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Home My WebLink About2803 CORTE DE LA VISTA; ; CB911255; Permit10/08/91 15 37 B U I L D I N Page 1 of i Job Address 2803 CORTE DE LA VISTA Permit Type RETAINING WALL Parcel No Valuation 52,650 Construction Type- VN Occupancy Group Cla« Description 4050 SF CT 90-23 FAIRWAYS CRIB WALLS Appl/Ownr • THE VILLAGES OF LA COSTA P O BOX 9000-266 CARLSBAD, CA 92009.- """" G P E R M I T Code *** Fees Adjustments Total Fees Fees Required ** '986"'''0.0 • ;A * * ; 7* — — — , 9.86 . 00 Permit No CB911255 Pro3ect No A9101575 Development No str' F1 ste (\<L v 4740 10/08/91 mi 01 C-PRMT 742-00 Status- ISSUED Applied. OS/05/91 Apr/Issue 10/08/91 Validated By DC 619 931-8747 ***es., Collected & Credits Fee description Building Permit I Plan Check j Strong Motion Fee \ Other \ * BUILDING TOTAL , 00 Payments-: \ 244 00 \ 74200i Ext fee 428 00 278 00 5 00 275 00 COMM 986 00 t APPROVAL DATE CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr , Carlsbad, CA 92009 (619) 438-1161 r PERMTT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 1 PlillMl 1 TYPh A - l-lCommercial DNew Bunding QTenant Improvement B - D Industnal D New Building D Tenant Improvement C - D Residential D Apartment D Condo D Single Family Dwelling D Addition/Alteration D Duplex D Demolition D Relocation D Mobile Home D Electrical D Plumbing D Mechanical D Pool D Spa D Retaining Wall D Solar D Other 2 PHOJKCTINFORMATION PLAN CHECK NO. PLAN CK DEPOSIT ^f V**/1 VALID BY_ DATE C-PRMT 244-00 FOR OFFICE USE ONLY Address Nearest Cross Street Building or suite No EGAL DESCRIPTION ?a,rce\ 2. BELOW IT D 2 Energy Calcs {^2 Structural Calcs D 2 Soils Report D 1 Addressed Envelope ASSESSOR'S PARCEL EXISTING USE PROPOSED USE DESCRIPTION OF WORK SQFT 3.3 VO # OF STORIES UUNTAUI NAME CITY iii.dillereni trom applicant.) ,4«^ STATE ADDRESS ZIP CODE ^ > g(£ 9 UK DOW DAY TELEPHONE C NAME CITY S<tK ft COJMTRAC I OR U AOLN I 1-OR CON 1HACIUK UUWNhR U AGENI FOR OWNER \Aj«ttlS Co ADDRESS \$3\ ^ft.,,/ ftv./ STATE £4 ZIP CODE f2.O67 DAY TELEPHONE i «b 5 PROPER IT UWNKK NAME ADDRESS CITY 6 CON1J NAME CITY DESIG1 CITY ; <CorlS'bad [{ACJ1UU STATE UC 5#n /H.flX'co-r STATE <-* STATE #/u*Uf c, STATE £ 1 ZIP CODE <<f'Lx>0cl ADDRESS ZIP CODE LICENSE CLASS ,g> AUUKtbS |$-g| If ZIP CODE <9l*)(t> T WORKERS' COMPENSATION DAY TELEPHONED k/73™3j- 51 4 7 DAY TELEPHONE CITY BUSINESS UC # f DAYTELEPHONE$>tf)t|"1|-2.S'OTSTATEUC # A ^72-o*3 workers txjmpensation Declaration I hereby atlirm that l nave a certilicate or consent to selt-msure issued by the Director of Industnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab C) INSURANCE COMPANY POLICY NO /I <? 7:EXPIRATION DATE 5"- certificate of txemption J certify tnfit in tne performance or tne worx lor wmcn this permit is issued, I shall not employ any person in any manner so as to become subject tg the/Workers' Compensation Laws of California DATE Owner-Builder Declaration I hereby affirm that I am exempt from the Contractor'sTJcense Law for the Tbllowing reason D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's lacense Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale ) D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's Ijcense Law) D I am exempt under Section Business and Professions Code for this reason (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 703] 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING HIE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 9 uuNSi'umrnuN UJNDING AGLHHJY I hereby affirm that there is a construction lending agency lor the performance ot the work tor which this permit is issued Ibec 309710 Civil Code) LENDER'S NAME LENDER'S ADDRESS 10 APPLJC.ANI l cenily inai l nave read tne application and state that tne above information is correct I agree to comply witn all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE 1NDF.MN1FY AND KILF.P HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSIIA. An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stones in height Expiration Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time aftpr'the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code) APPLICANTS SIGNATURE DATE WHITE- File YELLOW Applicant PINK. Finance GEOCON INCORPORATED FOUNDATION OBSERVATION REPORT JOB NAME fAlftWAV.5 LOCATION FILE NO WAJI . UT.5 /DATE 7'*<1 " FOUNDATION LOCATION (if not entire building). PERMIT NO PLAN FILE NO D ADDITIONAL OBSERVATION REQUIRED )5lf SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION $ Verify soil conditions exposed are similar to those anticipated *Iiy Verify footing excavations extend to minimum depth recommended in soil report D Verify foundation reinforcement complies with minimum recommended in soil report D Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report D Other APPLICABLE SOIL REPORT TITLE CAJ DATE SOIL REPORT RECOMMENDATIONS BASED ON D Expansion Condition, D VERY LOW D LOW D MEDIUM D HIGH D VERY HIGH D Fill Geometry s( Other MINIMUM FOUNDATION RECOMMENDATION / . Footing Depth jit 12 INCHES D 18 INCHES D 24 INCHES OTHER "7 TZ> .PL. Footing Reinforcement D NO 4 T&B D 2-NO 4 T&B D NO 5 T&B OTHER Interior Slab Reinforcement / D 6x6-10/10 D 6x6-6/6 D NO 3 @ 24 INCHES D NO 3 @ 18 INCHES Slab Bedding Material and Thickness _ Vapor Barrier _ Foundation Width _ FOUNDATION PLAN REVIEWED If yes, identify and describe YES D OBSERVATIONS !*£. Substantial conformance with Soil Report (see "Purpose of Observation") D Substantial conformance with Foundation Plans D Other COMMENTS V /f 7J4*/ 5 / (L NOTE IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED FIELD COPIES TO n \wpjob\draft\fdnobrpt frm (2/27/91) GEOCON REPRESENTATIVE Ws<7HT;PuTJFn INSPECTION DATE INSPECTOR PERMIT f ?/- /l&* PLANCK #. JOB ADDRESS TIME ARRIVE: TIME LEAVE: CD LVL DESCRIPTION ACT COMMENTS PERMITS 6/15/89 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 56O-1468 DATE: ^JURISDICTION: PLAN CHECK NO: PROJECT ADDRESS: PROJECT NAME: SET: APPT.TPaKIT CHECKER r]FILE COPY QUPS r~ DESIGNER D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. * The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified k&-(e>uu- are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. |] The applicant's copy of the check list has been sent to: ijpl Esgil staff did not advise the applicant contact person that plan check has been completed. jj Esgil staff did advise applicant that the plan check has — been completed. Person contacted: Date contacted: REMARKS : 'fcfJm\r\\r\c< in/all's i Pi egifion 4o "Hie B Ida • Telephone # r __ cw«pl By:Enclosures: ESGIL CORPORATION DGA DAA DRN QDM Datei q/i3 hi Jurisdiction Carl< Prepared by: l^juH- C~ Un- VALUATION AND PLAN CHECK FEE PLAN CHECK NO. qi- 135*5 BUILDING ADDRESS £<frp 5 £*r-l-£ J<L I*. n Bldg. Dept. p Esgil APPLICANT/CONTACT /5^6 l-<*(/i<in<L PHONE NO. H~JI-35&& BUILDING OCCUPANCY LO K 6CJc< //< TYPE OF CONSTRUCTION ^^^c., BtiTTnTMP TTiPTTnN Cr,b uJ*ll bc'.'is^!** ^ V\ " >k 1, MA7 " K( C7 " Air Conditioning: Commercial Residential Res. or Comm. Fire Snrinklers Total Value BUILDING AREA / 5&t? l£~2& ^^l? -Z&& ^/)<To OT- DESIGNER PHONE " '' CONTRACTOR VALUATION •1ULTIPLIER /^ / ^ l "*, 13 x,(su(2-. e § e PHONE VALUE e-1^3- Rc-Permif- p^^ 1 , *>£>£? 3O~7.0O 1 ^V- 55 IS-ii^'^ (-1\.OO III* IS )5ig72J ,^.^ ?3.^0 V^S^ 7^ =0 ^ go ,1 . « - P7^J2> £44— ^ tfo ^ M-^S^/^-^^S //<9^ N/^^J , Building Permit Fee $ $ Plan Check Fee $ $ C 0 H MENTS: SHE ET I OF /12/87 fr/v i O o -i aLUt> 123 S N R TDD C C C H H H E E E K K K ann nan K/Anan ana BUILDING PLANCHECK ENGINEERING CHECKLIST DATE :i <D ~ 1 - PLANCHECK NO. C& C\\- ITEM COMPLETE ITEM INCOMPLETE NEEDS YOUR ACTION ITEM SELECTED PROJECT ID: APlO 2 1 U - 1 "?>£) - U \ LEGAL REQUIREMENTS Site Plan 1. Provide a fully dimensioned site plan drawn to scale. Show: north arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimension setbacks. 2. Show on site plan: Finish floor elevations, pad elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway with percent (%) grade and drainage patterns. 3. Provide legal description and Assessors Parcel Number. Discretionary Approval Compliance 4. No Discretionary approvals were required. 5. Project complies with all Engineering Conditions of Approval for Project No. . 6. Project does not comply with the following Engineering Conditions of Approval for Project No. Conditions complied with by: Field Review '—' '—' '—' 7. Field review completed. No issues raised. nan Date: 8. nn nnn Field review completed. The following issues or discrepancies with the site plan were found: A. Site lacks adequate public improvements B. Existing drainage improvements not shown or in conflict with site plan. C. Site is served by overhead power lines. P \DOCS\MISFORMS\FRM0010.DH REV 02/27/91 '—' '—' '—' D. Grading is required to access site, create pad or provide for ultimate street improvement. '—' '—' '—' E. Site access visibility problems exist. Provide onsite turnaround or engineered solution to problem. '—' '—' '—' F. Other: Dedication Requirements 9. No dedication required. 10. Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8V x 11" plat map and submit with a title report and the required processing fee. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. The description of the dedication is as follows: Dedication completed, Date By:. Improvement Requirements '—' 11. No public improvements required. SPECIAL NOTE; Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City inspector prior to occupancy. '—''—'12. Public improvements required. This project requires construction of public improvements pursuant to Section 18.40 of the City Code. Please have a registered Civil Engineer prepare appropriate improvement plans and submit for separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. The required improvements are: Improvement plans signed, Date: by:. P \DOCS\MISFORMS\FRM0010.DH REV. 02/27/91 '—' '—' 13. Improvements are required. Construction of the public improvements may be deferred in accordance with Section 18.40 of the City Code. Please submit a letter requesting deferral of the required improvements together with a recent title report on the property and the appropriate processing fee so we may prepare the necessary Future Improvement Agreement. The Future Improvement Agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future Improvement Agreement completed, Date: By: DC 13a. Inadequate information available on site plan to make a determination on grading requirements. Please provide more detailed proposed and existing elevations and contours. Include accurate estimates of the grading quantities (cut, fill, import, export). '—' '—' 14. No grading required as determined by the information provided on the site plan. 15. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted for separate plan check and approval through the Engineering Department. NOTE: The Grading Permit must be issued and grading substantially complete and found acceptable to the City Inspector prior to issuance of Building Permits. Grading Inspector sign off. Date: by: Miscellaneous Permits 16. Right-of-Way Permit not required. '—' '—' '—' 17. Right-of-Way Permit required. A separate Right-of-Way Permit issued by the Engineering Department is required for the following: ^ '—' '—' 18. Sewer Permit is not required. '—' '—' '—' 19. Sewer Permit is required. A sewer Permit is required concurrent with Building Permit issuance. The fee required is noted below in the fees section. 20. Industrial Waste Permit is not required. P \DOCS\MISFORMS\FRM0010 DH REV. 02/27/91 21. Industrial Waste Permit is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Building Permits. Permits must be issued prior to occupancy. Industrial Waster Permit accepted - Date: By: Fees Required D I 27. Park-in-Lieu Fee % D D D D D D Quadrant:._Fee per Unit:. Total Fees: 23. 24. 25, 26, 27. Traffic Impact Fee Fee Per Unit:Total Fee: Bridge and Thorough fare Fee Fee Per Unit:Total Fee: Public Facilities Fee required. Facilities Management Fee Zone:. Sewer Fees Permit No. Fee: EDU's Benefit Area:Fee: 28. Sewer Lateral Required:. Fee: _ 29. REMARKS: _ ENGINEERING AUTHORIZATION TO ISSUE PERMIT BY:DATE :- /- P \DOCS\MISFORMS\FRM0010 DH REV. 02/27/91 OJ o3 COV-T&- £B- Planner \)h^ Uv^cL^ Phone 438-1161 ext (Name) APN <- rg KI« « « Type of Project and Use Zone f&t>fl/\ Facilities Management Zone Legend LiJ Item Complete^ £ £ M<j u o i i c c ca a a a. o. a. j j I I Item Incomplete - Needs your action 1,2,3 Number in circle indicates plancheck number where deficiency was identified Us D D Environmental Review Required YES _ NO P^ TYPE DATE OF COMPLETION _ cr6 Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval D Discretionary Action Required: YES £±_ NO TYPE CT APPROVAL/RESO. NO. _ DATE PROJECT NO OTHER RELATED CASES: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval California Coastal Commission Permit Required: YES NO DATE OF APPROVAL: San Diego Coast District, 3111 Camino Del Rio South, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval IE'LJ Q Landscape Plan Required YES VC NO See attached subrruttal requirements for landscape plans Site Plan. 1 Provide a fully dimensioned site plan drawn to scale Show \cr- arrow, property lines, easements, existing and proposed str_c:ures streets, existing street improvements, ngnt of-wav .%ic:h ar: dimensioned setbacks 2 Show on Site Plan Finish floor elevations, elevations or -"rusn r-a^e adjacent to building, existing topographical Lines, existing ana zrcrcse: slopes and dnveway 3 Provide legal description of property 4 Provide assessor's parcel number Zoning Setbacks / Front- \ ^ s <{® «fl Street Side: / ,n <s , j-^ Rear-( 0^ yjr Lr G G \ ^ 2 Lot coverage )3^ G Q y 3 Height. [S^G Q AJ& 4 Parking: G Q O Additional Comments Required Required Required Required Required Required Spaces Required Guest Spaces Required Shown Shown Shown Shown Shown Shown Shown Shown OK TO [SSUE AND ENTERED APPROVAL INTO COMPUTER \J . O/DATE ~ f/ PLNCK.FRM CRIBWALL STABILITY CALCULATIONS PREPARED BY: PREPARED FOR: SITE: SOILS DATA FROM: LETTER DATED: PROJECT NO.: SHEET 01 OP 11 SEPTEMBER 04, 1991 RETAINING WALLS COMPANY 1531 GRAND AVENUE SAN MARCOS, CALIFORNIA 92069 (619) 471-2500 PROJECT CONTACT: BOB LAVIGNE THE VILLAGE OF LA COSTA PO BOX 9000-266 CARLSBAD, CALIF. 92009 (619) 931-8747 BOUNDED N'LY BY CORTE DE LA VISTA, NW'LY BY ALICANTE RD. & LA COSTA RESORT ON THE SOUTH GEOCON, INC. 6960 FLANDERS DRIVE SAN DIEGO, CALIF. 92121-2974 (619) 558-6900 JULY 07,1991 D-4345-H01 ********************************** IT IS REQUIRED, AS A CONDITION OF THESE STRUCTURAL CALCULATIONS, THAT A MEMBER OF THE RETAINING WALLS COMPANY STAFF FIELD INSPECT AND APPROVE THE CONSTRUCTION OF THIS CRIBWALL PROJECT. RETAINING WALLS COMPANY WILL NOT ACCEPT RESPONSIBILITY FOR ANY CRIBWALL PROJECT RELEASED WITHOUT WRITTEN FINAL APPROVAL FROM A RETAINING WALLS COMPANY INSPECTOR. THIS NOTE SHALL APPLY ONLY TO WALLS CONSTRUCTED BY RETAINING WALLS COMPANY. JOB NO. 86-11-38 Sheet 2. of II Date WALL "A" tv; p C L__»we/ j » -*^2r $ I ,;* |pV^ 4463 "?&* CRIBLOCK CRIBWALL STABILITY CALCULATIONS Sheet Date of >|" 4 T=> CRffiLQCK No Scale |JN CRIBWALL STABILITY CALCULATION JOB NUMBER: 86-11-38 Sheet 4 of Date g-4 PI = Wl = W2 = W3 = P2 = (1) OVERTURNING %(13.24)2(43) = 3767; Mo = PI( 3.22) = 12145 %( 2.75)( 1.38)(115) = 218; Ml %( 4.75)( 1.19)(115) = 325; M2 ( 4.90)(11.00)(120) = 6468; M3 Pl/3 = 0; M4 SFV = 7011; Wl( W2( W3( P2( 6 5 3 7 .50) .84) .71) .42) SMr = = = = = 1418 1896 24001 0 27315 Overturning Safety Factor = SMr/Mo = 27315/ 12145 = 2.25 (2) SLIDING a = 14.0362° sina = 0.2425 cosa = 0.9701 RESISTING FORCE=[Plsina+SFvcosa]( n ) + SFvsina+ PASSIVE+ COHESION =[ 914+ 6802](0.40)+ 1700+ 0+ 980= INDUCING FORCE = Plcosa = 3655 Sliding Safety Factor = 5766/ 3655 =1.58 (3) LOCATION OF FORCE RESULTANT 1.63 < H < 3.27 H = ( 27315 - 12145) / 7011 = 2.16 FT. (4) FOUNDATION PRESSURES TOE PRESSURE = [4( 4.75)-6( 2.16)]* 7011/( 4.75)2= 1871 PSF HEEL PRESSURE = [6( 2.16)-2( 4.75)]* 7011/( 4.75)2= 1078 PSF 5766 CRIBWALL STABILITY CALCULATIONS sheet 5 Date CRfBLQCK CA&tC/TV = 54' No Scale IJN CRIBWALL STABILITY CALCULATION JOB NUMBER: 86-11-38! Sheet Date of II PI = (1) OVERTURNING %(17.12)2(43) = 6303; Mo=Pl( 3.46) = 21849 Wl W2 W3 W4 W5 W6 P2 = %( 4.54)( = %( 6.54)( 2.27) (115) = 1.63) (115) = = %( 2.50) (10.00) (115) = = ( 1.84) = ( 4.90) = ( 9.24) = Pl/3 (10 (10 ( 3 .00) .00) .00) (115) = (120) = (120) = = ZFv = 592; 615; 1438; 2116; 5880; 3326; 0; 13967; Ml M2 M3 M4 M5 M6 M7 = Wl( = W2( = W3( = W4( = W5( = W6( = P2( 8 7 7 8 4 4 9 .18) .51) .10) .80) .32) .85) .69) ZMr = = = = = = S5 4844 4617 10204 18619 25385 16119 0 79788 Overturning Safety Factor = SMr/Mo = 797S8/ 21849 = 3.65 (2) SLIDING a = 14.0363° sina = 0.2425 cosa = 0.9701 RESISTING FORCE=[Plsina+2Fvcosa]( p )+ SFvsina+ PASSIVE+ COHESION =[ 1529+ 13550](0.40)+ 3387+ 0+ 1848= 11267 INDUCING FORCE = Plcosa = 6115 Sliding Safety Factor = 11267/ 6115 =1.84 (3) LOCATION OF FORCE RESULTANT 3.08 < H < 6.16 H = ( 79788 - 21849) / 13967 = 4.15 FT. (4) FOUNDATION PRESSURES TOE PRESSURE = [4( 8.96)-6( 4.15)]*13967/( 8.96)2= 1906 PSF HEEL PRESSURE = [6( 4.15)-2( 8.96)]*13967/( 8.96)2= 121Q PSF 7»f FRO BAC HEA FAL EN NT STRETCHER 140" 50' ft 60" — j — 0 375" ^rLi 2LBAS rio- 1 5" CLR (TYP ) —| |— K STRETCHER 4 0" 3' -9 0" •6 0" DER 40" •100" — | — 0 375" S— # 4 REBAR 1 5" CLR (TYP ) —| |— TOP VIEWS 50' 4' -80" 1 75"-^ S— # 4 REBAR „ „ H — 1 5" CLR .£- I 60 80 — • (TYP ) 3 ,, IT 2 5" RAD (TYP ) — ^ M -, — f- -725"JL noK- .... II III • - n - « «.-. | u _^j |^- _i j«_ | ^ 0 75"-' SE HEADER 40" _ 1 0 0" 100" 1 0"U r1 25" T". NOTES 8 ° 1 STRENGTH OF MATERIALS . 1 . A COMPRESSIVE STRENGTH OF CONCRETE 1 70" 1 T'C J^DU Kb'/I -1C" II _' U _ll_ 0 1C"u <.-> n -n- w^o y Y|LLD siKLNGIH Of- STEEL fy = 60,000 PSI D VIEWS SIDE VIEWS MEMBER DIMENSIONS (5.0' HEADERS) NO SCALE SOUTHERN OFFIC 1531 GRAND AVE SAN MARCOS, CA (619) 471-251 (800) FOR-WA < RETAINING WALLS CO. ™ MUK &^ 800 E GRANT LINE RD ?n 2069 r»ISL CRIB RETAINING WALL STANDARD DETAIL TRACY, CA. 9537630 CRfBLOCK (209) 832-2600 LL ^ DETAIL NO M5-1 (800) 540-CRIB FALSE HEADER (TYPICAL) —i ALTERNATING JOINTS — BACK STRETCHER (TYPICAL) —i CM CT> 00 1 25' (TYP) HEADER (TYPICAL) 2 50' (TYP) FRONT STRETCHER (TYPICAL) TYPICAL DOUBLE DEPTH PLAN VIEW BASE COURSE 5.0' HEADER NO SCALE SOUTHERN OFFICE 1531 GRAND AVENUE SAN MARCOS, CA. 92069 (619) 471-2500 (800) FOR-VALL RETAINING WALLS CO. CRIBLOCK CRIB RETAINING WALL STANDARD DETAIL DETAIL NO. B5-2 NORTHERN OFFICE 800 E. GRANT LINE RD. TRACY, CA. 95376 (209) 832-2600 (800) 540-CRIB RECOMMENDED BROW DITCH BY OTHERS GROUND LINE • BURIAL PER SOILS ENGINEER •TOE OF WALL DRAINAGE TO BE SPECIFIED BY SOILS ENGINEER MANUFACTURER ADVISES AS A MINIMUM A 4 INCH PERFORATED PVC SUBDRAIN ENCASED IN 3 CU FT/FT OF 3/4" CRUSHED ROCK WRAPPED IN FILTER FABRIC TYPICAL DOUBLE DEPTH X-SECTION SLOPING BACKFILL NO SCALE SOUTHERN OFFICE 1531 GRAND AVENUE SAN MARCOS, CA 92069 (619) 471-2500 (800) FOR-WALL RETAINING WALLS CO. CRIB LOCK CRIB RETAINING WALL STANDARD DETAIL DETAIL NO. XS-2 NORTHERN OFFICE 800 E GRANT LINE RD TRACY, CA 95376 (209) 832-2600 (800) 540-CRIB \0 u 00 LO CM o IT) CN in CN Ld 0 CO a,>H E- o Ld O o 2 Qcc: -< Q o UJa: ca az. o O Ld Ld _l I— < _ H Q^T LJ UJ °° CD ? L_ LJ 00 00 -x LUI—o 00 i£ : Q Q Ld | X 55 GEOCON INCORPORATED Geotechmcal Engineers and Engineering Geologists Project No 04345-34-05 November 13, 1992 Fieldstone/La Costa Associates Post Office Box 9000-266 Carlsbad, California 92009 Attention Mr Ivan Simovich Subject FAIRWAYS CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING CRIBWALL CONSTRUCTION Gentlemen In accordance with your request, and our proposal dated August 12, 1991, we have piovided testing and observation services during the construction of the cnbwall located at the rear of Lot Nos 2 and 3 within the subject development Our services were performed during the period of December 12 through 20, 1991 The scope of our services included the following • Observing the cribwall backfill operation, including the installation of a backdram • Performing m-place density tests in fill placed and compacted in the cnbwall cells • Performing laboratory tests on samples of the prevailing soils conditions used for fill • Preparation of this final report General The designer and contractor retained for construction of the wall was Retaining Walls Company and O'Day Consultants, respectively, and are entitled Grading Plans for Fairways CT 89-16, dated June 14, 1991 Geotechmcal design parameters were provided in our 6960 Flanders Drive San Diego, CA 92121-2974 619 558-6900 FAX 619 558-6159 Project No 04345-34-05 November 13, 1992 Page 2 letter entitled Fairways, Carlsbad, California, Ceotechmcal Design Recommendations - Proposed Cnbwalls, dated September 4, 1991 References to elevations and locations herein were based on surveyor's stakes in the field and/or interpolation from the referenced plans Geocon Incorporated did not provide surveying services and, therefore, has no opinion regarding the accuracy of the "as-built" elevations, or surface geometry with respect to the approved plans, or surface drainage Wall Construction During construction of the cnbwall, compaction procedures were observed and in-place density tests (ASTM D1556-82 and D2922-81) were performed to evaluate the relative compaction of the placed fill Due to the structure of the cnbwall, there are limitations which restrict locations where in-place density tests may be taken Such locations are near the face of the wall and beneath the stretchers Field observations and the results of the m-place density tests indicate that the fill has generally been compacted to at least 90 percent relative compaction at the locations tested The results of the in-place density tests are summarized in Table I All density tests were performed by the nuclear method (ASTM D2922-81), except for Test Nos CW-1B and CW-27, which were performed by the sand cone method (ASTM D1556-82) and Test Nos CW1 and CW2 through CW6A, which were performed by the ring sampling method Laboratory tests were performed on samples of material used for fill to evaluate the maximum dry density and optimum moisture (ASTM D-1557-78, Method C) The results of the laboratory tests are summarized in Table II As recommended in our letter dated September 4,1991, a backdram was constructed behind the rear cells of the wall. This drain, extending the entire length of the wall, consists of a four-inch-diameter perforated PVC pipe surrounded by at least three cubic feet per linear foot of 3/4-mch aggregate and encased in approved geotextde filter fabric To prevent damages to the cnbwall, it is recommended that landscape irrigation near the cnbwall top and face be monitored and controlled to prevent soil erosion within the cells due to overwatermg LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to backfill operations of the cnbwall cells, and represent conditions at the date this report. Any subsequent grading should be done in conjunction with our observation and testing services As used herein, the term "observation" implies only that we observed the progress Project No 04345-34-05 November 13, 1992 Page 3 of the work with which we agreed to be involved Our conclusions and opinions as to whether the work essentially complies with the job specification are based on our observations, experience, and testing Soil conditions within the cribwall cells, and the accuracy of tests used to measure such conditions, can vary greatly at any time We make no warranty, expressed or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience Very truly yours, GEO Project Geologist AS DFL dmc (3) Addiessee (2/del) Jobsite Attention- Mr Rocky Anderson 00 H t) CO Cd OS H C/J M Cd W rH ?•* M H <J rH H C/3 2W Q 3 CdHH b > O bai -[ in Ot xt CO 1 in•^ ro<fo 0 2 4J O 0 1— ) 0 PH •O P.cr I-H B x-x CO CO O dPos at o xv •o rH ft CO rH S x-x •iH CO O dP b OS O xv T) 4J • rH 01 4-1 CO i-l C ^- •rl O O dp b a U xx rH 01 <4H CO ^*t C O iH >H 0) PHb Q Q xv 4J • 01 4J 11 , J ("* —^ 4^ *T"^ Wl i*~^ PL, O O dP 0 a 0 xv X-N Ul 4-1 X >•, C 0cd s-j co p* S Q Q xv Ul = ,M 3 xt 0 xxrH \ O dp f* I CO £*\ xv co 3 O U 2 _r^ > 4J s^. 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"\ O O O CM CM CM V^ \^ 'ssv CM CM CM ro ^ mm m m 0 U 0 01s )H 0) 4J T-j 0^ 13 O CJ 'Wo co •H 4J C8 Q rHa X (U o o Vi CM X fa CO Hto Cd H est failure, following moisture conditioning4-> t^ 4-> •i-t 01 Ccu T)Cen O 3 TH 0 4-> •r-l O> cd 0) CXvi eex ou(4-1 cu 0 Vl 4J Vlw ocu \4J TJ cu Coi cd fc o *, CQ «. ^J failure was removed and replaced with4J rH W -i-l CU O 4J 01 >,rH 4J i-l •H r-l Ul M-l C CU T) T3 CU 4-> (4-1 U O Cd Cd §•cu o Vl Ucd>•, C r-l ••-1 Vl CU r-l CX r-l O •i-l Vl fa (X erf co & Cd CQJg£ *~~1 2 EHto Cd EH 04 O fa Z O rH H <£o rHto Cd Q Cd O O CJ X M fa Cd Cri DM - Joint Trench ST - Slope Test- Moisture Test SW - SidewalkH EH •-> 2 C •.-I 4Jcd 01Vi cu Q EH cd cu CU 01Vi cd < CQ 1 1 Q <C 03 - Retaining Wall SZ - Slope Zone- Storm Drain UT - Utility Trench- Subgrade WB - Wall Backfill- Sewer Lateral WL - Water Lateral3 Qa! to Vlcu 4J 4J 3 rH C3 i-l « >3 & ft J3 VI r-l 3 Vi CJ CJ 1 1 O 13 CJ CJ 0 rJto co cu T3cd Vl>>ocdS -C CU Ul > -H •r< C Vl -H Q fa 1 1 & o (^ Ct4 c •r-4cda ucu 4->1 1 c•H cda VlIcuto 1 ato rS0ccu V4 H C O •H 4Jcd bO •T-l 1-4 Vl M i OH Z Cd § P CJ Table II, representing the laboratoryntent data for selected fill soil samplesionC•I-l •ocu 4J Ul •H r-l 01 Vl CU ,0 c cu> VI3 O o 4-1 01 T3 C 0 (X 01cu Vl VIo CJ O 4Jcj cdcue;vi cu 3 ui 4J ,0 U] O •r-lo *os ccd 1 w>a c i-l >H 4J 4J (X uio cu \ 4J>-,4-> bO •<-! C Ul -HC viCU 3•a -a ^•avi cu •O Vicu E 4J3 cE 3 •r< 0 X Ucd C E cu Z O(— 1 H CJ -^2o CJ ^yjCJqoi greater than zero, laboratory maximum dry density and optimumcontent For tests with rock content equal to zero, laboratoe content values listed are then unadjusted values.^ Vlcu u 3 bO O 4Jcd vi 01 •U -H C Vl 0o> o Ecj 4-1 Vi Ecu -O 3CX cu E 4J -H X 01 4J O 3 ft O "-> O Vl T) cd T3ja c4J cu cd •H VlS cu >, S 4J Ul 1-4 4-) U 01 0? C Ccu cu cu 4J 4J T3 C >i O >-, U 0 Vl •i-( 13 0} CU C Vi Ecu 3 3 T) 4J E 01 -i-l Vl >H Xo o cd fa E E H CO Cd H ft) O Cd DM^-i EH 4J Oo 4-J CU r-l O•§ 4-) 0) 0> Vlcdcu C cu 5 o 4J Project No 04345-34-05 November 13, 1992 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D1557-78, METHOD C Sample No Description Maximum Optimum Dry Moisture Density Content (pcf) (% Dry Weight) Dark brown, Clayey fine SAND with little silt 1228 8 Olive-brown, Clayey fine SAND with trace of gravel 1147 98 137 II of GRIDLOCK™ RETAINING WALL GENERAL NOTES DESIGN 1. DESIGN IS BASED UPON PLANS, TOPOGRAPHY AND SOILS DATA SUPPLIED BY OTHERS ASSUMED AS CORRECT RETAINING WALLS COMPANY SHALL NOT BE HELD RESPONSIBLE FOR COSTS INCURRED DUE TO VARIATION IN ACTUAL FIELD CONDITIONS. 2 STABILITY CALCULATIONS ARE VALID ONLY FOR LOAD CONDITION SHOWN. 3 FIELD TESTING OF SOILS FOR VERIFICATION OF SOILS PARAMETERS IS NOT THE RESPONSIBILITY OF RETAINING WALLS COMPANY RETAINING WALLS COMPANY DOES NOT EMPLOY PERSONNEL TRAINED TO PERFORM SUCH TESTING 4. ALL STRUCTURAL LOADS BEHIND THE WALL MUST REMAIN BEYOND A 45 DEGREE INFLUENCE LINE EXTENDED FROM THE HEEL OF THE WALL TO THE GROUND SURFACE, UNLESS SPECIFICALLY DESIGNED FOR BY RETAINING WALLS COMPANY 5. RETAINING WALLS COMPANY DOES NOT ANALYZE GLOBAL STABILITY RETAINING WALLS COMPANY SHALL NOT BE-RESPONSIBLE FOR GLOBAL STABILITY OF THE WALL AS PROPOSED. DRAINAGE AND EROSION CONTROL 1. UNLESS SPECIFICALLY COVERED IN CONSTRUCTION CONTRACT, ALL DRAINAGE AND EROSION CONTROL IS TO BE INSTALLED BY OTHERS 2. DRAINAGE BEHIND WALLS SHALL BE SPECIFIED BY SOILS ENGINEER. MANUFACTURER ADVISES AS A MINIMUM A 4 INCH PERFORATED PVC SUBDRAIN ENCASED IN 3 CU FT/FT OF 3/4" CRUSHED ROCK WRAPPED IN FILTER FABRIC 3 A CONCRETE DITCH IS RECOMMENDED AT THE TOP OF CRIBWALLS SUPPORTING SLOPED EARTH TO PREVENT POSSIBLE EROSION FROM IRRIGATION OR STORM RUNOFF SPILLING OVER THE FACE 4. EROSION CONTROL AND MAINTENANCE OF DRAINS SHALL BE THE RESPONSIBILITY OF THE OWNER MISCELLANEOUS 1. BACKFILL WITHIN AND BEHIND THE WALL SHALL BE PLACED AT MINIMUM RELATIVE COMPACTION OF 90%. 2. PLANTING AND IRRIGATION OF WALLS TO BE DONE BY OTHERS 3 MAINTENANCE OF WALL SHALL BE THE RESPONSIBILITY OF THE OWNER 4 AS-BUILT WALL SAFETY, SUCH AS INSTALLATION OF FENCING OR GUARDRAILS IN AREAS ACCESSIBILITY TO PEDESTRIAN OR VEHICLE TRAFFIC, IS THE RESPONSIBILITY OF THE OWNER. 5 RETAINING WALLS COMPANY STANDARD PLANS AND STANDARD SPECIFICATIONS ARE A PART OF THIS DESIGN. 6 AGENCY REQUIREMENTS WHICH EXCEED THE REQUIREMENTS OF THIS DESIGN SHALL GOVERN. 7. UNLESS SPECIFICALLY ADDRESSED IN THE DESIGN, WALLS SHALL NOT BE CONSTRUCTED IN WATERWAYS OR IN AREAS SUBJECT TO FLOODING DETAIL NO GN-1 SOIL AND GEOLOGIC INVESTIGATION FOR FAIRWAYS CARLSBAD, CALIFORNIA FOR THE FIELDSTONE COMPANY SAN DIEGO, CALIFORNIA BY GEOCON INCORPORATED SAN DIEGO, CALIFORNIA JULY, 1989 I I I I I I I I I I File No D-4345-H01 July 7, 1989 The Fieldstone Company 5465 Morehouse Drive, Suite 250 San Diego, California 92121 Mr Brian Milich FAIRWAYS CARLSBAD, CALIFORNIA SOIL AND GEOLOGIC INVESTIGATION Attention Subject Gentlemen In accordance with your request and our proposal of March 27, 1989, we have performed a soil and geologic investigation of the subject project The accompanying report presents the findings of our study and our recommendations relative to the geotechnical engineering aspects of developing the project as presently proposed Should you have any questions concerning our report or if we may be of further service, please contact the undersigned at your convenience Very truly yours , GEOCON INCORPORATED GCC DFL HTK Imp (4) addressee (2) O'Day Consultants Attention Mr Patrick N O'Day I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS SOIL AND GEOLOGIC INVESTIGATION Page Purpose and Scope 1 Site and Project Description 2 Soil and Geologic Conditions 4 Stratigraphy 4 Fill (Qaf) . 5 Topsoil (Not Mapped) 6 Alluvium (Qal) 6 Slopewash (Qsw) 7 Terrace Deposits (Qt) 8 Delmar Formation (Td) 8 Santiago Peak Volcanics (Jsp) 9 Geologic Structure 10 Groundwater 10 Geologic Hazards 11 Faulting and Seismicity 11 Liquefaction Potential 12 Remedial Grading Considerations 12 CONCLUSIONS AND RECOMMENDATIONS General 15 Remedial Grading 16 Grading 18 Soil and Excavation Characteristics 21 Bulking and Shrinkage Factors 21 Slope Stability 23 Subdrains 25 Foundations 26 Category I Shallow Fill and Cut Pads 26 Category II Medium Deep Fill Pads 27 Category III Deep Fill Pads 27 Category IV Pads Underlain by Alluvium left in place 28 Retaining Walls and Lateral Loads 29 Drainage and Maintenance 31 LIMITATIONS AND UNIFORMITY OF CONDITIONS Figure 1, Vicinity Map Figure 2, Geologic Map Figures 3-4, Geologic Cross Sections Figures 5-8, Remedial Grading Figures 9-10, Slope Design Charts Figure 11, Surficial Slope Stability Analysis Figure 12, Recommended Canyon Subdrain Detail Figure 13, Retaining Wall Drain Detail I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS (continued) APPENDIX A FIELD INVESTIGATION Figures A-l - A-10, Logs of Test Borings Figures A-11 - A-33, Logs of Test Trenches APPENDIX B LABORATORY TESTING Table I, Summary of Laboratory Compaction Test Results Table II, Summary of In-Place Moisture-Density and Direct Shear Test Results Table III, Summary of Laboratory Expansion Index Test Results Figures B-l - B-4, Consolidation Curves Figure B-5, Time Rate Consolidation APPENDIX C RECOMMENDED GRADING SPECIFICATIONS Figure C-l, Specifications for Site Grading Figure C-2, Typical Benching Detail I I I I I I I I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 SOIL AND GEOLOGIC INVESTIGATION Purpose and Scope The purpose of this soil and geologic investigation was to provide geotechnical information for development of the property to receive approximately 131 building pads for one and/or two-story residential structures In addition, private streets will be graded and 12 lots will be maintained as open-space Specifically, this report is intended to provide design information with respect to grading of the site, slope stability analysis, approximate depth and lateral extent of existing fill materials, excavation characteristics, foundation design criteria and other geotechnical information pertinent to the proposed site development The scope of our services consisted of field mapping by our engineering geologist and a review of geotechnical reports and information relative to the site, including the following "Preliminary Geotechnical Investigation, Alicante Hills/Fairway Villas, Carlsbad, California," prepared by Ninyo and Moore, dated April 21, 1988 Tentative Map of Fairways, No C T 89-, prepared by O'Day Consultants, dated May 18, 1989 "Encinitas Quadrangle California - San Diego County, 7 5 Minute Series (Topographic)," U S Geological Survey, 1968 - 1 - I I I I I I I I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 o "Rancho Santa Fe Quadrangle California - San Diego County, 7 5 Minute Series (Topographic)," U S Geological Survey, 1968 o "Eocene and Related Geology of a Portion of the San Luis Rey and Encinitas Quadrangles, San Diego County, California," dated December, 1972, unpublished M A thesis in Geology by K L Wilson, University of California Riverside o Unpublished reports, aerial photographs and maps on file with our firm The field work consisted of a site reconnaissance by the project engineering geologist, the excavation of eight small-diameter rotary wash- borings and 25 exploration trenches Laboratory tests were performed on samples from the excavations to determine pertinent physical characteristics of the soil conditions encountered Details of the field exploration and laboratory testing programs are presented in Appendices A and B, respectively Site and Project Description The site comprises approximately 39 acres of previously graded, but presently undeveloped land in Carlsbad, California (see Vicinity Map, Figure 1) The property is elongate and irregular in outline, being bounded by Corte de la Vista on the north, Alicante Road on the northwest and the La Costa Resort Hotel and Spa golf course on the south (Figure 2) - 2 - File No D-4345-H01 July 7, 1989 The natural topography, as determined from 1953 aerial photographs and 1968 topographic maps, consisted of a southward-facing valley slope cut by southward-draining canyon tributaries to San Marcos Creek (see Vicinity Map, Figure 1) Subsequent grading modified natural slopes, creating 151 (horizontal to vertical) to 2 1 cut and fill slopes, with at least two tributary canyons having been filled within the southwestern and eastern portions of the property Elevations within the site range from a high of approximately 124 feet Mean Sea Level (MSL) along the northeast adjacent to Corte de la Vista to a low of Approximately 20 feet MSL in the southwest corner Vegetation consists of weeds and grass, and a thick covering of iceplant and landscaping shrubs along the southward-facing slope near the golf course Surface water in the form of seeps or springs occurs near the base of the slope facing the golf course, and the toe of a cut slope in the northeastern corner Existing improvements include eight-inch and ten-inch diameter sewer lignments along the southern boundary, a 12-inch water main and a 15-inch sewer main near the western boundary and a 30-inch diameter storm drain and a eight-inch diameter sewer line near the west-central portion of the site Old broken PVC water sprinkler lines and unmaintained concrete brow - 3 - File No D-4345-H01 July 7, 1989 ditches are also present along cut and fill slopes Additionally, an area of unsuitable oversize rock fill, trash and debris exists along the northwestern edge of the site It is our understanding that the proposed grading will develop the site to receive approximately 131 one- and/or two-story residential structures We anticipate that the residential construction will be of wood-frame and stucco supported on spread and/or continuous footing with slab-on-grade floors The referenced Tentative Plan indicates maximum cut and fill slopes will be on the order of 35 and 60 feet high, respectively, at a maximum slope inclination of 2 1 (horizontal to vertical) The descriptions of the site and proposed development are based on a site reconnaissance and a review of the available tentative map (see Figures and 2) If project details vary significantly from those presently planned, Geocon Incorporated should be advised of the changes so that the need for additional analyses and/or revision to this report can be determined Soil and Geologic Conditions Stratigraphy Four surficial soil types and three geologic formations were encountered during our investigation The surfical - 4 - File No D-4345-H01 July 7, 1989 deposits include fill, topsoil, alluvium and slopewash Geologic formations include Quaternary-aged Terrace Deposits, Eocene-aged Delmar Formation and the Jurassic-aged Santiago Peak Volcanics Figure 2 depicts the estimated limits of mapped surficial soils and geologic formations, while Figures 3 and 4 show geologic cross sections through the site Each of the surficial and geologic units is discussed below, in order of increasing age Fill (Qaf) A majority of the property is underlain by fill of variable thickness and quality Most of the fill generally consists of loose to medium dense, damp to moist reddish-brown, sandy or clayey cobble to boulder gravel The fill soils appear to have been derived from Terrace Deposit gravels and/or from the Jurassic Santiago Peak Volcanics Some areas of fill appears to be moderately well compacted, but other areas were encountered which exhibited 6-inch to 12-inch thick, loose, dry to damp (see Trench No T-8) Furthermore, some trenches encountered loose, dry topsoil between fill and formation, as well as deleterious materials such as wood or brush contained within the fill soils (see Trench No T-23) Maximum thicknesses of fill are estimated to range between 40 and 50 feet in the old filled-in north-south tributary canyons This depth is based - 5 - I I I I I I I I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 0:1 exploratory work for this study (Boring No SB-8) and data provided in the referenced previous geotechnical report by Ninyo and Moore (see also Cross-Sections AA' through DD') Since the fill soils exhibited variability in apparent density, moisture and quality (due to the presence of deleterious debris), remedial grading measures will be required as outlined within the "Conclusions and Recommendations" section of this report Topsoil (Not Mapped) A thin layer of topsoil, typically less than three feet thick, occurs sporadically between fill and geologic formations or as a surficial deposit along natural slopes in the southeast portion of the site The topsoils generally consist of loose or soft, dark brown, silty sand or sandy clay, respectively These soils are potentially moderately to highly compressible and expansive and, therefore, will also require remedial grading measures as outlined in the concluding sections of this report Alluvium (Oal) Soils of alluvial origin were encountered within the natural drainage bottoms, which Includes San Marcos Creek valley bottom and tributary canyons The alluvial soils typically consist of soft, dark brown to black, sandy clays with interbedded sand and gravel The maximum - 6 - File No D-4345-H01 July 7, 1989 thickness of alluvial deposits encountered in rotary wash borings was 22 feet in Boring No SB-1 along the west-southwest margin of the site (Figure 2) The southwest portion of the site contains fills which have I been placed upon the above-described soft alluvial deposits (see Cross- Sections EE' and DD') An unknown extent and thickness of alluvium also extends beneath fill materials along old canyon tributaries in the central and eastern portions of the site Boring Nos SB-7 and SB-8 penetrated i soils up to 20 feet thick which are described as fill, but appear to be partially reworked, or recompacted alluvium Due to the relatively compressible characteristics of the upper alluvial deposits, remedial grading measures will be necessary as recommended in the concluding report sections Slopewash (Qsw) Slopewash debris, although potentially thicker than the above-described topsoils, also occur sporadically over the site These soils are often indistinguishable from thick topsoil deposits and alluvium, occurring along canyon side slopes and near the base of natural slopes In general, these deposits consist of poorly consolidated, silty to clayey sands which are potentially compressible The maximum observed thickness of these materials is on the order of four feet as exposed in Trench No 1-22 Development within areas underlain by slopewash will require remedial grading as recommended hereinafter - 7 - File No D-4345-H01 July 7, 1989 Terrace Deposits (Qt) Terrace deposits were found to underlie the eastern to southeastern approximate two-thirds of the site These deposits are typically wedge or concave shaped with the maximum thickness occurring in ancient canyons or at lower elevations on the site They are believed to be ancient river deposits of San Marcos Creek which were associated with an older, higher elevation, base level for streams and rivers of this area The majority of the terrace deposits are derived fi:om the Santiago Peak Volcanics bedrock and consist of dense medium to dark reddish-brown clayey sand with scattered gravel, to very dense sandy boulder gravel with one to four foot-diameter boulders (see Trench Nos 6 and T-17) The maximum observed thickness of these materials was in excess of twenty feet (Trench No T-4), but may be much thicker (see also Cjoss-Sections AA'-DD') The Terrace Deposit soils are generally very dense and may be cemented in local areas Excavation of the rocky or cemented, portions may require a heavy ripping effort Some oversize bculders and chunks may be generated Delmar Formation (Td) The Eocene-aged Delmar Formation, as ercountered within the western and northwestern part of this site topically consists of a dense to very dense, nearly horizontally-bedded, tan to light bluish-gray, silty fine- to medium-grained sandstone with - 8 - File No D-4345-H01 July 7, 1989 interbedded cobble conglomerate layers The vast majority of this unit is granular, with traces of clay, suggesting a stratigraphic transition into depositional facies described a few miles northward by Wilson (1972, | referenced) as "Member C" of the Santiago Formation The more granular portions of the Delmar Formation, within the site, are characterized by 1jw to moderate expansive, dense, gravelly sandstones Proposed etcavations should encounter little difficulty utilizing conventional h;avy-duty grading equipment, the granular portions excavating to provide sitisfactory capping materials Santiago Peak Volcanics (Jsp). Fractured metavolcanic bedrock of the Jarassic-aged Santiago Peak Volcanics is exposed along the central- nartheastern margins of the site (Figure 2) Subsurface exploration with trenching indicated this unit forms buried hills or ridges beneath partions of the site (see Cross-Sections AA' and BB') The Santiago Peak Valcanics consists of very dense, dark brownish-gray to dark gray slightly mstamorphosed andesite to dacite Fracture systems measured on the site g2nerally strike northward with steep to vertical dip inclinations One or two fracture sets, however, exhibited low to moderate dip inclinations oat-of-slope to the southwest (Figure 2) Based on our experience with tiis formation in other areas, it is estimated that this materials will gsnerally be rippable to marginally rippable to depths on the order of - 9 - File No D-4345-H01 July 7, 1989 five to ten feet Recommendations with respect to the treatment of these materials exposed near finish grade have been included within the "Conclusions and Recommendations" sections of this report In addition, proper procedures for placement of oversize materials generated from this, or other units containing oversize material are included in Appendix C Geologic Structure Bedding planes within the Eocene-aged Delmar sediments are nearly horizontal, but are known to have regional dip inclinations in southward directions on the order of from one to ten degrees High-angle contacts between the Terrace Deposits, Delmar Formation and/or Santiago Peak Volcanics are not uncommon where the sedimentary units have been deposited in ancient canyons, embayments and river channels (see also Cross- Sections, Figures 3 and 4) Groundwater A permanent groundwater table was observed within alluvium at approximately 5h feet below present grade in Boring No SB-1 Perched (trapped) groundwater was also observed within permeable sandstone and/or conglomerate members of the Quaternary Terrace Deposits (see Boring No SB-3 and notated spring seeps on Figure 2) and within the Delmar Formation - 10 - I I _ ™ I I I I I I • File No D-4345-H01 July 7, 1989 Perched water conditions are likely to develop during wet seasons within lower drainage areas which may necessitate special consideration in order to reduce construction difficulties during grading Areas of shallow slope failure and sloughing were noted along the base of natural and fill slopes along the southwestern and southern portions of the site, near areas of perched and/or seasonally high water tables Geologic Hazards Faulting and Seismicitv It is our opinion, based on the site reconnaissance, evidence obtained in the exploratory excavations and a review of published geologic maps and reports, that the site is not located on any known active fault trace Recent offshore seismic activity has demonstrated that small magnitude earthquakes can be generated by the offshore faults though to be an extension of the potentially active Rose Canyon Fault zone The offshore faults and the Elsinore Fault are the closest potentially active to active faults to the site, being located approximately 5 and 26 miles the west and northeast, respectively The probability of the Carlsbad area experiencing a locally generated Magnitude 6 8 or greater earthquake would appear to be low based on present knowledge Earthquakes less than Magnitude 4 have been common to the western San Diego County Area It - 11 - I H File No D-4345-H01 July 7, 1989 I is our opinion that proposed structures to be designed in accordance with I I I I I I I I applicable building codes,the current Uniform Building Code and the Recommended Lateral Force Requirements of the Structural Engineer's Association of California I I Liquefaction Potential The formational units onsite, with the II exception of the alluvial soils, are dense to very dense and there is no permanent groundwater level Therefore, in our opinion, the potential for liquefaction within the formational soils is very low The main drainage area, however, is underlain by over 20 feet of alluvial soils Recommendations are presented later in this report concerning remedial measures on the upper zones of alluvial material in this area In our H opinion, remediation of the upper alluvial soils combined with the I ™ increased relative density of the deeper alluvial soils yields a low M potential for liquefaction within the areas proposed for development I Remedial Grading Considerations As discussed earlier in the soil and geology section of this report, significant quantities of existing fill soils are present at the site from previous grading which infilled two main drainage features. Exploratory I excavations for this study indicated the presence of topsoil/alluvium between this old fill and the underlying formational material Also zones - 12 - I I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 of this fill were found to be at a moisture content significantly less than optimum, indicating the material was probably placed in a drier than suitable condition More importantly, it is suspected that a subdrain I does not exist within this fill as would be required by today's standard of care in construction of deep fills placed in natural drainage features It is our opinion that this fill, due to the above considerations, is unsuitable in its present condition for support of the vertical loads imposed by additional fill or structural improvements Excessive settlements may occur, particularly as a result of increased soil moisture content due to irrigation of the lots after development « Remedial grading of the fill in the form of removal and recompaction will, therefore, be required Significant volumes of material will be involved H In addition, oversized boulders are present within the fill Special considerations in planning the remedial grading will be necessary as H discussed later herein • Alluvial soils are present in the southwestern portion of the site and fl| will require remedial grading prior for placement and compaction of fill soils A small area of the alluvium is exposed at existing grade, however, the majority of this material appears to be covered by - 13 - File No D-4345-H01 July 7, 1989 undocumented fill The estimated extent of the soft compressible alluvium is shown on Figure 2 Further delineation of the alluvium was restricted by the presence of oversized material and debris in this area However, preliminary settlement analysis for these alluvial soils indicates that, depending upon thickness of alluvium and the height of the proposed fill, settlements will range in order of 10 to 15 inches It is anticipated that shallow groundwater will limit the depth of remedial grading, in alluvial soil In these areas, compacted fill should be instrumented with settlement monuments to monitor consolidation of the alluvium left inplace and to evaluate when building improvements may be constructed This is anticipated to be on the order of 4 to 6 months Where time for development is critical, this area should be surcharged at the earliest date and monitored until all significant settlement has ceased Property boundaries will limit the horizontal extent of remedial grading of both the alluvial and fill soils Along Corta de la Vista Street, removal of the undocumented fill will need to consider maintaining stability of the backcut slope adjacent to the street The same consideration will be required along the south property line when excavating adjacent to the golf course Recommendations for grading in these areas are presented hereinafter - 14 - File No D-4345-H01 July 7, 1989 CONCLUSIONS AND RECOMMENDATIONS I I I I • General 1 It is our opinion that no significantly adverse soil or geologic • conditions were encountered during the course of the investigation which would preclude the development of the property as presently planned • provided the recommendations of this report are carefully followed 2 The majority of the site is underlain by alluvium and fill soil It • is our opinion that these materials are not considered suitable in their present condition to receive compacted fill and/or settlement sensitive I structures and will require remedial grading 3 The depth of remedial grading to remove and recompact the undocumented fill will vary with anticipated maximum depths of up to 45 to 50 feet Furthermore, remedial grading of the undocumented fill will be limited by property boundaries Special grading considerations will be required as recommended hereinafter File No D-4345-H01 July 7, 1989 4 Remedial grading of the alluvial soil in the southwest corner of the property will be limited by the property boundary and relatively shallow groundwater Proposed fill can be placed over the alluvium left in place, however, special considerations will be required for grading, instrumentation of the fill and foundation design as later discussed herein 5 Where existing sewer and waterlines are proposed for abandonment and are located in areas to receive improvements, the lines should be removed and the resulting depression properly backfilled If the abandoned lines are located in non-structural areas, it is recommended they be filled using a sand/cement grout mixture Remedial Grading 6 Extensive remedial grading will be required to develop the site in the form of removal and recompaction of alluvium, topsoil, slopewash and existing fill soils The majority of these soils within the interior of the site can be regraded without restriction except or as limited in depth of removal by shallow groundwater Remedial grading will be restricted at the property boundaries by existing roadways and adjacent properties All remedial grading should be observed by a representative of Geocon Incorporated - 16 - File No D-4345-H01 July 7, 1989 7 Site work adjacent to Alicante Road and Corte Del La Vista will require removal of the existing fill soils to the formational soils Remedial grading should be performed in sections to limit the extent of cut along a given portion of roadway and to reduce potential distress to existing streets and associated utilities It is recommended that a temporary cut slope should be cut no steeper than 1 1 (horizontal to vertical) The controlled compacted fill should then be placed and benched into the temporary cut slope (see Figure 5) 8 Along the southern edge of the property, where remedial grading is limited by the property boundary, a temporary cut slope no steeper than 1 1 (horizontal to vertical) will limit the extent of the remedial grading (see Figure 6) In the southwestern corner, remedial grading will be further limited by shallow groundwater (see Figure 7) Excavation within the alluvium should be limited to approximately 3 feet above groundwater level 9 It is recommended that fill placed over alluvial soils left in place be instrumented with monument plates and monitored until all significant settlement has ceased The information gained from such monitoring program should provide greater certainty regarding the consolidation/ compression characteristics of the alluvial materials and should be - 17 - File No D-4345-H01 July 7, 1989 considered as the primary factor in determining the appropriate time to commence structural improvements 10 The proposed fill slope at the south central portion of the project site is planned for a height of approximately 60 feet Signs of seepage and springs have been observed in the existing natural slope It is recommended that fill soils be keyed and benched into the natural steep slope Details relating to construction of fill slopes over formational soils are presented on Figure 8 Installation of horizontal drains is also recommended along the benches where there is potential for seepage out of the formational soils Grading 11 All grading should be performed in accordance with the attached "Recommended Grading Specifications" (Appendix C) once the grading plans have been finalized and reviewed by Geocon Incorporated Where the recommendations of this section conflict with Appendix C, the recommendations of this section take precedence All earthwork should be observed and all fills tested for proper compaction by Geocon Incorporated - 18 - File No D-4345-H01 July 7, 1989 12 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance Special soil handling and/or the grading plans can be discussed at that time 13 Site preparation should begin with the removal of all deleterious matter and vegetation The depth of removal should be such that material to be used in fills is free of organic matter Material generated during stripping operations and/or site demolition should be exported from the site 14 The site should then be brought to final subgrade elevations with structural fill compacted in layers In general, soils native to the site are suitable for reuse as fill if free from vegetation, debris and other deleterious matter Layers of fill should be no thicker than will allow for adequate bonding and compaction All fill, (including backfill and scarified ground surfaces), should be compacted to at least 90 percent of maximum dry density at approximately 2 percent over optimum moisture content, as determined in accordance with ASTM Test Procedure D1557-78, Method C Based on observations and the recommendation of the geotechnical engineer, the minimum specified percent compaction may be modified for the initial zone of fill placed over alluvium left in place - 19 - File No D-4345-H01 July 7, 1989 (due to groundwater) to aid in establishing a stable layer on which to construct the remaining fill 15 Grading operations on the site should be scheduled so as to place oversize rock and expansive soils in the deeper fills and to "cap" the building pads and fill slopes with granular materials having a low expan- sion potential 16 All potentially compressible surficial deposits including existing fill soils, topsoils, slopewash, and alluvium not removed by planned grading operations should be removed to firm natural ground (where not limited by groundwater) and properly compacted prior to placing additional fill and/or structures Deeper than normal benching and/or stripping operations for sloping ground surfaces will be required where thicknesses of potentially compressible surficial deposits are greater than 3 feet Alluvial removals within the southwestern area should extend a minimum of 2 to 3 feet above existing groundwater elevations depending on the prevailing conditions The actual extent of removals will be determined in the field by the geotechnical engineer - 20 - File No D-4345-H01 July 7, 1989 17 It is recommended that the cut lots and the cut portion of the transitional lots to be undercut to 3 feet below the proposed finish grade 18 The upper 3 feet of all building pads (cut or fill) and 12 inches in pavement areas should be composed of properly compacted or undisturbed formational "very low" to "low" expansive soils The more highly expansive soils should be placed in the deeper fill areas and properly compacted "Very low" to "low" expansive soils are defined as those soils that have an Expansion Index of 50 or less when tested in accordance with UBC Standard Table 29-2 Oversize rock greater than 12 inches in maximum dimension should not be placed within 5 feet of finish grade Soil and Excavation Characteristics 19 In general, the soil conditions encountered are generally low to moderately expansive 20 In our opinion, the surficial deposits can be excavated with light to moderate effort with conventional heavy-duty grading equipment Excavation of the fill and the formational soils will require moderate to heavy effort Cemented chunks and boulders requiring special placement procedures may be generated during the excavation of formation materials (see Appendix C for detail of placement of oversize materials) - 21 - File No D-4345-H01 July 7, 1989 Bulking and Shrinkage Factors 21 Estimates of embankment bulking and shrinkage factors are based on comparing laboratory compaction tests with the density of the material in its natural state as encountered in the test borings It should be emphasized that variations in natural soil density, as well as in compacted fill densities, render shrinkage value estimates very approximate As an example, the contractor can compact the fill soils to relative compaction of 90 percent or higher of the maximum laboratory density Thus, the contractor has approximately a 10 percent range of control over the fill volume Based on the limited work performed to date, in our opinion, the following shrinkage factors can be used as a basis for estimating how much the on-site soils may shrink or swell (bulk) when excavated from their natural state and placed as compacted fills Soil Unit Shrink/Bulk Factor Fill, Topsoil, Slopewash, Alluvium Terrace Deposits, Del Mar Formation Santiago Peak Volcanics 5 to 10 percent shrink 4 to 8 percent bulk 20 to 30 percent bulk - 22 - I I File No D-4345-H01 July 7, 1989 I Slope Stability ™ 22 The proposed cut slopes will expose primarily very dense soils of the • Del Mar Formation and/or Terrace Deposits which should provide excellent stability I 23 The stability of proposed cut and fill slopes with respect to deep- I seated failure and surficial shrinkage was analyzed using Taylor's Chart and the following effective shear strength parameters • A Cut - Terrace Deposits and Del Mar Formation Angle of Internal Friction = 25° | Apparent Cohesion = 400 psf B Compacted Fill Angle of Internal Friction = 26° Apparent Cohesion = 330 psf 24 The above shear strength parameters are based on the findings of this study, previous studies on the site and our experience with similar soil and geologic conditions in the area The results of the analysis indicate that 2 1 cut slopes possess an indicated factor of safety in excess of 1 5 for a height of approximately 70 feet Fill slopes having a ratio of 2 1 - 23 - File No D-4345-H01 July 7, 1989 also possess an Indicated factor-of-safety of at least 1 5 for a maximum height of 60 feet The attached "Slope Design Charts" (Figures 9 and 10) present the allowable slope height for various slope conditions and assumes a minimum factor of safety of 1 5 Surficial slope stability analysis of fill slopes also indicates a factor of safety in excess of 1 5, calculations are presented on Figure 11 25 Cut slopes excavated in the metavolcanic rock do not lend themselves to conventional stability analyses However, the results of our field investigation, our experience in the general area and the examination of the existing slopes within and adjacent to the property indicate that the proposed 2 1 (horizontal to vertical) cut slopes should be stable with respect to deep-seated failure and surficial sloughage up to the proposed maximum height of 20 feet Tops of cut slopes should be cleared of loose boulders and should be "rounded within the exposed topsoil horizon 26 Where cuts exceed the maximum depth of the weathered portion of metavolcanic rocks, heavy blasting may be required to break the fresh, very hard rock Overblasting of cut slopes should not be permitted Loose rock and blasting debris should be removed from the faces of finish graded cut slopes No loose rock fragments greater than six inches in maximum dimension should be left on the slope surface - 24 - File No D-4345-H01 July 7, 1989 27 We recommend that cut slopes be examined by an engineering geologist from our firm during grading If adverse conditions are encountered, additional analyses and recommendations may be necessary Fill slopes should be constructed of granular materials with minimum shear strength parameters of 0' = 26° and C'=330 psf or equivalent All fill slopes inclined at 2 0 to 1 0 and flatter should be back-rolled in at least 4- foot intervals and be track-walked upon completion 28 The outer zones of fill slopes to at least 15 feet horizontally should be composed of properly compacted granular material free of expansive soils Oversize rocks should not be placed at the center 15 feet of the slope 29 All slopes should be planted, drained and properly maintained upon completion to reduce erosion Vegetation should be of relatively deep- rooted and drought resistant varieties Subdrains 30 A system of subdrains will be required to reduce the potential for groundwater buildup within the canyon fills The actual location of the subdrains will be dependant upon a review of the final grading and improvement plans All subdrains and approved outlets should be as-built - 25 - File No D-4345-H01 July 7, 1989 by the project civil engineer for location and elevation (for detail see Figure 12) Foundations 31 The following preliminary foundation recommendations for the proposed one- and/or two-story single-family residential structures are separated into categories dependent on the depth and geometry of underlying fill soils for a particular lot Determination of final foundation design for specific lots will be made at the completion of grading and will be presented at that time within interim and/or final reports of mass grading operations It should be noted that the following foundation recommendations pertain to lots excavated in or capped with a minimum of 3 feet of "very low" to "low" expansive soils (Expansion Index of 50 or less) For lots possessing an Expansion Index greater than 50 within 3 feet of finish grade, additional recommendations will be provided Category I Shallow Fill and Cut Pads In general, the lots within this category include cut lots, undercut and/or transition cut lots with less than 10 feet of fill thickness differential or fill lots underlain by less than approximately 20 feet of fill A It is recommended that foundations within this category have a minimum depth of 12 inches and a minimum width of 12 inches Foundations so proportioned may be designed for an allowable soil bearing pressure of 2,000 psf (dead plus live load) This bearing pressure may be increased by up to one-third for transient loads such as wind or seismic forces - 26 - I I I I I I I I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 B Continuous footings should be reinforced with two No 4 reinforcing bars, one placed near the top of the footing and one near the bottom C Concrete slabs-on-grade should have a thickness of 4 inches and should be reinforced with 6x6-10/10 welded wire mesh throughout It has been our experience that the mesh must be physically pulled up into the slab after the placement of concrete The mesh should be positioned within the upper one-third of the slab Proper mesh positioning is critical to future performance of the slabs The slab should be underlain by at least 4 inches of clean sand and, where moisture sensitive floor coverings are planned, a visqueen moisture barrier should also be provided and placed at midpoint within the 4-inch sand cushion Category II Medium Deep Fill Pads In general, the lots within this category are underlain by 20 to 50 feet of fill and have a differential thickness of less than 10 feet A It is recommended that foundations within this zone have a minimum depth of 18 inches and a minimum width of 12 inches Foundations so proportioned may be designed for an allowable soil bearing pressure of 2,000 psf (dead plus live load) This bearing pressure may be increased by up to one-third for transient loads such as wind or seismic forces B Continuous footings should be reinforced with four No 4 reinforcing bars, two placed near the top of the footing and two near the bottom C Concrete slabs-on-grade should have a thickness of 4 inches and should be reinforced with No 3 reinforcing bars spaced at 24 inches in both directions The slab should be underlain by at least 4 inches of clean sand and, where moisture sensitive floor coverings are planned, a visqueen moisture barrier should also be provided and placed at midpoint with the 4-inch sand cushion Category III Deep Fill Pads In general, the lots within this category are underlain by deep fills in excess of approximately 50 feet in depth or are underlain by differential fill thicknesses which vary more than 10 feet A It is recommended that foundations within this category have a minimum depth of 24 inches and a minimum width of 12 inches - 27 - File No D-4345-H01 July 7, 1989 Foundations so proportioned may be designed for an allowable soil bearing pressure of 2,000 psf (dead plus live load) This bearing pressure may be increased by up to one-third for transient loads such as wind or seismic forces B Continuous footings should be reinforced with four No 4 reinforcing bars, two placed near the top of the footing and two near the bottom C Concrete slabs-on-grade should have a thickness of 4 inches and should be reinforced with No 3 reinforcing bars spaced at 18 inches in both directions The slab should be underlain by at least 4 inches of clean sand and, where moisture sensitive floor coverings are planned, a visqueen moisture barrier should also be provided and placed at midpoint with the 4-inch sand cushion Category IV Pads Underlain by Alluvium left in place In general, the lots within this category are underlain and/or influenced by alluvial soils left in place A It is recommended that the proposed structures within this category be supported by a post-tensioned slab and foundation system The post-tensioned systems should be designed by a structural engineer experienced with such foundation systems 32 As an alternative to the foundation recommendations for Categories I, II and III, consideration should be given to the use of post-tensioned concrete slabs and foundation systems for support of the proposed structures If used, the post-tensioned systems should be designed by a structural engineer experienced with such foundation systems 30 Footings located on or near the top of slope are not recommended However, where such a condition cannot be avoided, the footing depth should be such that the bottom outside edge of the footing is at least 7 feet from the face of the slope - 28 - File No D-4345-H01 July 7, 1989 31 The foundation reinforcing recommendations presented above are based on geotechnical considerations and are not meant to be in lieu of structural design requirements 32 The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundations as a result of differential settlement of deep fills or fills of varying thicknesses and/or alluvial soils left in place However, even with the incorporation of the recommendations presented herein, foundations and slabs-on-grade placed on such conditions may still exhibit some cracking The occurrence of concrete shrinkage cracks are independent of the supporting soil characteristics Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing and by the placement of crack control joints at periodic intervals and in particular where re-entry slab corners occur Retaining Walls and Lateral Loads 33 Retaining walls not restrained from movement at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid weight of 30 pcf Where the backfill will be inclined at no steeper than 2 1, an active soil pressure of 43 pcf is recommended - 29 - File No D-4345-H01 July 7, 1989 34 Unrestrained walls are defined as those walls that are allowed to rotate more then 0 001H at the top of the wall Where walls are restrained from movement at the top, an additional uniform horizontal pressure of 7H psf (where H equals the height of the retaining portion of the wall in feet) should be added to the above active soil pressure 35 All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect The use of weep holes or other drainage openings along the base of the wall are not recommended if the presence of seepage emanating along the base of the wall could be a nuisance or otherwise adversely impact the property adjacent to the wall The above recommendations assume a properly compacted granular backfill material with no hydrostatic forces or imposed surcharge loads A typical retaining wall detail is presented on Figure 13 If conditions different than those described are anticipated or if alternate drainage details are desired, Geocon Incorporated should be contacted for additional recommendations 36 For resistance to lateral loads, we recommend a passive earth pressure equivalent to a fluid weight of 300 pcf for footings or shear keys poured neat against undisturbed natural soils or properly compacted - 30 - File No D-4345-H01 July 7, 1989 granular fill soils This lateral pressure assumes a horizontal distance for the soil mass extending at least 10 feet or three times the surface generating passive pressure, whichever is greater The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance If friction is to be used for lateral resistance, we recommend using a coefficient of 0 4 between the soil and concrete Drainage and Maintenance 37 Good drainage is imperative to reduce the potential for differential soil movement, erosion and subsurface seepage Positive measures should be taken to properly finish grade the building pads after the structures and other improvements are in place, so that drainage from the lots and adjacent properties is directed off the lots and to the streets away from foundations and the top of slopes Experience has shown that even with these provisions, a shallow groundwater or subsurface water condition can and may develop in areas where no such water conditions existed prior to site development, this is particularly true where a substantial increase in surface water infiltration results from an increase in landscape irrigation - 31 - I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1 The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon, Incorporated should be notified so that supplemental recommenda- tions can be given 2 This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field • 3 The findings of this report are valid as of the present date However, changes in the conditions of a property can occur with the fj passage of time, whether they be due to natural processes or the works of man on this or adjacent properties In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control Therefore, this report is subject to review and should not be relied upon after a period of three years File No D-4345-H01 July 7, 1989 REF MAP U S G 3 ENCINITAS QU40RANOLE, CALIF 1968 U.S 6 S RANCHO SANTA FE QUADRANGLE, 1968 VICINITY MAP FAIRWAYS CARLSBAD, CALIFORNIA Figure 1 File No D-4345-H01 July 7, 1989 EXISTING STREET UNDOCUMENTED FILL RET WALL PROPOSED FINISH GRADE FORMATIONAL MATERIAL NO SCALE REMEDIAL GRADING FAIRWAYS CARLSBAD, CALIFORNIA Figure 5 File No D-4345 -HOI July 7, 1989 PROPOSED FINISH GRADE EXISTING 1 - GRADE LIMITS OF REMOVAL NO SCALE REMEDIAL GRADING FAIRWAYS CARLSBAD, CALIFORNIA Figure 6 File No D-4345-H01 July 7, 1989 PROPOSED FINISH GRADE EXISTING GRADE ALLUVIUM AND/OR UNDOCUMENTED FILL NO SCALE REMEDIAL GRADING FAIRWAYS CARLSBAD, CALIFORNIA Figure 7 File No. D-4345-H01 July 7, 1339 PROPOSED FINISH GRADE \ NOTE 4 EXISTING GRADE NOTE 5 DETAIL "A" NO SCALE FORMATIONAL MATERIAL NOTE 3 SEE DETAIL A NOTE 5 NO SCALE RECOMMENDED REMEDIAL GRADING/PREPARATION - FILL SLOPE OVER FORMATIONAL MATERIAL Notes 1 2 3 Bench to be 2' wider than equipment with minimum of 10' wide, backcut to be at stable angle, bench cut into dense formational material Topsoil, slopewash and other loose materials removed Drain to be installed where water seeps encountered in formational materials Filter material to be Class II permeable material in accordance with CALTRANS Standard Specification 68-1 025 or 1-inch open graded crushed rock enclosed in an approved filter material fabric Collector pipe to be 4-inch minimum diameter, perforated thick walled PVC SDR 21 or equivalent sloped to drain at 1 percent minimum to approved outlet REMEDIAL GRADING FAIRWAYS CARLSBAD, CALIFORNIA Figure 8 File No. D-4345-H01 July 7, 1989 I I I I I I I I I I I I I I I I I o ui HI Q LU Q. O uO CTi UH T3 O O Cro•H >,jj in 4-1,0) • O »M rHro>i in «w 4J O Q; »w "-I O >lro 4Jin u a; O ^ «W JJ m O u inro^ iw «w O o 4J ro U W ro «w n HH o O _E <D 4J O Wro !-i ro v-^\K^ T\ -CV-i-^N V • -\\. \\.'N.~ ro 4J in U , a E a B ^-> o o —* Oar CJ > JJ E O 0) -H U O ^ rH 4J E D W 4Jin ro in u xj jj \ \ \ \ \ \ \v X i \>H C S-4 QJ U fD a; 0 QJ U -o -y ro(U CLU-i 0) .,c (u ro o «H — .— > JJ £. T) -P ^J U U -P 0) Q) TO 4: -u 3 E E v—N7^^H XJx.X X -H -H CHO'U-Hr-ICJCl) ' xx- ——-> ^>. i ——-~^-vr ;^N^l ^^ Figure 10 I I File No. D-4345-H01 July 7, 1989 o _ Q LU Q_g H H 10 • in oin CM o C O • U-l -p o w T: .. -ro row o ,c E•H in H u oin ,_ u u inro 1-1 -ro .C E >-i JJc U in o ro 1-1 H roin cu >i,c - w ra uro u O ro ai .\V\\V\Ov \ \ . \ \ ' \ \ \ •. \\ \a= O Q) -H H 4J £ ro w -\vX ^-i*' V (U (0 X T> CU d) CT» «W TJ CO O C ro H >ijj in <JJ.,Q) . o <w H ro >i U3 <W JJ O Q) U-l «W O >iro JJw Vj G) O m<J-i Jj roO u in ro (-1 4-1 IW O o jj rou inro <w n >w o o 4Jro co u in ro<« a m o CJ y-j H CJ *W Q) ^•H ,Q'Oin jj CJ >i M H H roU JJ ,C n c CJ•H ro rj o CU H — ^ ro in Figure 9 File No D-43'. 3-HOI July 7, 1989 ASSUMED PARAMETERS - Fill Slopes Z I 0 C DEPTH OF SATURATION = 3 feet SLOPE ANGLE =26.5° UNIT WEIGHT OF WATER =624 pcf SATURATED UNIT WEIGHT OF SOIL = 135 pcf APPARENT ANGLE OF INTERNAL FRICTION =26 APPARENT COHESION = 330 psf FS C + T TAN 0 = C+ T ^T -JTw ) Z COS2i TAN g) ST Z SINi COSi FS = 2.08 SURFICIAL SLOPE STABILITY FILL ANALYSIS FAIRWAYS CARLSBAD, CALIFORNIA Figure 11 File No D-4345-H01 July 7, 1989 APPROVED FILTER FABRIC J..'*.°« « A<> ^o ° s~\ 70n 0 °^ ^ /I ° O JU v Q t ^j C/ ° '_ — •* BEDROCK ( FORMATIONAL SOIL) OPEN-GRADED I MAX AGGREGATE 8" PERFORATED ABS PIPE SLOPED TO DRAIN AT 1% OR GREATER USE S D R 35 FOR UP TO 30' FILL COVER USE SDR 2350RPVC SCHEDULE 40FOR UP TO 100'FILL COVER I" TO 2" CLEAR FROM BOTTOM OF TRENCH NO SCALE NOTES: 1. If Class II permeable material (per Sec. 68-1.025 CalTrans Standard Specifications) is used, the filter fabric may be deleted. 2. Where the subdrain does not connect directly to a storm drain pipe, the subdrain should be nonperforated and should be provided with a 12-inch-thick concrete cut-off wall extending at least 6 inches beyond the subdrain trench sidewalls, bottom and the top of the pipe. The cut-off wall should be located at the connection of the perforated and nonperforated pipes. 3. Where subdrain length is less than 500 feet, the pipe diameter may be reduced to 6 inches. 4. Canyon subdrains outletting into open space areas should be properly protected (le. concrete, headwalls, rip-rap) to provide free drainage RECOMMENDED CANYON SUBDRAIN DETAIL FAIRWAYS CARLSBAD, CALIFORNIA Figure 12 ,'ile No D-4345-H01 July 7, 1089 PROPERLY COMPACTED BACKFILL PROPOSED RETAINING WALL APPROVED FILTER FABRIC OPEN GRADED l" MAX AGGREGATE 4" OIA PERFORATED ABS PIPE WIN l/2% FALL TO APPROVED OUTLET PROPOSED FOOTING NO SCALE RETAINING WALL DRAINAGE DETAIL FAIRWAYS CARLSBAD, CALIFORNIA Figure 13 APPENDIX A I I I I I I File No D-4345-H01 July 7, 1989 APPENDIX A FIELD INVESTIGATION The field investigation was performed from March 29, 1989 through April 16, 1989 and consisted of a site reconnaissance by an engineering I geologist from our firm, the excavation of 8 exploratory borings and 24 exploratory trenches to depths ranging from 6 to 50 feet below existing • ground elevation The approximate locations of our exploratory borings, trenches are shown on Figure 2 (pocket map) As drilling and trenching • proceeded, the soils encountered were continuously observed, visually • classified and logged Logs of the test borings and trenches are included herein The logs depict the various soil types encountered and indicate the depths at which samples were obtained The exploratory borings were excavated by a Mayhew 1000 Rotary Wash truck-mounted drill rig equipped with 5-inch-diameter bit As drilling proceeded, relatively undisturbed drive samples were obtained at various depths in the borings and returned to our laboratory for testing The relatively undisturbed samples were obtained by driving a 3-inch 0 D split-tube sampler into the undisturbed soil mass with blows from a 400-pound hammer falling 18 inches The exploratory trenches were performed by means of a Komatsu 220 track backhoe equipped with a 24-inch bucket Disturbed bulk samples were also obtained from the test trenches Fii-. No D ,345 -HOI Jul. 7, 198- T- h- Q ^ 0 . 2 . . 4 . ™ ™ . 6 . . 8 . . 10 . _ M . 12 . . 14 . . 16 . _ 18 . . 20 . ~ - 22 - - . 24 . - . 26 . . 28 _ ~ "• 30 oz LU_JG. 2 CO 1 O £ -1 ^/ / T~ "" r / v// Y_ // / m?*T * v Iffi ^•cfvo rt/jl \-tr*-~ ft I 1 1 • 1 • 1i 'i 'i i ! i 1 ].. ! ii ' a z oc 0 v C/)en — -« O -M sc CL _CL__ "--^ ^s.'' SM SM BORING B-l ELEVATION 20 MSL DATE DRILLED 3/29/89 EQUIPMENT Mayhew Rotary Wash MATERIAL DESCRIPTION FILL Loose to medium dense, moist, medium brown clayey SAND with some gravel ALLUVIUM Soft, wet green/black sandy CLAY with little gravel (water level) Becomes stiff, moist, very dark brown sandy CLAY Becomes dark brown clay with some coarse sand and gravel Becomes more sandy with subangular gravel Cobbles DEL MAR FORMATION Medium dense, wet, green Micaceous silty SAND with some clay (weathered Del Mar) Dense, moist, light green fine to medium silty Micaceous SAND §SK <<| uJ^O 5g™ - oo - _ . 16 - . 9 - 12 * - - . - _ 20 - t in Zu. UJrj 2 C 105.1 114.1 108.7 107.2 ^# 5z 7 i° 9T 20.8 18.8 19.2 22.7 SAMPLE SYMBOLS LJ SAMPLING UNSUCCESSFUL £3 — DISTURBED OR B4G SAMPLE U... STANDARD PENETRATION TEST m — CHUNK SAMPLE • _. DRIVE SAMPLE (UNDISTURBED] ?• — WATER TABLE OP SEEPAGE NOTE TH E !-OG OF SUBSURFACE CONDITIONS SHOWN HtREON APPLIES ONLY AT THE SPECIFIC BORING OH TRENCH LOCATION AND AT THF DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES Fil, No D-..345-H01 Jul% 7, 1989 H 32 . 34 . . 36. . 38. . 40.SAMPLE NO.LITHOLOGYI1 ! 1 1 'Lml ' GC UJ Z O SOIL. CLASS(USCSlBORING B-l CONTINUED ELEVATION 20MSL DATF DRILLED 3/29/89 EQUIPMENT -layhew Rotary Wash MATERIAL DESCRIPTION / Becomes highly iron stained / BORING TERMINATED AT 36 FEET PENETRATIONRESISTANCCBLOWS/rr. 37 H- — . 45 . ~DRY DENSITYPCF120.8 114.9 MOISTURECONTENT %14 0 16.5 SAMPLE SYMBOLS LJ — SAMPLING UNSUCCESSFUL K DISTURBED OR B4G SAMPLE U STANDARD PENETRATION TEST fcj — CHUNK SAMPLE • _. DRIVE SAMPLE (UNDISTURBED) ?• — WATER TABLE OR SEEPAGE NOTE THE L OG OF SUBSURFACE CONDITIONS SHOWN H E REON APPLIES ON LV AT THE SPEC IF 1C BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES Fil, No D--.'J45-H01 Jul. 7, 1989 I . £2^3s* 0 - 2 Im n 4 - 6 . 8 . . 10 - . 12 , !l4. -t f. 16 . _ 18 . _ 20 . _ - Q Z LU o. 2 C/) 8 Or -1 i °nD.OoD1 'o 1 • 1 " t H 1 J Lj | QnLL•KF1 / / s , \ 1 J H| , ^. I1 i• r 1 a. UJ 3UNOWA'£ 62 -^^_ ^T^> "SM sc SM BORING B-2 ELEVATION 43 MSL DATF DRILLED 3/29/89 EQuiPMENTMayhew ^tary V,Tash MATERIAL DESCRIPTION FILL ~\ Medium dense, dry to humid, greenish brown \ silty fine SAND with little gravel \ cobbles cobbles ALLUVIUM Loose to medium dense, moist, dark brown clayey sand with chunks of brown and black sandy CLAY and some gravel DEL MAR FORMATION Medium dense, moist greenish brown fine Micaceous silty SAND (heavy iron staining) Becomes very dense, damp white Micaceous V silty SANDSTONE BORING TERMINATED AT 21 FEET |i| 2s° •-.. " 25 ; ~ - 12 _ - " 30 • - " " 50/ • XV 1 19" * - Crtzu.LUfj CL Q 116.6 106.9 s =8 10.6 16.5 SAMPLE SYMBOLS 1_J — SAMPLING UNSUCCESSFUL H DISTURBED OR B\G SAMPLE -STANDARD PENETRATION TEST -CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED* ?• — WATER TABLE OR SEEPAGE AJOTE THE LOG Or SUBSURFACE CONDITIONS SHOWN HE REON APPLIES ONLY AT THE SPEC IF 1C BORING OR TRENCH LOCATION AND AT THf. DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMFS Fil, No D- ,345-HOl July 7, 1989 °- ZUJ O ^ 0 - 2 " 4 " - 6 8 _ .10 _ — — .12 . - -14 - .16 . » • .18 . O jO2(J• *— w • - .22 . - .24 . - .26 . - oz UJ « oo-Jo -1 ° Mo'v r'diOj^dd ./ j / 1 /^r/ 'V\L/ /' r /QOS // (~\ / 0 \ 'O9-' /Or i ' j i 1 H ' iH ' ik|i| 0 1^. ! ! ( er UJ OUNDW,£a ^'r~ «_ 65 If) SM sc \\\\ \ ) / / / SM ^^^ -•v - ELEVATION 26 MSL DATE DRILLED 3/29/89 EQUIPMENT Mayhew Rotary Wash MATERIAL DESCRIPTION FILL Very loose, moist, light brown silty sand with cobbles and concrete slabs TERRACE DEPOSITS Medium dense, damp red brown fine to medium clayey SAND Becomes more clayey with some subangular gravel Boulders DEL MAR FORMATION Medium dense, moist, light greenish gray silty SANDSTONE with some gravels Boulders "D /-i j-t nmr\ *-i r T,-\ 11 /-i nm f^r* 4-/-.1 Kl -ir-iV. T -rV\ T 4- /TWI^T OTWDGCOTIIGS WG J_ J_ CGTIlGriLGQ DXu.lSn WlllLG L*wiNLrljUll — V EE/TE BORING TERMINATED 25.3 FEET Zuj || ujjjjo - - - _30 - -20 . _ - - ^ "35 - - . -50/ -4" • > to Zu. UJtl OQ. enQ 114.4 120.4 111.0 11 i§ 13.5 14 4 18.3 7 5 SAMPLE SYMBOLS U — SAMPLING UNSUCCESSFUL I] . 13—DISTURBED OR B*G SAMPLE EJ . .STANDARD PENETRATION TEST . CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED! ?• — WATER TABLE OR SEEPAGE NOTE TH E LOG OF SU BSURFACE CONDI TION S SHOWN HE HEON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THC DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES Fil,.- No JU1 ; 7 , D-..345-H01 1989 0 2 4 6 « 10 - .12 H. - . 14 . .16 . _ 18 . - . 20 . - - oz LU Q. 2 0) ^8 o J 7 ' y' o/'b 'Po/ Oc/O 1 X0°0 o/O K o » %iyV ho9' \?/o* E^i r; 0 » / f v/° . c '/*/o • •{.")?•^•i«i ) • a: ff< z 0 o (fl <<H 62 SC sc sc // s CL SM BORING B-4 ELEVATION 28 MSL DATE DRILLED 3/30/89 EQUIPMENT Mayhew Rotary Wash MATERIAL DESCRIPTION TOPSOIL TERRACE DEPOSITS Medium dense, damp, reddish brown clayey SAND with cobbles and boulders DEL MAR FORMATION Dense moist light greenish brown fine clayey SAND with gravels and cobbles cobbles Becomes very dense to dense , li^ht grayish green sandy CLAY and GRAVELS (Sub rounded) Becomes very dense, moist, greenish white silty 1 .. / -i . \~"~"V Micaceous SAND with gravels (.conglomerate^ BORING TERMINATED AT 21 FEET O(jl~ ||| £££ . _25 - •507 _9" - - 50/ -12"_ - - 50/ - 11" - £ (/) UifJ 0 119 1 107.0 124.3 UJ-* S1- ^8 14.2 21.4 12.3 SAMPLE SYMBOLS U — SAMPLING UNSUCCESSFUL K—DISTURBED OR B4G SAMPLE .STANDARD PENETRATION TEST .CHUNK SAMPLE • — DRIVE SAMPLE IUNOISTURBEDI ?• — WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT 'H CD ATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES Fi:, No D-.345-HOI Jul>. 7, 1989 E^S o 0 - 2 - . 4 . 6 V • . 8 . . 10 . . 12 . - 14 mi — . 16 . - . 18 . . 20 . oz UJ a. 5 > 0 o t . / / . x•/ / / ' J/ / o C7/0 / o o 0 x « oS ** n^'n" 1 ' xnJ«| 1C°!.d-j:d«bit • °i or is$ § o tn <c/i ~*o s2 CL SC SC SM ftDRTNP R S ELEVATION ^2 MSL DATE DRILLED 3/30/89 EOUIPMENT Mayhew Rotary Wash MATERIAL DESCRIPTION FILL Soft moist dark brown sandy CLAY with some gravel and cobbles TERRACE DEPOSITS Becomes medium dense, hunid to damp dark reddish brown clayey SAND with some gravel and cobbles DEL MAR FORMATION Medium dense to dense moist light greenish brown clayey SAND with COBBLES Becomes dense to very dense, moist greenish white silty Micaceous SAND with GRAVELS and COBBLES BORING TERMINATED AT 20 FEET 2 O(jt-ii| a!11 •• - " 3 - . 35 - - - " - ^ so/ • 12" - >>- c/l >z. Q 111.8 123.7 Uj# §5 O ^2 O 16.2 12.3 SAMPLE SYMBOLS U — SAMPLING UNSUCCESSFUL E3 — DISTURBED OR B*G SAMPLE U STANDARD PENETRATION TEST IU_ CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED! ?• — WATER TABLE OR SEEPAGE NOTE TH E I. OG OF SUBSURFACE CONDITIONS SHOWN H EREONAPPLiES ON L v AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THf DATE INDICATED ITISNOT WARRANTED TO BE REPRESENTATIVEOFSUBSURFACECONDITlQNS ATOTHER LOCATIONS AND TIMES I Fii, No D--'t345-H01 Jul\ 7, 1989 £*S o 0 . 2 4 . 6 " 8 - .10 . - 12 " .16 .18 . - o Z Uj a 2 en >- 8 O tr __ / /Of. Q 0 / A Q*-) £$C~/ L/ ~ K* <• ° • * /•' ki or •/ JO « / '/ I ° • y/> -<. .' * O' . ° X- 0 > o ^ LT LU QZ §o CO•J) ~ °~ sc ~^^ *v . BORING B-6 El EVATION 34 MSL DATE DRILLED 3/30/89 EQUIPMENT Mayhew Rotary Wash MATERIAL DESCRIPTION FILL . Medium dense moist li^ht brown clavey SAND \ ^ - o DEL MAR FORMATION — i Loose to medium dense Tpoist yellowish gray , fine to medium clayey Micaceous SAND and \ GRAVEL with some cobble (Weathered) \ > Boulders and Cobbles Becomes greenish white fine clayey SAND with gravel lenses BORING TERMINATED AT 12 FEET <<totr»->ill r- *" . . 14 - - . 29 ™ - - - - toZu- a:Q 105.6 '|K 62 20.2 SAMPLE SYMBOLS LJ — SAMPl ING UNSUCCESSFUL K— DISTURBED OR 84G SAMPLE C STANDARD PENETRATION TEST U CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED! ?• — WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSU RF AC E CONDITIONS SHOWN HE REON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT l£ NOT WARRAN TED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES I Fi'i No D-,345-HOl Jul 7, 1989 T C "" 0 2 4 " ™ - 6 8 _ 10 _ 12 _ 14 - 16 _ 18 . 20 _ 22 _ 24 _ 76£. \J - oz Q. 2 CO og o _j // ? / /' 1 '<L /Yy ,L / yc 'o%/,,, /' '' / kilI/IA \ ' 1 > m^\ \ j/ o: UJ zD 2o LO "« O —en sc ctt--^. SM-CL BORING B 7 ELEVATION 122 MSL DATE DRILLED 3/30/89 EQUIPMENT MayheW R°tary WaSh MATERIAL DESCRIPTION FILL Medium dense, damp to humid, yellowish brown clayey SAND with COBBLES and GPAVEL Becomes moist reddish brown Black CLAY with roots and broken glass (organic odor) and some cobbles DEL MAR FORMATION Medium dense to dense, moist orangish brown fine to medium silty SAND interbedded with greenish brown sandy CLAY Cobbles BORING TERMINATED AT 75 FEET ZUJ cr*> >— ITt ^ 1& - ~ ~ 37 - -16 / 8" - ; - • - -37 / .12" _ - - •c ZU SL Q 116.3 106. 0 <nf f^ 1 16 6 21.7 SAMPLE SYMBOLS LJ SAMPLING UNSUCCESSFUL K — DISTURBED OB BUG SAMPLE U STANDARD PENETRATION TEST U CHUNK SAMPLE 1 — DRIVE SAMPLE [UNDISTURBED! ?- — WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEP.EON APPLIES ONLY AT THE SPECIF 1C BORING OR TRENCH LOCATION AND AT THL DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHEP LOCATIONS AND TIMES Fil, No D-.345-H01 Jul 7, 1989 H 0 - _ 2 - . 4 , _ 6 _ 8 _ 10 _ - 12 . • _ 14 _ 16 _ _ 18 . . . 20 . . 22 . 24 . . 26 . 28 . 30 n SAMPLE N(>LITHOLOG/ / / / •> / ° ^ f^ Lx • / X P^"// ^ /'/^jn / /i/' / / /: d. IH (—GROUNDWAto SOIL CLASIUSCS)sc ^f '" SC-CL — . 1 SC BORING B 8 ELEVATION 96 MSL DATE DRILLED 3/31/89 EQUIPMENT Mayhew Rotary Wash MATERIAL DESCRIPTION FILL Medium dense, damp orangish brown fine clayey SAND with some gravel and cobbles Cobbles Becomes moist reddish brown fine to coarse clayey GANI> with some gravel Becomes alternating dark reddish brown clayey SAND with very dark brown sandy CLAY with little roots Wood Becomes dark brown fine to coarse clayey SAND -»PENETRATIOrRESISTANCEBLOWS/FT- - - - 45 . - - 35 -_ - 16 •_ . . 37 - 50 - m DRY DENSITYPCF96.0 127. J 103 i 122.: 126.7 MOISTURECONTENT it23.1 9 7 22.5 12. i 10.1 SAMPLE SYMBOLS LJ — SAMPLING UNSUCCESSFUL 53 — DISTURBED OR 84G SAMPLE U STANDARD PENETRATION TEST mJ — CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED! ?• — WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREONAPPL'ES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THf DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND T'MES Fil, No D--.345-H01 Julv 7, 1989 ,. £^£ 0 32 - 34 _ _ « _ 36 . 38 . 40 . 42 _ _ 44 - _ 46 . . 48 . _ 50 . - 0 2 L 1 8 o t IwF , [/K^> p / •/ / ', / 9(5$ S / " ' / ' / / or UJ Z g Cl Ss °B) a- CL SC-CL J> sc BORING B-8 (CONTINUED) ELEVATION DATF DRII 1 Fn tCJUIPMENI MATERIAL DESCRIPTION Becomes stiff, moist dark brown and greenish brown sandy CLAY with some gravel and trace of wood wood Becomes alternating dark brown sandy CLAY and clayey SAND with some gravel cobbles \ DELMAR FORMATION Medium dense to dense moist, light yellowish gray fine clayey SAND BORING TERMINDATED AT 50 FEET 5yt<<!> i^S j'x™ 20 ~ - - - 40 - " - - - - - - i ZL- QG. Q 115 9 116.8 ^ 25 ^z5 8 16.3 18.1 SAMPLE SYMBOLS U SAMPLING UNSUCCESSFUL K7IIS DISTURBED OR B*G SAMPLE I] STANDARD PENETRATION TEST ml CHUNK SAMPLE • DRIVE SAMPLE iUNDiSTURBEDI ?• WATER TABLE OP SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCHL OCA'iON AND AT THf DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND Ti MFS I File -No July 7, D-4345-H01 1989 Izt O . 0 - 4 - - 6 - -SAMPLE NOLITHOLOGY|| '% - v A GROUNDWATER 1en 8- GC-GM GC-GM TDT7MPU T 1IKjiiMLn 1 — 1 ELEVATION 117 MSL DATE DRILLED 4/4/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Medium to denes, damp to moist, dark orange- brown, Clayey to Sandy COBBLE GRAVEL i I sharp contact slopes westward TERRACE DEPOSIT Dense, moist, drak reddish-brown, Clayey Sandy COBBLE GRAVEL / deposition contact slopes westward \ SANTIAGO PEAK VOLCANICS I Very dense, moist, gray-brown, fractured 1 VOLCANIC ROCK TRENCH TERMINATED AT 8 FEET (REFUSAL) 1 . - - - zu. cro Is SAMPLE SYMBOLS LJ SAMPLING UNSUCCESSFUL BS — DISTURBED OR B*G SAMPLE U STANDARD PENETRATION TEST ml CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED) ?• — WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES I File No D-4345-H01 July 7, 1989 ^ZSQ "• . 0 ™ — . 2 . •• • . 4 . - - 6 . . 8 . - 10 - ~ • - 12 - . 14 . i £.. lo . . 18 . - . 20 . - 22 - oz UJ_j0. 1 1o ^ d?' '' t? ^Y> 0 ill/ V i 4* i^i* ^0 ,00> 0 o.\^s \s g 0 o >•' Cl " T2-1 K'^" 12-2 M a \ ' ° " .a*- 00 0 n a /) 1 i 1 tO _)jj -) GM s \ •> -^ SM TRENCH T-2 ELEVATION 114MST, DATE DRILLED 4/4/89 EQUIPMENT Knmat-.sn 220 Track RAckhoe MATERIAL DESCRIPTION FILL Loose to medium dense, damp to dry, medium reddish-brown, Silty to Sandy BOULDER GRAVEL, some clay l'-2' diameter boulders 1 — contact inclined steeply westward to over \ 20' depth in less than 30' lateral distance 1: DELMAR FORMATION Dense, moist, light brown-tan, Gravelly fine SANDSTONE, horizontal interbedded COBBLE CONGLOMERATES 111 i r-cemented light tan-gray silty fine sandstone \ TRENCH TERMINATED AT 21 FEET |st <r*^|i§ ~. —-• m . ™. . " _._ - & ZU. UJ(j ^ Q BULK ! s* 25 i§ 1AMPLE SAMPLE SYMBOLS LJ — SAMPLING UNSUCCESSFUL K —. DISTUR8EDOR B*G SAMPLE U STANDARD PENETRATION TEST mi — CHUNK SAMPLE • _ DRIVE SAMPLE (UNDISTURBED) ^ _. WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY. AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED I I File No D-4345-H01 July 7, 1989 tzffi Q ^ - 0 - - - 2 - - 4 - - - 6 - - 8 • - -10 - -17 -_L Z. - -14 - -16 - -18 - - -20 - -22 - Z UJ a! I T3-1 T3-2 §3 g °,°. o 9o° •o o , O' c? 0 o O 0 '0° " 0 ^"SS^T f) 9 / / X ', G/ \ ' Cx /• 0'°s a < z 1 (f) 3§ S2 ^GM ^> sc TRENCH T-3 ELEVATION 99 MSL DATE DRILLED ^/4/89 EQUIPMENT Komatsu 220 Track BAckhoe MATERIAL DESCRIPTION FILL Loose, dry to damp, dark reddish-brown, Sandy COBBLE-BOULDER GRAVEL very dry, powdery, caving I contact sharp, sloping slightly south TERRACE DEPOSIT Very dense, moist, medium to dark reddish- brown, Clayey Gravelly medium SAND TRENCH TERMINATED AT 21 FEET OQI- <<g H-105 z'wS - - - - - — - - - - - • - _ - £ <nzu. UJ(J cro SULK £ UJ# 11i§ AMPLE SAMPLE SYMBOLS — SAMPLING UNSUCCESSFUL K — DISTURBED OR SAG SAMPLE •J STANDARD PENETRATION TEST •J_ CHUNK SAMPLE M — DRIVE SAMPLE (UNDISTURBED) ?• — WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLiES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND ATTHE DATE INDICATED I I File No D-4345-H01 July 7, 1989 IHQ " - 2 - . A• q. . - 6 - - 8 - -10 - * - -12 - . -14 - - -16 - - -18 - -20 oz UJ CL 1 § 0 £ ' O°O y 0/** V f « o O / /.&* ' *§¥ 0 0 0 0. 7^<2/ " f) ' / <2./ / ° 0 / " O/ S 0O /; o ^ / 0°;OQ / '' 0/ fi /U0/ » 'oOj' QC UJ < | O CO<£ °2 sc GW v\ ^> ^ — GM-GC TRENCH T-4 ELEVATION 86 MgL DATE DR|LLED ^/^/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION TERRACE DEPOSIT Dense, damp, dark reddish-brown, Clayey Gravelly medium SAND, lenticular, pinching out into gravel Dense, damp, medium reddish-brown, Sandv COBBLE-BOULDER GRAVEL dry, friable sandy gravel, cohesionless when disturbed \ TERRACE DEPOSIT Dense, moist, dark reddish-brown, Clayey to Sandy COBBLE-BOULDER GRAVEL TRENCH TERMINATED AT 20 FEET °ot- lll £l§ - ^ — - - " - - - - - - — . - £ c/) Zu- >°-cr 0 UJ# <Z>- %o SAMPLE SYMBOLS LJ SAMPLING UNSUCCESSFUL H — DISTUflBEO OR BAG SAMPLE IJ STANDARD PENETRATION TEST kj CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED) ?- WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPEC IF 1C BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES File No D-4345-H01 July 7, 1989 H - 2 • m m - 4 - - 6 •_ - 8 ' m u -10 • - •12 - -14 - -16 - 1 O- 18 " • •SAMPLE NCV LITHOLOG'7 / °' Oo • / 1 y'o ' 00. / 7° / / 9 > <3'X/ ' 0 o // / 0 / o i,Ci / «ffU / t 0 & f • 0 '/ 'Q "/ &" 0 / ' " Or V'x duj GROUNDWA1M SOIL CLASi(USCS.)GM-GC sc TRENCH T 5 ELEVATION 7^ MSL DATE DRILLED ^'^' 89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION TERRACE DEPOSIT Dense, moist, dark reddish-brown, Clayev Sandy COBBLE-BOULDER GRAVEL Dense, wet, dark to madium reddish-brown, Clayey medium to coarse Gravelly SAND 1 TRENCH TERMINATED AT 20 FEET PENETRATIONRESISTANCEBLOWS/ FT— - — - — - _ " - — . - " • _ - -DRY DENSITYPCFMOISTURECONTENT %SAMPLE SYMBOLS U SAMPLING UNSUCCESSFUL E3 — DISTURBED OR BAG SAMPLE U._ STANDARD PENETRATION TEST fi CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) ?• — WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIF 1C BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES I File No D-4345-H01 July 7, 1989 DEPTHINFEET- 2 - - 4 - - - 6 - « • - 8 - - - 10 - ™ m - 12 - ™ " - 14 - - 16 -SAMPLE NOLITHOLOG>O/ / 0 */ O"/ / o 0 / o/ g „ °/> / &/ / ' / °"/ • / 0 / / "^ ^/O * \ lfc^/ * // .'&0 / ' /. o. a. L1J GROUNDWATISOIL CLASSluacaiGM-GC x X X>s TRENCH T-6 ELEVATION 73 MSL DATE DRILLED ^/4/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION TERRACE DEPOSIT Dense, damp to moist, dark reddish-brown, Clayey Sandy COBBLE-BOULDER GRAVEL, very firmly imbricated, no voids or porous areas, may represent an ancient debris-flow l'-2' subrounded boulders with pebble-cobble matrix \ TRENCH TERMINATED AT 15 FEET (NEAR REFUSAL)PENETRATIONRESISTANCEBLOWS/n- - - - " - ~ - " - " - -DRY DENSITYPCFMOISTURECONTENT %SAMPLE SYMBOLS U — SAMPLING UNSUCCESSFUL K DISTURBED OR SAG SAMPLE U._ STANDARD PENETRATION TEST W — CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED! ?• _. WATER TABLE OB SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES File No D-4345-H01 July 7, 1989 N . 0 " . 2 . . 4 . . 6 . • • . 8 . - .10 . .12 . » « .14 . .16 . .18 . .20 -SAMPLE NOT7-1 T7-2 LITHOLOGY/' /O / •/ o/8/Jy. 0 / Q/ / °e 'o'/t '0°/'' / 0 °//C &''. O?/ $/'• ttUJ GROUNDWATlSOIL CLASS(US.CS)_^S* GM-GC_ __. — — -"" TRENCH T-7 ELFVATION 1 1 1 MSL DATFDRIL1FD 4/5/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Loose to medium, moist, dark reddish-brown, Clayey to Sandy COBBLE-BOULDER GRAVEL 1 ' — 6" -12" very loose lift damp to dry lift 6" TRENCH TERMINATED AT 20 FEET PENETRATIONRESISTANCEBLOWS/ FT- - - • - - - ; _ - - - i-DFiV DENSITYPCFBULK 5 BULK 1 MOISTURECONTENT %IAMPLE IAMPLE SAMPLE SYMBOLS LJ SAMPLING UNSUCCESSFUL K — DISTURBED OR SAG SAMPLE U_ STANDARD PENETRATION TEST •]_ CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED) ?• WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES File No July 7, D-4345-H01 1989 N ~ - 2 - - 4 - - 6 - _ _ - 8 - -10 - -12 -_ -14 - - 1 6 ~ ™ -18 - - ?n - oz UJ a. 5 T8-1 T8-2 T8 3 T8-4 8d -• o / ' 0 o (}•/ fl,' ° li'of 0 °/r/ (/ o Lx/ , o. 0 / /O/o / o o hJ i r 53 1 1 / / ' / 0 / ' 0 0 /3'/ / // ,(_ o ^ °/ o O. s a.JUNDWATS 1 « GM-GC SM CL GM-GC - TRENCH T 8 ELEVATION 112 MSL DATE DRILLED ^/5/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Loose to medium dense, damp to moist, dark to medium reddish-brown, Clayey Sandy COBBLE- BOULDER GRAVEL 6"-12" dry to damp lift • — irregular contact slopes southward TOPSOIL I Loose, damp to dry, dark brown, Silty fine 1 SAND, roots, some clav \\ \ Soft, wet, dark brown, Sandy CLAY I TERRACE DEPOSIT Dense, moist, drk yellowish-brown-orange, Clayey to Sandy COBBLE-BOULDER GRAVEL 1 TRENCH TERMINATED AT 20 FEET z^ aff - - - ™ " - - - ™ - - - C/J Zu. UJ(J a:0 5ULK £ 3ULK 5 i re"1 rlUo u JULK S CCt_ *s 7.5 AMPLE AMPLE -L 3 • o AMPLE SAMPLE SYMBOLS U SAMPLING UNSUCCESSFUL 13 — DISTURBED OR BAG SAMPLE I] STANDARD PENETRATION TEST B CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED! • _. WATER TABLE OR SEEPAGE NOTE ATTHEDATEINDICATED I I File No D-4345-H01 July 7, 1989 °- ?iu • u - - 2 - - 4 - - 6 • - 8 - -in -ID - - 12 - - . i f*- lo - - - - oz UJ a 2s > 0 o1 ^ ^ °' 0 , V 0 v X) 0 1 \'/\" / T9-1 M / N xT9-2 n/ r / / ^"61 ^0 7 -/ " /•) 0 OQ y 7 (I UJt- 5 D Z D £o to <(/} S« GM-GC CL GM - TRENCH T 9 ELEVATION 108 MSL DATE DRILLED 4/5/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Loose, moist, medium reddish-brown, Clayey to Sandy COBBLE-BOULDER GRAVEL sharp, irregular, south-inclined couLacL A TERRACE DEPOSIT Hard, moist, dark reddish-brown, Sandy CLAY, scattered gypsum crystals, small pebbles 1 — becomes more sandy Dense, moist, medium reddish-brown, slightly Clayey Sandy COBBLE-BOULDER GRAVEL, l'-1.5' boulders (tightly nested) sharp, irrepiilar, smith-inclined contact, \ depositional SANTIAGO PEAK VOLCANICS Very dense, dark gray, fractured VOLCANIC ROCK, random fractures TRENCH TERMINATED AT 15 FEET ZIMogj- 5^5 1^ • - ** - - • ™ - - - - - f Zu. CE Q 115.6 UJ # cnt^ ^8 12.7 SAMPLE SYMBOLS LJ — SAMPLING UNSUCCESSFUL [3 DISTURBED OR B*G SAMPLE U_STANDARD PENETRATION TEST B CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED) ?• — WATER TABLE OR SEEPAGE I NOTE AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES File No D-4345-H01 July 7, 1989 !*Bo u- • — - 2 - • «• - 4 - - 6 - - 8 - -10 - . -12 - - -14 - . -16 - - -18 - - -20 § 1 T10-1 §d_ / uV«x Y)' /y 0 To ,^ o7. ?»• 'ty / '0 / ^4* •' / / / / ' °/ ' . o / cc UJ z I (/) °2 GM-GC v ^> CL TRENCH T-10 ELEVATION 93 MSL DATF DRILLED 4/5/89 EQUIPMENT Komatsu 220 Track BAckhoe MATERIAL DESCRIPTION FILL Loose to medium dense, damp to moist, medium reddish-brown, Clayey Sandy COBBLE-BOULDER GRAVEL, some silt dry to damp lift | — sharp, irregular south-inclined (2'/30') contact i V TERRACE DEPOSIT Hard, moist, dark reddish-brown mottled with green, Sandy CLAY becomes more sandy with scattered pebble TRENCH TERMINATED AT 20 FEET Igt Ifl * . " - - - . - •• -_ • - - - - CO ZU. QCL cc Q BULK IE1 SAMPLE SAMPLE SYMBOLS LJ _ SAMPLING UNSUCCESSFUL El — DISTURBED OR BAG SAMPLE U_STANDARD PENETRATION TEST m CHUNK SAMPLE _. DRIVE SAMPLE (UNDISTURBED) ?• —. WATER TABLE OR SEEPAGE NOTE AT THE DATE INDICATED IT IS NOT WARRANTEDTOBE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES I File No D-4345-H01 July 7, 1989 H 0 - - 2 - - 4 - - 6 - - 8 - - - 10 - - 12 - . 14 . . „ . 16 . - . 18 . . 20 . -SAMPLE NCLITHOLOG11 1 \ 1 I,' X /y // ,/ f/ S- x ^'y '/ ' ,' / / ,~ °>/. / •/ OO o rt.' (?• d. UJ GROUNDWATSOIL CLAS.(USCSISM CL SC-CL "^> GW TRENCH T-ll ELEVATION 7o MSL DATE DRILLED ^/5/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION TOPSOIL Loose, dry, dark brown, Silty fine SAND \ TERRACE DEPOSIT Hard, moist, dark reddish-brown, Sandy CLAY becomes more moist, coarser, sandy gravel layer Dense, wet to saturated, medium reddish- 1 brown, Sandy COBBLE GRAVEL TRENCH TERMINATED AT 20 FEET PENETRATIONRESISTANCEBLOWS/ FT• • - - - - - - . . - - • " -DRY DENSITYPCFMOISTURECONTENT %SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL ICH IS DISTURBED OR BAG SAMPLE STANDARD PENETRATION TEST kJ CHUNK SAMPLE • _. DRIVE SAMPLE (UNDISTURBED! ?• — WATER TABLE OR SEEPAGE NOTE ATTHEDATEINDICATED I m File No D-4J4J-H01 • July 7, 1989 I 1 1 1 1 • 1 1 1 1 1 1 1 1 1 1 N - 2 - - - 4 - - - 6 - - - — m — m - - - - - - - r\SAMPLE N(LITHOLOG/0' ?: t i ti i i \i er > ys A A* (r V 1 GROUNDWAlCO SOIL CLASIUS.CS)SC-GC GM-GC TRENCH T 12 ELEVATION H9 MSL RATE DRILLED ^/5/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Loose, damp, dark brown, Clayey Gravelly SAND TERRACE DEPOSIT Dense, moist, orange-brown, Silty to Sandy COBBLE-BOULDER GRAVEL, some clay • — slopes southward SANTIAGO PEAK VOLCANICS Very dense, brownish-gray mottled with orange, fractured VOLCANIC ROCK, multiple fracture sets; N85E, 80NW; N65W, 35W TRENCH TERMINATED AT 6 FEET (NEAR REFUSAL)PENETRATERESISTANCEBLOWS/ FT- - - - " - - ™ _ - - • - - - -DRY DENSITYPCFMOISTURECONTENT %SAMPLE SYMBOLS Ll — SAMPLING UNSUCCESSFUL 13 — DISTURBED OR SAG SAMPLE U_STANDARD PENETRATION TEST •I _ CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED) ?• — WATER TABLE OR SEEPAGE NOTE ATTHE DATE INDICATED I File No D-4345-H01 July 7, 1989 Ezjjj a "• - - 2 - - 4 - — — - 6 - Q- o • - 10 - - 12 - _ m - 14 - - 16 - - - - oz UJ a. Z 0-Jo _J ^ 1 i Ml, / ^ y/ / / <^c9 " 0 0 ' 1 1 11 1 1 11) z § CO «/j 8- sc CL GW C\Jhw SM TRENCH T-13 ELEVATION 110MSL DATF DRILLED 4/5/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Loose, dry, dark brown, Silty to Clayev fine SAND TERRACE DEPOSIT Hard, moist, dark reddish-brown mottled with green, Sandy CLAY Dense, moist, medium reddish-brown, Sandy COBBLE GRAVEL, trace of silt Dense, moist to wet, medium reddish-brown, \ medium to coarse SAND, scattered pebbles, non-cohesive when disturbed — becomes wet r depostion contact inclined approximately 10° eastward DELMAR FORMATION Very dense, moist, light tan, Silty fine SANDSTONE, trace of clay, nearly horizontal bedding TRENCH TERMINATED AT 15 FEET ZUJOoh- <<« z^S • - - . •• - - - - - - - - f- ZU. IUCJ cro aj# P i°O SAMPLE SYMBOLS LJ — SAMPLING UNSUCCESSFUL K — DISTURBED OR BAG SAMPLE U_ STANDARD PENETRATION TEST fcl_ CHUNK SAMPL-6 • DRIVE SAMPLE (UNDISTURBED! ?• — WATER TABLE OR SEEPAGE NOTE AT THE DATE INDICATED IT IS NOT WARRANTED TOBE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES File No July 7, D-4345-H01 1989 I ._ 0 "• • U - - - 2 - - 4 - - - 6 - - - 8 - - -10 - -12 - - -14 -•• -L ^T ™ - 1 £."* JL 0 — -18 - -_ - - Q Z OJ Q. 2 3 1 O J -1 O/' r/ OQ °/o 1. '/''o/ < ' o ' L>XV / ^e/f-\ . \V| y< \° / """^/C / / / /"" j j i1 > I I ! I (£ s z D 0 t/3 — "ri 52en GM-GC CPoL SM TRENCH T-14 ELEVATION 108 MSL DATE DRILLED 4/6/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Loose to medium dense, moist, medium reddish- brown, Clayey to Sandy COBBLE-BOULDER GRAVEL becomes sandy to gravelly clay irregular contact slopes westward (3' in 20' f TOPSOIL Soft, damp to moist, dark brown, Clayey fine I SAND to Sandy CLAY TERRACE DEPOSIT Dense, moist, light reddish-brown, Clayey, fine to coarse SAND depositional contact, slightly (less than 5°) inclined westward DELMAR FORMATION Very dense, moist, light brown to reddish- brown, Silty medium SANDSTONE, nearly horizontal beds TRENCH TERMINATED AT 17 FEET Qof-iispi • - ™ - - - - - - - - — m - - £ I/) Zu- ^a. (T O UJ# DZ riZ28 cr ovyuorM cSAMPLh oYMoULo L-" — SAMPLING UNSUCCESSFUL K — DISTURBED OR BAG SAMPLE B - STANDARD PENETRATION TEST B_ CHUNK SAMPLE -- DRIVE SAMPLE (UNDISTURBED) ?• — WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HE REON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACECONDITIONS AT OTHER LOCATIONS AND TIMES _ File No D-4345-H01 • July 7, 1989 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ^~ ~^~ LLf 0 "- • o • - 2 - - 4 - i - 6 " ' 8 - - 10 - - 12 -1 - 0 - 2 - - 4 - - - 6- - - O 2 a 5 5 o '-• o'/ °/ / Q o, O/ ^C°:'P> ! i l ! 1 1 1 1 1 i i 1 i i i 1 : i \ i i i ! ii i i o 1<2-.•o V^ 1 "x- - JQ>o° IN; i i i i i i. aw Z O CO "!n 8- GC 5M-SC GM SM TRENCH T-15 ELEVATION H2 MSL DATE DRILLED 4/6/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Loose to medium, moist, medium brown, Clayey to Sandy COBBLE GRAVEL DELMAR FORMATION Dense, moist, light blue-gray, Silty fine SANDSTONE, trace clay, horizontal bedding becomes very dense A TRENCH TERMINATED AT 11 FEET TRENCH T-16 Elev 112 TERRACE DEPOSIT Dense, moist, light brown, Sandy BOULDER GRAVEL, 2 '-3' diameter boulders common DELMAR FORMATION Dense, moist, light tan-gray, Silty fine SANDSTONE TRENCH TERMINATED AT 6 FEET o1^ <fsi - ^ - £ inZu- *So ^fe,- i§ SAMPLE SYMBOLS — SAMPLING UNSUCCESSFUL C — STANDARD PENETRATION TEST 1 DRIVE SAMPLE (UNDISTURBED) 13 — DISTURBED OR B4G SAMPLE B CHUNK SAMPLE ?• „„ WATER TABLE OR SEEPAGE NOTE TH E LOG Of S UBSUR FAC E CONDITIONS SHOWN HEBEON APPLIES ONLY AT THE SPECIFIC BORING OR TRFNCH LOCATION AND •ju AT THC DATE INDICATED IT IS NOT WARRANT ED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES • File No D-4345-H01 July 7, 1989 £z£ o . 0 - 2 - - 4 - - 6 - - - 8 - - in . . 0 2 4 . 6 . CL 5 o o - //) - 0 °^0 0°°L/C / I/ /L* ° 0 ° 0 L-i x" & a s^~) A ° \/ 7 - 1 * " •f cr < 2 2 0 </> — "« 8- GC GM TTJ TTAT^U T^ 1 7IKCjlNLn 1 — 1 / ELEVATION 114MSL HATF DRILLED 4/6/89 EQUIPMENT Komatsu 220 Track BAckhoe MATERIAL DESCRIPTION FILL i Loose, damp , medium brown, Llayev to bandy \ COBBLE GRAVEL TERRACE DEPOSIT Very dense, moist, light brown, Sandy BOULDER GRAVEL, some silt, 2 '-4' diameter subrounded volcanic boulders common i . J_T_J_I 11 11-11Decomes too tightly packed with boulders to dig \ TRENCH TERMFINATED AT 9 FEET (REFUSAL) TRENCH T-18 Elev 113 MSL SANTIAGO PEAK VOLCANICS Very dense, dark gray-orange, fractured VOLCANIC ROCK, fracture sets, N20E.60NW, N-S,25W "V TRENCH TERMINATED AT 4.5 FEET (NEAR REFUSAL) ZUJ cr£> >£J,° - . - - — - - - > w2U. o:D 3 = Z i§ SAMPLE SYMBOLS LJ SAMPLING UNSUCCESSFUL 13—DISTURBED OR B*G SAMPLE .STANDARD PENETRATION TEST .CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED! ?• —. WATER TABLE OR SEEPAGE NOTE THE I OG Or SUBSURFACE CONDITIONS SHOWN HE REON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THC DATE INDICATED IT IS NOT WARRANTED TO BE REPRESS NTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES I File No D-4345-H01 July 7, 1989 r u,s£ Q **• - 0 - 2 H - - 4 - - - 6 - - 8 H -10 - -12 - .14 . — — .16 . J8 . .20 - oz UJ 0. 2 5 T19-1 T19-2 >- §o =1 O /^ / o / /, 0 (7 / / 0v/ , / ' // '/O'/ ^\\/ • 1 ' i ^/ \\ ' ^ /**)a U/. (T UJ < Z 5 <M "« 52 SC-GC ML-CL GC TRENCH T-19 ELEVATION 88 MSL DATE DRILLED 4/6/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Medium to dense, moist, medium to light reddish-brown, Gravelly Clayey medium SAND , / sharp contact sloping westward Stiff to hard, moist, greenish-gray-brown mottled, Clayey SILT, more clay in upper part Medium to dense, moist, dark yellow-brown, \ Clayey to Sandy COBBLE-BOULDER GRAVEL TRENCH TERMINATED AT 20 FEET Oo.- <<55 |l« — - - - •• - - . • - "" - £ Zu. H Q 100.7 BULK OJ# 5z oz 17 1 SAMPLE SAMPLE SYMBOLS LJ — SAMPLING UNSUCCESSFUL !3— DISTURBED OR B4G SAMPLE C STANDARD PENETRATION TEST KJ CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED! ?• WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HITTREONAPPL E;-> ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES File No D-4345-H01 July 7, 1989 i K "• ^uj * U " • • - 2 - - - - 4 - - 6 • - 8 - - 10 - ' 12 - . - - 16 - ~ *• z CL 3 8 o t 0*'' s//0 0//Q'/ if ' 'OS gX, cOy '>'$' Q> *Tk°-1 i 1 1 i i \ i ' V n UJ< z s0 <5 "S 0? GC-G^ SM ML TRENCH T 20 ELEVATION 83 MSL DATE DRILLED 4/6/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Medium to dense, moist, medium reddish- brown to brown, Clayey Sandy COBBLE-BOULDER GRAVEL . sharp contact sloping westward DELMAR FORMATION Dense, moist, light blue-gray-tan, Silty fine SANDSTONE, trace of clay, horizontally bedded Hard, moist, light greenish-gray, Clayey 1 SILTSTONE, massive TRENCH TERMINATED AT 16 FEET OOH ll| P " - - - - - " - - . £ Zu. a UJ# §z i§o SAMPLE SYMBOLS LJ - SAMPLING UNSUCCESSFUL K __ DISTURBED OR B»G SAMPLE U..STANDARD PENETRATION TEST .CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED! ?• _ WATER TABLE OR SEEPAGE I NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESS NTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES I File No July 7, D-4345-H01 1989 IH - n ~ - 2 - - A - - 6 - - 8 - - -10 - - -12 - - -14 - -16 - -18 - -20 - -99 -£* ^. - " - - i UJ Q. Si § _J O -* / o O // f/ p\s/' /o / >/• o./ / <7 19/ / o Q'/ / o 0 i ix i i .1 ..<? / « xX0 n ^1ozD § SS 6?- ;C-GM ~. — 5M-SC GC TRENCH T 21 ELEVATION 75 MSL DATE DRILLED 4/6/89 EQUIPMENT Komatsu 220 Track BAckhoe MATERIAL DESCRIPTION FILL Medium to dense, moist, medium to dark reddish-brown, Clayey to Sandy COBBLE-BOULDER GRAVEL 6"-12" dry lift wood debris, brush in fill (decay odor) TOPSOIL Soft, damp, dark brown, Silty to Clayey fine SAND, roots, decay odor TERRACE DEPOSIT Dense, moist, light reddish-brown, Clayey to Sandy GRAVEL TRENCH TERMINATED AT 21 FEET §0|- UJ — Q - — - - - — - - - - - - - • - _ t<f>Zu. a: Q £*i! i§ SAMPLE SYMBOLS LJ SAMPLING UNSUCCESSFUL £j — DISTURBED OR B*G SAMPLE I] STANDARD PENETRATION TEST ml CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTUR8EDI 3? — WATER TABLE OR SEEPAGE I NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWNHEREON APPLIES ONLY AT THE SPECIF 1C BORING OR TRENCH LOCATION AND AT THE DATE INDICATED ITISNOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES I File No D-4345-H01 July 7, 1989 irtj - - 2 - . / _4 - 6 - - - 8 • - oz tu a!z > §o t / '. ' ^x/0 <f 0 s / 0 tf/y'' «yI'/"' ./ 9 /V 1 § CO "I 8- SC-SM GC-GM TRENCH T-22 ELEVATION ^8 MSL DATE DRILLED^ 4/6/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION SLOPEWASH Loose, damp, dark brown, Gravelly Clayey fine SAND, some silt TERRACE DEPOSIT Dense, moist, dark reddish-brown, Clayey to Sandy COBBLE-BOULDER GRAVEL \ TRENCH TERMINATED AT 10 FEET (NEAR REFUSAL) 2 Ooh-ill P - - - - - - - — - C/J Z li- CC Q gj1" SAMPLE SYMBOLS LJ SAMPLING UNSUCCESSFUL K — DISTURBED OR B4G SAMPLE U STANDARD PENETRATION TEST K — CHUNK SAMPLE • — DRIVE SAMPLE [UNDISTURBED) ?• — WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPEC IF 1C BORING OR TRENCH LOCATION AND ATTHE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES IFile No D-4345-H01 July 7, 1989 £?| Q . 0 » w . 2 . . 4 . - . 6 . - _ 8 . . 10 . _ . 12 . 14 - - - _ oz UJ a IT, T23-1 § o --• / o / 's'C y. ty1 t / ' o / /''a • / / 0/ 0 ^ O's' /Xi: lO°/0 aLU < z § s_ rf« 0? GC-GM SC GC TRFNfH T 71 ELEVAT.ON 109MSL HATPHPiLLED 4/6/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Medium to dense, moist, dark to medium reddish-brown, Clayey to Sandy COBBLE-BOULDE! GRAVEL brush, trash, decay odor TOPSOIL Loose, damp to dry, dark gray-brown, Silty fine SAND TERRACE DEPOSIT Very dense, moist, dark reddish-brown, Clayey BOULDER GRAVEL TRENCH TERMINATED AT 14 FEET (NEAR REFUSAL) gujiii p5 - - - - - _ - • - - > a£ ff Q BULK ^f §z 1 n Qo . y SAMPLE I SAMPLE SYMBOLS U — SAMPLING UNSUCCESSFUL E3 — DISTURBED OR B»G SAMPLE STANDARD PENETRATION TEST — CHUNK SAMPLE • — DRIVE SAMPLE (UNDISTURBED) ?• — WATER TABLE OR SEEPAGE NOTE TH E L OG OF'SUBSURFACE CONDITIONS SHOWNHEREON APPLIES ONLY AT THE SPECIF 1C BORING OR TRENCH LOCATION AND -TTHC DATF INDICATED IT IS NOT WARRAN TED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES File No D-4345-H01 July 7, 1989 I ,_ 0 "• o ™ — - 2 - - - - 4 - - 6 - - - 8 - . -10 - - -12 - -14 - - -16 . -18 - -20 - -22 - -24 - - -26 - - o LU a 2 3i T24-1 oo o D '''nv£> / •/(0o./ / o aX/ °/") /J/ * UP' 0 / / 9o/ <' o 0 / . / o , °0/ v/ ° Qfr/ / t' o/ / W. o./ *b/ amt- 2 D 8o ent/: — S °~ GC TRFNfH T 74J. IXilili V^li J- ^. H- 70 MST 4/fi/RQELEVATION OLl DATE DRILLED ^/D/oy EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Medium to dense, moist, dark reddish-brown, Clayey to Sandy COBBLE-BOULDER GRAVEL ,* nn+- n S++- „ ~\ rt ^ rt „ T»«^-,-l-,Trt«J — ._ U — UI COIlL.a.CL S-LOpGS WGSL-WalQ 9 SOmG DrUSfl • decay odor ALLUVIUM Soft, wet, dark gray-brown, Sandy to Gravelly CLAY \ TRENCH TERMINATED AT 26 FEET Zuj 11 jjjP ~ m - _ - - _ — - - . - - — _ — - - - - - >. 1" o: Q BULKS 5 — '§ AMPLE SAMPLE SYMBOLS LJ — SAMPLING UNSUCCESSFUL K — DISTURBED OR B*G SAMPLE .STANDARD PENETRATION TEST .CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) ?• — WATER TABLE OR SEEPAGE NOTE THE L OG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OA'E INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES m File tfo D-4345-H01 • July 7, 1989 1 1 1 1 | 1 1 1 1 1 1 1 1 1 1 | • N - 0 _ • 2 -1 - . 4 . . 6 . . 8 . . 10 . - 12 . . 14 . _ - - - - - " Oz a 2 LITHOLOGY/ / / / / , '/ Q*/ ' 0 o</. \ \ \\ 1 1 III.GROUNDWATERSOIL CLASS(USCS)CL-SC CL SM TRENCH T-25 ELEVATION 45 MSL DATE DRILLED 4/6/89 EQUIPMENT Komatsu 220 Track Backhoe MATERIAL DESCRIPTION FILL Stiff, moist, medium brown, Sandy CLAY to very Clayey SAND TOPSOIL Soft, moist to wet, dark brown, Sandy to Gravelly CLAY DELMAR FORMATION Dense, moist, light gray-tan, Silty fine SANDSTONE, some clay | TRENCH TERMINATED AT 13 FEET PENETRATIONRESISTANCEBLOWS/ FT• . - - - - - - - _ - - - - " "DRY DENSITYPCFMOISTURECONTENT %SAMPLE SYMBOLS — SAMPLING UNSUCCESSFUL I] — STANDARD PENETRATION TEST I — DRIVE SAMPLE (UNDISTURBED) K — DISTURBED OR BAG SAMPLE B — CHUNK SAMPLE ?• WATER TABLE OR SEEPAOE NOTE THE LObOFSUBSURFACECONDITIONS SHOWN HEREON APPLIESONLY ATTHE SPECIFIC BORINGORTRENCH LOCATION AND10 AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES s APPENDIX B File No D-4345-H01 July 7, 1989 APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures Selected relatively undisturbed drive samples were tested for their in- place dry density, moisture content, consolidation and shear strength The maximum dry density and optimum moisture content of selected disturbed bulk samples were determined in accordance with ASTM D1557-78, Method C Portions of the bulk samples were remolded into rings and subjected to direct shear and Expansion Index tests The results of our laboratory tests are included in tabular form herewith I I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 I I I I Maximum Dry Optimum Sample Density Moisture I No Description pcf % Dry Wt T2-2 Yellowish brown clayey SAND 116 8 15 0 TABLE I Summary of Laboratory Compaction Test Results ASTM D1557-78 T3-2 Reddish brown sandy CLAY and 120 3 12 5 cobbles T7-2 Reddish brown clayey SAND and 129 5 10 4 cobbles T19-2 Greenish brown clayey SILT 119 3 12 9 I I I I I I I I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 TABLE II Summary of In-Place Moisture-Density and Direct Shear Test Results Sample No T2-1 *T2-2 T3-1 *T3-2 T7-1 *T7-2 T8-1 T8-3 T9-2 T19-1 *T19-2 T23-1 SB1-1 SB1-2 SB1-3 SB1-4 SB1-5 SB1-6 SB1-6 SB2-3 SB2-4 SB3-1 SB3-2 SB3-3 SB3-4 SB4-1 SB4-2 SB4-4 SB5-1 SB5-3 SB6-1 SB7-1 SB7-3 SB8-1 SB8-2 SB8-3 Dry Density pcf 112 6 105 5 112 7 108 6 116 5 108 6 115 6 100 7 107 5 105 1 114 1 108 7 107 2 120 8 114 9 116 6 106 9 114 4 120 4 111 0 119 1 107 0 124 3 111 8 123 7 105 6 116 3 106 0 96 0 127 3 103 4 Moisture Content % 15 9 14 5 14 2 12 1 14 2 10 7 7 5 13 8 12 7 17 1 12 8 8 9 22 4 20 8 18 8 19 2 22 7 14 0 16 5 10 6 16 5 13 5 14 4 18 3 7 5 14 2 21 4 12 3 16 2 12 3 20 2 16 6 21 7 23 1 9 7 22 5 Angle of Unit Shear Cohesion Resistance psf Degrees 400 26 330 26 390 25 470 22 810 19 1100 34 680 25 560 30 *Sample remolded to approximately 90 percent of maximum dry density at about optimum moisture content File No D-4345-H01 July 7, 1989 TABLE III Summary of Laboratory Expansion Index Test Results Moisture Content Before After Test Test Dry Sample Density Expansion No % % pcf Index T2-2 12 1 28 1 102 9 85 T3-2 11 0 24 1 105 3 52 T7-2 96 21 1 111 8 51 T19-2 11 5 24 9 105 0 62 File No. D-4345-H01 July 7, 1989 O O CO O O III ODC UJQ. SAMPLE NO.SB 1-2 -2 10 0.1 WATER ADDED \ \ \ \ s 0.5 1.0 5.0 10.0 APPLIED PRESSURE (ksf) 50.0 100.0 INITIAL DRY DENSITY INITIAL WATER CONTENT (05 t (pcf) 208 (%) INITIAL SATURATION SAMPLE SATURATED AT 97 0 (%) OI25 (ksf) CONSOLIDATION CURVE FAIRWAYS CARLSBAD, CALIFORNIA Figure B-l File No. D-4345-H01 July 7, 1989 PERCENT CONSOLIDATIONO iOoo~'JOtn-&OJro_O —SAMPLE NO SB 1-4 F-^. X 1 — — »• — — •"^ ^^ w •v V /A v. v re N s. :F S S ADDED V \ \ \\ ^v \\ ^ \ ^, \ v. \> *s \\ *s \ V \\-\ T 1 0.5 1.0 5.0 10.0 50.0 100.0 APPLIED PRESSURE (ksf) INITIAL DRY DENSITY INITIAL WATER CONTENT 108 7 fee*) 19 2 (%) INITIAL SATURATION SAMPLE SATURATED AT 970 (*> 0125 (kaf) CONSOLIDATION CURVE FAIRWAYS CARLSBAD, CALIFORNIA Figure B-2 File No. D-4345-H01 July 7, 1989 O O05 oo oor UJ Q. SAMPLE NO. SB 3-1 0.1 WATER ADDED Si 0.5 1.0 5.0 10.0 APPLIED PRESSURE (ksf) 50.0 100.0 INITIAL DRY DENSITY INITIAL WATER CONTENT 1 14 4 (pcf) 13 5 (%) INITIAL SATURATION SAMPLE SATURATED AT 80 O (*) 0 5 (ksf) CONSOLIDATION CURVE FAIRWAYS CARLSBAD, CALIFORNIA Figure B-3 File No. D-43io-E01 July 7, 1989 Q Ijo COzoo I- UJocc LU Q. SAMPLE NO SB 8-1 10 12 14 0.1 WATER ADDED 0.5 1.0 5.0 10.0 APPLIED PRESSURE (ksf) INITIAL DRY DENSITY INITIAL WATER CONTENT 960 23 1 (%> INITIAL SATURATION 50.0 100.0 SAMPLE SATURATED AT 788 (*) 0 5 (ksf) CONSOLIDATION CURVE FAIRWAYS CARLSBAD, CALIFORNIA Figure B-4 File No. D-4345-H01 July 7, 1989 SAMPLE NO SB 1-2 I6SO 1700 10 CO o < UJ 1730 leoo SAMPLE NO SB 1-4 2180 22OO CO CD Q < 2230 23OO APPLIED PRESSURE .(ksf ) 10 12 TIME in MINUTES APPLIED PRESSURE (ksf) 4 6 8 TIME in MINUTES 10 12 TIME RATE CONSOLIDATION FAIRWAYS CARLSBAD, CALIFORNIA Figure B-5 I I ;I I I ;• . , , - I - I :, I •'• .' ;.. ' -,' • APPENDIX C I I I I I I I I I I I I I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 RECOMMENDED SPECIFICATIONS FOR SITE GRADING 1 0 GENERAL 1 1 These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans including preparation of areas to be filled, placement of fill, installation of subdrains and excavations The recommendations contained in the geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict 1 2 Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the geotechnical report and these specifications It will be necessary that the consultant provide adequate testing and observation so that he may determine that, in his opinion, the work was accomplished in general conformance with these specifications It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly 13 It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans If, in the opinion of the consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc , are resulting in a quality of work less than required in these specifications, the consultant will be empowered to reject the work and recommend to the owner that construction be stopped until the conditions are rectified 2 0 DEFINITIONS 2 1 Owner shall mean the owner of the property or the person on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed 2 2 Contractor shall mean the Contractor performing the site grading work 2 3 Civil Engineer or Engineer of work shall mean the duly licensed civil engineer who has been hired by the Owner to set basic surveying data at the site to aid Contractor in conforming with the grading and improvement plans I I I I I I I I I I I I I I I I I I I File No D-4345-H01 July 7, 1989 2 4 Soil Engineer shall mean a duly licensed Civil Engineer qualified in soil engineering hired by the owner who is responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these Specifications 2 5 Engineering Geologist shall mean a duly licensed Engineering Geologist hired by the Owner to provide geologic opinions and recommendations during the site grading 3 0 MATERIALS 3 1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Soil Engineer, is suitable for use in construction of fills In general, fill materials can be classified as "soil" fills, "soil-rock" fills or "rock" fills 311 "Soil" fills are defined as fills containing no rocks or hard lumps up to 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size and placed as indicated on Figure C-l 3111 No rocks or hard lumps greater than 6 inches in maximum dimension shall be placed in a zone between finish grade surface and 3 feet below finish grade 3112 All rocks between 6 and 12 inches in maximum dimension shall be placed at least 3 feet below finish grade surface 312 "Soil-rock" fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of "soil" fill to allow for proper compaction of "soil" fill around the rock fragments or hard lumps as specified in Paragraph 6 2 313 "Rock" fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines Fines are defined as material smaller than 1 inch in maximum dimension The volume of fines shall be less than approximately 40 percent of the rock fill volume 3 2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Soil Engineer shall not be used in fills 3 3 "Soil" fill placed within at least the upper 3 feet of building pad grade shall be select finish grade material that contains no rocks or hard lumps greater than 6 inches in maximum dimension and that has an Expansion Index of 50 or less when tested in accordance with UBC Standard 29-2 3 4 The outer portion of fill slopes equal to at least the height of the slope (measured horizontal to the slope face) or 15 feet, whichever is less, should be composed of properly compacted "soil" fill materials approved by the Soil Engineer 3 5 Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Soil Engineer in order to determine the maximum density, optimum moisture content, and, where appropriate, shear strength and expansion characteristics of the soil 3 6 During grading, soil types other than those analyzed in the Soil Investigation may be encountered by the Contractor The Soil Engineer shall be consulted to determine the suitability of these soils for use as fill and for use as finish grade soils conforming to specifications in the Soil Investigation report 4 0 CLEARING AND PREPARING AREAS TO BE FILLED 4 1 Areas to be excavated and filled shall be cleared and grubbed Clearing shall consist of complete removal above the ground surface of all trees, stumps, brush, vegetation, man-made structures and all similar debris Grubbing shall consist of removal of all stumps, roots, buried logs and other unsuitable material and shall be performed in all areas to be filled All roots and other projections over 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the natural surface of the ground and to a depth of 3 feet below the subgrade of areas to be filled Borrow areas shall be grubbed to the extent necessary to provide materials free from unsuitable matter 4 2 After clearing and grubbing of vegetable matter and objectionable material, loose or porous soils shall be removed to the depth recommended in the Soil Investigation The depth of removal and compaction shall be observed and approved by a representative of the Soil Engineer The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used 4 3 Where fills are constructed on hillsides or slopes, topsoil, slopewash, colluvium or other loose or porous soils shall be removed and the slope of the original ground on which the fill is to be placed shall be stepped or "keyed" by the Contractor as indicated on Figure C-2 in these Specifications The steps shall extend completely through the soil mantle and into the underlying competent formational material or, where competent formational soil is not present, into compacted ground 4 4 After the foundation for the fill has been cleared, plowed or scarified, it shall be disced or bladed by the Contractor until it I I I I I I I I I I I I I I I I I I I is uniform, free from large clods, brought to the proper moisture content, then compacted as specified for fill 25 0 COMPACTION EQUIPMENT 5 1 Compaction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment Equipment shall be of such a design that it will be capable of compacting the "soil" or "soil-rock" fill to the specified density at the specified moisture content 5 2 Compaction of "rock" fills shall be performed in accordance with Paragraph 6 3 6 0 PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6 1 "Soil" fill, as defined in Paragraph 311, shall be placed by the Contractor in accordance with the following recommendations 611 "Soil" fill shall be placed by the Contractor in layers that, when compacted, shall not exceed 8 inches Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material in each layer The entire fill shall be constructed as a unit in nearly level lifts Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with either Paragraph 6 2 or 6 3 612 In general, the "soil" fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D1557-78 613 When the moisture content of "soil" fill is below that specified by the Soil Engineer, water shall be added by the Contractor until the moisture content is in the range specified 614 When the moisture content of the "soil" fill is above the range specified by the Soil Engineer or too wet to achieve proper compaction, the "soil" fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified 615 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction that is not less than 90 percent Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D1557-78 Compaction shall be continuous over the entire area, and compaction equipment I I I I I I I I I I I I I I I I I I I shall make sufficient passes so that the desired density has been achieved throughout the entire fill 616 Potentially "medium" to "high" expansive soil (soils having an Expansion Index of greater than 50) may be used in fills below a depth of 3 feet below finish grade and shall be compacted at a moisture content of 2 to 4 percent greater than the optimum moisture content for the material 617 Properly compacted "soil" fill shall extend to the design surface of fill slopes The surface of fill slopes shall be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals and upon completion they shall be track-walked with a dozer so that a dozer track covers all slope surfaces at least twice 618 As an alternative to track-walking, upon completion, the slopes may be overbuilt by at least 5 feet and then trimmed back to the design grade 6 2 "Soil-rock" fill, as defined in Paragraph 312, shall be placed by the Contractor in accordance with the following recommendations 621 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted "soil" fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper 622 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows 623 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment 624 For windrow placement, the rocks must be placed in trenches excavated in well compacted "soil" fill Trenches shall be 5 feet wide and 4 feet deep in maximum dimension The voids around and beneath rocks must be filled with approved granular soil having a Sand Equivalent of 30 or greater and must be compacted by flooding 625 All windrows must be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry The minimum horizontal spacing for windrows shall be 20 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course The minimum vertical spacing between windrow courses shall be 5 feet I I I I I I I I I I I I I I I I I I I from the top of a lower windrow to the bottom of the next higher windrow Windrows shall be 100 feet in maximum length with a minimum spacing of 15 feet between ends 626 All rock placement, fill placement and flooding of approved granular soil in the windrows must be continuously observed by the Soil Engineer or his representative 6 3 "Rock" fills shall be placed by the Contractor in accordance with the following recommendations 631 The base of the "rock" fill shall be placed on a sloping surface (minimum slope of 2 percent, maximum slope of 5 percent) The surface shall slope toward suitable drainage outlet facilities The "rock" fills shall be drained during construction so that a hydrostatic pressure buildup does not develop The drains shall be permanently connected to controlled drainage facilities to control postconstruction infiltration of water 632 "Rock" fills shall be placed in lifts not exceeding 3 feet Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift Spreading of the "rock" fill shall be by dozer to facilitate "seating" of the rock The "rock" fill shall be watered heavily during placement Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement Compaction equipment such as a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 633 shall be utilized The number of passes to be made will be determined as described in Paragraph 633 633 Plate bearing tests, in accordance with ASTM D1196-64, may be performed in both the compacted "soil" fill and in the "rock" fill to aid in determining the number of passes of the compaction equipment to be performed If performed, a minimum of three plate bearing tests shall be performed in the properly compacted "soil" fill (minimum relative compaction of 90 percent) Plate bearing tests shall then be performed on areas of "rock" fill having two passes, four passes and six passes of the compaction equipment, respectively The number of passes required for the "rock" fill shall be determined by comparing the results of the plate bearing tests for the "soil" fill and the "rock" fill and by evaluating the deflection variation with number of passes The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than required I I I I I I I I I I I I I I I I I I I 634 A representative of the Soil Engineer shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed The actual number of plate bearing tests will be determined by the Soil Engineer during grading 2with at least one test being performed for each approximately 5,000 cubic yards of "rock" fill placed 635 Test pits shall be excavated by the Contractor so that the Soil Engineer can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material In-place density testing will not be required in the "rock" fills 636 To reduce the potential for "piping" of fines into the "rock" fill from overlying "soil" fill material, a 2-foot layer of graded filter material shall be placed above and below the "rock" fill The gradation of the graded filter material will be determined at the time the "rock" fill is being excavated Materials typical of the "rock" fill should be submitted to the Soil Engineer in a timely manner to design the graded filter 637 All "rock" fill placement shall be continuously observed during placement by representatives of the Soil Engineer 7 0 OBSERVATION AND TESTING 7 1 The Soil Engineer shall be the Owners representative to observe and make tests during fill foundation preparation and filling and compaction operations In general, no more than 2 feet of "soil" or "soil-rock" fill in vertical elevation shall be placed without at least one field density test being made within that interval In addition, a minimum of one field density test shall be made for every 2,000 cubic yards of "soil" or "soil-rock" fill placed and compacted 7 2 The Soil Engineer shall make random field density tests of the compacted "soil" or "soil-rock" fill to provide a basis for expressing an opinion as to whether the fill material is compacted as specified The basis for his opinion that the fill material has been compacted to at least the minimum relative compaction specified shall be that no tests in compacted or recompacted fill areas indicate a relative compaction of less than that specified Density tests shall be made in the compacted materials below any disturbed surface When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved 7 3 The Soil Engineer shall verify that the minimum number of "passes" have been obtained per the criteria discussed in Section 633 The Soil Engineer shall make random observation pits and may make I I I I I I I I I I I I I I I I I I I plate bearing tests of the placed "rock" fills The observation pits will be excavated to provide a basis for expressing an opinion as to whether the "rock" fill is properly seated and sufficient moisture has been applied to the material If performed, plate bearing tests will also be performed randomly on the surface of the previously placed lift Plate bearing tests will be performed to provide a basis for expressing an opinion as to whether the "rock" fill is adequately seated The maximum deflection in the "rock" fill determined in Section 633 shall be less than the maximum deflection of the properly compacted "soil" fill When any of the above criteria indicate that a layer of "rock" fill or any portions thereof is below that specified, the particular layer or area represented by the criteria shall be reworked until the "rock" fill has been adequately seated and sufficient moisture applied 74 A settlement monitoring program designed by the Soil Engineer may be conducted in areas of "rock" fill placement The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project soils report or in the final report of grading 7 5 The Soil Engineer shall observe the placement of subdrains so that he can state his opinion that the subdrains have been placed and constructed in substantial accordance with project specifications 7 6 Testing shall conform to the following Standards as appropriate 761 "Soil" and "Soil-Rock" Fills *Field Density Test, ASTM D1556-82, "Density of Soil In-Place By the Sand-Cone Method *Field Density Test, Nuclear Method, ASTM D2922-81, "Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth) " laboratory Compaction Test, ASTM D1557-78, "Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop " *Expansion Index Test, Uniform Building Code Standard 29-2 "Expansion Index Test " 762 "Rock" Fills *Field Plate Bearing Test, ASTM D1196-64 (Reapproved 1977) "Standard Method for Nonrepresentative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements " I I I I I I I I I I I I I I I I I I I 8 0 PROTECTION OF WORK 8 1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water He shall control surface water to avoid damage to adjoining properties or to finished work on the site The Contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures 8 2 After completion of grading and when the Soil Engineer has finished his observation of the work, no further excavation or filling shall be done except under the observation of the Soil Engineer 9 0 CERTIFICATIONS AND FINAL REPORTS 9 1 Upon completion of the work, Contractor is to furnish owner a certification by the Civil Engineer stating that the lots are graded to within 0 1+ foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0 5 foot horizontally of the positions shown on the grading plans After installation of the subdrain, the project civil engineer should survey its location and prepare "as-built" plans of the subdrain location The project civil engineer should verify the proper outlet for the subdrains and the contractor should ensure that the drain system is free of obstructions 9 2 Owner is also to furnish a final as-graded soils and geologic report satisfactory to the appropriate governing or accepting agencies and signed by a duly licensed Civil Engineer qualified in soil engineering and by a Certified Engineering Geologist, indicating that the work was done in substantial conformance with the Specifications or approved changes to the Specifications as authorized under Paragraph 1 4 of these Specifications 10 0 STREETS, STORM DRAINS, SEWERS AND LOTS IN ROCK AREAS 10 1 All streets in rock areas shall be undercut 5 feet and the storm drains, sewerlines and sewer laterals installed The spoil from the sewer trench is to be left in the street and the sewer trench is to be backfilled with material as described in Paragraph 311 of these Specifications and to City of Carlsbad requirements 10 2 The lots in the rock areas shall be undercut 2 feet and material as described in Paragraph 3 1 1 is to be placed on the lots When the lots are fine-graded, the spoil from the lots is to be placed in the street and the streets brought up to within 1 5 feet of top of curb with material described in Paragraph 3 1 1 of these Specifications I I I I I I I I I I I I I I I I I I I 10 3 Storm drains in rock areas are to be backfilled with material as described in Paragraph 3 1 1 of these Specifications and to City of Carlsbad requirements All spoil from the storm drain trenches is to be hauled and placed in the fill area at Contractor's expense as specified in Paragraph 6 0 of these Specifications File No D-4343-HCi July 7, 1989 EXISTING GROUND SURFACE- FINISH GRADE BLDG PAD STRKTEASEMENJ_ ZONE A 0< ^UINt A UNDERCUT 1 _ e'MIN UNDERCUT* ff/ASV r UP TO 3'MAX UNDERCUT FOR TRANSITION LOTS AND/OR EXPANSIVE SOILS ( EXPANSION INDEX GREATER THAN SO) NO SCALE • FINISH GRADE I __ _BLDG_PAD l_ STR^EJ_EASEMENT_ f~ ~7 I ... 5' S'MIN 1 ZONE A ZONE B •13 L E G E N 0 ZONE A FILL MATERIAL IN ACCORDANCE WITH PARAGRAPH 3 I I OF THE REFERENCED GRADING SPECIFICATION ZONE B _ FILL MATERIAL IN ACCORDANCE WITH PARAGRAPH 3 1 Z OR 3 I 3 OF THE REFERENCED GRADING SPECIFICATION * .5' OR 3' BELOW DEEPEST UTILITY, WHICH EVER IS GREATER NO SCALE SPECIFICATIONS FOR SITE GRADING FAIRWAYS CARLSBAD, CALIFORNIA Figure c-1 File No D-4345-H01 July 7, 1989 STRIP AS SPECIFIED SLOPE TO 3E SUCH THAT SLOUGHING OR SLIDING DOES NOT OCCUR ORIGINAL GROUND N \ |M SLOPE RATIO = ^- PROPERLY COMPACTED REMOVE ALL UNSUITABLE MATERIAL VARIES \^"^^T "B" SEE MOTE—1 NO SCALE NOTES The minimum width "3" of key shall be 2 feet wider than the compaction equipment, and not less than 10 feet. The outside edge of bottom key shall be below topsoil or loose surface material. Keys are required where the natural slopes are steeper than 6 horizontal to 1 vertical, or where specified by the Soil Engineer. TYPICAL BENCHING DETAIL FAIRWAYS CARLSBAD, CALIFORNIA Figure C-2 O onoo CO<=> CO CM i II H- 4-