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2011 COSTA DEL MAR RD; ; 85-417; Permit
LENDER -t ; Si- DECLARATIONS WORKER S COMPENSATION OWNER/BUILDER CONTRACTOR \1 1 1 STRUCTION WHETHE1 KEEP HARMLESS THF1 EXPENSES WHICH MA1 GRANTING OF THiS PE* SPECIFIED HEREIN OR NOT 1 AL£CITY OF CARLSBAD AGAINST ALL LY IN ANY WAY ACCRUE AGAINST S:RMIT,U AGHfcb 10 SAVb INUtMNIhY AND ADDI I'I-»IUT = CII-U»TI ,o«:"i "rn ' " r-ABILITIES JUDGMENTS. COSTS AND APPUCANT S SIGNATURE * OWNER G CONTRACTOR L.JAID CITY IN CONSEQUENCE OF THE By pHONE Q«•-Q t |1 1 HAVE CAREFULLY EXAMINED THE COMPLETED APPI ICA1 CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFO1 1 DECLARATIONS AHE TRUE AND CORRECT AND 1 FURTHER1 1 ISSUED TO COMPLY WITH ALL CITY COUNTY A^4D STATI ION AND PERMITRMATION HEREONCERTIFY AND AGRT. LAWS GOVERNINc Ti n o C > c oa -o a O2 m z i gl^|z u: m -< [ills MM n Every permit issued by the Buitdtng Official under theexpire by limitation and become null and void If theby such permit is not commenced within 180 days fromif the building or work authorized by such permitat any time after the work is commenced for a periodprovisions of this>uilding or workthe date of suchs suspended orof 180 davs* AN OSHA PERMIT5 0 DEEP AND DCSTRUCTURES OVE&S REQUIRED FOR EXCAVATIONS OVERMOLITION OR CONSTRUCTION OF1 3 STORIE%IN HEIGHTi TOTAL FEES PAYABLEy CREDIT DEPOSITN \s Tl -u n CD 00 MFF 80 92 57 0519V m O m X CD T? CO LICENSE TAX 01 00 00 8162i -o cr j~. m X Tl 'J rn CJ 1 OO0 "O ro CD LT tO IT -D C= COa; S -Ocz o OO0 to r-o OJ CD CJ' IO rn X CD -a 33 f rn m o 13 CO OOCD ID ro CDen UD -on: TD X ID TJ C7 CO 0 to r-o CD 0 — 1 CC X o rn "HO •J- cno oo mm O C/l 33 O -1 •"• ELECTRICAL'PERMIH (/) Cm IN. \ 0 • SOLAR •C/) cm ro COm ~nmm ^ !PUBLIC FAC— ( GO mm OJro S 0o CO§ •«-. t*1 > ! ~O ^cr: ^TOTAL MECHANICAL^~SOLAR ... . O1 00 00 8226STRONG MOTION 80 9? 33 OS19FIRE SPRINKLERS 01 0000 8227I ' V €" \ -\m X IT;C — 1 RELOCATION OF-.EA FURNACE/HEATERMOBILEHOME PARK INSPEACH VACUUM BREAKER :MECH EXHAUST - HOOD DUCTSoCD 1 —m1CO m o CDCD oCD 00IX)EACHINSIAI, ALTER REPAIR ft AT EH PIPtz oo Z m ac MECHANo 0 CDCD O0 00ro EACH GAS SYSTEM 5 OR MORbM(-'Al FIREPLACEm m O 0 CDCD O0 CO INJOJ EACH GAS SYSTEM M IM OUTLETS; BOILER/COMPRESSOR 3 15 HP— to— i i —~o1 — CO 0 CDCD O0 COror-oro ~-^EACH WATER HEATER AND/OR VENTi BOILER/COMPRESSOR UP TO 3 HPi — 0DZm 0 oo o0 COCO0cn •^ ** ^2 FACH BUILDING SF.WER0 m X CD0 CD O0 CO—1c:SIGN PERM— ( o 0CD CDO 00noro ' » m I -r X CZ X Tl X -D Zoo c ID CZ n— Hoo c_ —1 0 CDO 0oo 03 — \cr BUILDING PERM0 oo CD0 OOINJ O j o PLUMBING PERMIT ISSUEi §MECHANICAL PERMIT ISSUECiJ SUMMARY/ACCOUNT NUMBER_ f, s*1 CENSUS TRACT11T) D CC/irf PARKING SPACtIrr, C HW GRADING PERMIT ISSUEDi n N aREDEVELOPMENTAREA-n NDTYPECONSTOCC LOADIa s c i i •^ > ^ T I *j G ^ r 33 rr m W Oz 20mcn On o moc S^ •*• «*• ^11 y>IDESCRIPTION OF WORK[ DESIGNER S ADDRESS| DESIGNER S PHONEU/lb/LU^rJL ,,. (J , ,uuuisd,-h--u/-,B/Bfl i,';;—Not Valid Unless Machine CertifiedO &! 0, SJ ^^V [K I I DESIGNER1 L'ICE'NSE >.-STANDARD PLAN «BUILDING SO FOOTAGEKj k^\ on S"OWNER S PHONE(CONTRACTOR S ADDRESSZ/&? &2d^ Z*&ftfh?1LICENSE NO 'Z£te73T]r Z a tt a>r 8 ccnmnoom r O n bn SUBDIVISIONASSESSOR PARCEL NOis. > ^ "\(S 3> K ^^S3M» aNOHd^aOlOVblNCO |im ^S °^O D *\ C/! 1 ioXo 3 o -)m O•n T]T]r CATIONBUSINESS LICENSE »<&&?^vpZ tf ^'^•^V f71 \ 3) IriCD > CARLSBAD BUILDING DEPARTMENT APPLICATION & PEFI 1200 Elm Carlsbad California 92008 1989 (619)4385525H CO CD i z— 4 m O Oo •o C/9 XJ»3DO -o•o1- 0 z O :ILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONSWhite — Inspector Green — (1) Finance (2) Data Process Yellow — Assessor Pmk_— Applicant Gold — Temporary File "SPECIAL CONDITIONSBUILDINGV D W " \MECHANICALELECTRICALPLUMBING.• 31 i-CALL FOR FINAL INSPEITEMS ABOVE H^HIQ rn^ ^3;t m -07- §p rn-o ^0o~o 3) i»1 -Hm ^VENTILATING SYSTEMS; >• \ "^HEAT - AIR COND SYSTEMS.«•*"" P o 3 TJ P 33m "D z 0 MECHANICALiood P ONidNoa PP ELECTRIC SERVICE P TEM-D TL 33-<ROUGH ELECTRICD ELECTRIC UNDERGROUNDP -nm 33 ELECTRICALD WATER HEATER D SOLAR§> m TI Cft mCO TUB AND SHOWER PAN0 Oc n >CO m «.; m 33 UNDERGROUND n WASTEP < -Hm33 SEWER AND BL/CO P'PL/COPLUMBINGINTERIOR LATH & DRYWALLINSULATIONEXTERIOR LATH1 CO i zo P 33 O O-n P CO Tm JU FLOOR & CEILING SUB FRAMEGUNITE OR GROUTMASONRYREINFORCED STEEL—,FOUNDATION\ Cfy BUILDINGj -0m o> 7<n mC} O (V* q\\( — City of Carlsbad . * \ , 1200 ELM CARLSBAD, CA 92008 • TEL (619) ,438 5525 MISCELLANEOUS RECEIPT Job Address 2111^2313 Co^ta Del 2isx Road Owner .oa Cojt*. Hotel £ Spa Mailing Address ^190 Cos -a Pel I7ar JRoar? C"y ^rlshad Z'P 9P00S Te' 733-1181 Contractor Marn&ill Corraa Assort ^f-o'* Address 2001 flrenal City 1 Zip 1 Tel ccCar&s&ad $2008 4J8-8044 Slain Lie Citys ciassif 281973 LIC NO 8074 COMPLETE FOR PLAN CHECK ONLY LEGAL DESCRIPTION La Costa Soutn Hotel Units ASSESSORS PARCEL NO DESCRIPTION OF WORK Concrete Block Retaining Will ! 1 PLAN ID NO fl -J " "7~ ' / '''•• POD Landscape Co, \ DESIGNER ADDRESS Santa Ama . CA i PHONE Tamio Kikuta (714) 953-V443 l&s Vaughn 751-1181 CONTACT PERSON i "\j^L,^ / <^-y^' * / ^^ /" R,,?lat,,rfi n<(^r.*<Pfr^ S<%fafc%4&^n«*/9?J0C- (J> ""T- ^-^ / / ~ c^ MISCELLANEOUS FEE RECEIPT Fl PLAN CHECK FEE 0100008806 HI VALUATION l~1 DEMOLITION l~1 HOUSE MOVING [ 1 PARKS AND RFHRFATIDN FFF l~~l PlIRI 1C FACII ITIFR FFF 1 1 CarKhart I 1 Fncmitas 1 1 San Diego 1 1 San Marnos [~"l CFRTIFICATF OF OCCUPANCY °7V^{AJLL^- L-\/^*\K^ A^\^ n , T Qn 6^L^ 6/ n . n /L^^^ n n n n n TOTAL FEE 5V ^ «s\» ^d^ •WARNING PLAN CHECK FEES WHERE NO ACTION IS TAKEN BY THE APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED ARE FORFEITED TO THE CITY COMMENTS - White — Applicant Yellow — File Pink — (1) Finance (2) Data Process Gold — Assessor €itp of Cartebab REQUEST FOR INSPECTION RECORD INSPECTOR. OWNER. ADDRESS BUILDIhjG L".l FOUNDATION XFOOTING ^ SLAB L ~ REINFORCING STEEL Z MASONRY D GROUT GUNITE L: FLOOR AND CEILING SUB FRAM Z SHEATHING I"\ ROO ~. FRAME n EXTERIOR LATH D INSULATION H INTERIOR LATH OR DRYWALL u FINAL PLUMBING ELECTRICALO1 Z TEMPORARY SERVICE - UFFER GROUND 1.1 ELECTRIC UNDERGROUND i ROUGH ELECTRIC J POOL BONDING H ELECTRIC SERVICE NAL U UNDERGROUND PLUMBING n SEWER AND PL/CO Z TOP OUT PLUMBING ~. TUB OR SHOWER PAN : : GAS TEST :i WATER HEATER I ! SOLAR WATER _ FINAL MISCELLANEOUS C CONDITIONED AIR SYSTEMS Li SOLAR HEAT U PATIO Zi POOL n SPA ! SIGN Z GRADING 71 DRIVEWAY Z FINAL SPECIAL INSTRUCTIONS.2L Ready For Inspection ^ Monday DAM Z PM D Tuesday ! Wednesday .." Thursday L~ Friday Testing Engineers—San Diego 3467 Kurtz Street, P O Box 80985, San Diego CA 92138 (619) 225-9641 2948 Industry St, Unit B, Oceanside, CA 92054 (619) 758-3730 JOB NO: 4B7T CITY OF C~A$LSBAD~ DISTRIBUTES TO: JOBNAHE: LA COSTA HOTEL 4 SPA PROJECT ATTN: TONY MATA TESTING ENGIKERS-OCEANSIDE JOB ADD1ESS: 822, CONTRACT *822 1200 ELM AYE J1HNSON 4 NEILSEN ASSOCIATES RANCH LA COSTA, CA CARLSBAD, CA 92008 CITY OF CARLSBAD HARNEU. CMRAQ ASSOCIATES TESTINt ENGDEERS-SAN DIEGO ENGINEER: Riy E. Moire, R.C.E. / T.H.Chapiwn, R.C.E. / Stephen «, Poole, i.C.E. HftBELLCDRRfl ASSOCIATES REPORT NO: 17881 BATE: 06/21/86 CONCRETE INSPECTION REPORT 6/2/86 Inspected placehent of ASTM 615 Gr. 40 and 60 rebar and concrete for. north.guest, unit N3 retaining wall footing. 40.0 Cubic yards of Mix No. 83-148 placed. Three test specimens Made. Re-inspected fireproof application to structural steel frame south club house 2nd floor and roof. The contractor as applied addition fireproof coat to correct thickness. 6/3/86 Inspected placement oP ASTM A615 Gr 40 and 60 rebar and concrete for north guest unit N3 lower grade bean. 80.0 Cubic yards of Mix No. 83-147 placed, Three test specinens wade. Inspected placement of ASTM A615 Gr 40 and rebar and concrete 12" block wall between south club house and soutn guest units detail L.4. 6/4/86 Inspected placement of ASTM A61S GR. 40 rebar and concrete block for 12" wall between south club house and south guest units detail L4. Inspected removal of two temporary 5" pipe column NS at south club house line 16 at SD1 at 1st and 2nd floor per instructions from structural engineer, 6/5/86 Inspected placement of ASTM A615 Gr 40 and 60 rebar and 12" concrete blocK for north guest unit N3 retaining wall. Inspected placement oP ASTM A615 Gr 40 and 60 rebar for cast in place retaining wail at south club house. 4Q.O Cubic yards of Mix No. 83-150 placed. »^L 21986 Three test specimens nade. ^JTV f\F PARI ^RAI 6/6/86 Building Department Inspected placement of ASTM A615 Gr 40 and 60 rebar and concrete for north guest unit N3 stem wall lower foundation. 20,0 Cubic yards of Mix No. 33-147 placed. Three test speciwens made. TESTING ENGINEERS-SAN DIEGO 1 Testing Engineers—San Diego 3467 Kurtz Street, P O Box 80985, San Diego CA 92138 (619) 225-9641 2948 Industry St, Unit B, Oceanside, CA 92054 (619) 758-3730 JOB NO: 4078 CITY OF CARLSBAD DISTRIBUTED TO: JOB NAHE: LA COSTA HOTEL I SPA PROJECT ATTN: TONY MATA TESTING ENGIKERS-OCEANSIDE JOB ADDJESS: 822, CONTRACT *B22 A 200 ELM AVE JOHNSON 4 NEILSEN ASSOCIATES RANCH LA COSTA, CA CARLSBAD, CA 92008 CITY OF CARLSBAD HARNELL CIKRAO ASSOCIATES TESTINC EN6EEERS-SAH DIEGO ENGINEER: Rty E. Hoore, R.C.E. / T.H, Chap nan, R.C.E. / Stephen H. Poole, R.C.E. HABiELL C08RM ASSOCIATES REPORT HO: 17881 MTE: 06/21/86 CONCRETE INSPECTION REPORT 6/2/86 Inspected placer-lent of AGTM 615 Gr. 40 and 60 rebar and concrete for north.guest unit N3 retaining wall footing. ^0.0 Cubic yards of rux No. 83-148 placed. Three test specimens wade. Rfe?-inspected fireproof application to structural steel frawe south club house 2nd floor and roof. The contractor as applied addition fireproof coat to correct thickness. 6/3/86 Inspected placerient of ASTM A615 Gr 40 and 60 rebar and concrete for north guest unit N3 lower grade beaw. 80.0 Cubic yards of Mix No. 83-147 placed. Three test specinens wade, Inspected placement of ASTM A615 Gr 40 and rebar and concrete 12" block wall between south club house and <»outn guest units detail L.4. 6/4/06 Inspected placeroent of ASTM A615 GR. 40 reoar and concrete block for 12" wall between south dud house ana south guest units detail L4. Inspected removal of two temporary 5" pipe coiuwn NS at south club house line 16 at SD1 at 1st and 2nd floor p^r instructions frow structural engineer 6/5/86 Inspected piacewent of ASTM A615 Gr 40 and 60 rebar and 12" concrete block for north yuest una t N3 retaining wail. Inspected placer-tent of ASTM A615 Gr 40 and 60 rebar for cast in place retaining wail at sooth cluo house. 48.0 Cubic yards of Mix No. 83-150 placed. ^^ *-wO Three test specimens wade. PJTV f)C PARLORAl 6/6/86 Building Department Inspected placewent of ASTM A615 Gr 40 and 60 rebar and concrete for north guest unit N"3 ste« wall lower f ounriat.i on. 20.0 Cubic yards of Mix No. 83-147 placed. Three test specimens wade. TESTING ENGINEERS-SAN DIEGO 1 Testing Engineers—San Diego 3467 Kurtz Street, PO Box 80985, San Diego CA 92138 (619) 225-9641 2948 Industry St, Unit B, Oceanside, CA 92054 (619) 758-3730 JOB KOi 4178 JOi NAHE: LA COSTA HOTEL i SPA PROJECT JOB ADMESS: 822, CONTRACT t822 RANCH LA COSTA, CA 2 1 CITY OF CARLSBAD ATTN: TONY KATA 1200 ELM AVE CARLSBAD, CA 92008 ENGINEER. Roy E. Hoare, R.C.E. / T.ri.Chapnan, R.C.E. / Stephen ft. Pttle, R C.E. REPORT NO: 8736 REPORT OF MASONRY GROUT COMPRESSION TESTS DISTRIBUTED TO: TESTING ENGINEERS-OCEANSIDE JOHNSON I NEIISEN ASSOCIATES CITY OF CARLSBAD KARNELL CfflRAO ASSOCIATES TESTHC ENCINEERS-SAM DIEGO rlHNELL CORRAO ASSOCIATES DATE; 06/27/86 SAnPtE AGES DIHENS HEIGHT AREA HAX LOAD TEST DESIGN HbnitR TEST CM (IK) SQ IN (LBS) P5I PSI DateMaoe ====== £= ==== ======== ====== ===== ====== hlX DESIGN JiO / 01 PROPORTIONS NO THIS SET/MR*HADE BY SLbHP 21972 R 7 21973 R 28 21974 R 60 3x3 3x3 3x3 2001 05/23/86 6.5 SACK 3/00 F. MILLER 9 12488 1366 LOCATION: RETAINING *AU NORTH GUEST UNIT N2-CAXT PATH 9 27600 3070 COMPLIANCE: COMPLIES KTH 28 DAY SPECIFICATIONS. 9 0 i PAGE NO: 1 Testing Engineers—San Diego 3467 Kurtz Street, P O Box 80985, San Diego CA 92138 (619) 225-9641 2948 Industry St, Unit B, Oceanside, CA 92054 (619) 758-3730 JOB MO. 4178 JOB NAhE: LA COSTA HOTEL t> SPA PROJECT JOB ADMESS: 822, CONTRACT *822 RANCH LA COSTA, CA { I 4 CITY OF CARLSBAD ATTN: TONY MATA 1200 ELM AVE CARLSKAD, CA 92008 ENGINEER: Roy E. Moore, R.C.E. / T.K.Chapnan, R.C.E. / Stephen K. P»oie, R.C.E. REPGfir NO; 8716 CONCRETE COHPSESSION TEST DISTRIBUTED TO; TESTING ENGINEERS-OCEANSIDE JflfeSON i NEILSEN ASSOCIATES CITY OF CARLSBAD HARWELL COiRAO ASSOCIATES TESTING ENGINEERS-SUN DIEGO HARNELL CORRAO ASSOCIATES SATE: 06/27/86 CYL 21918 21919 21926 21921 21922 21923 21924 21925 21926 21975 21976 21977 UN tJT AGES PCF TEST 7 28 7 28 60 7 28 60 7 28 60 STRENGTH P5I TEST DESIGN 2000 2160 2728 3110 3680 290B 3891 2760 3181 0 3000 2500 3000 SLUMP MADE TIME Ifc TIHE OF CYL TIBS TEMP LOAD PLANT 51AH INCH BY KIXER DAY SET/HARK F NHBR CODE INCH DATE OF MIX DESIGN POUR DESIGNATION 05/22/86 83-150 3.5 5375 : 12.00 3/10 LOCATION IN STRUCTURE. SOUTH CLUBHOUSE RETAINING WALL FOOTING COMPLIANCE. CGrfPdES UITN 28 DAY SPECIFICATIONS. CDffLIAKEi 05/22/86 83-147 3.5 5375 . 7 :3fi LOCATION IN STRUCTURE: NORTH GUEST IMT N3 GRADE BEAK COMPLIANCE: COhPLIES UITH 28 DAY SPECIFICATIONS. COffLIACE: 05/22/86 83-151 4.5 5375 : 10:10 3/10 LOCATION IN STRUCTURE: SOUTH CLUBHOUSE RETAINING Uftl FOOT I HE COMPLIANCE: COHPLIES UITH 28 DAY SPECIFICATIONS. CffiPLIMCE: === !=== 0 1 0 6 § 1 0 6 0 fl 0 6 05/23/86 83-147 3.5 5375 : 10:30 LOCATION IN STRUCTURE- GRADE BEAM NORTH GiEST KIT K3 COMPLIANCE: COMPLIES bITH 28 DAY SPECIFICATIONS. COlPLlAKE: 3/00 0 6 PAGE NO: 1 I Testing Engineers—San Diego 3467 Kurtz Street, P O Box 80985, San Diego CA 92138 (619) 225 9641 2948 Industry St Unit B Oceanside, CA 92054 (619) 7583730 JOE KO 4878 JOB NAH£ LA COSTA HOTEL i SPA PROJECT JOB ADDRESS. 622, CONTRACT t822 RASCH LA COSTA, CA ( IT Y OF CArtl J ATIN. TONY MATA 1£00 ifi h AVI ( AkLSlKAD, CA VP ENGINEER Roy E. Mo»re, R C.E / T.H Chap«an, R C E. I Stephen ft. P&oie, R C.E, REPORT NO 8738 REPORT OF HASGMRY GROUT COMPRESSION TESTS DISTRIBUTED TQs TESTING ENGINERS-QCEANSIBE JOHNSON I NEILSEN ASSOCIATES CITY OF CARLSBAD HARNEii COKRAO ASSOCIATES TESTIiS EWINEERS--SAN DIEGO MftiNELL CORRAO ASSOCIATES DATE; 06/27/86 SAMPLE AGE? DIMENS HEIGHT AREA HAX LOAD TEST DESIGN HIX DESIGN NO / 0 NO THIS NUriBER TEST (IN) (IN) SQ IN (IBS) P3I PSI DateMaoe PROPORTIONS SET/HARK HADE BY SLUMP 21972 R 7 21973 R 28 21974 R 60 3x3 3x3 3x3 6 6 6 9 9 9 12400 27600 2808 05/23/86 6.5 SACK 3/00 F, HIU.ER 1380 LOCATION; RETAINING «ALL NORTH GUEST UlflT N2-CART PATH 3070 COMPLIANCE, COHPLIES BITH 28 DAY SPECIFICATIONS, 0 PAGE HO- Testing Engineers—San Diego 3467 Kurtz Street P O Box 80985, San Diego CA 92138 (619) 225 9641 2948 Industry St Unit B, Oceanside CA 92054 (619) 7583730 JOB NO, 4878 JOB NAHE. LA COSTA HOTEL 4 SPA PROJECT JOB ADDRESS- 822, CONTRACT i822 RANCH LA COSTA, CA 8 8 4 t,l IV Oi" CARL3BAJD HK1N: TONY HnTA 1200 Li.M AVE I ARu.5I.-iAI), CA 92008 ENGINEER Roy E. Moore, R.C.E. / T H Chapwan, R C.E / Stephen h, Pioie^R C,E, REPORT NO: 8716 CONCRETE COMPRESSION TEST DISTRIBUTED TO, TESTING ENG1NEERS-OCEANSIDE JOHNSON 4 NEILSEN ASSOCIATES CITY OF CARLSBAD NARNELL COS RAO ASSOCIATES TESTING ENGINEERS-SAN DIEGO HARNELL CGRRAQ ASSOCIATES DATE: 06/27/86 CVL JH iJT AGE§ Mffll FCF TEST STRENGTH FSI TEST DESIGN DATE OF KIX DESIGN POUR DESIGNATION SLUMP MADE TIHE IN TIHE OF CYL ThlS TEMP LOAD PLANT DIM INCH BY KIXER DAY SET/HARK F NKBR CODE INCH 2800 21918 21919 21928 21923 21922 21923 21924 21925 21926 21975 21976 21977 7 28 60 7 28 60 7 28 60 2100 2728 6 3110 3680 0 2906 3898 u 2760 3188 0 3000 2500 3000 05/22/66 83-158 3.5 5375 : 12.80 3/80 LOCATION IN STRUCTURE; SOUTH CLUBHOUSE RETAINING WALL FOOTING COMPLIANCE. COMPLIES WITH 28 DAY SPECIFICATIONS CDffLIACEi 05/22/86 83-147 3.5 5375 7 :3fl 3/00 LOCATION IN STRUCTURE. NORTH &UE5T IBHT N3 GRADE BEAH COMPLIANCE: COMPLIES WITH 28 DAY SPECIFICATIONS COliPLIAliCE', 05/22/86 83-I5B 4,5 5375 ; 10:80 3/80 LOCATION IN STRUCTURE- SOUTH CLUBHOUSE RETAINING WALL FOOTING COMPLIANCE: COMPLIES WITH 28 DAY SPECIFICATIONS. 3/80 8 8 0 6 6 1 0 b 05/23/86 83-147 3.5 5375 10.30 LOCATION IN STRUCTURE: GRADE BEAM NORTH QEST HIT H3 COMPLIANCE COMPLIES KITH 28 DAY SPECIFICATIONS CQIfLlAiiCE: PAGE NO: ESGIL CORPORATION 932O CHESAPEAKE DR , SUITE 2O8 SAN DIEGO, CA 92123 (619) 56O1468 DATE: _ Jut.* /$ /*?2 __ QAPPLICANT JURISDICTION JURISDICTION CJA&LS&4P []PLAN CHECKER E FILE COPY UPS (-|DESIGNER PROJECT ADDRESS: 2OJ/-*3 PROJECT NAME. I — | The plans transmitted herewith have been corrected where I _ I necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply I — . with the jurisdiction's building codes when minor deficien- I _ I cies identified _ 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 the jurisdiction's HI copy for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D 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: QtOsJ&e . c.£>AJ7-je1a£.rG& . ^ ^AJ^/JO&G/Z _ J *-f t J D Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has HJ been completed Person contacted: CPU-TRACTOR. " MAcaxi CL Date contacted: 7l8ftS Telephone # &»l<? 4-38 Cosar^ REMARKS : MAgtQgLL-£oggAO _ R.I. "Z00\ AREMA»<. OK. 3183 e AlRVDAV COSA. ATTIO, MARK C.UAR.K. ATTM' CeE Wei5.hJA.»Ot>BT_ BY; (O, JC ./7 46t£4j ENCL, ESGIL CORPORATION TO. L4 C03T/3 /-JOT-EL- Citp of Carlstoab Q APPLICANT COPY ' / 2./OO CO57~<*3 £>£L M/3&&D D CITY COPY C^eiS^AD £# 94LOO8 CARLSBAD ECALIFORN"A 92008 D PI-AN CHECKE 4jfA} £.£3 yto<JGJ-iAJ COMMERCIAL PLAN CORRECTION SHEET A Plan Check Number £5"- <£/7 B Site Address 'SO/ 1 - J3 Ce.^/x? £>£.£. AJ/3& JE2 £> C. Owner /-/<? £0*5T-/9 S-Jo7~£*- £ ^5/^/J D. Building Code Applicable E. Occupant Load AJ & F. Occupancy A) x? G. Type of Construction <A^/93OsJs H. Allowable Floor Area /U, X? 1979 U BC Stories A) & Use /S>^7^?/xJy>U<j /^J^Z S»X Sprinklers Yes fNo^) 1 Actual I. Basis for Area Increase A/./9 J. Remarks A) & ' Date Plans Submitted Date Initial Plan Check Completed Applicant Contact Person ^-&5 i Date Plans to Plan Checker y/8/&£ 7/J$'/S£ By E. AJ&/&&. faO&sSAj Tel. FOREWORD. PLEASE READ 1. This plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped The plan check is based on regulations enforced by the Building Inspection Department. 2. You may have other corrections based on laws and ordinances enforced by the Planning, Engineering and Fire Departments. For information regarding those departments, please contact Mr. Carter Darnell at (619) 438-5525. 3 The items below need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec 303 (c), 1979 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law 4. Please submit two sets of corrected plans and show on this list where corrections were made i.e. sheet, detail, etc. Return any original plans and documents that were returned to you by the city. The above items may be returned to the City Building Department or to Esgil Corporation at 9320 Chesapeake Dr , Suite 208, San Diego, CA 92123, telephone (619) 560-1468 8/19/82 - 4/7 7-0 , f 7- /<? c) kJ^y /$ so T° 7~OF TOF .4, — j/o = 7~~<D r° '• <c=*—• 4. J(- 3 51 = 82 S>vtouU<5 CLAR'PV To^pAL. AT C // s /o 4 7 11 . 133 234 in /5 4-b . . 520 I V Date:Jurisdiction Prepared byt VALUATTON AND PLAN CHECK FEE Q Bldg. Dept, Q Esgil PLAN CHECK NO. $5 417 BUILDING ADDRESS 2G//-J3 APPLICANT/CONTACT BUILDING OCCUPANCY A//?/g PHONE NO.7.53 1 1 SI tQ/lU-5 DESIGNER PHONE TYPE OF CONSTRUCTION CONTRACTOR PHONE BUILDING PORTION JSer tOoi-L'S Air Conditioning Commercial Residential Res. or Comm. Fire Sprinklers Total Value BUILDING AREA 3<?7/ ^r*- VALUATION MULTIPLIER J3. *& *• @ @ e VALUE -57, £,2 3 ^<i^3 Fee Adjusted To Reflect Building Permit Fee $ Plan Check Fee $ D Energy Regulations (Fee x 1.1) fj Handicapped Regulations (Fee x 1.065) COMMENTS. 8/4/82 ESGIL CORPORATION 932O CHESAPEAKE DR , SUITE, 2O8 SAN DIEGO. CA 92123 (619) 560 1468 DATE:JULY tf %$ JURISDICTION: PLAN CHECK NO. PROJECT ADDRESS PROJECT NAME 85 4-J 7 Q APPLICANT [^JURISDICTION Q PLAN CHECKER QFILE COPY Q UPS Q DESIGNER • — . 1 _ I j I • — • I _ I 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 __ 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 the jurisdiction's copy 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- Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed Person contacted: Date contacted: REMARKS Telephone # BY ESGlL CORPORATION ENCL PLAN CHECK NUMBER / /fe-V/7 ADDRESS ?4 4/20/3 u ^-- -7 - PLANNING: TYPE OF STRUCTURE_/£/ SCHOOL FEES: SAN DIEGUITO_ CARLSBAD % COVERAGE Q£LU BUILDING HEIGHT FENCES/UALLS Tlr'O CAR GARAGE, COMMENTS' oo 3-O ^ LUo egLU i~. CX D REDEVELOPMENT APPROVAL REQUIRED: - O' I Is£ U LANDSCAPE PLAN COMMENTS' ENVIPXW.EMTAL REQUIRCD- ENCINITAS SAN MARCOS REQUIRED SETBACKS_ FRONT SIDE REAR ADDITIONAL COMMENTS- S< f A OK TO ISSUE DATE:^//^ ^ OK TO FINAL' ENGINEERING LEGAL DESCRIPTION VERIFIED' /\5 DATE. 4****4-* ************* A.P.N. GRADING PERMIT: DRAINAGE: ADDITIONAL COMMENTS ix.oco LU<-> as 1—' OK TO ISSUE. * ENGINEERING INSPECTION REQUIRED: PUBLIC WORKS INSPECTOR: FINAL OK-DATE: IF THIS ITEM IS NOT CHECKED, BUILDING DEPARTMENT WILL MAKE ALL INSPECTIONS (DRIVEWAYS, CURB CUT, DRAINAGE, ETC.) yOHNSON & NIELSEN ASSOCIATES ~T CONSULTING STRUCTURAL ENGINEERS M- 1MM Skyfurk Orel*, JwM I, Irvine, CA «7M (714) 261 1485 ' . ^T^KEcgy^W'r^^sr .-:'• '''^-S-^'iiV^' !- -•.- ' , , ' '\ i, *;,, ^VT'?Kl5'V'1 ;';••i., '^.i'1 r?< - ,'•".•'•'1 ~v:'' ••••: :; R. L. POUT ft AS9OCIATH STRUCTURAL ENGINEERS C08TA MESA CA 92026 (714) 949 9995 PROJBCTi. FOB: LOCATION i. iTKMi Jo> No, DATE DESIGN. CHECK_ STRUCTURAL CALCULATIONS FOR LA COSTA RETAINING WALLS P.O D SAIJTA GENERAL CONSTRUCTION NOTES RETAINING WALLS General 1 Contractor shall verify all dimensions and conditions at the job site and notify the Architect of any discrepancies prior to starting work 2 Except where more stringent requirements are noted or shown in the plans or specifi- cations, all workmanship and material shall comply with requirements of Uniform Building Code (latest edition) and all other local codes and ordinances Concrete 1 All concrete shall develop a minimum 28 day ultimate compressive strength of 2000 PS1 Concrete Masonry 1 Concrete masonry units shall conform to standard specifications for hollow load bearing concrete masonry units ASTT-1 C 90, Grade N-ll 2 Solid grout all cells unless noted otherwise Clean outs required at bottom of all cells to be filled at each pour if pour exceeds 4 feet in height. 3 Sand for mortar shall conform to ASTM C 144 4 Portland Cement conforming to ASTM C 150 Type I or Type II low alkali. 5 Mortar shall be freshly prepared and uniformly mixed and composed by volume of one part Portland Cement, % to h part lime putty or hydra ted lime and damp loose sand equal to 2h to 3 times the sum of the volume of cement and lime used. 6 Grout shall be composed by volume of one part Portland Cement, two to three parts sand, two parts pea gravel to which may be added not more than one-tenth part hydrated lime or lime putty Sufficient water should be added to produce a consistency for pouring without segregation of grout constituents 7 Grout shall attain a minimum compressive strength of 2000 PSI at 28 days 8. Continuous inspection is not required unless noted otherwise 9 Reinforcing shall conform to ASTM A 615 Grade 40 Joint reinforcing shall conform to ASTM A 82 Lap all bars a minimum of 40 bar diameters at all splices unless otherwise noted Backfilling of Mall 1 Masonry Walls Do not backfill behind wall until 14 days after grouting 2 Concrete Ualls Do not backfill behind wall until concrete wall has cured for 28 days r>-/ S «i L Q »r r>T~ 3 Backfill shall be ef—€^ean-_saiid The sand shall te thoroughly compacted-by_tamp4-ng_ in layers not more~tHaTi-8-mc4t€^ in depth Soils and Foundation 1, All footings and slabs shall be founded on firm undisturbed natural soils or approved compacted fill. 2 All footings shall be embedded Into bearing material a minimum of I'-O" unless otherwise noted. 3. All compacted fill shall be placed in an approved manner with a minimum density of 90% of the maximum obtainable in accordance with ASTM D 1557. 4, The foundation design Is based upon a report by 5, The allowable design values are as follows Vertical bearing pressure Lateral passive pressure Coefficient of friction £> is Lateral active pressure -3 o p<g F &. pr "7" of retained earth V 7'- 3 I'-c?/Z. /© '0' It V' vi) 0 UU 6 W r to z* J//' >W 'A'T' &ftMS PROJECT. Fort • L FOLEY A ASSOCIATES STRUCTURAL ENGINEER* COSTA MESA CA *2e26 (714) 949 0S»« LOCATION trcM SHEET No, JOB No__ DATE r-/ DESION. CHECK. » • I H- »• 1.0 cr, * \ m ij v",x\J Con* n p iu* v •" — - P, « X- 7 -5 _ \ i. L KHIY « ASSOOATV •TRUCTURAL ENGINCIM* COSTA Mt«A CA •••*O (714) 849 9B9V SHIKT NoJ JOB No. LOCATIONi FOWt WALL - I < DATE DKSIOH.— CHKCK. O ' t At - D* 53/- S III !I £ > c c ps - £^ FJP- (T *• f ^ 0 1 ) (A Y' sy, t' § t r Hi.-- 30 *_ : 2 c 1?. 61." 14.tT/ 14. 30. 200.o. :. 3.,t. ti-ll. 1115t3. 288t 3.601t04103 4. 38256272°' . 617437271 C1 2005.798230 995. 13230£: 5152. "451. 5363 . 4t95Q23988 091 G0MC, - \ro'".•.i N i M V re - 1! f -I R L FOLEY ft ASSOCIATES STRUCTURAL ENGINEER* C06TA MESA CA 9Z6Z6 (714) 848 9S9B PROJECTt. FOR ITEM CHECK. 30' 1 • T7X 2 S - 2 r I lfc X 3.33 - 3 * I57X ^.^l ^ 3^5 7-2> 3 r 3- FC0T1V6, Pfre&ve pe&s&u&e x. 3 A 3 X 1-^7 5 ^<1» "Z = / 377 R L FOLEY A ASSOOATES STRUCTURAL ENGINEERS COSTA MESA CA 92020 (714) 849 9599 pun ifi-T, . , ^ nm-rioN _„ i»' 6'1 £er£ uJtoA- fiHtFT NoW «3 »V> JOB No D*TB . .. f-HF<-" ' 'J ~ 2 UJ iu) s - -2.= \J 2 I. L FOUY * ASSOCIATES STRUCTURAL ENGINEER* COSTA MESA CA 02626 (714) 849 BS9B PROJECT. FOR LOCATION: SHEET N JOB No.. DATE DESIGN. CHECK_ ,] bars *'+' L L POUV « AMOCUTV STRUCTURAL IN9INIKNC COSTA MESA CA •>•>• (7141 «4» •••• PnojicTi.LOCATIONl •HHT JOB No. DATS— DEWOM. 2175&. 73458.77655 3. 37648357 4.073145395 .676854605* 1907.35945* 764. 972125C: 4088. 5833. 0725* 1.42687683* .33J421154fc . 76*483536*. f ET HEEL I.I I HE DIM PM FCIS fl E SE:l SE:2 IR P+FR FCIS RS^2 V ^ 1 , 1. «, »l* - "c * •sA / * r ll— »J PROJECTt. FOR I L FOUY A ASSOCIATES STRUCTURAL ENGINEERS COSTA MESA CA 92628 (714) B49 9S9B LOCATION friM L?: SHEET **n W JOB No DATE DESIGN- CHECK— LL z- «? \ f , x -2. «• UO i. * II^X ? 33 tJU-j s I97X.^.47 X 2 C •- ca - UJT ^r 3 3<? 3 3 3 !-<# 3 O S./7 3 n II J I/O K /I XS. • L FOLEY « ASSOCIATIS STRUCTURAL ENGINEERS COSTA MESA CA 9282O (714) B49 9098 SHEET H JOB No DATE 3 PROJECT:. FOR LOCATION ITEM L DESIGN- CHECK— e, = ^7 -f-^, a.) ^ I. L FOLIY * ASSOCIATES STRUCTURAL ENGINEERS COSTA MESA CA 92026 (714) 848 BS98 SHEET MQ IV- JOB N DATE. PROJECTi, FOR LOCATION:. ITKM DESIGN. CHECK_ C/y <L ) /<*" J ft Tie <r - <*,, 7,5 • TMUCTUMAL «N«IN«tH« COSTA MKIA CA (7141 •*• •••» •HUT M Jo* No DAT! PMOJCCTi.LOCATIONl- WALL /C ' DMIOM. 0* t. =, to *-? T i "" " -r 7 ? * i \ f V ^&£ ™ t t fr I - K- — *— • 10. 67 10. "' i~i . 52. 200.o. :• « « 1.7=. > *L • V ^ x^T" 4. I=. ..>!.' 13771. 7 34 ic1 36237. 3281": 2. 63128282=. 2. 7120813* . 9129186397 2005. 77717 279. 3331748 301:4. 437=. '"i i"j O \ ~i i~| "^ cOO H 1 • O'J i .1 1. 28238181=. . 2243700087 . 4313244048 HI H2 EFP SLIP PflES FR1C THf KE Y HEEL UIHEDin PM FCIS fl E SEH SE:2 3 R P+FR FCIS flS-1 flS 2 V , ' * I. L NXIY ft ASSOCUTM •TRUCTURAL ENGINEER* COSTA MESA CA •261« (714) 14» »B«I PROJECT. FOR LOCATION i. •H»T N JOB No, DATE DESIGN. CHECK_ 1 -= 3o£ tur- "733 K K "L'O K 2,1*7 It Xi-»M ^ e--?.s*»/,//e 1.2 t. L KHIY « ASSOOATIS •»•" * STRUCTURAL ENGINEER* JOB No COBTA MOA CA • Z«l« (714) 949 BBOB DATE. PnojECTt LOCATION DE*IO Fen rnw fO it'is*nc. VU Hr\JLi CHECK. fib, 4 \ooo * }. PROJECT. FOR! I. L KHJY « ASSOOATK STRUCTURAL KNOINKCRS COSTA MESA CA StSS6 (714) S4* •••• LOCATION). •MIETN JOB No. DATE__ DESION_ CHICK_ V it *>•'+''+ /C." v/ 2* JZxS.3/ S.I/ 2. x . f / * £, ,/7x 2.2 -/-* z.£o 751_ "V " .97 I. L. KXIY * ASSOOATU •TRUOTUMAL (NOINIIK* CO«T* MISA CA •!•«• PlWX/lCTi-LOCATION. SHEET JOB No DATE- DESIOM. WALL ,- / <• i:>. t to.",i. *., ti. • 4. Lc.< b. Zc. 7937. 12C., 2259?. 2812^. HI EFF SUP Ffl.£ -TF3C THH KE i HEEL I.I I HE Dlf1 PM Ft E 1811. 9t ..-do 3130-W7!. 1. 4680^ £.1 2 L L POUY A ASSOOATH STRUCTURAL ENGINEERS COSTA MESA CA • 8SI6 (714) (49 9BS> •HEIT NoJlL JOB No, DATE PROJECT i Fon< LOCATION!.DKSION. CHKCK. 3-'** 3/ /£ STRUCTURAL IM«IN»HC CO»TA MIS* CA •>•>• (714) »4* ••»• Jo* No. DATE— LOCATIONt- row,.CHKCK /VX +0 C*W*E. I - * • - £***/*? C /**•/•* «&r/*v V rv k? * W I. L POUY A ASSOOATIS «H"T STRUCTURAL ENOINEERS JOB NO COSTA MESA CA •!•«• (714) «4B PS9B DAT! PROJECTi LOCATION i DKSION. FOR, ^r-M./~^^'T/>y>^ W«lf ~ VS CHECK LLPOUYAAMOCUm STRUCTURAL INCINBINS ( / COSTA MESA CA SSSSS (714) S4S FOHi. LOCATION*. HALL " JoaNo DATE Dnic CHICK. f*,*t~4"AA L L FOUY ft ASSOOATIS STRUCTURAL KNOINCCMS COSTA MESA CA steie (714) B4» PNOJKCTi LOCATION! ' 4- •MEBT No, JOB No DATE D»ION__ W I- CH1CK_ vy *#V- PMOIBCTt. STRUCTURAL •N«INKIM* COSTA MICA CA • •••• (714) «4« •••• JOB No. DATB- LOCATION!. HALL Dm CH /\» r*>t~s" I * LEUCADIA COUNTY WATER DISTRICT POST OFFICE BOX 2387 LEUCADIA CALIFORNIA B2O24 OB54 1819) 753 O19S July 17, 1985 Mr. Steve Barger Rick Engineering Company ,' 3088 Pio Pico Dr., Suite 202 Carlsbad, CA 92008 Re: La Costa Hotel Expansion Dear Steve, The District has reviewed the construction change you are proposing to make for. the above referenced project. The District has no objection to re-writing the the easement such that the footings for the proposed retaining wall will not encroach upon the District's easement. Feel free to contact me at the District office if you have any further questions. Yours very truly, LEUCADIA COUNTY WATER DISTRICT / Clyde W. Brooks Administrative Aide *S ^ ^ DISTRICT OFFICE 1»«O LA COS,TA AVENUE CARLSBAD CALIFORNIA jOSuULAs^ ' 0 &***& -j&xr+r*-. 7*3^t_ LEUCADIA COUNTY WATER DISTRICT POST OFFICE BOX 2397 LEUCADIA CALIFORNIA 92O24 OB54 16191 753 OI95 July 17, 1985 Mr. Steve Barger Rick Engineering Company 3088 Pio Pico Dr., Suite 202 Carlsbad, CA 92008 Re La Costa Hotel Expansion Dear Steve, The District has reviewed the construction change you are proposing to make for the above referenced project. The District has no objection to re-writing the the easement such that the footings for the proposed retaining wall will not encroach upon the District's easement. Feel free to contact me at the District office if you have any further questions. Yours very truly, LEUCADIA COUNTY WATER DISTRICT Clyde W. Brooks Administrative Aide DISTRICT OFFICE I960 LA COSTA AVENUE CARLSBAD CALIFORNIA 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 EBERHART & STONE, INC. GEOTECHNICAL CONSULTANTS 2211 E WINSTON ROAD SUITE F« ANAHEIM CA92806" (714)991 0163 5205AVENIDAENCINAS SUITE C» CARLSBAD CA 92008 • (6 19) 438 9416 GEOTECHNICAL INVESTIGATION SOUTHERN GUEST UNITS AND ADMINISTRATION WING LA COSTA RESORT EXPANSION CARLSBAD, CALIFORNIA W,0 1308 December 26, 1984 Prepared for La Costa Hotel & Spa Costa Del Mar Road Carlsbad, California 92008 ft DAN R EBERHART CEG GERALD L STONE RCE La Costa WO 1308 TABLE OF CONTENTS TEXT REPORT ON INVESTIGATION Purpose and Scope Page 1 Proposed Grading Page 1 Building S-1 Building S-2 Building S-3 Proposed Construction and Loading Paqe 2 Building S-1 Building S-2 Building S-3/Admimstration Wing Field Investigation and Subsurface Exoloration Page 2 Subsurface Conditions Page 3 OPINIONS AND RECOMMENDATIONS Geotechnical Parameters for Grading Page U Shrinkage and Subsidence Slopes Grading Page 4 Observation and Testing Clearing Ground Preparation Imported Soil Fill Placement Foundations Page 6 Settlement and Load Influence Bearing Value Foundation Embedment Foundations Adjacent a Top-of-Slope Foundation Concrete Foundation Reinforcement Foundation Excavations Conduits Adjacent Foundations Drainage Retaining Walls " Paqe 7 Free-standing Walls Restrained Walls EBERHART & STONE, INC La Costa TABLE OF CONTENTS TEXT OPINIONS AND RECOMMENDATIONS (cont ) Trench Backfill Plan Review Summary , , APPENDIX References Description of Laboratory Tests Summary of Laboratory Test Results Unified Soil Classification Boring Logs , , Standard Grading Specifications Grading Detail Site Plan (pocket enclosure) , , W O 1308 Page 8 Page 8 Page 8 A- 1 A-2 Table I Plate A Plates A-23, A-24, A-27 through A-32 Pages 1 through 7 GD-U Plate 1 EBERHART & STONE, INC La Costa - I- WO 1308 REPORT ON INVESTIGATION PURPOSE AND SCOPE Presented herein is a report on this firm's geotechmcal investigation for the southern guest units and administration wing at the La Costa Resort The purpose of this investigation was to determine the nature of the earth materials underlying the site in consideration of the proposed construction The scope of the investigation included the followma 0 Review of this firm's geologic and seismic investigation for the La Costa resort expansion 0 Review of the progress plans and preliminary foundation plans for the southern guest units and administration wing 0 Exploratory boring 0 Selective sampling 0 Laboratory testing 0 Geotechmcal evaluation 0 Preparation of this report This report is based on the latest set of progress plans by the project architect, dated December 11, 1984, and preliminary foundation plans by the project structural engineer, dated November 21, 1984 and December 21, 1984 This report is to be utilized by the project architect, structural engineer, and civil engineer, in conjunction with the geologic and seismic investigation for the resort expansion, prepared by this firm, dated Aoril 24, 1984 PROPOSED GRADING Plans indicate the following proposed grading Building S-1 The existing grade is oroposed to remain the same or be raised as much as 14 feet for the upper level pad The existing graue foi the lower level pad is proposed to be lowered as much as 5 feet in some areas and raised as much as 5 feet m others Building 5-2 The existing grade is prooosed to be lowered 2 feet to 3 feet for the pad EBERHART & STONE, INC La Costa -2- WO 1308 Building 5-3 The existmq grade is proposed to be lowered as much as 4 feet in some areas and raised as much as 20 feet in others for the upper level pad, raised 10 feet for the lower level pad, and lowered as much as 4 feet in some areas and raised as much as 9 feet in others for the basement PROPOSED CONSTRUCTION AND LOADING Plans indicate the following proposed construction and loading Duilding S-1 Building S-1 is a two-level, two-stoiy, wood-framed slab-on-grade structure with a restrained retaining wall separating the two levels Wall loads of 0 75 kips/foot to 4,5 kips/foot are proposed for continuous interior and perimeter strip footings Column loads up to 6 kips are proposed for exterior square pad footings A lower level slab grade elevation of aoproximately 35, and an upper level slab grade elevation of approximately 45, are proposed Building S-2 Building S-2 is a two-story, wood-framed, slab-on-grade structure No retain- ing walls are proposed Wall loads of 1 4 kips/foot to 2 6 kips/foot are proposed for continuous interior and perimeter strip footings Column loads up to 6 kips are proposed for exterior square pad footings A slab orade elevation of approximately 45 is proposed Building S-3 / Administration V'mg Building S-3 is a two-level, two-story, wood and steel-framed, slab-on-grade structure with restrained retaining walls separating the two levels and along the north wall Additionally, a partial basement is proposed for the loading dock area at the southeast end of the building Restrained retaining walls are proposed for the basement walls Wall loads of 0 6 kips/foot to 4 5 kips/ foot are proposed for continuous interior and perimeter strip footings Column loads up to 60 kips are proposed for interior and perimeter square pad footmos A lower level and basement slab grade elevation of approximately 36 and an upper level slab grade elevation of approximately 46 are proposed FIELD INVESTIGATION AND SUBSURFACE EXPLORATION The subsurface geotechnical conditions for the entire i esort complex were explored during March and April 1984 and were reported on in the Geologic and Seismic Investigation by this firm, dated April 24, 1984 During that explora- tion, four borings were excavated in the vicinity of the southern guest units and administration wing The locations of the borings are indicated on the enclosed Site Plan, Plate 1 EBERHART & STONE, INC La Costa -3- W O 1308 SUBSURFACE CONDITIONS As presented in Borings 12, 14, 15, and 16, the southern guest units and administration wing are underlain by fill and nonrnanne terrace deposits to elevations ranging from 16 to 19 These materials are resting on lagoon deposits to an unknown depth Ground water was encountered m Borings 12 and 14 at elevations ranging from -1 to -2, Perched seeoage was encountered in Borings 15 and 16 between elevations 8 and 14 Detailed descriptions of materials encountered are presented on the attached Boring Logs EBERHART & STONE, INC La Costa -'I- VV O 1308 OPINIONS AND RECOMMENDATIONS Recommendations in this report are opinions based upon this firm's exploration, laboratory testing, and professional judgment Opinions and recommendations are applicable to the proposed construction under the purview of this report, and should be incorporated into project design and construction practice Based on this investigation, the subject portion of the site may be utilized for the southern guest units and administration wing, orovided that the recommenda- tions and specifications presented herein are incorporated into design and construction practice. Grading should be conducted in accordance with local codes, this firm's standard grading specificat'ons and the recommendations within this report CEOTECHNICAL PARAMETERS FOR GRADING Shrinkage and Subsidence Based on the results of laboratory testing and evaluation of proposed grades, shrinkage of 10° is anticipated to occur in cut and overexcavation areas within existing fill and the upper five feet of terrace deposits Subsidence in areas to receive fill is anticipated 1o be negligible Cut and fill slopes should be constructed at a ratio of 2 1 (horizontal vertical) or flatter Adverse geologic conditions requiring slope stabilization are not anticipated for cut slopes Fill slopes may be constructed from onsite excavated materials Fill slopes should be keyed into firm rratenals Details for fill keys are presented on Plate GD-4 GRADING Observation and Testing Prior to the start of grading, a meeting should De held at the site with the owner, contractor, engineer, and geotechnical consultant to discuss the work schedule and geotechnical aspects of grading Grading shall be accomplished under the full-time observation and testing of the geotechnical consultant Clearing Existing buildings, asphalt, concrete flatwork, planters, dram lines, and land- scaping should be cleared from the areas to be graded and wasted from the site EBERHART & STONE, INC La Costa -5 W O 1308 Ground Preparation Within the areas proposed for construction of the southern guest units and administration wing, all existing fill and the upper portions of the terrace deposits are considered unsuitable in their present state for support of the proposed fill and/or structures Therefore, overexcavation of these materials to firm underlying terrace deposits will be required orior to placement of fill or construction of structures Overexcavated soil, free of vegetation or other deleterious materials, may be reused as compacted fill up to 3 feet below bottoms of proposed footings The bottoms of overexcavated areas should be scarified to a depth of six inches, moisture-conditioned to near optimum, and compacted to 90% or more of the laboratory maximum density Specific overexcavation recommendations for beneath each building follow The recommended depths of overexcavation are tentative and may vary depending on field conditions Final determinatiDiis of overexcavation depths will be made during grading Overexcavations for Buildings S-1 and S-3 should extend a minimum of ten feet beyond the building limits Overexcavations foe Building S-2 should extend a minimum of five feet beyond the building limits Building S-1 Overexcavate the IOACI level of the building pad, and a portion of the southwestern corner of the upper level building pad, to elevation 27 Overexcavate the remaining portion of the upper level building pad to elevation 34 *Building S-2 Overexcavate the building pad to elevation 40 Building S-3 Overexcavate the lower level of the building pad to elevation 23 Overexcavate the basement and the southweste: n corner of the upper level building paa to elevation 26 Overexcavate xne remammo portion of the upper level building pad to elevation 36 Imported Soil Imported soil should be utilized within the building oads from a depth of three feet below bottoms of foundations to slab grades Imported granular soil shall be approved by the geotechmcal consultant and should have a cohesion greater than 100 psf, an angle of internal friction higher than 30 degrees, and an expansion index less than 20 The proposed import source should be indicated to the geotechmcal consultant with ample time for evaluation and testmo of the proposed material No import material should be brought to the site until tins has been accomplished Fill Placement Subsequent to ground preoaration, fill placement of overexcavated soil and approved imported soil may proceed Fill should be placed in loose lifts restricted to about six inches in thickness Each lift should be moisture- conditioned as needed to obtain near-optimum conditions, then compacted to 90% or more of the laboratory maximum density Each lift should be treated in a like manner until the desired rough grades are achieved EBERHART & STONE, INC La Costa -F- WO 1308 FOUNDATIONS The following recommendations have been developed for the construction of the southern guest units arid administration wing The buildings should be designed to resist seismic forces in accordance with the criteria contained in the 1982 Uniform Building Code for seismic zone 4 Settlement and Load Influence Based on subsurface exploration, the proposed plans/and load information, soft lagoon deposit materials that might be subject to significant long-term settlement lie below the depth of influence of the proposed loads The materials within the depth of influence of loading will consist of terrace deposits and compacted fill that are not considered subject to significant long-term settlement The areas which are proposed to be raised were cut areas in previous qrading operations A review of previous topographic maps and aerial photographs indicates that the proposed grades would impose no more load on the underlying lagoon deposits than existed prior to the previous nraclinq operation Under the proposed loading, total settlement is anticipated to be less than 1/2-mch and differential settlement less than 1/U-mch, most of which should occur during construction Searing Value In consideration of the proposed grading and structural loading and the under- lying compressible materials that are first encountered at elevations of 16 to 19, an allowable beartnq value of 2500 pounds per square foot may be used for continuous wall footings or square pad column footings founded in compacted imported soil This value may be increased by one-third in consideration of wind or seismic loadings of short duration In designing to resist horizontal soil loadings, a lateral bearing resistance of 200 pounds per square foot, per foot of embedment, and a friction factor of 0 30 may be utilized for foundations embedded in compacted imported soil Foundation Embedment Due to overall site geotechnical conditions and the proposed construction, minimum embedments of 24 inches for continuous wall footings and square pad column footings are recommended Foundations Adjacent a Top-of-Slope The bottom outer edge of foundations adjacent a too-of-slope should be set back from the slope surface a horizontal distance of one-half the slope height under consideration The horizontal distance should not be less than five feet and may be limited to ten feet EBERHART & STONE, INC I 1 I I La Costa -7- W O 1308 Foundation Concrete Based on soluble sulfate content of the onsite and anticipated imported soils. Type II cement should be utilized in concrete for foundations Foundation Reinforcement The potential expansion of the soil at proposed foundation grade is required to be Low Reinforcement of foundations is recommended due to seismic and overall site conditions It is anticipated that reinforcement of foundations for structural purposes will exceed the following minimum recommended reinforce- ment, Footings should be reinforced with at least two No 4 bars one placed near the top and one near the bottom Concrete slabs should be reinforced with 6-mch x 6-inch, #6 x #6 welded wire fabric A visoueen-type moisture barrier should be placed at grade below concrete floor slabs and be overlain by a one-inch protective sand cover Foundation Excavations ft Foundation excavations must be observed by the geotechnical consultant prior to the placement of forms, reinforcement, and concrete so that the foundation bearing materials may be compared wi h those upon which the recommendations presented herein are based If materials are found to be different than those anticipated, some excavations may require deepening or other remedial action Conduits Adjacent Foundations Conduits are not recommended beneath foundations or below a 1 1 projection downward from the edge of foundations Drainage Positive drainage away from the perimeter footings of the buildings should be provided RETAINING '..'ALLS The recommendations given for bearing value embedment concrete, reinforce- ment, and set-back from slopes presented m the previous section apply to retaining walls as well The following soil parameters should be utilized in designing the proposed retaining walls, with California Class 2 permeable filter material as backfill Native soils are not recommended for wall backfill Free-standing Walls Backfill Equivalent Fluid Pressure Condition (psf/ft ) level 30 2 1 43 EBERHART & STONE, INC La Costa -8- WO 1308 Restrained Walls Backfill Equivalent Fluid Pressure Condition (psf/ft ) level 50 2 1 70 The above values are considered applicable provided that free-draining backfill conditions are maintained Wall backfill should be compacted to at least 90% of the laboratory maximum density in horizontal lifts restricted to about six inches in thickness Backfill compaction should not take place until structural members have attained their required strength per the recommendations of the structural engineer The use of heavy compaction equipment adjacent a retaining wall may produce strains greater than those normally associated with the development of active earth pressures, and/or lateral soil loading exceeding design parameters, resulting in excessive wall movement Therefore, caution should be used during wall backfill placement and compaction Should backfill material other than that evaluated be used, testing of the material and reevaluation of the recommendations presented herein will be required A one-foot cap of native soil should be placed and compacted above the backfill material for exterior walls TRENCH BACKFILL The backfill within all utility and pipeline trenches should be compacted Materials excavated from the trenches, and utilized for backfill, should be placed in horizontal lifts and mechanically compacted to 90% of the laboratory maximum density Flooding or jetting of the backfill is not recommended PLAN REVIEW Upon completion of plans for construction, they bhould be submitted to the geotechnical consultant for review to determine their compliance with the intentions of this report SUMMARY The opinions and recommendations presented in this report are based upon site conditions as they existed at the time of this firm's investigation, and further assume that the exploratory borings are representative of subsurface conditions throughout the site Although not anticipated, materials adjacent and/or beneath EBERHART & STONE, INC La Costa -9- WO 1308 those observed may have different chiractei istics This firm's opinions and recommendations are further based upon laboratory testing, experience with similar projects, and professional judgment No warranty is expressed nor implied This report is subject to review by the controlling governmental body Respectfully submitted, EBERHART & STONE, INC )an R Eberhart Gerald "L" St^ne President and Vice President CEG 965 RCE 32233 ORE CLS bw EBERHART & STONE, INC La Costa W O 1308 APPENDIX I M EBERHART & STONE, INC La Costa WO 1308 * A 1 REFERENCES Geologic and Seismic Investigation, La Costa Resort Expansion, Carlsbad, California, by this firm, dated April 24, 1984 (VV O 1308) Progress Architectural Plans, Southern Guest Units, by WZMH Group Inc dated December 11 1984 Preliminary Foundation Plans, Southern Guest Units, by Johnson & Nielsen Associates, dated November 21, 1984, and December 21, 1984 I _ EBERHART & STONE, INC La Costa WO 1308 A-2 DESCRIPTION OF LABORATORY TESTS Classification Field classifications were verified in the laboratory by visual and tactile identification Soils have been classified in accordance with the Unified Soil Classification system Moisture-Density Moisture-density determinations were conducted on relatively undisturbed samples The results are presented on the boring logs Maximum dry density and optimum moisture were determined in accordance with ASTM D1557-70 and are presented in Table I Direct Shear Direct shear tests were conducted on relatively undisturbed and remolded samples The samples were tested in brass rings with 2 5-mch inside diameters The rate of strain used was 0 05 in Anin The specimens were inundated for approximately 24 hours under normal loads and during shearing The results are presented in Table I Potential Expansion Determinations of potential soil expansion were made on representative samples in accordance with ASCE Expansion Index Test (UBC Standard 29-2) The results are presented in Table I Sulfate Content Determinations of soluble sulfate content were made on representative samples and are presented in Table I The tests were performed in accordance with California Method of Test No U17A by Soil and Plant Laboratory, Inc , of Santa Ana Consolidation Consolidation tests were conducted on relatively undisturbed samples The samples were tested in a 2 5-mch diameter, one-inch high brass ring A levermatic consolidometer was used to induce increasing load increments, with water being added at existing overburden pressure Selected samples were also tested, utilizing the same equipment, to determine rate of consolidation under proposed loading conditions EBERHART & STONE, INC COoro O 5: LU CQ 1- (0 O U (0 • LL -I-JS? to to z 0 to ^z Jir ^CL Z X LU LU_JZ °Z°^LU Q,. . 0) ^J IM * •» *Co [_ _ ^-> J3 <2LLO LU 1^ ^J **• m ™ ^LU LU ' — ' . 0 ^ U 0ot- ^o: 0 HCQ 1- tO ^ J 00~ LLo < • "c S < C^ m U ^ S Q Q 3: U) in Oto j_ ^ CL <U LLl ».^ Q — O Z Q/ Om r- a- ro 0 O O 0 0 O o°> en r*1 F- CM in »— CD co cnro ro rs rN o; a: a: o 0000U3 »— r- O1 <N r>4 CM «— in o o rs =r i- in in o o in T— ^ ^ ™ S U -1 Uto to O to ~-^ "*^. —^* *^^ U S U Sto to to to a- .=ri ro i in 0 O i— rs in to CO U oro \ Unified Soil Classification (Including Identification and Description) Major Division* 1 S a e 1-3 c S S o e 1 E yj - S s s a 2 •«* V - -5E = • to 2 to•5r= "5C =5 £ I Ma to «Ns 8 Hs z I Ai •si o s s ° ** c w x "•£ 5 Jl ., " (2 l-s 3 •£ — S itl'? crt i C ° ^ i!V) " HifMy Ortanie Soils Group Symbol* j cw GP CM CC SW SP SM SC ML CL OL MH CH OH Pt Typical Namn 4 Well traded travels favcl sand mix lures lilt c or no fines lures \Vell framed sands fravelljr sands lilllc or no hnes SiUy s^nds %and • U mixtures clavey silts with jlifht plasticity Inorfanic clays of low to medium pUt ticity cravelly clays landy clays silly clays lean clays Inorr inic s It* micaceous or diaioma crous nn« sandy or silly soils elastic nils Inorcamc eUys of hifh plasticity fat clays Offinic clays of medium to high pUi y Field I S V» ide ranfe in train sites and suhsMtnlial amounts of all intermediate particle sues *ilh some intermediate sizes missing Nonplastic fines or fines with low plasticity CL h<low) \Vide ranee in f run sues and substantial amounts of all intermediate particle sues *ith some intermediate sites mis*mx Nonpla-jtic ftnes or nnes with low plasticity(for identification procedures xe ML below) Flattie fines (for identification procedures see CL Ulow) on Fraction Smaller than No 40 Sirve ^ixr Dry Strenf th characleriidcs) Medium to high Slight to medium Slight to medium Hich to very high Medium to hifh ( Reaction to shalinjc ) Quick to" slow None to very slow Slow Sone None to very slow (Consistency near PL) None Medium Slight Slight lo medium High Slight to medium Readily identified by color odor spongy f^el and frequently by fibrous texture (I) Boundary classification* Soils possessing characteristics 01 two frouos arc designated for vxamplc CW CC well graded gravel sand mixture with clay binder (£) All by comlxnations ol group symbol*, hts chart are U S standard CONSISTENCY CLASSIFICATION BedrockGranularSoil Loose Medium Dense Dense CohesiveSoil Soft Soft Firm Moderately Hard Stiff Hard Hard Very Hard EBERHART a STONE INC. GEOTECHNICAl CONSULTANTS 3711 EAST WINSTON ROAO SUITE F ANAHEIM CALIFORNIA 92806 WO 1308 DATE 12/26/8U PLATE A Moisture Condition Dry Damp Moist Very Moist Wet SP - Standard Penetrationsampler R - Relatively Undisturbed sample B - Bulk Sample _J2__— Stabilized Groundwater 9 — Groundwater Seepage « — Slow count for 6" « intervals 12 - Blow count for 12" Interval I I I I I I I I I I I I I I I I I I I BORING LOG Nn 6-/Z wo. Client/Project Location Dote Sheet of __Z_ Est Surface Elev Total Depth Rig Type O 1m oa. i FIELD DESCRIPTION By V) Surface Conditions Subsurface Conditions Classification, color, moisture tightness, etc Remarks fr g.ai> 1 sc. CL CL 7~Q,CL -SK -fine.^mpTTi \Jfit?t?/ /\ -///-/ venSr- tfn /V/r//', vft'if Notes EBERHART & STONE, INC. - /, Plate A" 23 BORING LOG WO I I I Client/ Locotl Est Su i £ Q.<U O ^ *,- • Project an <^L- C^&3r<Z. S7&7CC- f ^&&s Date O//Z/&? £-~&s's 5 <&#.<:?•' Sheet 2- of -2- rface Elev 2S - Total Deuth £~7 ' Rla Tvoe ^/t^^^/^^^i'-^"^/^ OL a> Q. 1 t (3 om H-ua^ I 5^ Q ^Moisture- %(Opt Moisture)^ % -O FIELD DESCRIPTION By &J~/=^ E in V) 0tn &s £>P O> _o a.oL. ^ Surface Conditions Subsurface Conditions Classification, color, moisture tightness, etc - - G&rxJj t*?r-3<2. f?rtl/,,rJ Lfl?*, /C-CS& A. 7~t>7~/3 L- Dg-^^ zr? f&cT foE&VMK M^TTOe. 2T7F&<Stlr A/& C<3Y/U&- Remarks Tfer- Notes EBERHART & STONE, INC Plate A- 24 -BORING LOG Client/Project Location WO Date Sheet / of_2. Est Surface Elev Total Depth Rig Type - /£ " «> i a.a>O O 4) OO X >< O %tureeoM(OFIELD DESCRIPTION By CO to O CO _o exa 6 Surface Conditions Subsurface Conditions Classification, color, moisture tightness, etc Remarks 5-i A-SP •ft•^/o \ -/5- /£>? 1 ML 5 s&ft. ss -p~~~-y flrees?. '€ EBERHART £ STONE, INC.Plate -BORING LOG No Client/Project Location _ WO Date Est Surface Elev Total >pth ^7 Rig Typ< Sheet 2_.of_ '/>&.<//>'—/& m isture-pt Mois[/ FIELD DESCRIPTION By >>tn en Surface Conditions Subsurface Conditions Classification, color, moisture tightness, etc Remarks 7 96 i 9/1 \)/in 4 2-3 SP '**£-#*&- f IX 707-A/.47_ \%>47 Notes A?//vae c*4v/A/<3 £-& /^zBT* EBERHART & STONE, INC Plate A-28 Client / Project Location - BORING LOG ^f/fc. >#,fe/ wo Date 3//4/S4- Sheet / of 2- Est Surface Elev Total Depth 4&/ Rig Type •£>- I I £a.a 5-3 •/£> ^R ffl » >, 0 /ft Si*) i1 1 FIELD DESCRIPTION By ino SP SP Surface Conditions Subsurface Conditions Classification, color, moisture tightness, etc T^/ ±J^' V Tnr ~rr 7" SIET^ x^- Remarks Notes t/7 t^ C/ EBERHART & STONE, INC.Plate A-'29 - BORING LOG No .sag? Client/ Project Location SZoX/BL Est Surface Elev / c^Ct wo Date Total Depth Rig Type Sheet <l of £'TtS'~>&,y* - cnoO o CO re- %Moistuip1 FIELD DESCRIPTION By CO COo CO Z) _ a. 0 Surface Condlricns Subsurface Ccmdltlons Classification, color, moisture tightness, etc Remarks CL \) CL- /* S' 7 t-?*- I/C/ ?p/*St*rrs Notes EBERHART & STONE, INC.Plate A- 30 BORING LOG wo Client/Project Location Date Sheet of Est Surface Elev Total Depth 3/O J Rig Type "/>* 4)0) 1 S« 0oX>« 0 //f 75 £2 17 i 58 1 FIELD DESCRIPTION By 1 enoin M!^ a.o O Surface Conditions Subsurface Ct'ndltlons Classification, color, moisture tightness, etc \ '/g />rtfj-. /•-T/l U 17 7 (/<n//? r,jg..' (S (/ UPn, a Ci\SUt)&c1 _.T7 , X~. k>-t>c,.in , / " /&/ j-- /> «- srs?/ j^P . ^ ft IS? /a t Remarks ed. Notes 7 22. EBERHART & STONE, INC Plate A-31 BORING LOG No B-M wo Client / Project Location Date Est Surface Elev Total Oeoth Rig Type /&i Sheet ( of 2. oO CO >, 0 e- %oistuoiOpFIELD DESCRIPTION By (0 oto 3 Surface Conditions Subsurface Conditions Classification, color, moisture tightness) etc Remarks •So- —Q5 <?r4/n(?ii , fir/it/ (/V / !/. / 4-/oZ. TOTAL. £30 I I I Notes EBERHART & STONE, INC.Plate A-32 -1- STANDARD GRADING SPECIFICATIONS 1.0 The specifications cont lined herein and the standard de- tails attached hereto represent minimum requirements for grading operations on construction projects Variance from these specifications will not be permitted unless specifically approved b/ the soil engineer These recom- mendations should not be considered to preclude more re- strictive requirements of the regulating agencies 2 0 DEFINITION OF TERMS 2.1 BEDROCK - a relatively solid undisturbed or in-place rock existing at either the ground surface or beneath surficial deposits of soil Bedrock will be identified in the field by the project engineering geologist 2 2 ENGINEERED FILL - a fill of which the soil engineer or his representative during grading has made sufficient ob- servations and taken sufficient tests to enable him to con- clude that the fill has been placed in substantial com- pliance with the governing specifications 2.3 ENGINEERING GEOLOGIST - a geologist holding a valid certi- ficate of registration in the specialty of engineering geology 2.4 FILL - any deposits of soil, rock, soil-rock blends or other similar materials placed by man 2.5 GEOTECHNICAL CONSULTANT - the soil engineering and engine- ering geology consulting firm(s) retained to provide tech- nical services for the project For the purpose of these specifications, observations by the soil engineer and en- gineering geologist include those performed by persons employed by and responsible to the geotechnical consultant 2.6 GRADING - any operation consisting of excavation, filling or combinations thereof 2.7 IMPORTED OR BORROW MATERIAL - any fill material hauled to the project site from off-site areas 2.8 RELATIVE COMPACTION - the degree of compaction (expressed as a percentage) of dry density of a material as compared to the maximum dry density of the material Unless other- wise specified, the maximum dry density shall be deter- mined in accordance with ASTM nethod of test D1557-70 2 9 SOIL ENGINEER - a licensed civil engineer experienced in soil mechanics 3 0 SITE PREPARATION 3.1 Clearing and grubbing shall consist of the removing of all vegetation such as brush, grass, woods, stumps, trees, roots of trees and all otherwise deleterious natural materials from the areas to be graded Clearing and grub- bing shall extend to the outside of all proposed excava- tion and fill areas 3 2 Demolition shall include removal of all buildings, struc- tures, utilities and all other manmade surface and sub- surface improvements from the areas to be graded 3 3 Trees, plants or manmade improvements not planned to bey removed or demolished shall be protected by the contractor from damage or injury 3.4 All deleterious materia] generated during clearing, grub- bing and demolition opeiations shall be wasted from a,reas to be graded All clearing, grubbing and demolition oper- ations shall be performed under the observation of the soil engineer 4 0 EXCAVATIONS 4 la ' Unsuitable Materials Material which is unsuitable shall Fe excavated as directed by the soil engineer Unsuit- able materials include, but may not be limited to dry, loose, soft, wet, compressible and non-engineered or otherwise non-approved fill materials. 4 Ib Material identified by the soil engineer as unsatisfactory due to its moisture conditions shall be overexcavated, watered or dried as needed and thoroughly blended to a uniform near-optimum moisture condition prior to place- ment as compacted fill 4 2a Site Protection The contractor shall be responsible TOT the stability of a]] temporary excavations Recom- mendations by the soil engineer shall not be considered to preclude those requirements of the regulating agencies 4 2b Precautions shall be taien during the performance of all site clearing earthwork, excavations and grading to pro- tect the work site from flooding, ponding or inundation by poor or improper surface drainage Temporary provisions should be made during t?e rainy season to adequately direct surface drainage from all sources away from and off the work site. -3- 4 3a Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, per- manent cut slopes shall not be steeper than 2 1 (horizontal to vertical) 4 3b If excavations for cut slopes expose loose, significantly fractured or otherwise unsuitable material, overexcavation and replacement of the unsuitable materials with a com- pacted stabilization fill will be required as directed by the soil engineer or engineering geologist Unless other- wise specified by the soil engineer, stabilization fill con- struction shall conform to the requirements of Figure 1 4 3c All lot pad areas,including side yard terraces,above stabil- ization fills or buttresses shall be overexcavated to pro- vide for a minimum of three feet of compacted fill over the entire pad area Pad areas with both fill and cut , materials exposed and pad areas containing both very shal- low (less than three feet) and deeper fill shall be over- excavated to provide for a uniforn compacted fill blanket a minimum of three feet in thickness Cut areas exposing significantly varying material types shall also be over- excavated to provide for a minimum three-foot thick com- pacted fill blanket 4.3d For cut slopes made in the direction of the prevailing drainage above the cut, a diversion swale (brow ditch) should be provided at the top of cut The diversion swale configuration should conform to the applicable code re- quirements and should be reviewed by the soil engineer prior to installation 4.3e For pad areas created above cut or natural slopes, positive drainage shall be established away from the top of slope This may be accomplished utilizing a berm and/or an appro- priate pad gradient 5.0 COMPACTED FILL 5 1 Compaction All fill materials shall be compacted as specified below or by other methods specifically approved by the soil engineer Unless otherwise specified, the minimum degree of compaction (relative compaction) shall be 90% of the laboratory maximum density 5 2a Placement Prior to placement of compacted fill, the ground surface approved by the soil engineer shall be scarified, watered or dried as needed, thoroughly blended Xqisuap X.ip uinuiTXEui XjoqEJoqBi; jo %Q6 J° wnuituim B oq paqoEduiooajt uaqq 'suoTqTpuoo aanqsToui umuiTqdo- .iBau oq papua^q Xiq3no.zoqq 'papaau SB paTjp ao paj.3q.BM 'uoTqBDTjT -JBOS Xq pass3DOJ.d aq HBqs HTJ paqoBduioo XisnoTAajd jo aoEj.ins pasodxa aqq 'XE^ap 3uTpE.i3 j;aqqo jo qq3TU.iaAO UB HTJ paqoEduioo -[BuoTqTppB jo quauiaDB-[d oq aou.d q£ jo JC39ut3ua iios aqi Xq paAOiddB astMJaqqo snuim- jcc- sn^d mniuiado UBSUI oq psaapisuoo aq SJCB sspBj;3 paqsiuij pajis«3p aqq. ~[iq.un X"[aqBuiTxojcddB ui paaooad usqs Sutqouag jo quauiaoBid oq joud (iBtaaqBiu asoo| SuiXiaapun -[BiaaiBiu aq^ a t) nij pa^DBdiuoo -dB quaoBCps aqq uTqqiM paqst^qBqsa aq HBqs qouaq qooj-aaaqa uiniuiuTiu y paqtao^ap aAoqs aqq SB auiBS aqq ui paqonpuoo aq HBqs Sutqouaq ' ado^s as-[Bj B q quaoBCpB TITJ SuioBid uaqM paiBaj.o aq HIH (sadois sado-[s XjBJoduisq 'SUTJ aqt'j;Bdas azoui zo o>vq. aq.Bq. -otp saanpaooad 3uTpB^3 aaaqw Baas HTJ a^SuTS B UHJ^TM pZ S £-1 saan^tj SuiXuBduioooB aqq uo usaq aABq SITB^QP SuTqousq pUB SurA.3^ -[BOidXx q.ST3oios3 3uTa33UT3ua JCQ j.8suT3u3 XTOS aqq. Xq psAOiddB uaaq SBq BaJCB sq^ xtq.un 3uiqouaq pus 3utXa>[ oq. quanbasqns BBJCB UB UT paoBid aq HBqs HTJ paqoBduioo o^ -3uTpBJc3 jo auiiq aqa IB q.ST3o-[oa3 SuraaautSua j.o .laautSua ITOS aqq Xq paAOJtddB aq HBqs saqouaq pUB sXa>( XIV ITTJ paqoBd -uioo paAOjddB .10 punoj.3 -[B-ln^BU WJ'TJ uiqq.TM qq3iaq qouaq IBOiqaaA jo qaaj aaaq^ jo uinuiiutui B aptAoad oq. q.uaiOTjjns 3R ITBL(S 3uiqouaq pus 3uTXa)( BBJB ado^s quaoB CpB aqq oqui paqBABDxa aq HBqs saqouaq jBoiqagA pus sXa>i iBquoz -T.ioq ' (iBDTijaA oq iB^uoztaoq) i 5 UBqq jadaaqs 3utdo^s SBa.iB oq qusoBfpB sqjTi -[equozTJcq UT TTTJ SutoBid uaqM 03 aj.B sapsj3 paqstutj paaisap JSUUBIU 3^~ci B UT paqBajq aq x^^qs q.Jti qoB^ XqTsuap Xj.p uinuiTXBui Xj.oq.B.ioqBT jo %Q6 jo uinuiTUTUi B oq. spoqq.9iu -[BOTUBqoam Xq psqoBduioo Xiq3noj.oqq uaqq » ' suoTqTp -uoo ao.nqsToui uinuiTqdo-jBau aAaTqoB oq papua~[q Xxq3noJtoqq 'papasu SB paTJp ao psjtsqBM sq HBqs qjT"[ qoBH uoTq -DBduioo oq joud ssau>[OTqq UT saqouT qqSta SuTpaaoxa qou UTqq UT paoB^d aq usqs HTJ paqDBduioQ qz *S XqTsuap Xjp uinuiTXBiu aqq jo %Q6 jo uinuiTUTiu B oq paqoBduioo Xiq3noJ.oqq uaqq 'suoTqTpuoo ajcnqsTom UJnuiTqdo- jsau aAaTqoB oq -5- 5.3c Following a period of flooding, rainfall or overwatenng by other means, no additional fill shall be placed until the existing ground surface is thoroughly scarified, aerated, overexcavated if directed by the soil engineer, blended to achieve near-optimum moisture conditions, then thoroughly compacted to a minimum of 90% of laboratory maximum dry density it 5.4a Fill Material Excavated onsite materials which are ap- proved by the soil engineer may be utilized as compacted fill provided all trash, vegetation and other deleterious materials are removed prior to placement 5.4b Where import materials are required for use onsite, the soil engineer shall be notified at least 72 hours in advance of importing in order to sample, test and approve or disapprove materials from proposed borrow sites No, import materials shall be delivered for use onsite with- out prior approval of the soil engineer 5.4c Rocks 12 inches in maximum dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that nesting of the rock is avoided Fill shall be placed and thoroughly compacted to the minimum requirement over and around all rock 5.4d During the course of grading operations, rocks or similar irreducible materials greater than 12 inches maximum dimen- sion (oversized material) may be generated These rocks shall not be placed within the compacted fill unless spec- ifically approved by the soil engineer 5.4e Where rocks or similar irreducible materials of greater than 12 inches of maximum dimension are generated during grading or otherwise desired to be placed within an ap- proved compacted fill, the contractor shall submit to the soil engineer a detailed written description of his pro- posed procedure for rock disposal Within the contractor's description of the procedure he proposes to utilize, the following guidelines shculd be considered Rocks greater than three feet maximum dimension shall not be placed in the upper ten feet of any fill nor closer than 15 feet to any slope face Where possible, oversized material should not be placed below areas where structures are proposed Oversized material shall be placed in windrows on a clean overexcavated approved compacted fill or firm natural ground surface Select native.or imported gran- I I I I -6- ular soil shall be placed and/or thoroughly jetted over and around all windrowed rock such that no voids remain Windrows of oversized material shall be staggered so that successive strata of oversized material are not in the same vertical plane "* 5.4f No oversized material should be placed within the compac- ted fill without prior approval of the disposal procedure by the soil engineer 5.5a. Slopes Unless otherwise recommended by the soil engineer and approved by the regulating agency, compacted fill slopes shall be limited to a slope ratio of no steeper than 2 1 (horizontal to vertical) 5 5b All compacted fill slopes shall be overbuilt and cut back to grade exposing the firm compacted fill innercore; The actual amount of overbuilding may vary as field con- ditions dictate If the desired results are not achieved, the existing slopes should be overexcavated as directed by the soil engineer and reconstructed The degree of overbuilding shall be increased until the desired com- pacted slope surface condition is achieved Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope sur- face. As fill slope construction proceeds, the slope surface shall be thoroughly backrolled with a sheepsfoot roller at vertical height intervals not exceeding four feet. 5.5c Following the attainment of the desired slope height, the outer surface of overbuilt slopes should be cut back to a desired finished surface contour Care should be"taken by the contractor not to excavate beyond the desired finished slope surface S.Sd In lieu of overbuilding and cutting back, alternative construction procedures may be attempted where specifically approved by the soil engineer prior to grading Prior to such approval, the contractor shall submit to the soil engineer a detailed written description of the procedure he proposes to utilize Within such a description, the following guidelines may be included Unless slopes are overfilled and cut back to grade, the outer faces of all fill slopes shall be backrolled utilizing a sheepsfoot roller at intervals not exceeding four feet of vertical slope height Vibratory methods may be required - 7- During construction o^ the fill slopes, care should be taken to maintain near-optimum moisture conditions over the entire slope height Following achievement of the desired "slope height, the entire slope face should be thoroughly compacted utilizing a vibratory sheepsfoot roller Upon completion of the above procedures, the faces of all fill slopes should be grid-rolled over the entire slope height with standard grid-rolling type of equipment. Prior to grid-rolling, care should be taken to maintain near-optimum moisture conditions 5.5e Following slope construction in the manner described above, if the required uniformly compacted fill slope condition is not achieved, overfilling and cutting back should be adopted. Completed slopes not approved by the soil engineer should be overexcavated a minimum of 12 feet (horizontal) and replaced by the overfilling and cutting back procedure described above 5.5f Where placement of fill above a natural slope or above a cut slope is proposed, the fill slope configuration should conform to the applicable requirements of the accompanying Figures 2, and 3, - respectively 5.5g For pad areas above fill slopes, positive drainage shall be established away from the top of slope This may be accomplished utilizing a berm and/or an appropriate pad gradient. Marnell Corrao Associates November 6, 1986 Mr Tony Mata Principal Building Inspector City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-4859 Re. La Costa Hotel & Spa New Construction Building Occupancy Dear Tony. Please be advised that we are complete with construction at the La Costa Hotel & Spa We are hereby requesting Certificates of Occupancy for the South Guest Units, North Guest Units and Clubhouse Your signature below shall authorize occupancy until receipt of same We realize signature below does not release us of any responsibility relating to the installation of guard rails at North Guest Unit retaining walls. Your cooperation and help is very much appreciated. Thank you for a job well done\ Very truly yours, MARNELL CORRAO ASSOCIATES Mark W Clark MWC/t V Principal Building Inspector j cc Irv Roston Date: Irv Bennett G. Dunaway 4495 South Polar.s Avenue Las Vegas Nevada 89103 • 702 739 9413