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Home My WebLink About; La Costa Lot 431 Map 7950; Soils Report; 1988-01-22- .- / - .- .- .- - ADDENDUM TO PRELIMINARY SOILS INVESTIGATION REPORT Of LOT 431, MAP 7950 CARLSBAD, CALIFORNIA For MR. JOHN LEMKEY BY SAN MARCOS ENGINEERING, INC. 370 MULBERRY DRIVE SUITE E SAN MARCGS, CALIFORNIA 92069 (619) 744-0111 ENGINEERING DEPT. LIBRARY city ot Carlsbad 2075 Las Palmas Drive Carlsbad, CA920094859 - SAN MARCOS ENGINEERING, INC - 370 MULBERRY DRIVE SUITE E SAN MARCOS. CA 92069 (6191 744-0111 _- Clvll Engineemg . Plannnmg l Land Developing l Suweytng l SCNIS and Foundatton Engineerr - January 22, 1988 JN 87118 Mr. John Lemkey 3230 Venado Carlsbad, California 92008 Re: Preliminary Soils Investigation Lot 431, Map 7950 Carlsbad, California - - - - - - - - Addendum to the above report dated September 3, 1987: 1. No groundwater was encountered in the three test pits, although the soils were moist. At test pit T-3, the wet trace of roots and organics appears to be isolated. 2. It is our opinion that the existing fill soils is of low potential expansion, having an E.I. of 48. The foundation foc.:ings are recommended to be designed for 24" depths. 3. Slope stability analysis indicates a safety factor of 1.87 for the slope section taken at the deepest condition shown as l-l in the enclosed analysis. The following assumptions were used for worst conditions: - SAN MARCOS ENGINEERING, INC. civil soils foundations - Lemkey Addendum to Soils Report, cont'd... a. Phreatic surface at about 2 to 10 feet along the inclination of the original ground surface. b. Seismic load of 0.27 for Zone 3 of the Seismic zone map of the United States. (After Algermissen, 1969) 4. Direct shear test results of two samples remolded to 90% of maximum dry density shows the following: a. Existing natural soils: 4 = 30 degrees c = 500 psf b. Existing fill soils: + = 32 degrees c = 600 psf. - - - -. If you have any questions regarding this addendum, please call at (619) 744-0111 and mention job number 87118. Very truly yours, SAN MARCOS ENGINEERING, INC. - - SAN MARCOS ENGINEERING, INC. civil soils foundations Lemkey Addendum to Soils Report, cont'd... _- - - - - - Enclosures: Enclosure 1. Stability Analysis Enclosure 2. Preliminary Soils Report dated g/3/87 Distribution: (2) Addressee - - - - - 3 - _- - - - - - - - - - - - - ENCLOSURE 1. SLOPE STABILITY ANALYSIS - i , j ,L j J ! .- ,i _: J 2 -, - i _’ i - - - SE:-SLl:!FE 5imci i+ied E:i:sh,2p 5 i. cm,C e :Si ::+.‘:a i 1 i t ‘3 <:tn*. i a;~:% i 5 F’V,-,.,F,-‘T - ,._. __._ . :.?“+! L.C!‘“.~:E’~(.’ L!.!I..M I 1. !-I?, . . C:;i;:l-$jT&~, l-7, c. I ILL. I I I -I 415 .I-> -+ :~.:1 ‘f ._/ ,:- T, ,:g c, -: -! 07,:r’l 0 r~,-,r.,c~l c-rc Cl >r,rzIC ,--L,,-,.Li- CcI-,T, Th, I_. i L. A . . . ,_,,-.I >, LL L .-,L,-,> . ,.,.,,_ /_,,_. ~..-...,> ,.,,, 1:: 1 F:,:. . . E ::t 7 &;&I,pjc; iq;‘_: 1 ‘7.3 . .a,.-,7 c + ,-A-? .‘C. ,.. I’ _ -+ * ‘II ,.’ ” .:. .; . .,y.; ,;; .-. i ::; 7: . :+; +‘;‘+I _ :z I‘?.?. cl , !::!~:I i’ i ) i : : j i :15 -“- )’ ! 1 ,‘,I: .I mTw- LZ/ ) r’ -,7 17) . LO ..;-----‘E: .Ly-..’ -,_L::., 1’3 ~_ ““~-L%+ ,.... - r~--‘:--‘----.----.- .- 1 -LX ~_, ,_,_ ..?. i. -_ -..--... , / I I / --i----- 513 ;;-;, ;. LJ r::, j, i::* L :) i:, L ;..‘Z, ‘2 c, c, ;, .> + -_._ ::.; ,- e::.<; I :3 - ._.._ --...- --._-._ .:,,+.,-, p::+.i~.,:>::,z. ,E,-,g ir!*r?p I:‘,3 -, :5?n P’>.rr>.:,;, cc, .,_,, ,,,,,.._ I ! ! / I I I ! f , , I / I / , , I / I I 1 I / , / -. WOJECT DFITQ I ‘oJectr JOtiN LEMKEV Lacatinn: CARLSH!2D Fi 1 enamr: 87018 Drscr i - UQLYSIS DGTQ Line -3. 1 2 -3 4 5 6 - 7 a 9 -10 11 12 -13 14 15 16 .-- 17 1.9 19 -20 21 ;-;- 23 -~ Left X 0.0 15.0 50.0 50.0 80.0 80.0 110.0 lliTl.0 140.0 140.0 170.0 170.0 200.0 200.0 208.0 35.0 140.0 170.0 15.0 50.0 60.0 110.0 122.0 Left Right Right Y X Y 375.0 15.0 3h@. 0 360.0 50.0 380.0 360.0 50.0 367.0 307.0 YO.O 367.0 387.0 80.0 332. p 352.0 110.0 332.0 392.0 110.0 336.0 398.0 140.0 336.0 338.0 140.0 402.0 402.0 170.0 402.0 402.0 170.0 407.0 407.0 C-00.0 407.0 407.0 200.0 409.0 409.0 208.0 412.0 412.0 230.0 412.0 36’3.0 140.0 402.0 402. 0 170.0 407.0 407.0 200.0 409.0 300.0 50.0 334.0 394.0 60.0 401.0 401.0 110.0 40?.0 401.0 122.0 403.0 409.0 200.0 409.0 Dtionx JOHN LEMKEY - CRRLSHRD kwizantal earthquake cueffici@nt = 0.27 Vertical earthquake coefficient = 0.1 distributed lnads IJO. Left x Right X Load (lbf/ft) 1 65.0 105.0 sO.O -. 2 128.0 168.0 1800.0 Density wf 100.0 100.0 1a0.0 100,B 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 110.0 110.0 li0.0 110.0 lL0.0 110.0 1:0.0 110.0 Cohesi cm F’hi psf Deg 500 30 500 30 530 30 500 30 500 30 500 30 500 30 SW 30 500 30 500 30 500 30 500 30 500 30 500 30 500 30 600 22 600 32 600 32 600 32 600 j,? 600 -22 6@0 32 600 32 Pnreat ic Line N N N N N N N N N N N N N N N Y Y Y N N N N Y - 87018 - JOHN LEMKEY - CFIYLSBQD SINGLE CEN.TER RNQLYSIS ppronimtely 40 slices selected Circlr center at X= 64.0, Y= 494.0 -‘S= 1. 877 at R= 109.0 X= 84.0 Y= 494.0 R= 10’3.0 *LICE X-LEFT DX TFIN TQN [IOHESIOY !JERTICRL PORE WFITEH RESISTING DRIVING 1 2 3 4 5 - 6 7 a - 9 10 11 12 - 13 14 15 ~- 16 17 10 .- 13 20 21 22 ,.- 23 24 Ig i ilj 1. ;; _. 34 1 35 36 37 1~ :: 40 - - -. 45. 3 49.1 50.0 50.0 53.3 56.7 60.0 63.2 65.0 60.0 71.0 74.0 77.0 aO.O 0’3. 0 34.0 87.0 90.0 33.0 36.0 33.0 102.0 105.0 110.0 110.0 113.0 116.0 117.0 122.0 125.0 128.0 131.6 135.6 140.0 140.0 140.0 142.5 143.3 146.3 143.3 THETQ PHI 3. a -0. 353 0. 625 0.3 -0. 333 0.625 0.0 -0 .32:8 0. 62-5 3.3 -0.3?1 0.625 3. 3 -0.276 0. E.,?S 3.3 -0.242 0.625 3.2 -0.210 0.625 1.B -0.lA6 0.577 3.0 -0. 163 0.577 3.0 -0.134 0.577 3.0 -0.1@6 0.577 3.0 -0.070 0.577 3.0 -0.051 0.577 0.0 -0.037 0.577 4.0 -0.018 0.577 3.0 0.@14 0.577 3.0 0.041 0.577 3.0 0.069 0.577 3.0 0.0137 0.577 3.0 0.125 0.577 3.0 0.153 0.577 3.0 0.182 0.577 s. 0 0.221 0.577 0.0 0.246 0.577 3.0 0.261 0.577 3.0 0.292 0.577 3.0 0.323 0.577 3.0 0.355 0.577 3.0 0.389 0.577 3.0 0.423 0.577 3. a 0.464 0.577 3.8 0.513 0.577 4.4 0.568 0.62S 0.0 0.539 0.577 0.0 0.539 0.577 2.4 0.617 0.577 0.9 0.642 0.625 3.0 0.672 0.625 3.0 0.722 0.625 3.0 0.775 0.625 600 600 600 600 6.00 600 EZl0 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 500 600 500 500 500 600 600 600 600 FORCE FORCE TERM 545 0 3168 233 12 553 4 0 10 1732 23A 3424 2923 527 3921 3876 732 4.393 4343 134 4422 2501 643 2120 4448 1212 3532 4569 1365 3525 4666 1502 345.3 4741 1623 3331 4793 172’9 3325 16 6 11 6235 2436 4213 4632 1915 3031 4670 1369 3023 4625 2008 2356 4558 2031 2’887 4469 2038 281’7 4356 2030 2747 4220 2005 2675 643.3 3239 4168 12 6 a 3741 1858 2474 4111 1772 2723 4455 1670 2370 4774 1544 3215 4773 1411 3296 4444 1252 3212 11301 1330 7333 iy1662 939 7265 11316 673 8968 15 1 11 10 0 7 562 1 146 4443 1968 11 1703 6420 0 5706 5810 0 5383 5155 0 5033 TERM -31 -11 -0 -30 32 1 54 301 2 32 476 619 763 908 1052 4 1563 1331 1453 1565 1666 1753 :1E!25 ias1 3155 6 1961 zz52 2545 2838 2355 2067 6a57 5963 6634 3 6 3512 1203 3369 3637 3237 - - .- - - ._ SAN MARCOS ENGINEERS Civil Engineers 370 Mulberry Dr. Suite E SAN MARCOS, CALIFORNIA 92069 (610)74‘%0111 JO8 cfl L /dew SHEET NO. OF CALCULATED BY DATE WEWED 8” OATS SCILE H: /s’-’ l+ /“= 20’ -. - - -~ - - - - ENCLOSURE 2. PRELIMINARY SOILS INVESTIGATION REPORT DATED g/3/87 - .I - I J - I I I - I iI -- I ‘k - I 1 - I I PRELIMINARY SOILS INVESTIGATION REPORT Lot 431, La Costa Vale No. 3, Map 7950 CARLSBAD, CALIFORNIA For John Lemkey BY SAN MARCOS ENGINEERING, INC. 370 MULBERRY DRIVE, SUITE E SAN MARCOS, CA. 92069 - / - / :_ I 1 ,._ SAN MARCOS ENGINEERING, INC. 370 MULBERRY DRIVE. SUITE E SAN MARCOS. CA 92069 (619) 744-0111 C,v,l Eng,neerq . Plannnmg . l.and ~eve,op,ng . Suweytng . Sods and Foundanon EngIneerr Septmher 3, 1987 Job Nwker 87118 MK. John Lenkey 3230 Venado Carlsbd, CA 92008 i I- i I- 1~ I-’ /_ j/ I i ,+ r - Re: Preliminary Soils Investigation of Lot 431, Map 7950 Carl&ad, California Dear Mr. Lemkey, As you requested, we have conducted a preliminary soils investigation of Lot 431, Map 7950, Carlsbad, California located at the vicinity of Cadencia and Piraqua Streets in Carlsbad, California. Purpose Cur investigation was conducted to assess the geologic and qeotechnical conditions at and near the site which rray affect the proposed development and to gather soils data on which to base foundation recomnendations. This report describes the investigation of surfxe and near surface soil conditions, provides conclusions regarding the resident soils, and makes 'foundation recanrendations for a proposed residential structure. Project k-cation and Description - Lat 431 is located at the vicinity of the northeasterly comer of intersection of Cadencia and Piraqua Streets, in Carl&ad, California. The lot is rectangular in shape and has ken graded sametime in July 1986 to accomate 1 I i Lemkey Geotechnical Investigation, cont'd... - - I- ;- i i- I j- I I ! I.- i . . - .-- I I , .* the construction of a residential house therein. It is proposed at this time to regrade the entire pad for the construction of a residential structure. Plate 1 show the Vicinity Map. Regional Geology Carlsbad, California lies on the coastal plain of northern San Dieqo County and the adjoining low rolling foothills of the Peninsular Range of Southern California. Marine conglomerates, sandstones and shales of Eocene to Pleistocene age underlie the coastal plain while metasediments and metavolcanics of the Santiago Peak Formation intruded by Cretaceous batholithic rocks make up the foothills. Lot 697 is underlain by a northwesterly trending belt of the Juro-Triassic Peak Formation which consists of metavolcanic and metasedimentary rock. Although a number of small faults have been reported in the surrounding area, none are known to be active. The nearest known active faults are the Elsinore Fault Zone located 24 miles to the northeast and the offshore extension of the Rose Canyon- Newport/Indlewood Fault Zone which lies from 6-8 miles offshore beneath the Pacific Ocean approximately 10 miles to the southwest. Both faults have been active in recorded history and are acknowledged of being capable of producing earthquakes up to Richter Magnitude 7.0 (M7.0). Soils Investigation Four (41 test pits were excavated at site at the approximate locations indicated in Plate 2. The test pits are indicated as 2 1 ,’ - i,l .- .- t ;- . I 1.1 i-. ! 1 61 j- i i i j ,=: !- Li - i - Lemkey Geotechnical Investigation, cont'd... T-l to T-4, inclusive. Log of the soil samples encountered are shown in Appendix b. Findings The fill material imported to form the existing qraded pad consist of brown to light brown silty sand. The native soils is brown to reddish brown sandy clay with broken or fractured rock. At test pit T-l, very hard, dense rock fracture was encountered at bottom of test pit at -- 3.5 feet. At T-2, native reddish brown clay was encountered at -- 4 feet from existing surface, while at T-3, the reddish brown Sandy Clay material was encountered at -- 7 feet below surface. The fill material overlying the graded pad was compacted and 13 tests were taken at the locations indicated in Plate 1. The test results are shown in Appendix B. Laboratory Soils Testinq Maximum dry density test of the prevailing fill material was made and the test result is shown below: SAMPLE OPTIMUM MOISTURE CONTENT T-l @ -2.5': Brown Silty Sand 127.5 pcf 9.6% Expansion Index Test per UBC Standard No. 29-l indicate the soils to have an E.I. of 48 which is of low potential expansion. 3 1, I_ I , - j,: 10, t I !‘, I‘ L, ,.- - Lemkey Geotechnical Investigation, cont'd... Conclusions and Foundation Recommendations - 1. It is our opinion that the existing site soils can safely support the project proposed to be constructed at site provided the recommendations presented herein are observed and followed during the design and construction of the structure proposed to be built. 2. The Earthwork Specifications found in Appendix A forms part of these recommendations. If there are conflicts in the provisions between the Earthwork Specifications and these specific recommendations, the latter provisions shall prevail. 3. We recommend an allowable soil bearing pressure of 1500 psf for standard spread footings. Bottom of footings should be at least 24" below adjacent finish grade or natural grade. 4. All exterior and interior wall footings should be continuously reinforced with 2 -#5 bars placed 3 " above bottom of footing and 2 -#5 bars placed 2" below top of footing. 5. Concrete slabs on grade should be at least 4" thick and reinforced with welded wire mesh placed at mid-thickness of slab. The slab should be underlain by 4" sand and vapor barrier. Prior to placing the sand and vapor barrier, the subgrade soils should be wetted to at least 4% above optimum moisture content. L. - 4 / 11 i. 1, .-. I 1 1, - 1 ’ .- - I u Lemkey Geotechnical investigation, cont'd... 6. The following soil parameters are recommended for use in the design of retaining walls: Active equivalent fluid pressure = 36 pcf, No surcharge backfill Active equivalent fluid pressure = 59 pcf, 2:l slope backfill i- Passive Equivalent fluid pressure = 330 pcf, No surcharge Passive Equivalent fluid pressure = 164 pcf 2:l Backfill slope Coefficient of friction between soils and masonry = 0.33 7. To minimise differential settlement inherent in cut and fill situation of graded pads, it is recommended that the pad soils in the cut area should be undercut by 36 inches. 8. A soils engineer should inspect the foundation trench soils prior to poring of concrete for the footings to see to it that the recommendations presented herein are followed. 9. .Reconunend slope ratios for cut and fill not to exceed as shown: cut: 2 horizontal to 1 vertical Fill: 2 horizontal to 1 vertical 10. All surface water runoff should be directed away from the foundation system positively. 11. This firm should be contacted if soils d soils presented in this report are found grading and construction operations .ifferent from the at site during the so that a proper ‘- / I * j , 1~1 ,- I. - i. j.- 9 1 i-, L , i-~ 83, in- 1, ;- ;> ‘- !- i- ‘a L k: /- kl Ls - k. - Lemkey Geotechnical Investigation, cont'd... evaluation and recommendations of the soils can be made. Limitation of Report - This report is based upon surficial and limited subsurface observations and logical projections inferred from observed conditions. Should conditions varying from those reported be found during development, a qualified soils engineer should inspect the site and evaluate the potential effect of our recommendations. The report has been prepared in accordance with generally accepted soils and foundation engineering practice. No other warranties expressed or implied are made as to the professional advice and recommendations contained. This report is provided for the exclusive use of the client or his authorised agents. Should you have any questions regarding this report, please call us at 744-0111 and mention Job #87118. Very truly yours, SAN MARCOS ENGINEERIN BY 6 Lemkey Geotechnical Investigation, cont'd... - j> ,- 1,: , .~ I I 1: Enclosures: Appendix A --Earthwork Specifications Appendix B --Boring Logs & Laboratory Test Results Appendix C --Unified Soils Classification System Plate 1 --Vicinity Map Plate 2 --Test Pit Location t L i L 7 - - - - - - I - .- , APPKNDIX 4 RECONNENDED EARTHWORK SPECIFICATIONS - - I- i / - I - I r ’ APPENDIX A RXCONNCNDID CARTHWORK SPSCIfICATIONS l.- CEWER& Q~$ERIpT~Q$- Thr ob]ec-tive ia to obtain ~- ----- --- uniforaity P adequate internal strength in filled ground by proven engineering procedure8 end teat8 eo th.t the propoacd atructurre mey be safely supported. The procedurer include the clearing end grubbing, removal of l rieting rtructurem, prep.r.tion of lend to bo filled, proce..ing the fill .oil., filling of thr land, and the spreading and compaction of the filled .re.. to conform with the line., gredee, and aloper BP ahovn on the approved planu. The owner nh.11 retain . Civil Engineer qu.lified in Soil Nech.nic. (herein referred to e. Engineer) to inapect and te.t the filled ground .I placed to verify thr uniformity of compaction of filled ground to the specified 90 percent of raxinua dry den.ity. The Engineer .h.ll edvlee the owner end grading contractor inaedi.tely if .ny unratiafactory conditions .ere observed to exist .nd ah.11 heve the authority to relect the compacted filled ground until such that 8. corrective me..ure. .re taken, neceaaory to comply with thr .pecific.tiono. It shnll be the sole rerpon.ibility of the grading contractor to achieve the apeclfied degree of compaction. Em!!u!!L 2iw!, E!?!!Pw!!L 4!!P IIREPERI!!G 4mrra IQ BL (a> All bru.h, vegetation, and any biodegradable refuse mhall be removed, piled, and burned or otherulae di.po.ed of .a to leave the .re.. to be filled free of vegetation and debrir. Any uncompacted filled ground or loose compressible natural ground, ah.11 be removed unlear the report recommends otherulae. Any unatoble, .u.rPY, or otherwlme unmuiteble area* ehall be corrected by draining or removal, or both. I. 1 ’ - - - ,- - - ) - I 1 - I, -. i. I L I I I - l - I’ c . . SAN RARCOS ENGINEERING civil, foundation8 L l oila Cb) thr natural ground which la deterained to b. a.tiafactory for the l upport of the filled ground ahall then be ploued or scarified to a depth of at leoat mix incher (6"), and until the l urfaco if free from ruta, humocka, or other uneven footurea which would tend to prevent unifora compaction by the equipment to be used. Cc) After the natural ground haa beon propored, it ahall then k brought to the proper aoiature content end co8pacted to not leas.than 90 percent of ~&Xi&U. density in accordance with the A.S.T.M. 01557-70 method which urn.8 26 blowr of a 10 pound r.a.er falling 18 inch.8 on oath of 5 layerr in a a-inch dioaeter l/30 cubic foot cylindrical aold. (d) Wharo filla are aado on hillaidea or l rpoaed alope areaa, with gradionta greatbr than 10 percent, horizontal bencher ah.11 be cut into firm undiaturbed n.tural ground in order to provide both l&era1 and vertical l t.bility. this la to provide a horizontal boar l o that l ech layer ia placed and coepected on a horizontal plane. The initial bench at the to. of the fill ahall be at leoat 10 feet in width on firm undisturbed natural ground at the elevation of the too l takr pl.ced at the n.tur.1 .ngle of repose or deaign alop.. Thr Engineer ahall determine the width and frequency of all rucceeding benches which will v.ry with the aoil conditiona end the ateepneaa of .lope. 3. "4'f~~f~L~co~~atQ~QQX8L ELQYXMUElSQr The fill aoila of aelect .ateri*la free from veget.blo aatter, and other deleterious l ub.t.ncca, .nd ahall not contain rocka or lurpa greotor than 6 inches in dimeter. Thir may be obtained from the excavation of banka. borrow pita or .ny other approved l ourcea and by mixing aoila from one or morn l ourcem. If exceaaive v.g.trtion, rockr. or l oile with in.dequ.te .trength or other unacceptable physical charectrriatica or* encountered, theme ah.11 bo diapoaed of in u&ate areaa . . ahoun on the plrna or ma directed by the Engineer. If, during grading operationa, l oila ore found which uere not encountered end trmtrd in the preliainory invamtigation, terta on there l oila ah.11 b. perforred to deterxine their phy.ic.1 ch.r.cteriatica. Any .p.cial treatment recommended in the preli.in.ry or l ubaequent aoil reporta not covered herein oh.11 beco.0 an l ddondua to them 8pecific8tion8. 2' - SAN MARCOS ENGINEERING civil, foundations I l oila - - - - t - - , - , _~_ . . ;;,eLanran, EE%nbPxEQA m EQEUKIXEQ EXLL n4mzbLaI When the l oiaturr content of the fill material i8 below that specified by the Engineer, umter ah811 be l dded in the borrow pit until the moiature.content ie near 0Qtimur to l mmure uniform 8ixing mnd l ffectivr compection. (b> When the moieturr content of the fill material ir above that l pecified by the Engineer, resulting in inadequate compaction or unatablo fill, the fill -. --material ahall bo l ermted by blading and ccerifyinp.-bar other l mtimfactory methoda until the l oimturr content i8 near optimum am mpecified. cc) Aftor proceraing, the l uitablr fill material rhmll be placed in lmyorr which, uhon compacted, shall not l XC*d mix inchom (6" .) Each layer ahall be spread evenly and ahall bo throughly mixed during thr l prmading to l aure uniformity of m8terial and moiaturr in each layer. Cd) After l mch lmyer haa been placed, mixed l nd mpremd evenly, it *hall be throughly compmctod to not lmmr thmt the density met forth in paragraph Z(c) above. Compmction ahall bo l ccompllmhed with l heepmfoot rollerm, multiple-wheel pneumatic-tired rollerm, or other approved type- of compaction equipment, much am vibratory equipment that im l pecimlly demigned for certmin mail typer. Rollerm l hmll br of such demign and maintained to much l level thmt they will be able to compmct the fill material to the specified denmity. Tamping foot of l heepmfoot follorr l hall be maintained much that the mail will be compacted rmther than l hemrrd by thr roll-r. Rolling ahall be l ccomplimhed uhilo the fill l mteriml im at the epwified moimturr content. Rolling of l mch lmyer l hall bo continuous over itr entire l rom l nd thr roller mhmll make l efficient tripr to inmure that the specified density ham been obtained. Rolling l hall br l ccorplfmhed in l planned procrduro much that the entire areas to be filled l hall receivr uniform compmctive effort. Ce) Thm l rfacrr of the fill mlopoa ahrll bo corpmcted by rranr of mhmepmfoot rollera or other muitablr equipment. Compacting operationm mhall be continured - 3' SAN RARCOS ENCINPERINC civil, foundmtiona I l oilm - - - mQQrmcimbl0 amount of loomo mail on the mloprm. Comp8cting of the l loprm l hmll bo l ccomplimhrd by bmckrolling the l loQem in incrrmentr of 3 to 5 fret in l levmtion gain or by other aethoda producing l mtimfmctory remultr. (f> Field drnmity trmta l hmll bo tmken for l QQroximmt*ly arch foot in l lovmtion gmin l f tar compmction, but not to rwcred two fert in vmrticml .hright b&wren trmtr. Field drnoity temtm uy br taken ,at i-ntervmlm of 6 inchem in rlovmtion .gmin if requirea- by the Engineer. The locmtion of the tarta in plan mhall bo mo mpmced to givr the brmt Qommiblo covormgm l nd l hmll bo tmkrn no fmrther l pmrt thmn 100 feet. Teata l hmll be tmkm on corner l nd torrece lob for each two fort in l levmtion gmin. fhr Engineer mmy tmke additional temtm ma conmidered neceammry to check on the uniformity of compaction. Whore l hmepmfoot rollerr arm umed, thr trrtm l hmll be tmken in the compmcted matori below the dimturbed murfaco. No l dditionml lmyrrr of fill l hmll be l prmmd until the field denmity temtm indicmto thrt the l pocifird denmity hmm born obtmined. (9) The fill operrtion l hmll bo continured in mix inch (6") compmcted lmyerm mm mpecified l bove, until the fill hmm beon brought to the finimhed l lopea l nd grmdem am l hewn on the Weepted plane. S m;rmll hMZ,Qf~Qllr SUfficient inmpmction by the Enginrq be mmintmined during the filling l nd compmcting opermtionm l o that he cm verify that the fill warn conmtructed in l ccordmnce with thr l ccmptmd l prcificmtionm. 6. z,a#~arA LAa&$aI No fill mmtrriml l hmll be plmcf;: mprmmd, or rolled if vcrthrr conditionm incremrr moiaturr content l bove Q8rmimmiblO limitm; When the work ia interrUQtOd by rmin, fill opermtionm l hmll not be remummd until field temtm by thr l oilm engineer indicmte thmt the moimturr content and denmity of fill arm am QrmViOUmly l pacified. 4 . - - - , - - 1 - r- 1 i - * i - I - ,- B I- , I - SAN RARCOS ENGINEERING civil, foundmtionm L l oilm 7. LiE'ifi!lS !!SAYJII Qi flQQ¶RRandYR EQihr Thomr l oilm thmt rxpmnd 3.0 percent or lemm from air dry to l mturmtion under l unit lomd of 150 QOUndm prr l quare foot l re conmiderrd to bo nonrxpmnmive. 8. All recommrndmtionm Qremented in the mttmched report l ro l part of theme mprcificmtionm. I -- i- . I I :- - I /- i- I .!- 1 j- i I- I I I; 1: I ‘2 1 t r i’ I- I I APPENDIX B LABORATORY TEST RESULTS - i- - f 1 _- 1 t- I - I - 1 B - , - 1 SAN MARCOS ENGINEERIN CWL c..o,.* . . . . ,*a. . ceY.o..Io” 3.0 UUL.‘... O..... . ..*. . Boring NO. .A” “1.55.. 5. .a=.. 1.8.8 ‘l...ot*, Skeet NO.- of- CCluTRACT NO. PGRPCSE Ualatial 6 Rcr3arhs -. - -- - - / - I i / ! I I j ~- I , I 1 I I I > I - - l - SAN MARCOS ENGINEERIN Cl”.. L..*I** L... l 01L. . .0”“0.1’01. aa0 “U,.*.l o..**. .c... . Boring No.= ..r. rr.CC*. c1 .,E.. 1.1.1 7... OS,, Sbeat No./ofL C-TRACT NO. PC;RPCSE Ur:arirl & Remark4 - ,- : . L i -, , SAN MARC05 ENGINEERINO ClWL Cr.01.,S... se!&. . co*.o.I~o- ,a* YUL...I O..“.. .r... . Boring NO. x ..I “..SS., 5. .I<.. 5.8.. ,.l.os*, Shot No.+OfA CChtTRACt NO. PURPCSE J aiarr 8lWS cm El**. on Spoon for a” 0 Casing Pa.7etrrtim “0.1 C*pth Lo9 Va!arirl A Ref7WCS - ! n /a// r I .#a , : rsAnoh/ d//M w , - I ’ I_ I- L I- SAN MARCOS ENGINEERING CWlC Ll.Ol.l I... ,01L. . CObrD.IIe- I.0 “UC...” O.,... .r.*. . Boring NO. .* ..” “..SC., S. .a=.. I.,.. ,...os*, sh*t No./of/ t l i i I, 4 I , i- I -~, I, -~ I , - 1, SAN MARCOS ENGINEERING, INC. Job No. 875w 370 MULBERRY DRIVE SUITE E Le3keq SAN MARCQS. CA 92069 Project: 16191 744-0111 , ~~~~ Sample ID; Dry Density vs. Water Content Curve. Test Per ASTM D1557-78 , 150 4 : :: 2 130 2 ," .r( z ; 120 ," P 110 100 Calculat Q e : Maximum Dry Density: /wYpcf Optimum Moisture Content '----+t x 90 8 12 16 20 24 Water Content, Percen.t Page - .- - -~ - - TEST NOMBE!! 1 2 .3 4 5 6 7 8 9 10 11 12 13 APPROX ------: ELEVA- ------ TIONCFT) -------- t399 z401 2402 5405 2410 2412 +4oe $408 2416 ys19 2413 2387 2400 ERY RELAIZV~ REII_A_RKS DErlsJTY C@!P~CTION (PCF) (X) ----- --- 121.07 93.1 Driveway 120.82 92.9 Pad 122.42 34.2 Slope 127.17 97.8 Pad 109.20 92.5 Pad 120.00 32.3 Pad 118.65 91.3 Pad 120.64 32.8 Pad 115.12 91.6 Pad 120.91 93.0 Pad 124.21 95.6 DriVeWay 110.32 85.0 Slope 111.77 86.0 Slope j- - I I- i_ I- , I \- I ,- / j- ‘- d I :- F c i- ) - I - a APPENDIX C UNIFIED SOILS CLASSIFICATION - I;, l 1, - 1. - . \ I : t- I 1 i- I I : j’- I I i- i , I ~1 i- j I- :I, 1_~ 1 I - I I d - I I* APPENOIX C U?dlFlEO SOIL CLASSIFICATION SYSTEM l 4 l :wm lwfv: mu& -cc lumarr -IN* a>rr cL*IemmaT 48 KEV TO SAMPLE MT& oww 0R rLtwmm’WEn) ’ * .. (P INMCATES PUSED) 541iQlE l?lxaaY SAMRER NRL 6RmiIC Loo H) - S INCH SPLIT TU8E SAMPLER l-w - S IN04 THIN WAU OlSTINCT CONTACT ‘. SAMPLER n0 REWERY BETWEEN SOIL STRATI, ST - 2 INCH SIT m SAMPLEll CPrOJK ~MAHCZ C - ROCK CORE- 8E’MEEN SOL STRATI, 8 . - 8$KR~STURBE0 ’ WTTW OF 8ORlHO __-- -__-- -- -~ -.~ ~~~. ,,y,clcm CA., e. .-es.-se..-.--. ---.- !- - / ;- 1 i- , I 1 ~-- 1 - - I i / -, I ,- j- 1 / l iL - ,- . -: I ‘.__ I \ ‘i VISTA