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Home My WebLink About; La Costa Estates North Lot 78; Soils Report; 1988-08-26- - REPORT OF SOIL INVESTIGATION PROPOSED TJzRNmA RESIDENCE MARMOL COURT CARLSBAD, CALIFORNIA ‘Lo+ 38 c7 x-y Lb &%A G*-tes PA PREPARED FOR: Mr. Don Temyila 1055 Comish Street Encinitas, California 92024 PREPARED BY: Southern Califomia Soil & Testing, Inc. Post Office Box 20627 6280 Riverdale Street San Diego, California 92120 pi\/ g Cy&‘~,!!,‘::: o,‘:‘,Y’ c-7 y;z:,. .:.” _.-_..,a. :‘:qg. :, .‘J. SOUTHERN CALIFORNIA GOlL AN0 TESTING, INC. 6280 RIVERDALE BT. SAN DIEGI1, CALIF. 92120 * TELE 2804321 * P.O. BOX 20627 SAN OIEGO. CALIF. SZIZD 678 ENTEePIIISE ST. EBCONDIOD. CAL,<. PIDZS . TECE 7.6-404a August 26, 1988 Mr. DmTemyila 1055 Cornish Street Encinitas, California 92024 SCS&T 8821133 Reprt No. 1 SBBIECF: Report of Soil Investigation, Proposed Ternyila Residence, Mamol Court, Car&bad, California. Bear Mr. Temyila: - In accordance with your request, wa have completed a soil investigation for the proposed project. We are presenting herewith our findings and reconmendations. - The findings of this study indicate that the site is suitable for the proposed developsrant provided the reconumdations presented in the attached - report are followed. If'you have any questions after reviewing the findings and reonmendations contained in the attached report, please do not hesitate to contact this office. - This opportunity to be of professional service is sincerely appreciated. .- Daniel B. Adler, R.C.E. #36037 Richard K. Fleck, Pmgect Geologist DBA:RKF:IliW (1) submitted (3) Ms. Mary O'Diyer (1) SCS&T, Escondido - CC: - SOUTHERN CALIFORNIA 5 0 I L AND TE.sTING. INC. - - - - - - - - - - - - - - - RlzKm!oF SOIL INvEsrIGATIm -TEIWYILAREsIDEElCE MAmnLlaxJm -,- PREPARED E-OR: Mr. Lhm lxcmyib 1055 Cornish Street Encinitas, California 92024 PRF.PAP.E?D BY: SouthemCalifomiaSoilhTkstbq,Inz. Post Office Box 20627 6280 Riverdale Street San Diego, California 92120 - - - .- - - - SOUTHERN CALIFORNIA s 0 1 L AND TESTING, INC. 5280 RWERDALE ST. SAN DIEGO, C.4LIF. sz1zo . TELE 280-432, . P.O. sax 20627 SAN OIECiO, CALIF. 92120 678 ENTEIIPIIIBE ST. E5CONDID0. c A L I r_ *)Ioz5 . TEL.6 7.6..,11 August 26, 1988 Mr. Don Temyila 1055 Comish Street Encinitas, California 92024 scS&T 8821133 ReprtNo. 1 SBBJECT: Report of Soil Investigation, PmposedTxnyila Residence, Marno Court, Carlsbad, California. Bear Mr. Ternyila: Iri accordance with your request, wa have completed a soil investigation for the proposed project. We are presenting herewith our findings and ret-ndations. The findings of this study indicate that the site is suitable for the proposed devel-ntprovidedthe ret-ndations presented in the attached report are followed. If you have any questions after reviewing the findings and recomnandations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. ReS tfully uianitted, fj?J@y[pf TEsT1xr 'K.&:,&;( J Daniel B. Mler, R.C.E. #36037 Richard K. Fleck, Progect Geologist DBA:RUF:nW cc: (1) sulatlitted I:; Ms. Mary O'Ewyer SCS&T, Escondido G? gp.OFESS/O& ,e 4c 0‘ -9 2 ,G B. 40 +q 6 * 0 2 o PO. 26037 L 9s = <xpJ-m-G 7 5 r, w.-Jg$. c OF c$.L.\+ -2 SOUTHERN CALfFORNIA 5 0 I L AND TESTING. I N c. PIG Intrcduction and Project ascription ..................................... ..l Project Scope ........................................................... ...2 Findings ................................................................ ...2 Site Description .................................................... ...2 Soil Descriptions .............................................. ...3 Conclusions and Recormendations ......................................... ...3 General ............................................................. ...3 Grading ............................................................. ...4 Site Preparation ............................................... ...4 Surface Drainage ............................................... ...4 Earthwork ...................................................... ...4 Foundations .......................................................... ..S Reinforc~nt ................................................... ..S Interior Concrete Slabs-GnGrade ................................ ..S Exterior Miscellaneous Inp rovements ............................ ...6 Foundation Excavation Observation ................................ . Settl-t Characteristics ..................................... ...6 Expansive Characteristics ...................................... ...7 Earth Retaining Walls ............................................... ...7 Passive Pressure ............................................... ...7 Active Pressure ................................................ ...7 Backfill ....................................................... ...7 Factor of Safety ............................................... ...7 Limitations ............................................................. ...8 Review, observation and Tasting ..................................... ...8 Uniformity of Conditions ............................................ ...8 Change in Scope ..................................................... ...8 Tim Limitations ..................................................... ..g Professional Standard ................................................ ..g Client's Responsibility...............................................lO Field Explorations........................................................l 0 Laboratory Testing........................................................l 0 - - - - - - - - - - Figure 1 Site Vicinity Map, Follows Page 1 - Plate 1 Plot Plan Plate 2 Subsurface Exploration Legend - Plate 3-5 Trench Logs Plate 6 Retaining Wall S&drain Detail APPENDIX Recormended Grading Specification and Special Provisions - - - .- -. SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RI”ERD*LE BT. SAN DIEDO, EAUF. 92120 * TEE 280.4921 * P.O. BOY. 7.0627 s*N DIEGO. CALIF. 92120 e,e ENTEIIPltSE ST. ESCONDIDO, c*L,r. e2020 . TELE 7.6..,,a1 PRQPOSBDTEFNYIL~XRESIDEKE -COURT cARcsBAD,cALIFoRNIA This repx-t presents the results of ow geotechnical investigation for the subject project to be located at the northern terminus of Mrn-ol Court, in the City of Carl&ad, California. The site location is illustrated in the following Figure 1. It is our understanding that the site will be developed to receive one and two-story residential structures of mod-frame construction. Shallow foundations and raised floors are anticipated. A conventional slab-on-grade floor system is propxed for the garage. Grading will be minor and for drainage purposes. .- TU assist in the preparation of this report, wz kere provided with a set of architectural drawings prepared by Ms. Mary O'Dwyer, dated June 23, 1988. In addition we have reviewed several soil reports prepared by Benton Engineering, Inc. The site configuration, topography and approximate locations of our subsurface explorations are shown on Plate Nunker 1 of this report. - - SOUTHERN CALIFORNIA SOIL AND TESTING. ,NC. SOUTHERN CALIFORNIA Ternyila Residence SOIL & TESTING,INC. BY: DBA DATE: S-26-88 JOB HUMBER: 8821133 Figure Flo. 1 4 - - - SCS&T 8821133 Page 2 August 26, 1988 pFan32rscopE This investigation consisted of: surface reconnaissance, subsurface explorations, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, and preparation of this report. Nxe specifically, the intent of this analysis was to: a) b) C) d) e) Explore the subsurface conditions to the depths influenced by the proposed construction. Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence the development, including their bearing capacities, expansive characteristics and settlement potential. Develop soil engineering criteria for site grading. Fddress potential construction difficulties and provide ret-ndations concerningthese problems. Ret-nd an appropriate foundation system for the type of structure anticipated and develop soil engineering design criteria for the rec-nded foundation design. The project site is an irregular shaped parcel of land denoted as Lot 78 of Carl&ad Tract nmber 75-4 La Costa Estates North in the City of Carl&ad (San Diego County), California. The subject site is presently undeveloped hillslope terrain bxderwl along the east by Marml Court cul-de-sac and undeveloped residential propetiy adjacent to the north and south property SCS&T 8821133 August 26, 1988 Page 3 - lines. The property descends approximately 60 vertical feet at a varying slope to the wastern property line which is paralleled by an existing s-r easerrent. On-site vegetation consists of various native grasses and bushes. - SOIL DESGSTICN: Three (3) trench excavations ware explored to determine subsurface soil conditions. Topsoils and subsoils consisting of brown to - reddish b-, dry to htid, soft to stiff, loose to medium dense, silty to sandy clays and clayey sands were encountered at depths varying from - approximately three to four feet from the existing surfaces. Underlying these materials rust-yellow/tan, dry to humid, dense and very stiff, silty - sands to sandy silts (meta-sedimentary rock) and naAti-colored, dry to humid, very dense (varying weathered and fractured) m&a-volcanic reek was encountered. Cutcrops of the rock neterial ware observed throughout the property. Groundwater~s notencounteredwithin thetrenchexcavations. The attached trench logs contain further details of the earth materials encountered within-the respective excavations. -~ - - - In general, no geotechnical conditions ware encountered which would preclude the construction of the proposed developmxant as presently proposed provided the ret-ndations presented herein are followA. The main geotechnical consideration for site developsrent is the presence of highly expansive topsoils and subsoils underlying the site to a W depth of four feet. This condition will result in special foundation consideration unless select grading is perfomed. Select grading consists of capping the building pad with at least four feet of nondetrimentally expansive soils. It is anticipated that this option will not be followad. In addition to its expansive potential, sone of this material is moderately to highly compressible and therefore unsuitable, in its present condition, for foundation support. This condition will require their removal and - - -~ - - SCS&T 8821133 August 26, 1988 Page 4 replacement as compacted fill or foundation consideration. Since deep footings will still be required due to the highly expansive potential of the surface soils, it is our opinion that removal and replacement as canpacted fill of existing surficial deposits will not significantly decrease construction costs. The following ret-ndations assume that the existing compressible surface soils will not be resoved and replaced as compacted fill. An additional consideration is the presence of highly weathered metavolcanic rock underlying portions of the site and rock outcrops. It is our opinion that trenching in this material with conventional backhoe equiprent will be possible but difficult and time consuming. SITE IWEPARRTICN: Site preparation should begin with the renovalfromthe area of the site to be developed of all existing vegetation and deleterious matter detrimental to the proposed development. Areas to receive settlement sensitive improvements (slabs-on-grade, patios, driveways) should be scarified to a depth of 12 inches, watered throughly and reconpactedto at least 90 percent as determined in accordance with ASTM D1557-78, E%thod A or SURFACE LXGCNXE: It is ret-nded that all surface drainage be directed away from the proposed structure and that pending of water not be allowad adjacent to the foundation. m: All earthwork and grading conten@ated for site preparation should be accomplished in accordance with the attached Recoame ndedGrading Specifications and Special Provisions. All special site preparation ret-ndations presented in the sections above will supersede those in the Standard Recommended Grading Specifications. All &zankments, structural fill and fill should be compacted to at least 90% relative compaction at or slightly over optisum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to mininun of 90% of its maxinmm dry density. The upper twelve - SCS&T 8821133 August 26, 1988 Page 5 - - - - .~ inches of subgrade beneath paved areas should be compacted to 95% of its maximum dry density. This compaction should be obtained by the paving contractor just prior to placing the aggregate base neterial and should not be part of the mass grading requirements. The e dry density of each soil type should be determined in accordance with A.S.T.M. Test Method D-1557-78, Method A or C. Shallow foundations may be utilized for the support of the proposed structure. The footings should have a mininmmdepth of 24 inches and extend to a W depth of six inches into firm meta-sediments or meta-volcanic rock. Based on our findings the maximnn footing depth will be 4.5 feet. A minimm width of 12 inches and 24 inches is reconmended for continuous and isolated footings, respectively. A bearing capacity of 3000 psf say be utilised for said footings. This value may be increased by one-third &n considering wind and/or seismic forces. Footings lccated adjacent to or within slopes should be extended to a depth such that mininmm horizontal distance of six feet exists between the footing and the face of slopes. Retaining ml1 footings in similar conditions should be extended to a depth such that a ten-foot setback exists betwaen the face of the slope and the portion of the footing developing possible pressures. - V: Both exterior and interior continuous fcotings should be reinforced with two #4 bars positioned near the bottom of the footing and two #4 bars positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcersant necessary to satisfy structural considerations. - .- INIERIOR- SLAE+CN+RADE: Interior concrete slabs-on-grade founded on firm natural ground or compacted fill should have a $&cc~-actual thickness of four inches and be underlain by a four-inch blanket of sand or __. _ .~~~.~ ___. ~~.~ .,~ ~.. ‘crushed rock. The slab should be reinforced with No. 3 reinforcing bars _- placed at 12 inches on center each way. The rebars should be hooked into the - - SCS&T 8821133 August 26, 1988 Page 6 - - - -. - - ..- - - footing. where moisture sensitive floor coverings are planned, a visgueen rroisture barrier should be placed on top of the sand layer. A two-inch-thick layer of clean sand should be placed over the visgueen to allow proper concrete curing. EXTERIOR MISCELLANEOUS IMPROW3iWB: The intent of the forementioned recoanrandations is to minimize the potential detrimental effect of the highly expansive foundation soils on the proposed structure. The client should recognise that some distress to exterior improvements such as slabs-on-grade, curbs and sidewalks may occur unless special consideration for the highly expansive soil is inplemantsd. Special consideration for espansive soils nray include any of the following items or an appropriate co&in&ion: select grading to a miniman depth of two feet, thicker slabs with additional reinforcerrent and/or nuisture cut-off footings s-g exterior inprovemants. The cost-benefit ratio of these recomwzndations versus a potential nmintenance of exterior inproveme nts should be determined by the client. Howaver, it should be recognised that dis.t.ress of exterior iqrovements should not detrimentally affect the structural integrity of the proposed structure. Irregardless of the method inplemented, it is suggested that planting and landscape adjacent to structures and handscape areas be kept to a miniaum. Drought resistance plants requiring minimnn irrigation are also suggested. !XXJNDATION EXCAVATION OE%SERVATION: All footing excavations should be - approved by a representative frcm this office prior to the placement of ' forms or reinforcenmnt steel. - .- - - S.- cXAWCIERISTICS: The anticipated total and/or differential settlements for the proposed structure may be considered to be within tolerable limits provided the recommendations presented in this report are followed. However, minor hairline cracks in stucco and concrete slabs resulting from the shrinkage of construction materials and the redistribution of stresses are considered nom1 and should be anticipated. - - - SCS&T 8821133 August 26, 1988 Page 7 - EXPMIVE CHARZY-TERISFICS: The prevailing foundation soils ware found to be - highly expansive. The ret-ndations contained in this report reflect this condititon. PASSIVE PRBSUF+. The passive pressure for the prevailing soil conditions my be considered to be 450 pzf. This pressure may be increased one-third - for seismic loading. The coefficient of friction for concrete to soil may be assumsd to be 0.3 for the resistance to lateral movement. When combining - frictional and passive resistance, the former should be reduced by one-third. The upper 12 inches of footing should not be considered +&en calculating passive pressures for exterior walls. - - - - - ACI~VE PwssuRe: The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid waighing 32 pcf. These pressures do not consider any surcharge. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. This value assumas a granular and drained backfill condition. Waterproofing details should be providedbythe project architect. Awalldrainage detail is providedonthe attached Plate W&er 6. - - - -: All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material. 'Ihe wall should not be backfilled until the masonry has reached an adequate strength. FXXROFsAFFL"I: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls from overturning and sliding. - - - SCS&T 8821133 August 26, 1988 Page 8 - - .- .- - It is recomnended that Southern California Soil & Testing, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. IMIFuRMITyoFoow)ITI(Ns The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the - perfomertc e'of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that nmy LTlMmmIcNs The ret-ndations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the soil engineer and engineering geologist so that they nmy review and verify their compliance with this report and with Chapter 70 of the Uniform Building Code. - occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that my be encountered during site development should be brought to the attention of the soils engineer so that he nsy make modifications if necessary. - This office should be advised of any changes in the project scope or - - - SCS&T 8821133 August 26, 1988 Page 9 - - - - .- - - ,- - .- -- - - - - - proposed site grading so that it my be determined if the reconmandations contained herein are appropriate. This should be verified in writing or modified by a written addendum. The findings of this report are valid as of this date. changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the State-of-the-Practice and/or Covemment Codes nay occur. be to such changes, the findings of this report my be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. In the performmce of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the sane locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where w borings, surveys, and explorations are mde, and that our data, interpretations, and ret-ndations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and ret-r&&ions, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work perform4 or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. - - - - .- .- - - - - - -,~ SCS&T 8821133 August 26, 1988 Page 10 CLIENT’S -1BILlTY It is the responsibility of Mr. Don 'Pxnyila, or his representatives to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such mconmxdations during construction. Three subsurface explorations vme made at the locations indicated on the attached Plate Nm&er 1 on July 29, 1988. These explorations consisted of backhoe trenches. The field wxk was conducted under the observation of our engiueeringgeolcgyparsonnel. The explorations ware carefully logged when made. These logs are presented on the following Plates Mmber 3 through 5. The soils are &scribed in accordance with the Unified Soils Classification System as illustrated on the attached sinplified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency are provided. 'Ihe density of granular soils is given as either very loose, loose, medium dense, dense, or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Disturbed and undisturbed samples of typical and representative soils ware obtained and returned to the laboratory for testing. Laboratory tests ware perform4 in accordance with the generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or - - - - - - -- .- .- - - - - - - - - _- SCS&T 8821133 August 26, 1988 Page 11 suggested procedures. A brief description of the tests performed is presented below: a) (zpssIFIcATIoN: Field classifications ere verified in the laboratory by a visual examination. The final soil classifica- tions are in accordance with the Unified Soil Classification system. b) EXPAEGI~ INDEX TESI!: Expansion index tests on remolded samples ware performed on representative samples of soils likely to be used as compacted fill. The test was performed on the portion of the samplepassingthe #4 standard sieve. The sample was brought to optimum moisture content then dried back to a constant moisture content for 12 hours at 230 +/- 9 degrees Fahrenheit. Thespec~wasthencompactedina4-inch-di~ternoldint~ equal layers by mans of a tamper, then trm to a final height of 1 inch, and brought to a saturation of approximtely 50%. The specimen was placed in a consolidostater with pmvus stones at the top and bottom, a total normal load of 12.63 pounds was placed (144.7 psf), and the sample was allohed to consolidate for a period of 10 minutes. The sample was allowed to become saturated, and the change in vertical movement was recorded until the rate of expansion becams mminal. The expansion index is reported herein as the total vertical displacement tines the fraction of the sample passing the #4 sieve tines 1000. CLASIFICATICN OF EXPANSIVE SOIL EXPANSION INDEX mTENl?IALEwANsIoN l-20 ~verylcw 21-50 1oW 51-90 lledium 91-130 high Abve 130 very high - - - - - - - - - - - - - - - - - - - SCS&T 8821133 August 26, 1988 ExFmSIoNINommREsuL~ sample Ntmdzer: Tl @ 2'-4' Initial IWisture Content: 15.5 % Initial Density: 92.0 p=f Final IQisture Content: 37.3 % Nom1 stress: 144.7 psf Expansion Index: 125 Page 12 - - - - - - - - - - - - - - - - b" ‘-! / / \ \ \ / / 4’ LEGEND I TRENCH LOCATION %\ h I/‘-/ / / / SCALE 1"; 40' MARMOL COURT o 20 40 60 8C I SOUTHERN CALIFORNIA Ternyila Residence SOIL & TESTING, I NC. S”: OBA/kD\I o*TE: 3-26-83 JoB HV,,,BER: 8821133 Plate No. 1 . c c c F c c c c c c F c c ,c P r c c b SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TY?:TAL NAMES . COARSE GRAINED, more than half of material is w than No. 200 sieve SIX. RAVELS CLEAN GRAVELS GU -an half of oarse fraction is arger than NO. 4 GP ieve size but ma11er than 3'. GRAVELS UITH FINES GM (Appreciable amount of fines) GC we11 gradee ;'avels, gravel- sand mixtures, little or no fines. Poorly graoed gravels, gravel sand mixtures, little or no fines. Silty gravels, poorly graded gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtures. ANDS CLEAN SANDS SW Well graded sand, gravelly orethan half of sands. liifle or no fines. oarse fraction is SP Poorly graded sands, gravelly ,maller than NO. 4 sands. little or no fines. ;3eve size. SANDS WITH FINES SM Silty sands. poorly graded (Appreciable amount sand and silty mixtures. of fines) SC Clayey sands. poorly graded sand and clay mixtures. ,I. FINE GRAINEO, more than half of material is smaller than No. 200 sieve SF SILTS AND CLAYS Liquid Limit less than 50 SILTS AND CLAYS Liquid Limit greater than 50 ML Inorganic silts and very fine sands, rock flour. sandy silt or cltyey-silt-sand mixtures with slight plas- ticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity NH Inorganic silts. micaceous or dlatomaceous fine sandy or silty soils. elastic silts. CH Inorganic clays of high plasticity. fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. - Water level at time of excavation CK - Undisturbed chunk sample or as indicated EG - Bulk sample US - Undisturbed, driven ring sample or tube sample SP - Standard penetration sample SOUTHERN CALIFORNIA Ternyila Residence SOIL & TESTING, INC. BY: DBA DATE: 8-26-88 JOE HUMBER: 8821133 Platf! NO. 2 - .~ - -. - - - - - - - - - - - - : : c ( i 4 E 5 I 3 3 1 * . ; > 1-m L- C > z 2. 2 ; TRENCH NUMBER 1 Z” :* = ;zI- ii = ,2 z w - ; You) z- :* ;; -- Y 05 ELEVATION “,F re ; z : *w :! 2: 2 - ,g ;; -P $5 2: 05 d$ :, : Pq=u 2 6 DESCRIPTION Z” 0 x 0 0 = 0 0 CL Brown SANDY CLAY (TOPSOIL) Dense Soft K CL Brown SANDY CLAY (SUBSOIL) Humid Medium Stiff AG K I__ s$ Rust Yellow Brown SANDY Dry to Dense sILT/sILu SAND (META- Humid and SEDIMENTS AND METAVOLCANIC ROCK) Very Stiff ' c K -B AG L -C ,K Trench Ended at 11.5' I SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTINC,lNC. LOGGED BY: RF DATE LOGGED: 7-29-88 JO6 NUYBER: 8821133 Plate No. 3, - ,~- - - - - - - - - - - - - ~4 f -I z :* z : : ; TRENCH NUMBER 2 : x ; z E * G” gzt wwv) vr w - w 0 - AU “,5 z- :+ 2 ; -- z !Y 05 ELEVATION “2 2; z:’ 2,: ;; _o =r ?I 5: : : 0; Ii” 0 :, : 2; 25: o z z 0 I 0 0 =0 0 0 OESCRIPTION 0 CL Brown SANDY CLAY (TOPSOIL) Dense Medium l- Stiff 2 CL Reddish Brown SANDY CLAY Humid Medium CK With Rock Fragments Stiff to (SUBSOIL) Stiff 3 BAG Highly Weathered META- Dry Very VOLCANIC ROCK Dense 4, CK 5- _ BAG 6- CK 7- 8- 9 CK 0 Trench Ended at 10' SA~THERN CALIFORNIA .SUBSURFACE EXPLORATION LOC SOIL & TESTINCJNC. LOGGED BY: RF DATE LOGGED: 7-2g-8t JOB NUMBER: 8821133 Plate No. 4 z z ,” F: TRENCH NUMBER 3 t- w G* z x ; : i= bz Y- = z 2 v, -‘- yo- 2; lx+2 z- 5+ ELEVATION ;L E 5 2; *!!?; ;; L t 3: p : 54 “,” * r: zg := z :, <EE o c s 0 : DESCRIPTION 0 0 8 4 -BAG CL Brown SANDY CLAY (TOPSOIL) Dry Soft l- CL Reddish Brown SANDY CLAY Humid Medium (SUBSOIL) 2- Stiff BAG 3 4- Weathered to Highly Dry to Very CK Weathered METAVOLCANIC ROCK Humid Dense 5 SkJTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: RF DATE LOGGED: 7-2g-88 JOB NUUBER: 8821133 Plate No. 5 - - - .- - - - - ~... .~ - - - - - W*TLR?~OOF SACK OF WALL ?ER AnCHITCCT’s 8PECIFICA1I0N8 S/4 INCH CRUSHED ROCK OR MlRADRAlN 6000 OR EQUIVALENT QEOFALlRlC BETWEEN ROCK AND 6ClL 4” DIAMETER PERFORATED PIPE SiAB-ON-QRADE I RETAINING WALL SUBDRAIN DETAIL NO SCALE SOUTHERN CALIFORNIA Ternyila Residence SOIL & TLSTINQ, INC. .Y: DBA oATc: a-26-88 JOB NUUtlLR: 8821133 Plate No. 6 - .- - .- .- The intent of these specifications is to establish proxdures for clearing, compacting natural gmund, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recomwndations contained in the preliminary geotechnical investigation repx-t and/or&s attached Special Pmvisions am a part of theReccmmm&d Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical rqurt for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical soil reImSz or in other written ccmnuCcation signed by the Soil Engineer. - - .- - - - - - Southern California Soil and Testing, Inc., shall be retained as the Soil Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Soil Engineer or his representative provide adequate observation so that he may provide an opinion that the wrk was or was not accomplished as specified. It shall be the rsqcnsibility of the contractor to assist the soil engineer and to keep him appraised of wrk schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary soil report am encountered during the grading operations, the Soil Engineer shall be contacted for further ret-ndations. If, in the opinion of the Soil Engineer, substandard conditions are encountered, such as; questionable or unsuitable soil, unacceptable lroisture (R-W371 - - .- .- - ,- - .- - - - SCS&T 8821133 August 26, 1988 content, inadequate campaction, adverse weather, etc., construction should be stopped until the conditions are remedied or corrected or he shall ret-nd rejection of this mrk. 'rest mathods used to determine the degree of compaction should be performsd in accordance with the following Imerican Society for Testing and Materials test methods: Naxinwm Censity & Optimm Wisture Content - A.S.T.M. D-1557-78. Density of Soil In-Place - A.S.T.M. D-1556-64 or A.S.T.M. D-2922. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing A.S.T.M. testing procedures. All vegetation, brush and debris derived from clearing operations shall be renwed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching, the natural ground in areas to be filled shall be scarified to a depth of 6 inches, brought to the proper nvisture content, cqcted and tested for the W degree of compaction in the Special Pruvisions or the recomwndation contained in the preliminary geotechnical investigation report. All loose soils in excess of 6 inches thick should be remxTed to firm natural gmund which is defined as natural soils which pssesses an in-situ density of at least 90% of its mximm dry density. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped (R-8/87) SCS&T 8821133 August 26, 1988 Appendix, page3 - - -- - - -- - -- - - - or benched. Benches shall be cut to a firm c-tent soil condition. The lowar bench shall be at least 10 feet wide or 1 l/z tines the the equipment width tich ever is greater and shall be sloped back into the hillside at a gradient of not less than t+.o (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be c-cted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20% shall be benched when considered necessary by the Soil Engineer. Any abandoned buried structures encountered during grading operations mst be totally renwed. All undergrouud utilities to be abandoned beneath any pxqxxed structure should be rarwed from within 10 fed of the stLuctufe and properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is compacted to *requ iremants of the Soil Engineer. This includes, but is hot limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Soil Engineer sothathemydetermine if any special ret-ndation will be necessary. All water walls which will be abandoned should be backfilled and capped in accordance to the reguixemants set forth by the Soil Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the wall and should be determined by the Soil Engineer and/or a qualified Structural Engineer. FILL- Materials to be placed in the fill shall be approved by the Soil Engineer and shall be free of vegetable matter and other deleterious substances. (R-8/87) SCS&T 8821133 August 26, 1988 Appendix, page 4 - -, - - - - - .-. - - - - - - - - Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks, expansive and/or detrimantal soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the soil engineer. Any iqort material shall be approved by the Soil Engineer before being brought to the site. Approved fill nmterial shall be placed in areas prepared to receive fill in layers hot to exceed 6 inches in conpacteci thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to a m.iGmm specified degree of compaction with egui~t of adequate size to ecommically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The mininaun degree of compaction to be achieved is specified in either the Special Provisions or the recomtendatiohs contained in the preliminary geotechnical investigation repoa* When the structural fill mterial includes rocks, no rocks will be allowed to nest and all voids mst be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The n?b&mm size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimte the degree of conpaction of the fill will be taken by the Soil Engineer or his representative. The (R-8/87) - SCS&T 8821133 August 26, 1988 Appendix, page 5 - - -. - location and frequency of the tests shall be at the Soil Engineer's discretion. When the compaction test indicates that a particular layer is less than the required degree of compaction, the layer shall be -rked to the satisfaction of the Soil Engineer and until the desired relative compaction has teen obtained. Fill slopes shall be compacted by mans of sheepsfcot rollers or other suitable equipment. Compaction by sheepsfcot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at ratios of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill mterial six or more inches inward from the finished face of the slope having a relative ccmpaction of at least 90% of mxinnns dry density or that specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Soil Engineer is of the opinion that the slopes will ba stable in regards to surficial stability. Slope tests will be made by the Soils Engineer during construction of the slopes to determine if the required cmqaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written c ommnication from the Soil Engineer or his representative in the form of a daily field report. - - - - If the method of achieving the required slope coqaction selected by the Contractor fails to produce the necessary results, the Contractor shall -rk or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Soils Engineer. (R-8/87 1 SCS&T 8821133 August 26, 1988 Appendix, page 6 - - -- ,- - - - - - .-. - - - - The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational mterial during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as parched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these condition's shall be c analysed by the Engineering Geologist and Soil Engineer to determine if mitigating maasures are necessary. Unless otherwise specified in the gectechnical relmrt, no cut slopes shall be excavated higher or steeper than that allowed by the ordinaxes of the controlling govermantalagency. Field observation by the Soil Engineer or his representative shall be made during the filling and compaaing operations so that he can express his opinion regarding the conformnce of the grading with acceptable standards of practice. The presence of the Soil Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill mterial to the specified degree of compaction. -LIMITS Fill shall not be placed during unfavorable waather conditions. When wxk is interrupted by heavy rain, filling operations shall not be resumd until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from waather or acts of Cod shall be repaired before acceptance of wxk. (R-8/871 - SCS&T 8821133 August 26, 1988 Appendix, page 7 - PEUZIVE CXMPTxI!I'IoN: The minimum degree of compaction to be obtained in compacting natural ground, in the compacted fill, and in the compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95% relative - compaction. ExPAKxvE SOILS: Detrimntally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with theUnifomBuiMingCcd-eStandard29-C. ovExEIzED!mLzRIm: Oversized fill mterial is generally defined herein as rocks or lunps of soil over 6 inches in diameter. Oversize n-aterials should not be placed in fill unless reconmndations of plac-t of such mterial is provided by the soils engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANsITIm Llns: Where transitions between cut and fill occur within the proposed building pad, the cut pxtion should be undercut a mininum of one foot below the base of the propxed footings and recmpacted as structural backfill. In certain cases that mid be addressed in the geotechnical =pe, special footing reinforcemnt or a conCnation of special footing reinforcemntandundemttingmybe required. - -. - - (R-9/87) - -