performed to determine their physical characteristics. A"Y special treatment recommended in the prelLnlnary or subsequent soil reports not covered herein shall become an addendum to these speclflcatlona. - 4. !?LAcInc* SPREADn!GL L!NP CmP!!CTS!?G rrr!a EA’TERZ!!L1s - - (a) When the moisture content of the fill material is belou that specified by the Engineer, water; shall be added In the borrow pit until the moisture content i4 near optimum to assure uniform mixing and effective conpactlo”. (b) When the moisture content of the fill material' is above that specified by the Engineer, resulting in - - - - - - - i - ,- - - APPENDIX A, RECOHHENDED EARTHWORK 3PECIFICATION3, CONT'D... lnsdequate compaction or unstable fill, the fill material shall be aerated by bladlng and scarifying or other satisfactory methods until the moisture content la near optlmun as apeclfied. Cc) After processing, the suitable fill material shall br placed in layer* uhlch. when compacted, shall not exceed six inches (6”. 1 Each layer shall be spread evenly and shall be throughly mixed during the spreading to ensure unlformlty of naterlal and moisture in each layer. (d) After each layer hae been placed, mixed and spread evenly, 1t shall be throughly compacted to not less that the density set forth in paragraph 2(C) above: COWkQaCt to” shell be accomplished with sheepsfoot rollers. nultiplr-wheel pneumatic-tired rollera, or other aQQr0V.d types Of COmQaCtlO" equipment, such a. vibratory equipment that la SQCCiSlly designed for certain 8Oil type*. Rollerm shell be of such design and maintained to such a level that they ~111 be able to compact the fill material to the specified density. Tamping feet of sheepefoot fellers shall be maintained such that the so11 will br compacted rather than sheared by the roller. Rolling shall be accomplished vhlle the fill material 1s at the specified moisture content.. Rolling of each layer shall be co”ti”uous over 1tm entire area and the roller shall make sufflclent trips to lnsuri that the speclfled density .har been obtained. Rolling shall be accomplished in a planned procedure such that thr entire area* to be filled shall receive uniform COmQaCtiVe effort. (*> The surfacer of the fill slope* shall be compacted by .mean* of Sheepsfoot rollers or other suitable equipment. compacting operations shall be contlnured until the SlOQe* are stable :and until there Fa no appreciable amount of loose soil on the SlOQeS. Caapacting of the SlOQeS shall be accomplished by backrolling the slopea in increments of 3 to S feet in elevation gain or by other methods producing satisfactory resulta. (f) Field density tests shall be taken for approximately each foot 1n elevation gain after conpact1on. but not to exceed two feet 1" vect1ca1 height between test-. Field density tests may be take" at intervals of 6 inches in elevation gain if required by the Engineer. The location of the test8 in plan shall be so spaced to give the best passlble coverage and shall be take" no farther apart than 100 feet. Teats shall be taken on corner and terrace lots for each tuo feet in elevation gal". The Engineer nay take - _ , APPENDIX A, RECOHHENDED EARTHWORK 3PECIfICATION3, CONT'D... - - -- additional tests ad considered necessary to check on the uniformity of compaction. 'dhere sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the, specified density has bee" obtained. (g) The fill operation shall be continured in six inch (6") compacted layera ae specified above, until the fill haa been brought to the finished slope4 and grades ad show" on the accepted plans. 5. In3n*rtissa Sufficient lnspectlon by the Engineer shall be naintalned durin4 the filling and conpact1ng operatlonr so that he can verify that the fill use constructed 1" accordance with the accepted speclffcatlona. 6. s3eon41 LiE6f3a No fill material shell be placed, Spread, or rolled lf weather condltionr increase the molsturo content above pereisslble llmlta. When the work La interrupted by rain. fill operationa shall not be resumed until field tests by the so1la engineer indlcatr that the moisture content and density of fill are as. previously specified. 7. Liafias !&lu33 ni !!sss?nsorlz¶ snll3r Those solla that expand 3.0 percent or leer from air dry to saturation under a unit load of 150 QOuhda per square foot are considered to be nonexpansive. 8. All recommendatlona presented In the attached report are l part of these speclficatlona. - - - - - -~ - - - -. ,~~ .~.. - - - .- .~ - - -. L , I SATGRAL GRoUN3 SUXFACE I 1 STRlPP1::G DEPTil: REMOVE ALL ToPSoIL r FILL TYPICAL KEY BEXHING FOR SLOPES NO SCALE NOTES: 1. !jIDTH w ZHOULD BE AT LEAST 10'. 2. THE WTSIDE EDGE OF BOTTOM KEY SHALL BE BELOW TOFSOIL OR LOOSE SURFACE MATERIAL, 3. KEYS ARE REW RED :HEX TXE NATURAL c STE PER THAN 10 PERCENT GRADIENT OR I~'I%R~:oxTAL TO E VERTICAL, APPENDIX B BORING LOG 6 LABORATORY TEST RESULTS kOdlLt RIG Bark hoe 1 SURFACE ELEVATION 288+ aORING DIAMETER N/A DEPTH TO GROUND WATER N/A I JESCRIPTION & CLASSIFICATION I 1 DESCRIPTION 8 REMARKS 1 Tan Medium to Fine SAND (SW)- with 10% Rounded Pebbles al’ Linda Vista Formakion (QLV) Fbmd Pebblesin Grange SAND Mahix Qrange Brown Coarse to Fine SAND with Traces Clay (SW) Bottom of Tre w STRATIFICATION LINES -I-, %fZPRESENT THE APPROXIMATE ‘MUNOARY BETWEEN MATER [AL J~P~;AD~~~,TRANSITION MAY EPTI WI( (FT G 3.0 3.5 4.5 I - - 1: .N MARCOS ENGINEERING 3~80 Mulberry Drive‘, Suite A %en tiarcos, CA 92069 / / - 3 - : ( ZCNSISTENCY Loose TO Medium Dense. Dense Water - - LOGGED BY D.W.P. DATE DRILLED 17 .‘0 86 EXPLORATORY TRENCH -r L z Z- 2G 2 5 - - _... - - f - - - :AVIEW WAY AND CHESTNUT AVENUE, CARLSBAD. C NUMBER T2 - - - .- - .- SAN MARCOS ENGINEERING C,“lL Cl.o~~~fr* DIPL. Fpow-oIIIo- LIoisture vs. Dry Density Curve *=fi: ect : Krahl Soil Type: Orange Brown Silty SAND Seaview Way & Chestnut Avenue w/Trace of Clay c bd C Loc:iisorla * alltornla TP-I @ 6~0 - S.0 120 110 100 90 0 4 0 12 16 20 24 MOISTCRE CONTENT. "b Remrks: Maximum Dry Density ( d max) = 124.0 p.c.f. Optimum Moisture Content (w opt) = 11.6%, - - - SAN MARCOS ENGINEERING C,“lL CCOlh**... SOlU . c.aY..o-~~o.. Project: Kt- Kfahl ,: %avi.ew Way & Chestnut ,Ivenue Larlsbad, Lailtornld Location: 7-r I , , 130 2 !I.# 120 . c 2 -w Q 110 > i: 100 0 4 8 12 16 20 24 - PLA!L’E Iloisture vs. Dry Density Curve Soil Type: Brown Xedium to Fine SAND (SW) , - ,n ?+IOISTCRE COXTENT. o Remarks : Xaximum Dry Density ( d max) = I’&.0 p.c.E. Optimum Yoisture Content (u opt) = 9.02 - - - - APPENDIX C UNIFIED SOILS CLASSIFICATION - - - - -. - - -. - UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR UVISI~S LETTER SYMBCL MSCRIPTIONS GRAVEL 1 GW RLCCUICI ‘- Ge*.mL-s.wD COARSE AN0 CLEAN GRAVELS WANPL), Llrr” br UD we-. GRAINED GRAVELLY , ~=? ta GP -LI-‘PAYFv cwvm,s, ~“WL-UuP SOILS **-iw , LJnLR 011 M Pa. SOILS %-mTmus4% GRAVELS VLlY l SIVrLs Or*rh-SW* 6T c&cm WAC- z?*‘;“% WITH FLNES ‘, GM ,ILT rcl*n.ld (4=F**.LI +mJn I mw) GC zLt”*nzy --mrV SAND CLEAN s4ms sw mu-C**=0 muPs,-Y wlrwm b -LA& 3L sA~~ll3 tssTi$sM (y,Z?w on - WeDI, b-r* 01 ta l 4LI 1 SP ~s;‘u”+=p. ?tilr-s4%aL~ SW* -TWSa% ?c$%S.~ SANOS .SM )IL1 u@s, -,cIv-cILT wrrwre l ‘e SlRY1 WITH FlhiES . L4*r*u~BcR AI-WITY CIun) SC LLAYxy mm, yMLat UKi-nr auk *c-m, 446 VW r-is FINE SLlS Y CR&NED Am LlalO LIMIT ~cfs%~~~f~ RI-M LWT SO&S am LESS THAN 30 llOMrrcue oc UJ m uiRIJt-4 CL Zi%%~~f~23YZ&~ m OlhuL .kp w -Ye SILTI #m .e uL* ywrrirf w-rwm 2 z. LlaJo LYIT “+I ~G&%z~~:~~~ dc*. gzg%?9 GREATER CM WPCAYY CM 3 wwl (LAYS THAN 50 Pdsf-cly Prncu OM S$,TI” Q rcarw * nu) ( -*u YLP HIGHLY $UGANlC SOiLS~ ?l M,lwv maw- m-n4 wet cl-k ~9lmfi M7l-r: ahL OrrDls IU~WTls -Iyr -L CL4.tc-s.vr 04 KEV TO SAMPLE MTA I, q ~~~~~~~~~~ DE-PTH m ELwmc.w(FErcr) . T ‘. 54WLE R’ECCWJ?Y SAMPLER TYPE GmuwIC LOG II !I UNDISTLABED H) - 3 INCH SPLIT TUBE SAMPLER SM II LETTER SYIx)Ix FOR SOL. TYPE b DlSTUR8EO fw - 3y\‘MPl~THlN WALL DISTINCT CONTACT ‘. 8ETWEEN SOIL STRP;D. g;; f+O Rm%~Ef?y SPT - 2~ctiAs’& CiuAll~M .MANCE C - Fhxu Gcn?c BETMEN SolI. STRATA. I) - BULK DISTURBED XITTCM Of BORING SAMRE iAN MARCOS ENGINEERING 1, UNIFIED So(L CLASSIFICATION SYSTEM AN0 KEY TO SAMPLE DATA - - - APPENDIX D REFERENCES - Appendix D. References Rogers, T.H.. 1965. Weber. F.H., 1982, - Hough, B.K., 1957, - Terzaghi E. Peck, 1965, ,- - - - - - - Southern California Soil 6 Testing, Inc., 1986 Geologic Map of California South Hall Street California Divieion of nines and Geology Geologic Map of North Central Area of San Diego County, CA Division of Mines & Geology Sacramento, California Basic Soils Engineering John Wiley 6 Sons New York, New York Soils Mechanics in Engineering Practice John Wiley h Sons New York, Neu York Report of Field Observations and Relative Compaction Teats, Building Pad Fills, Utility Trench Backfill 6 Pavement section, Proposed Seavieu Way Improvements Report SCSsJ 8521249, No. 4 Carlsbad, California .- . . I FI~JR.~~NO. Seaview Way DATE -July 16. 1986 Improvements/ Utility Trenches ,-is1 0. --S-l 5-2 s-3 - S-4 5-5 - i-l -- E-2 _.. S-1 -g&2 s-3 ~-5s-4 --s-5 -B-l -62 B-3 - - - and Pavement Section D4TE l-14-86 1-14-86 l-14-86 I-14-86 l-17-86 4-17-86 4-17-86 3-6-86 3-6-86 4-16-86 4-i7-86 4-17-86 4-17-X 4-17-86 4-17-86 LOCAT ION Sewer Trench, Seaview Wa Station 0+75 Sewer Trench, Seaview Wa Station 2+50 Sewer Trench, Seaview Wa Station 2+00 Sewer Trench, Seaview Wa Station 1+20 Retest of S-3 Electrical Trench Seavie' Way Station 1+05 Electrical Trench Seaviel day Station 1+60 Curb and Gutter Seaview day Station 1+20 :urb and Gutter Seaview day Station 3+10 :urb,and Gutter Chestnut ivenue Station 0+50 iubgrade Seaview Way itation 0+80 Subgrade Seaview Way Station I+50 3ase, Seayiew Way Station 0+60 hse, Seaview Way jtation I+80 lase, Chestnut"Ave. itation 0+70 ELEV. OR DEPTH OF MOIST. TEST,FT DRY DEN. CBS. / CUE FT. 287.0 8.1 117.2 287.0 a.7 117.6 288.5 a.9 114.0 288.0 13.6 118.1 288.5 a.7 120.6 288.0 7.0 116.1 288.0 7.5 116.5 Subgrade 9.9 117.7 Subgrade 10.5 117.8 Subgrade 9.9 130.1 Subgrade 7.5 120.5 Subgrade 6.4 115.8 Ease 7.0 7.0 7.0 138.9 Base 136.2 3ase 134.7 JOB NO. 8521249 Plate No. 3 SOIL TYPE 1 1 1 1 1 1 1 1 1 2 1 1 2 2 2 V. RELATIV COMF! 97.3 97.6 94.6 98.0 100.0 93.6 96.7 97.7 97.0 92.3 100.0 96.1 97.9 96.0 95.1 - ;: .I \ ( - SCS&T 8521249 SOIL TYPE - .- - - - : - - - -- - 1 DESCRIPTION Plate No. 4 OPTIMUM MAXIMUM MOISTURE DENSITY (percent) 0 Reddish Brown, Fine to Medium Silty Sand 10.0 120.5 Grey, Fine to Coarse Gravelly Sand 7.2 141.9 - _- - - - - - APPENDIX E SOUTHERN CALIFORNIA SOIL 6 TESTING REPORT - - - - - - . - - - - - - .~ - - _. - - - 5G T July 16. 1986 Mr. Karl Krahl 1006 Elm Avenue, Room #236 Carlsbad, California 92006 SCS%T 8621249 Report No. 4 SUBJECT: Report of Field Observation and Relative Compaction Tests, Building Pad Fills, Utility Trench Backfill, and Pavement Section, Proposed Seaview Way Improvements, Seaview Way, Carlsbad. California. Gentlemen: in accordance with your request, this report has been prepared to report the results of the field observations and relative compaction tests performed in the compacted fill material at the subject site by Southern California Soil and Testing, Inc. These tests ware performed between December 13, 1985 and July 13, 1986. AVAILABLE PLANS To assist in determining the locations and elevations of our field density tests and to define the gene.ral extent of the site grading for this phase of work, we were provided with a grading plan prepared by San Marcos Engineering dated June 11, 1986. - \ SCS8T 85212#9 July 16; 1986, Page 2 SITE PREPARATION .- ..- Prior to grading, the vegetation in the areas to receive fill and/or cut was removed and disposed of offsite. Minor amounts of vegetation existed after this operatfon and were mixed with fill soils in such a manner as to not leave any clumps of deleterious matter or to be detrimental to the structural fills. - - Grading began wfth the removal of the topsoils to firm natural ground and stockpiling the soils for later use. The maximum depth of this removal was approximately one and one-half feet and is shown on the plot plan in addition to the approximate IimitL The exposed soils were then scarified a depth of approximately twelve Inches, moisture conditioned, and compacted to at least 90% of the maxinum dry density. The fill material, which was obtained from the stockpile and cuts made on - the site, was placed in six to eight inch layers, watered to nears optimum moisture requirements. and compacted by Reans of a 4x4 sheepsfoot and a rubber tire compactor. - FJELD OBSERVATION AND TESTING I Observations and field density tests were taken by Southern California Soil - and Testing, Inc. The density tests were taken according to A.S.T.M. Test 1556-74 and the location and results of those~tests are shown on the attached plates. The locations and elevations of the in-situ tests were - determined in accordance with survey control provided by other than Southern California Soil and Testing, Inc. representatives. Unless - - otherwise noted, their locations and elevations wet-e determined by pacing and hand level methods and should be considered accurate only to the degree implied by the method used. : - - - .’ ., . . i - - - - - - - SCSBT 8521249 LABORATORY TESTS July 16, 1986 Page 3 Maximum dry density determinations were performed on representative samples of the soils used in the compacted fill according to A.S.T.M. Test X57-78, Method C. This method specifies that a four (4) inch diameter cylindrical' rold of l/30 cubic foot volume be,used and that the soil tested be placed in five (5) equal layers with each layer compacted by twenty-five (25) blows of a lo-pound hammer with an 18-fnch drop. The results of these tests, as presented on Plate Nuder 4, were used in conjunction with the field density tests to determine the percent of relative coixQactfon of the compacted fill. CONCLUSIONS Based on field observations and the relative compaction tests results, it is the opinion of Southern California Soil tl Testing, Inc. that the grading and backfill of the proposed building pads, utility trenches, and pavement section was performed basically in accordance with job requirements and local grading ordinances. @is report covers only the services performed between Decetier 13, 1985 and July 13. 1986. As limited by the scope of the services which we agreed to perform, our opinions presented herein are based on our observations and the relative compaction tests results. Our services were performed in accordance with the currently accepted standards of practice and in such a manner as to provide a reasonable measure of the compliance of the backfill and grading operations with the job requirements. No warranty, express or implied, is given or intended with respect to the services which we have performad, and neither the performance of those services nor the submittal of this report should be construed as relieving the grading contractor of his primary responsibility to conform with the job requirements. - m ‘. 1 c i SCSAT 8521249 July 16.~1986 Page 4 If you have any questions after reviewing our report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL 8 TESTING. INC. Ronald S. Halbert, Project Engineer Daniel B. Adler, R.C.E.'#36037 - _. DBA:RSH:mw cc: (4) Submitted (11 SCSBT, Escondido - - - - - - .- - - NO SCALE 3GEND 1 IN PLACE DENSITY TEST LOCATION: > MLIMITS h DEPTH OF REMOVAL CHESTNUT AVE SOUTHERN CALIFORNIA . Seaview Way SOIL & TESTING,INC. BY: RSH oATE: 7-1056 JOE WUUBEA: 8521249 Plate No.1 - ES1 NO. -1 *2 -. 3 4 -5 6 7 -8 -9 10 11 -12 - - - ., - - - - - - . \ tiiew Wav DATE .-,bd16.L Improvements-, DATE 12-13-85 12-13-85 12-17-85 12-31~85 12-31-85 L2-31-85 LZ-31-85 12-31-85 12-31-85 7-31-86 7-13-86 7-13-86 LOCATION TEST,FT -1. Seaview Way, Sta. 2+70 Seaview Way, Sta. 1tOO Seaview Way, Sta. 3t30 Seaview Way, Sta. 2+70 Seaview Way, Sta. 3tO0 Seaview Way, Sta. 2+45 Seaview Way, Sta. lt80 Seaview Way, Sta. lt80 (Slope) Seaview Way, Sta. I+15 Building Pad Building Pad Building Pad (Slope) 282.0 8.1 115.4 284.5 10.5 115.3 284.0 9.9 120.3 286.0 11.1 118.9 288.0 10.5 115.7 291.7 FC 11.1 116.7 287.0 10.5 119.8 287.0 9.9 119.2 289.7 8.7 120.1 290.8 FC 8.7 114.2 282.~ FC 8.1 117.8 285.0 8.1 115.9 ELEV. OR DEPTH OF MOIST. JO8 NO. 852124g Plate No. 2 DRY DEN. LB5 I CU. FT. SOIL TYPE 1 1 1 1 1 1 1 1 1 1 1 1 l /. RELATIV COMP A 95.8 95.7 99.8 98.7 96.0 96.8 99.4 98.9 99.6 94.8 97.8 96.2 - \ ‘: :: ( FIGyd NQ. Seaview Way c DATE Julv 16. 1986 -ES1 40. -S-l -5-2 s-3 - s-4 - S-5 - E-l -c-2 -f&t +&2 s-3 g-4 - S-5 _- -@I ~32 - B4 - - - Improvements/ Utility Trenches and Pavement Section ELEV. OR DEPTH OF MOIST. DATE 1-14-86 1-14-86 1-14-86 1-14-86 1-17-86 4-17-86 4-17-86 3-6-86 3-6-86 4-16-86 4-77-86 4-17-86 4-17-36 4-17-86 4-17-86 LOCATION Sewer Trench, Seaview Wa Station 0+75 Sewer Trench, Seaview Wa Station 2+50 Sewer Trench, Seaview Wa Station 2+00 Sewer Trench, Seaview Wa Station 1+20 7etest of S-3 Ilectrical Trench Seavie' lay Station 1+05 ilectrical Trench Seaviel iay Station 1+60 Curb and Gutter Seaview lay Station I+20 :urb and Gutter Seaview lay Station 3+10 :urb and Gutter Chestnut ivenue.Station 0+50 Lubgrade Seaview Way #tation 0+80 Subgrade Seaview Way Station lt50 Sase, SeaHew Way itation 0+60 lase. Seaview Way itation 1x30 lase, Chestnut'Ave. ;tation Ot70 TEST.FT V. DRY DEN. Las. / CU. FT. 287.0 8.1 117.2 287.0 8.7 117.6 288.5 8.9 114.0 288.0 ‘13.6 118.1 288.5 8.7 120.6 288.0 7.0 116.1, 288.0 7.5 116.5 jubgrade 9.9 iubgrade 10.5 117.7 117.8 iubgrade 9.9 Go.1 ubgrade 7.5 120.5 Subgrade 6.4 115.8 jase lase lase 7.0 7.0 7.0 138.9 136.2 134.7 JOB NO. 8521249 Plate No. 3 SOIL TYPE 1 1 1 1 1 i 1 1 1 2 1 1 2 2 2 .I* RELATIVE COMF! 97.3 97.6 94.6 98.0 100.0 93.6 96.7 97.7 97.8 92.3 100.0 96.1 97.9 96.0 95.1 - -‘. .. \ ,~ ’ c . .A. SCS&T 8521249 Plate No. 4 - SOIL OPTIMUM MAXIMUM TYPE DESCRIPTION MOISTURE DENSITY - (percent) -rim- 1 Reddish Brown, Fine to 10.0 120.5 - Medium Silty Sand 2 W;;, Fine to Coarse Gravelly 7.2 141.9 - - - - - : - - - - - - - -