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Home My WebLink About2045 CORTE DEL NOGAL; ; 85-335; PermitDECLARATIONSLENDER« lin>? 3 WORKER S COMPENSATION OWNER/BUILDER CONTRACTOR White — Inspector Green — (1) Finance (2) Data Process Yellow — Assessor Pink — Applicant Gold — Temporary File ~SPECIAL CONDITIONS• "~ta.-^BUILDING><V3•• •.-— •»^i'\™— w'•"•«•rf^Ne.ELECTRICAL^'•>,C\^PLUMBING^'-.'t ' ' .•nzi-~CALL FOR FINAL INSPEtITEMS ABOVE H>*•->m r^DO ^>rnm^"^"^ ^^33 r-^N r™"<:>>5?, 33, 0J3^-Hrn' f ~*1>•*VENTILATING SYSTEMSs(tJt—..I<.f*..HEAT — AIR COND SYSTEMSDocot—mD33m-nTJ_•-•7 MECHANICALD BONDING D POOLD ELECTRIC SERVICE D TEMTIOn-c ROUGH ELECTRICD ELECTRIC UNDERGROUND-n-nmJU ELECTRICALD WATER HEATER D SOLAR^^>mTl O(nHm TUB AND SHOWER PAN___tr*^TJOCHnmn§Hm3J UNDERGROUND D WASTE>HmJU SEWER AND BL/CO DIPL/COPLUMBINGf INTERIOR LATH & DRYWALLINSULATIONEXTERIOR LATHFRAMESHEATHING D ROOF D !<jjim>33 FLOOR & CEILING SUB FRAMEGUNITE OR GROUTMASONRYREINFORCED STEELFOUNDATIONBUILDING3m0HmzCO•nmClO-R o>, \i\mj*^0^~-\ 1 \^ FINAL BUILDING INSPECTION PLAN CHECK NUMBER 35-335 DATE 4-3-86 PROJECT NAME 2045 Corte de Nogal ADDRESS 2045 Cortu de Nogal PROJECT NO TYPE OF UNIT NUMBER NUMBER OF UNITS "PHASE NO CONTACT PERSON.Mike CONTACT TELEPHONE.931-1758 INSPECTED BY DATE INSPECTED APPROVED DISAPPROVED INSPECTED BY INSPECTED BY DATE INSPECTED DATE INSPECTED APPROVED APPROVED DISAPPROVED DISAPPROVED COMMENTS First routed for final 12-11-85. Still holding -^or your approval, WHITE Suspense GREEN Engineering CANARY Utilities PINK Planning GOLD FireRev 1/86 usjjei FINAL INSPECTION PLAN CHECK NUMBER 35-335 DATE 4-3-86 PROJECT NAME ADDRESS 2045 CortG de Nogal 2045 Corte de Nogal PROJECT NO .UNIT NUMBER TYPE OF UNIjTilt Ug Shell MikeCONTACT PERSON . CONTACT TELEPHONE.931-1758 NUMBER OF UNITS PHASE NO INSPECTED, BY INSPECTED BY INSPECTED BY DATE INSPECTED DATE INSPECTED DATE INSPECTED APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS First routed for final 12-11-85. Still holding your approval, Rev 1/86 WHITE Suspense GREEN Engineering CANARY Utilities PINK Planning GOLD Fire Testing Engineers-San Diego A Division of United States Testing Company Inc 3467 Kurtz St, P O Box 80985, San Diego, Ca 92138(619)225-9641 2948 Industry Street, Suite B, Oceanside, Ca 92054(619)757-0248 February 10, 1986 Job No. 4042 City of Carlsbad Bldg. Inspection Department 1200 Elm Avenue Carlsbad, CA 92008 Project: Festin Foods 2041 Courte de Nogel Carlsbad, CA 92008 Permit // 85-335 Gentlemen: Testing Engineers-San Diego has performed the following testing and inspection, concrete and field welding (of structural frame). To the best of our knowledge, the work is in conformance with the approved plans and specifications and the applicable workmanship pro- visions of the Uniform Building Code. The signed reports of all tested material and inspections performed by Testing Engineers-San Diego on this project have been sent to the City of Carlsbad Building Inspection Department. Very truly yours, TESTING EN&flNEERS-SASP DIEGO/Lt- Vice Preside* THC:slf cc: 2) Lusardi Construction RECEIVED FEB141986 CITY OF CARLSBAD 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 FESTIN FOODSTRUCTION CO ADDIESS: 2841 COliTE DE NDGEL'J? '', . CARLSBAD, CA 92808 ' KINEERj - iPGST NO: •Xi&atiam&'iMjarjf.tiiaa-*!. j>-«.-^ t ... -s-. **.•••*.*<'.•>- • -**«*-.. - - •-•an....,,•„ -OT,-.»,..., «;-•. ..,-., - «WiTWffKfiff^StDriWsT?'iJp^Dlftn^ f* 1200" ELM AVENUE ^^^^^^^^iJESnNG ENGINERWAll DIEGO CARLSfeAD^:. CA,.; 92008-2L:^.».^iti "CITY OF CARLSBAD ILDB IKSP DE?4 LUSARI CONSTMJCTION COIPANY «^ Roy E. Hoore, R.C.E. / T.H.ChapHan, R.C.E. / yilliM L, Patrick, R.C.E. U87? BATE; 01/31/86 STRUCTURAL STEEL FIELD WELD INSPECTION REPORT 1/86 Connections rejected on 9/20/85 have been approved by structural engineer. Connections are at office building, steel bean connection pJdtes to panels as detailed on 22 sheet S7 . DATES ...... EnP*.. IrtSPL'CTOR'S MAhE 1/86 J. David Suydam RECEIVED CITY OF CARLSBAD Building Department IFfjflNR Testing Engineers—-San Diego 3467 Kurtz Street, P 0 Box 80985, San Diego CA 92138 (619) 225 9641 2948 Industry St, Unit B, Oceanside, CA 92054 (619) 758 3730 JD6 NO: 4042 Id NAME; FESTIN FOODSTRUCTION CO JOB ADDiESS: 2041 CQU8TE DE KOGEL CARLSBAD, CA 72008 CITY OF CARLSBAD BLDG INSP DEP DISTRIBUTED TO: 1200 ELM AVENUE TESTING ENGIKERS-SAH DIECG CARLSBAD, CA 92008 CITY OF CARLSBAD IL&S INSP DEP LUSARDI CONSTWCTION COKPANY ENGINEER: Roy E, Moore, R.C.E. / T.H.Chapwn, R.C.E. / REPQKT NO: 16879 L, Patrick, R.C.E. BATE: STRUCTURAL STEEL FIELD UELD INSPECTION REPORT 1/86 Connections rejected on 9/2Q/85 have been approved by structural engineer. Connections are at office building, steel bean connection plates TO panels as detailed on 22 sheet S7. DATES, 1/86 EHP*.. INSPECTOR'S NAHE J. David Suydart RECEIVED FEE 111986 CITY OF CARLSBAD Building Department TESTING ENGINEERS-SAN DJEGO KUBtH 1 PKA 1 tK AbbUUA Itb Consulting Soil, Foundation & Geological Engineers 10505 Roselle St SAN DIEGO, CALIFORNIA 92121 (619) 453-5605 TO /)o//s£r- •Sy^-£±^?BZ-~ -S^y £Ss?-?^ /**», G^-&6> * ^%l?;2'f&4<r/? *^ <yS'~>J3^ THE FOLLOWING WAS NOTED 1 have inspected the materials exposed in the DATE JOB NO r ^ PROJECT — • _, LOCATION ^^ CONTRACTOR OWNER £— i^Jx*J/2.^> X WEATHER TEMP o g£ ^|y| °at PM PRESENT AT SITE footmq excavations for the subject building(s). The materials consist essentially of as anticipated in our investigation report. Accordingly, it is our opinion that the footing excavations have been carried to the proper depth and tbat the materials exposed are suitable for the support of footings designed in accordance with the recommendations presented in the investigation report for the proiect dated 7 Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or r ,-hf^t < f<OU COPIES TO . SIGNED 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 "uB !iu 484Z58 JOB MHE, FESTIf* FGQDSTKliCTION CO JOB ADDKE5S: 2041 CuiiRTE DE NOGhL CARLSBAD, CA 92iiU8 I I IK fj( I 1,'QO i i r, CUf Gr CftSLSBAD BtDG L«SP DE? TSTING EiwINEff'S-Sur DIEbG fiGINEE*: Key £ Hoore, P C,c, / T = H Cnapfisn, S.C E, fuRT NO. 5^45 CONCRETE COriPxESSION TEST SATt Hi /Z2/85 uw UT AGES SlPEJibTh P5I LATE OF nlX kSIGfo 5> iir,P ilAUE Tint IN Tint OF ul THIS IthP LOAD FL8NT DIAn FCF TEST TEST DESIGN PGU* DESIGNATION INCH BY nIXEK DAf SET/liAito F t«1BR Cu&E INCH 22573 25574 tV5'/!5 Zt57b 225/7 5ti378 2257? 22m. 5 7 26 30 5 £8 28 6U /^.,, SBufl U9/12/G5 8 3,25 4tfu8 u :u 4/liu /3«.S4\ LQ'wATlUii IN oiRuCiURt, PRECAST PA'ALS *18, / \/352u \ COhPLIANCE 7 DAY T£5T COfiPLIES UITn SPtCIFICAilO^S / 4ltf3 \ CQfiPLIAfVot. c6 DA? TtbT LOilfLitS yiTH3iJEQritAiiOib / 6 \ CuhPLIAttCE: / 000 89/12/b3 8 5 5 4uOu 0 -u 4,80 t!9i6 LOCftuOil IK SlKbLTuRt PPtLftbl i^'ELb *i, . « COh?LIft»CE 41^5 CGnPLlANCE 2S DAi TEST COiiFLIES JlTh ShECIFICftTIBtiS V / COhPLIAHCE ! / it 2 32 6 0 16 32 6 RECEIVED OCT251985 CITY OF CARLSBAD Building Department PAG Tesiing 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 'GB !«J 404238 iOB kAHt FtSTW FOQDSTRUCTIOM CO JO* ADSsESS 2041 COJBTE D£ wQGEL ChSLSBAD, CA 92UU6 i .i I v Ui i;CV«M J/H-i JiTOtJ i i r. Avi-rUI. L ni' Of CfiRLaBAD EtDL- US? DE? TESTING EiiGIriEfi<5-3f-ift DIE5G !iJ£IN£Eii Roy L rioare, R.C F / T.H Cnapaan, S,C,E EfOxT NO 5445 t OfiCRETE CGiiPxESSION TEST Gil UN WT ftbts STRENGTH P5I DATE OF nIX DESIGN oi linP riADE Tint IN Tint! OF CiL THIS TthP MriBx FCF TEST TEST DESIGN ?OU< DESIGwHTION INCH BY niXEK DA? SET/rtARn F 8Ai£, l« LOAD FufifiT NiiBR CODE DlAn Ir£H 2Z577 ZJfj5/8 2Z579 OuO 09/12/65 S 3,25 LUCATlOfi If< STRUCTURE FREC43T PAtfuS IIS CuhfLlftNCE 7 BAY TEST COttfLIES BITh SPECIFICATIONS COhFLIArtCE Z6 Mi TEST LoftrLitS yiTHSPEClFiCftTIGuS COhPLIAhCE. fl9,12/83 8 5 5 4uflO • 0-6 LDCATIUii IN STftbCTuRE FPECA5T Fft,JtL5 *3 , COWLIAhCE CGfifLIANCE 28 DA? TEST CGiiPLIES WITH SPECIF ICfiTIQNS CQhPLIftrtCE, 4/Ou 32 6 4/OD 0 16 RECEIVED OCT251985 CITY OF CARLSBAD Building Department PA3 Testing Engineers—San Diego , M99 3467 Kurtz Street, P O Box 80985, San Diego CA 92138 (619) 225 9641 ™ Iv 2948 Industry St, Unit B, Oceanside, CA 92054 (619) 758 3730 NO: 404256 CITY OF CARLSBAD BL.DG INSP DFP DISTRIBUTED TO; NAHE: FESTIN FOQDSTCUCTION CO i20G F.i_MAVrNiJ£ LUSA8DI CONSTRUCTION GONWiY ADMESS: 2841 CQURTE DE N05EL CAR! SBAD, CA 9? 008 CITY OF CARLSBAD 8uD6 INS? BEP CARLSBAD, CA 920fi8 * TESTING EKMIffdS-SMI BIEGG [H&IH££R. Roy E, ho ore, R.C.E, / T.K.Cnapnan, R.C.E, EPOifT NO: 16849 BATE; 10/84/83 STRUCTURAL STEEL FlEcD WrLD INSPFCTTON RFPORT PerwiV 4S5-335 9/23/85 Visual inspection was pert or«ed of joint preparation and welding by certified operator's u'>mg AWC electrodes F7G1S. Certified welcie»rs sane a<» previous] y reported. Inferred cowpleted weids «->t cord brir connect :i ons and panel c o nnec t .1 o n pi <-i tes . The work suspected complies with the approved plane; and the Uniform Bui lain q Codt*. DATfc.S ...... EHP*. . INSPEriOR'S NAhL" A 9/P3/S5 8250 J. David Suyd^n 'TASK* ..... RT H.-IS TA^i^l- ..... OT H,?S TASR* ..... DT ?J7?0 4,0 RECEIVED OCT S1385 CITY OF CARLSBAD B«lldll| Dtpirtiaent Ti" f., T T>.LI~ i -!,-! i ,-.i-CO« ._r./ .n. r. PI ,-.. 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 ENQIKtEI. R«f E. Hg«re, R.C.E. / T.H.Chapnan, R.C.E. REPMTNO. 16122 WTt; 09/21/85 STRUCTURAL STEEL FIELD WFLD INSPECTION REPORT Permit #85-335 9/18/85 Arrived to perform welding inspection, but work was cancelled at site because of rain. 9/19/83 Visual imspection was performed of joint preparation and welding by certified operators using AUS electrodes F8018-B2. Welders and certificate number: E. Hawkins #7000. JOB NO: 404258 JOB NAME: FESTIN FQODSTfiUCTIQK CO JOB ADKESS: 2141 COUKTC DE NOfiEL OWLSWD, CA 92608 CITY OF CARLSBAD BLDG INSP PEP DISTRIBUTED TO: 1200 ELM AVENUE LU5ARDI CONSTMiCTIDH COHPANY CARLSBAD, CA 92008 CITY OF GAftLSMD HDG INSP KP TESTING BteiWEBS-SAN DIEGO Inspected welding of tilt-op panpl rhord «^ warehouse area . connections for The work inspected complies wj.th the approved plans and the Uniform Building Code. DATES ...... EMP4.. INSPECTOR'S NAME 9/18-19/65 7875 Arthur Siephen«>on 3238 RT HRS TASK*. . 6.0 OT HRS TASK# ..... DT H«S 9/20/85 Visual inspect'.! on was performed of joint preparation and welding by certified operators using AUS electrodes E8018-B3. *\V% 0 Certified welders same as previously reportad..r' \ Inspection welding of steel beam connection pjlates to panels in office buildang per detail i?2/S7, Due* to missed located embeds, full length of plate could not b** welded. Mm length of welds is 7" each side. Also, inspected welding of chord bar splices per 16/S2; panel connection plates and straps per Z1/S2 and 5/S2 and glue lam beam seats per S3/S7, Beam seats could not be welded at bottom due to misalingment, structural engineer w«as informed, The work inspected complies with the approved plans and the Uniform Building Code. DATFS EHP*,, INSPECTOR'S NAhF 9/20/85 8250 J. David Suyciam TASK*..,.. RT H«S TASK*.... OT HAS TASK* DT 3230 4.0 SEP2C1985 OF CARLSBAD BuiMfni Department c*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) 758 3730 JOB NO: 484258 CITY OF CARLSBAD BLDG INSP DEP DISTRIRflED TO: HBNttE: ^ilSTltl FPOMTRUCTKM CO 1200 ELM AVENUF LUSA8M OWSTWCTltW COHPWtY COURTE PE NOCEp CARLSBAD, CA 92008 CITY OF CARLSttO ilDG INSP &EP CA HIHT TBTING OffiI«ERS-SAN 0IEGO EMCINEDt: R*f E, Hesre, R.C.E. / T.H.ChapMn, R.C.E. REPOtTNO; 15880 WTE: 88/31/85 CONCRETE INSPECTION REPORT Perrv.it *8?i-335 8/29/85 Inspected the placing of concrete at precast tilt up wall panels. 150.0 Cubic yard's of Mix No. 8 placed. Three test specimens nade. DATES EMP* . . INSPECTOR'S NAME 8/S9/8S 1275 JIM Aarts TASK* RT HRS TASK* OT HRS TASK* DT MRS 6.G RECEIVED SEP 61965 CITY OF CARLSBAD BlHMM «•»**•» cr i i n T i.. rr t~ n n *U\mT- i? i§-?S'O 0 lOOj C30- *- 5"i L J -e> X x £ IS '8i ® 41 OJ § " ^ ?§ ?? 00 X X CT 1'ANLL VOL I AGE V BUSSING A PHASE on V IfiLL IZ 'K6C6 P o JUZ ifftLL u<*HT4 JOfiO I 7 10 ID 80 ^ iC 12 *I500 14 10 KO17 16 CTH '~ ID 18 &>/20 22 3 IXfaHT 24 &£L Ad 3,5 26 28 30 32 itto 34 36 38 40 V 42 DIALS TOTAL LOAD WATTS @ l£.Of)& PAN LI B VOLJAGL V BUSSING PHASE '- /^-e- 3 5 7 &o \~12-D 15 A OTF/C.G 7&0 11 13 Cu 1.5 15190 15 2.00 Ft 1- 17 19 GJI 3,5-W 3 3,5 21 RL 23 25 27 19 51 53 >5 >9 3TALS TOTAL LOAD WATTS @ PANLL VOLTAGE f£-P/£Lp£>l/ BUSbTNG g^^L^" A PHASE -\£- TOIAL LOAD WATTS @ ' AN i L.r\ \VOI ] AGi: PHASL LUJbS ING I9,5 A (/) V / 3 Zfl' /OOP ^ y' V 101 AL LOAD WATTS @ 3- FESTIN FOODS TOTAL LOAD CALCULATIONS PANEL A 48,032w PANEL B 32,347w PANEL C 4,432w PANEL HP 5,020w TOTAL 89,831w 89,831w @ 120/208w 30 4w = 249A TOTAL BUILDING LOAD 249A ESGIL CORPORATION 932O CHESAPEAKE DR.. SUITE 2O8 SAN DIEGO, CA 92123 (619) 56O-1468 DATE: JURISDICTION: PLAN CHECK NO: PROJECT ADDRESj PROJI QAPPLICANT QJURISDICTION rjPLAN CHECKER 8FILE COPY UPS DESIGNER SAME;Elec, i IYIC, D D D D The iransmitted herewith have been corrected whereplans necessary and substantially comply with the jurisdiction's building codes. *Ss¥«S1«o-r.-i=s «-ju, A. a,^.. *t* 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^he plan check has been completed. Person contacted: Date contacted: REMARKS: Telephone I \V\ BY: ESGIL CORPORATION ESGIL CORPORATION 9320 CHESAPC VKE DR . SUITE 208 SAN DICGO CA 92123 (6 I 9) 500 \ DATE JURISDICTION PLAN CHECK NO PROJECT ADDRESS PROJECT NAME f~| APPLICANT Cf~| JURISDICTION QPLAN CHECKER B FILE COPY UPS DESIGNER D 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 *g,Xbe< ) 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 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 been completed Person contacted' Date contacted REMARKS </7) - Telephone ft ESGIL CORPORATION Datei Jurisdiction Prepared byt VALUATION AND PLAN CHECK Q Bldg. Dept, p Esgil PLAN CHECK NO BUILDING ADDRESS APPLICANT/CONTACT B&tffiJ BUILDING OCCUPANCY PHONE NO -.5X515 DESIGNER PHONE TYPE OF CONSTRUCTION jX~ //CONTRACTOR PHONE BUILDING PORTION /MMS/^-S tej^,?./ / ' P/z/z 'J.wt.tf Sn 7701 / ^ Air Conditioning: Commercial Residential Res. or Comm Fire Snrinklers Total Value BUILDING AREA -5/;7^£ /&£{/^ VALUATION MULTIPLIER ^^/^ .-^r- @ @ @ VALUE # ~ /S"30&J /s;3&& Fee Adjusted To Reflect D Energy Regulations (Fee x 1 1) Q Handicapped Regulations (Fee \ 1 065) Building Permit Fee $_ Plan Check Fee $ / /(^ COMMENTS 8/4/82 ESGIL CORPORATION 932O CHESAPEAKE DR , SUITE 2O8 SAN DIEGO. CA 92123 (619) 56O-1468 DATE: &/&S D APPLICANT rQJUR I S D I CT I OKD JURISDICTION __ ><???^£<g/frJ _ ___ QPLAN CHECKER 8FILE COPY __ UPS ~ "^ DESIGNER PROJECT ADORES S. CpSZ/£ j}t?~L /rB PROJECT NAME- Ul« The plans transmitted herewith have been corrected where iUff 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- 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 ( | copy for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. n 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: teft Esgil staff did not advise the applicant contact person that ffluT plan check has been completed. Esgil staff did advise applicant that the plan check has | j been completed. Person contacted: Date contacted. Telephone #_ REMARKS: L CORPORATION City of „ TO: ^£x-5^/ao/ r^A/sTTZi/crr*/ U APPLICANT COPY MrtfZLOS. CftLiiZ 130& 9 CARLSBAD CALIFORNIA 92008 D PLAN CHECKER COPY COMMERCIAL PLAN CORRECTION SHEET A. B. C D. E. F. G. H. I. 3. Plan Check Number 3^-335" -X Site Address (^&/z.T~£' Z?gf~L. A4?4.z?z. & ^o/^yfe" 33&Z- &&£"?& Owner /*r-? L.O K-I & fZ. /-r/sz^fZ-T" &^G//-s-<sz;^5 f&i2l<- Building Code Applicable 1979 U B C Occupant Load OF^/ZS^ - ££>i=?? /^2,. Stories oe*=-iC£-<, Occupancy <^-2 Use k)&2i=~H3(js& <£o. Type of Construction V- K Sprinklers (Yes*) Allowable Floor Area 2+3 cx>o<Q "2- ^-r&j&f Actual / Basis for Area Increase /0<3a/o yas £ 2 \ "SfZ. 3~/oo%> v^s- * 3 Remarks /VOAJ& ^€> -^'—' <^- tz&fCtr- No flA^ <spe. Date Plans Submitted 7Z>^ &/*/&&' Date Plans to Plan Checken£g-£>, ^Date Initial Plan Check Completed/^/ &/gty'3y By Applicant Contact Person 7^//y <L.v/"i_ FOREWORD: PLEASE READ '—^—• t 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) ^38-5525. 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 Jaw _ . — V . <*• • « — » — .—. .- 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 I 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 20S, / San Diego, CA 92123, telephone (619) 560-1468. 8/19/82 ESGIL CORPORATION 9320 CHESAPEAKE DR . SUITE 2O8 SAN DIEGO. CA 92123 (HI9) 56O 14t>8 DATE JURISDICTION PLAN CHECK NO:&S--33J? -_r~ D APPLICANT Q JURISDICTION QPLAN CHECKER QFILE COPY Q UPS DESIGNER PROJECT ADDRESS: PROJECT NAME- £>'T. A/a<£-#t- I — | I _ I I —| _ I I | I — iI _ I [_J 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 |_ ENCL: GENERAL Provide the site address and a vicinity sketch on the Title Sheet Provide the names addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed Architect or Engineer responsible for the design Please include the California license number and the date the plans are signed Indicate on the Title Sheet whether or not a grading permit is required for this project Show on the Title Sheet all buildings, structures, walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet (101 Provide a Building Code Data Legend on the Title Sheet Include the fol- lowing code information for each building proposed Occuoancy Group S ~"2> Description of Use Type of Construction Sprinklers yes or No Stories Height Floor Area ^__ Justification to exceed allowable area in Table 5-C y-M Justification to exceed allowable height or stories in Table 5-D SITE PLAN Provide a fully dimensioned site plandrawn to scale Show North arrow property lines easements streetsexisting and proposed buildings and structures location of yards used for allowable increase of building area and dimensioned setbacks Provide a statement on the site plan stating "All property lines easements and buildings both existing and proposed, ara shown on this site plan" Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished buildings to be constructed under this permit and any proposed future buildings Show on the site plan all proposed walls, retaining walls and fences Specify their heights on the plans Clearly dimension building setbacks from property lines, street center- lines, and from all adjacent buildings and structures on the site plan Show and dimension on the site plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings drainage patterns and locations and gradients of cut or fill slopes Show dimensioned parking layout including any required handicap access spaces Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan O "Id1 (-to 3iO =- \ >4-3 OOP SSL LOCATION OK PROPERTY ¥ When two or more buildings are on the same property the buildings shall have an assumed property line between then for the purpose of determining the required wall and opening protection and roof cover requirements per Section 504(c) An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building If this exception is used show how the building(s) will comply with Section 505 Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504(c) See possible exception Please show how the court walls will be made to comply with Section 504 (c) The exterior walls less than _ feet to a property line or an assumed property line shall be _ fire- rated construction Section _ 03 (a) Exterior walls shall have a parapet when less than 30 inch feet to a property line or an assumed property line (see exception. Section 1709) The exterior wall shall have protected openings (3/4 hour) when closer than feet to a property line or an assumed property line Section 03(b) The exterior walls shall have no openings when closer than feet to a property line or an assumed property line Openings include windows, doors scuppers, vents, etc Section 03(b) Eaves over required windows shall be not less than 30 inches from side and rear property lines Section 504(a) Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction Section 1710 Projections may not extend more than 12 inches into areas where openings are not allowed Section 1710 Projections over public property must comply with Chapter 45 Projections may not extend more than one-third th« distance from the exterior wall to the property line or one-third the distance from an assumed vertical plane located where fire-resistive protection of openings is first required whichever is least restrictive Section 504 (b) Fire-resistive exterior wall construction shall be maintained through attic areas Section 4304(c) When openings are required to be protected due to location on property, the sum of openings shall not exceed 50 percent of the total area of the wall in each story Section 504 (b) A covered passageway connecting separate buildings must comply with the requirements for an arcade Section 509 Exterior exit balconies cannot be located in an area where openings are required to be protected Section 3305 U) Exterior stairways shall not project into yards where protection of openings is required Section 3306 (n) Yards or courts serving as required exits for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction for a height of 10 feet above the court or yard grade Openings shall be protected by fire- assemblies having a rating of not less than three-fourths-hour Section 3302 definition and Section 3311(d) Structural elements exposed in walii required to be fire-resistive construction due to location on property nust have the same fire- resistive rated protection as the wall, or as reouired for the structural frame for the type of construction whichever is greater Table 17-A footnote 1, and Section 1702 Openings for scuppers, mechanical equipment vents, foundation vents and similar openings are not permitted in walls located where openings are prohibited and would have to be protected where openings are required to be protected Table 5-A nUILDING AREA, HEIGHT AND STORIES TYPE OF CONSTRUCTION/ALLOWABLE AREA ANAfYSIS Euilding Designation Type Construction Shown Number of Stories and Height Basic Allowable Area Increases For Multi-Stories For Yards Feet On Sides For Sprinklers Total Allowable Area Actual Area Total Area Separation Walls Over Area Over Height Over Stories Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No f\crr\ou J BUILDING AREA Provide on the Title Sheet of the plans the code justification for exceeding the basic allowable area in Table S-C Section 506 When a building has more than one occupancy the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one Section 503 As shown the building(s) is/are over area for the Type of Construction shown Table S-C The total floor area of a multi-story building cannot exceed twice the basic area allowed by Table S-C after increasing the basic area, per Section 506 No single story can exceed the basic area allowed by Table 5-C plus the increases allowed by Section 506 Unless considered a separate storv, the floor area of a nezzanine shall be included in calculating the area of the story in which it is located A basement need not be included in the total allowable area, provided such a basenent does not qualify as a story nor exceed the area permitted for a one story building AREA SEPARATION WALLS Area separation walls may separate portions of a building and allow each portion to be considered a separate building, however, the area separation wall must be four-hour in Type I, II-F R , III and IV buildings and two-hour in Type II-one- hour. Type II-N and Type V buildings Section SOS(ell Openings in four-hour area separation, walls are required to be protected with three-hour fire-resistive assemblies, and 1-1/2 hour fire- resistive assemblies in two-hour area separation walls Section 505(e) Openings in area separation walls are limited to 25 percent of the length of the wall in each story Section SOS(e) If area separation walls do not extend to the outer edge of horizontal pro- jections (balconies roof overhangs canopies marquees and architectural projections) and the projecting elements contain concealed spaces the wall shall extend through the concealed space to the outer edges of the projecting elements The exterior walls and projecting elements above must be of one-hour con- struction on each side of the area separation wall for a distance equal to the depth of the projecting elements Openings in the one-hour walls must be protected with three-fourth-hour assem- blies Section SOS(e)2 All area separation walls must extend in a continuous straight vertical plane from the foundation to a point 30 inches above the roof but may terminate at the underside of the roof sheathing if the roof/ceiling is two-hour construction Two-hour area separation walls may ter- minate at the roof sheathing provided that A Where the roof/ceiling framing elements are parallel to the walls, such framing and elements support-ng such framing shall be of not less than one- hour fire-resistive construction for a width of not less than 5 feet on each side of the wall B Where roof/ceiling framing elements are perpendicular to the wall, the entire span of such framing and elements supporting such framing shall be of not less than one-hour fire-resistive construction C Openings in the roof shall not be located within 5 feet of the area separation wall Section SOS(3) No openings in the roof are permitted within 5 feet of a two-hour area separation wall if parapets are not provided Section 505(e)3 f f Area separation walls which separata portions of buildings having different heights may terminate 10 inches above the lower roof level provided the exterior wall for a height of 10 feet above the lower roof is of one-hour fire-resistive construc- tion with openings protected by three- fourths-hour assemblies As an alternate, the wall may terminate at the sheathing of the lower roof provided roof/ceiling elements if parallel to the wall are one-hour construction for a 10 foot width along the wall at the lower roof where the lower roof/ceiling elements are perpendicular to the wall the roof/ceiling elements shall be one- hour for the entire span Section 505 (e)5 No openings in the lower roof are permitted within 10 feet of the area separation wall if parapets are not provided Section 505(e 15 Show the basis for the approved fire- resistive construction elements for the area seoaration wall, parapet, and ceiling assembly if used in lieu of parapet i e Item number in Table 43-A, B, C or U L Directory, etc (Note that trusses require two layers of 5/8 inch Type 'X', per Gypsum Fire Resistance Design Manual, Item FC 5406) See the attached article, "Area Separation Walls Revisited", and incorporate appropriate data and details on your plans Provide complete details of the area separation wall(s) to show compliance with Section 505(e)1-5 Provide a note on the plans stating "Plumbing and conduit penetrations of the area separation wall shall be of copper or ferrous No plastic pipe may penetrate the area separation wall" BCJILDIVG HEIGHT/STORIES Clearly show the maximum building height based on the definition in Section 409 Clearly show if the lower level is a basement or story, based on the definitions in Section 403 and 420 Plot the finish grade (adjacent ground level) on the elevations and dimension the distance to the floor above for story determination See definition of grade. Section 408 The height and number of stories cannot exceed that shown in Table S-D Show the code basis for the height/ number of stories as shown X / X One additional story would b« permitted bayond that shown in Table 5-0 if tha building is sprinklered throughout and the sprinkler system is not other- wise required by Section 506 (area) or Section 508 (substitute for one-hour) Section 507 Towers, spires and steeples shall comply with Section 507, exception 1 FIRE-RESISTIVE CONSTRUCTION Where one-hour fire-resistive con- struction is required an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction However, the fire sprinkler system shall not waive or reduce fire-resistive require- ments for occupancy separations, exterior walls due to location on property, area separation walls, shaft enclosures corridor protection stair enclosures, exit passageways type of construction separation per Section 1701 and atriums constructed in accord- ance with Section 1715 Section 508 Provide details of the one-hour fire- resistive construction Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, post and beam assemblies, etc Maintain one-hour fire-resistive wall construction at built in wall fixtures and behind mailboxes, fire- exitinguisher cabinets, electric panels exceeding 16 square inches in area, etc Section 4304(e) Detail and reference ICBO number or other approval for horizontal fire assembly using trusses Section 4303(b)3 Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents Also detail recessed light fixtures Section 4303(b)6 Roof/ceiling and floor/ceiling assemblies must be of one-hour construction, detail fire assemblies on plans along with their ICBO number or other I D number from the Fire-Resistive Design Manual published by the Gypsum Assoc or 0 L number or item number from Table 43-C UBC Detail water heater vents located inside fire-resistive wall con- struction or within fire-resistive shafts Detail pre-fabricated fireplace flues within individual fire-resistive shafts and specify fire-stopping around fireplace box opening Section 4304(e) U u -M e*= / Clearly identify location and hourly fire-resistive rating of vertical shafts on the plans Provide construction details showing location of fire dampers and how fire resistivity will be maintained Jt floors and roofs Section 1706 Note on the plans that elevator doors must be constructed and installed in the same manner as a - hour fire assembly, even though elevator doors are not identified with fire labels Detail column fire protection per Table 43-A in the UBC and specify column impact protection in garage areas per SEction 4303(b)5 As a minimum show a 22 ga steel jacket around each column to a height of 3 feet above the ground for impact protection / Structural members such as beams supporting more than one floor or roof nust be individually fire protected (Section 4303(b)6) Detail required protection Clearly specify minimum thickness of walls and slabs to provide - hour fire-resistive rating per Table 43-B and C Clearly specify minimum cover for bonded reinforcing at fire-rated floors. fire-rated columns fire- rated beams Clearly specify minimum cover for prestressed concrete tendons per Section 4303(c)3 Detail all plumbing and electrical penetration at occupancy, area, *• corridor or other fire separation walls as specified in Section 4304(e) Detail all furred ceilings as required in Section 4203 Show fire-retardant treated wood where necessary Clearly label and identify on the plans the fire-resistive corridors, area separation walls, shafts, occupancy separation walls and floors, exit courts less than 10 feet wide and exit enclosures, along with their hourly ratings Section 302(c) INTEHIOR WALL AND CBILINC PINISH Foam plastics shall not b« used as interior finish except as provided in section 1712 When walls and celling are required to be fire-resistive or non-combustible the finish material shall be applied directly against the fire-resistive construction or to furring strips not exceeding 1-3/4 inches The furred space shall be filled with inorganic or Class I material or fire stopped and not to exceed 8 feet in any direction When finish materials are set out or dropped more than 1-3/4 inches from fire-rated walls or ceilings the finish material shall be Class I or spnnklered on both sides or attached to non-combustibla backing or furring strips Hangers and assembly members of dropped ceilings below a one-hour ceiling assembly shall be non-combustible materials except in Types III and V construction Where fire-retardant treated wood may be used All interior wall or ceiling finishes less than 1/4 inch thick shall be applied directly against a non-combustible backing unless it is in accordance with an approved tested assembly Provide a note on the plans with the finish schedule that, "Wall and ceiling materials shall not exceed the flame spread class- ifications in UBC Table 42-B " OCCUPANCY SEPARATION _-hour occupancy separation is required between_ occupancy and the occupancy Table 5-B, Section 503 Id), Tables 43-A, B, C and Chapter 43 Administrative and clerical offices and similar rooms need not be separated for other occupancies provided they are less than 750 sq ft , less than 25 percent of the floor area of the major use and not related to an H-l or H-2 Occupancy Section 5(H(d) tjf Provide -hour fire-resistive door assemblies in the -hour occupancy separation Section 503IO The required three-hour rated occupancy separation between Q-2 and 3-1 occupancies may be reduced to a two-hour rating when the B-l is limited to the storage of passenger vehicles and the provisions of Section 702 are not applicable Table 5-B The two-hour occupancy separation may be further reduced to one-hour if the aggregate area of B-l occupancy within the building does not exceed 3 000 sq ft Section S03(d) A B-l occupancy in the basement or first story of a building housing a group B, Division 2 occupancy may be classed as a separate building The building above may also be considered a separate and distinct building for the purpose of area limitation, lim- itation of number of stories and type of construction ONLY if the following conditions are met a B-l is Type I construction b B-l/B-2 is separated by a three-hour occupancy separation c B-l is restricted to passenger vehicle storage laundry rooms and mechanical equipment rooms (No storage, recreation room, etc ) d The maximum building height does not exceed the limits in Table 5-0 for the least type of construction The Type I Construction is required to have protected exterior wall openings when located within 20 feet from a property line Section 1803(b) All openings in floors forming a three-hour separation shall be protected by vertical enclosures above and below the opening The walls of such enclosures shall be not less than two-hour fire-resistive construction, and openings therein shall be protected by a one and one- half-hour assembly Section 503(c), Tables 43 -A. B, C and Chapter 43 Ji i/fo it. T Structural members supporting an occupancy separation must have the same fire-resistive rating as the separation Table 5-B Section S03(d), Tables 43-A, B C and Chapter 43 No openings are allowed in a four- hour fire-resistive occupancy separation wall Section 503(c) Openings in a three-hour fire- resistive separation shall be protected by a three-hour assembly, and openings may not exceed 25 percent of the length of wall in the story and no single opening shall exceed 120 sq ft Section SOKd), Tables 43-A, B, C and Chapter 43 A two-hour fire-resistive separation shall be not less than two-hour fire- resistive construction Openings shall be protected by a one and one- half-hour assembly Section 503(c), Tables 43- A, B, C and Chapter 43 A one-hour fire-resistive separation shall be not less than one-hour fire-resistive construction Openings shall be protected by a one-hour assembly Section 503(c), Tables 43- A, B, C and Chapter 43 Occupancy separation wall penetrations must be either ferrous or copper and fire-stopped Steel electrical outlet boxes, not exceeding 16 square inches per 100 square feet of wall, may be installed and shall be separated by a horizontal distance of 24 inches when on opposite sides of a wall Section 4304(e) Fire-resistive floors used for occupancy separation shall have openings for mechanical and elec- trical equipment enclosed in shafts per Section 1706 Clarify that wiring within concealed spaces complies with Section 430S(e) Ducts penetrating one or two-hour occupancy separation walls must have fire dampers A fire door is required for three-hour separations Section 4306(3) io^Usable space under th« first story when constructed of metal or wood shall be separated from th« non-usabla space, and the story above, as required for one-hour fire-resistive construction and the door to the usable space shall be self-closing of non-combustible construction or solid wood core not less than 1-3/4 inches in thickness Section 1703 Show the basis for thq rating of the occupancy separation you propose, i e . Item number in Table 43 -A, B, C Gypsum Fire-Resistive Design Manual U L , etc J/9 EXITS In all occupancies, floors above the first story having 10 or more occu- pants, shall have not less than two exits Section 3303(a) Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served Section 3303(c) The maximum number of required exits and their required separation must be maintained until egress is provided from the structure Section 3303U) Where a required exit enters a yard, the yard must lead to a public way Section 3301 Where required exits enter an exit court (see definition. Section 404 and 3301), the exit court must discharge into a public way or exit passageway The exits from the exit court shall comply with Section 3311 requirements for width, number, and protection of walls and openings Basements require two exits 3303(a)Section 1/2 y* Total width of exits in feat shall b« not lass than total occupant load sarved divided by SO Tributary occupant load from basements and stories above shall ba per Section 3303(b) and the maximum width required for any story shall ba maintained No point in the building shall be more than 150 feet (200 if sprinklered) from an exterior exit horizontal exit, enclosed stairway or exit passageway, measured along the path of travel This may be increased 100 feet if last ISO feet is in a corridor Section 3303(d) (See exceptions) Double acting doors are not allowed when serving a tributary occupant load of more than 100, or when part of a fire assembly, or part of smoke and draft control or when equipped with panic hardware Section 3304(b) Exit doors should swing in the direction of egress when serving occupant load of SO or more Section 3303(d) See doors Exit doors should be openable from the inside without the use of a key, special knowledge, or effort Section 3304(c) [Note that exit doors serving 10 or less occupants may have a night latch, dead bolt, or security chain per Title 24 2-3303(c) J Exit doors should be a minimum size of 3 feet by 6 feet 8 inches with a minimum door swing of 90 degrees Maximum leaf width is 4 feet Section 3304(e) The net dimension (clear width) at door- ways should be used in determining exit widths required by Section 3302(b) Section 3304(e) In consideration of door thicknesses, panic hardware, door swing etc , the required exit widths have not been furnished See door >/ Ragardleas of occupant load a floor or landing not more than 1/2 inch below the threshold is required on each side of an exit door Section 3304(h) Doors should not project more than 7 inches into the required corridor width when fully opened nor more than one-half of the required corridor width when in any position Section 330S(d) Revolving, sliding and overhead doois are not permitted as exit doors Section 3304(g) A door may open over a stairway landing provided the door, in any position, does not reduce the clear area of the landing in the direction of travel to less than one-half the required width of the stair- way Section 3306(g) Minimum exit court width is 44 inches Section 331115) Change in width in an exit court shall be effected gradually by a guardrail at least 36 inches high and making an angle of not more than 30 degrees with the axis of the court Section 3311tb) Walls of exit passageways shall be without openings except exits and shall have walls, floors and ceilings of the same fire-resistance required for the building, with a minimum one-hour fire-resistive construction Exit openings in the walls shall be protected by a three-fourths-hour assembly Section 3312(a) Ramps required by Table 33-A shall not exceed 1 12 other exit ramps 1 8 Ramps steeper than 1 15 shall have handrails as required for stair- ways Mininum size landings and landing clearances must be provided Section 3307 X X 128 Stairway width must b« at least 44 inches when serving more than 50 occupants 16 inches when less than 50 30 inches when used as a private stairway serving less than 10 occupants Section 3306(b) Section 3301(b) Seventy eight inch minimum headroom clearance for stairways should be indicated on the plans Section 3306(p) Note that this is from a plane tangent to the stairway tread nosings Stairway handrails should not pro- ject more than 3-1/2 inches into the required width Trim may not project more than 1-1/2 inches Section 3306(b) Enclosed usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour fire-resistive construction 2x9 16" 0 C nailers Section 3306(m)(n) Landings should not be reduced in width more than 7 inches by a door when fully open Where doors open over landings, the landing shall have a length of not less than 5 feet Section 3306(g) and Section 3304(h) Stairways from upper levels which extend below the level from which eqress from the building is provided, shall have an approved barrier to preclude exiting into such lower levels Section 3306(h) & 3309(e) Vertical distances between stairway landings are limited to 12 feet Section 3306(i) All interior stairways and ramps shall be enclosed An enclosure is not required if serving only one adjacent floor and not con- nected to stairs or corridors : serving other floors Section )309(a) Stairway riser must be 4 inches ainimura and 7-1/2 inches maximum and minimum run shall be 10 inches except in winding, circular or spiral stairways Section 3306(c) Winding and spiral stairways ara permitted only in residential occupancies Section 3306M) Stairways should be enclosed as specified in Section 3309 a Two-hour fire-resistive walls are required in buildings of Tyoe I and II-F R Construction and in all buildings over four stories, and one-hour elsewhere b Only exit doors are allowed to open into exit enclosures c Doors should be labeled one an one-half-hours or one-hour fire assemblies d Exit enclosures should include a corridor on the ground floor extending to the exterior Fire-resistive construction should be as required for the exit enclosure, including protected openings Only exit doors are permitted to open into the corridor e An approved barrier is required at the ground floor to prevent people from accidentally con- tinuing to the lower level f Usable space is not allowed under the stairs Occupied floors more than 75 feet above the highest grade should have all exits from the building in smoke-proof enclosures Section 3310(b) In buildings four or more stories, one stairway must extend to the roof Section 3306(o) It must be in a smoke-proof enclosure in buildings over 75 feet in height A first story as allowed by Section 702 shall be included in determining the number of stories when deter- mining if a stairway to the roof is required Section 3306(o) 144 Handrails are required on each side of stairways Stairways required to be more than 88 inches wide shall have intermediate handrails Stairways not over 44 inches wide may have one handrail if not open on both sides Private stairways (1 tenant) 30 inches or less in height may have one hand- rail Handrails shall be 30 inches to 34 inches above nosing of treads and be continuous and, except for private stairways at least one rail shall extend 6 inches beyond top and bottom risers Handrail ends shall be returned or shall terminate in a newel post or safety terminal Section 3306(j) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail Section 33061j) Every stairway landing shall have a dimension, measured in the direction f travel, at least equal to the required stairway width Section 3306(g) Openings in the exterior wall below or within 10 feet horizontally of an exterior exit stairway in buildings over two stories shall be protected by a self-closing assembly having a three-fourths-hour rating, unless two separate exterior stairways serve an exterior exit balcony Section 3306(1) CORRIDORS Corridors, and exterior exit balconies, •serving 10 or more occupants must be a minimum 44 inches wide and 7 feet high to the lowest projection Section 3305(b) When a corridor or exterior exit balcony is accessible to the handicapped changes in elevation shall be made by means of a ramp Section 3305(f) 1/7 •/ Corridors serving 30 or more occupants shall have walls and callings of one- hour construction except a Corridors greater than 30 feet wide when the occupants or areas served by the corridor have an exit independent from the cor- ridor b Exterior sides of exterior exit balconies Section 3305(g) One-hour fire-rated corridors shall have door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies Doors shall be maintained self-closing or ba automatic-closing by action of a smoke detector per Section 4306Ib), doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on aides and top Section 330S(h) Total area of all openings, except doors, in any portion of an interior corridor shall not exceed 25 percent of the area ot the corridor wall of the room which it is separating from the corridor Such openings shall be pro- tected by fixed, approved 1/4 inch thick wired glass installed in steel frames Section 3305(h) Duct penetrations of fire-rated corridor walls and ceilings shall have fire dampers per Section 4306(j) Viewports in 20 minute rated corridor doors cannot exceed 1 inch in diameter and must have 1/4 inch thick glass and metal holder that will not melt at 1700'F Section 3305(h) Provide a complete architectural section of the corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floors, walls, roof and all penetrations Section 3305(g) Ceilings of combustible materials cannot be suspended below the one-hour corridor ceiling Section 3305(g) Corridor walls may terminate at the ceiling only if the ceiling is an element of a one- hour fire-resistive floor or roof system Section 3305(g) S«« attached details for approved Mthod* of providing one-hour corridor construction When two exits are required, dead end corridors and exit balconies ara limited to 20 feet Section 3305(a) Exterior exit balconies cannot be located in areas where protected openings are required Section 3305(1) EXIT SIGNS Exit signs are required for exits serving an occupant load exceeding SO Show all required exit sign /locations Section 3314(a) 1S7 Show that exits are lighted with at / least one foot candle at floor level Section 3313U) Show that the power supply for exit illumination and exit signs is provided by two separate circuits (Occupant load exceeds 50 in I occupancies, 100 in H occupancies and 300 in all others) Section 3313(b)l Show separate sources of power for exit illumination and exit signs (Occupant load exceeds 999 in A-l, 500 in A-2/2 1, 150 in churches, 100 in I's, 500 in B-2 occupancies) Section 3313(b)2 The exit sign locations as shown are not adequate ELEVATORS Provide notes and details to show the elevator will comply with Sections 5101 through 5105 GLASS AND GLAZING Specify on the window schedule the glass type and thickness to show compliance with Table 54-A and B Glass in doors or within 12 inches of doors is required to be safety glazing Section 5406(d) Glass in excess of 9 sq ft with the lowest edge less than 18 inches above a walking surface shall be safety glazing or shall have a horizontal member not less than 1-1/2 inches in width and located between 24 and 36 inches above the walking surface ROOF A fira-retardant roof covering is required See exceptions under Section 3202(b) Specify roof pitch Roof pitch is not adequate for roof covering specified Specify minimum pitch of Specify roof material and application Specify ICBO, UL or other recognized listing approval number for roof mater- ials not covered in UBC Specify roof slope for drainage or design to support accumulated water Section 3207(a) Show roof drains and overflows Size drains per Appendix D of UPC Section3207(a) Show the legal basis to allow roof drainage to flow on to the adjacent property Draft stop roof/ceiling area, attics, mansards, overhangs, false fronts and similar to limit area to 3,000 sq ft or 60 LF (9,000 sq ft and 100 LF, if sprinklered) Section 2516(£) B-2 and B-4 occupancies with over 50,000 sq ft of undivided area and H occupancies over 15,000 sq ft of single floor area shall have smoke and heat vents per Section 3206 Provide skylight details to show com- pliance with Section 3401 and 5207 or provide ICBO or other recognized approval listing Provide plastic roof panel details to show compliance with Section 5206 or provide ICBO or other recognizedapproval listing Show attic ventilation Minimum vent area is 1/150 of attic area or 1/300 of attic area if a least 50 percent of the required vent is at least 3 feet above eave or cornice vents Section3205(c) Provide a minimum 22" x 30" (or 30" x 30" if equipment is in attic) attic access opening Section 3205(c) FIRE EXTINGUISHING Fire sprinklers are required on any story or basement when the floor area exceeds 1,300 sq ft and there is not provided at least 20 sq ft of opening entirely above the adjoining ground in each SO lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away Section 3802(b) Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an exterior wall Section 3802(b) Fire sprinklers are required at the top of rubbish and linen chutes and in their terminal rooms Chutes extending through three or.more floors shall have additional sprinkler heads installed within such chutes at alternate floors Sprinkler heads shall be accessible for servicing Section 3802(b) Fire sprinklers are required in retail sales rooms where the floor area exceeds 12,000 sq ft on any floor or 24,000 sq fton all floors Section 3802 Provide fire sprinklers_ Section 506, 507, 508 or 3802 Jurisdiction Ordinance See also When serving more than 100 sprinkler heads, automatic sprinkler systems shall be super- vised by an approved central, proprietary or remote, station service, or shall be provided with a local alarn which will give an audible signal at a constantly attended location Provide class standpipes per Section 3807 A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required Section 3806 TITLE 24 HANDICAPPED ACCESS AND ENERGY CONSERVATION Provide notes and details on the plans to show compliance with the enclosoed Handicapped Access and Energy Conser- vation check lists FOUNDATION Provide a copy of the project soil report prepared by a California licensed Civil Engineer The report shall include foundation design recommendations based on the engineer s findings and shall comply with UBC bection 2905 Specify on the foundation plan or structural specifications sheet the soil classification, the soil expansion index and the design bearing capacity of the foundation Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommen- dations in the soil report are properly incorpor- ated into the plans (When required by the soil report) The foundation plan does not comply with the following soil report recommendation(s) for this project Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the - Building Official in writing that ff a the building pad was prepared in accordance with the soils report b the utility trenches have been properly backfilled and compacted, and c the foundation excavations, forming and reinforcement comply with the soils report and approved plan" Provide spread footings for concentrated loads designed for 1,000 psf soil bear- ing or per bearing value as determined by an engineer or architect Chapter 29 Show height of all foundation walls Chapter 23 Show height of retained earth on all foundation walls Chapter 23 Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills Chapter 29 Note on the plans that wood shall be 6 inches above finish grade Section 2516(c)7 Note on plans that surface water will drain away from building and show drain- age pattern and key elevations Section 29051f) 199 Dimension foundations par Table 29-A t I to it II 4. 7 I in>nMOo :• 12 II }4 7* ¥ 2</9 f Show foundation sills to be pressure treated, or equal Section 2316(c)3 Show foundation bolt size and spacing Section 2907(e) Specify size, ICBO number and manufac- turer of power driven pins Show edge and end distance and spacing Section 306(f) Show size, embedment and location of hold down anchors on foundation plan Section 2303(b)4 Note on the plan that hold down anchors must be tied in place prior to founda- tion inspection Show adequate footings under all bearing walls and shear walls Section 2907(d) Show stepped footings for slopes steeper than I'lO Section 2907(c) Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders Section 2516(c)2 Show pier size, spacing and depth into undisturbed soil Table 29-A Show minimum under floor access of 18 inches by 24 inches Section 2516(c)2 Show minimum under floor ventilation equal to 1 sq ft for each ISO sq ft of under floor area Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides Section 2S16(c)6 Specify that posts embedded in concrete shall be pressure treated per UBC Standard No 25-12 Section 2516(01 IT "-HX ' v\ k.. 0012. € -S 0*5.;? gvo ri7<s- \ IW-hr'lT.V r^l. <.C 'T 2. S '•*-" ^gr^lg -PAHgt."A a HP; i AJ 1 /U U W1 2.4-QO l°rvyi P «=t?,LFS . - f2.l ) YVJ4-0 Pn\ ) feq. i fe C Q ^ \^ Oa rg «-rfo yy»r rr. £yj'<> 1 oo 1 b L V»A) *V> u MTU \gvv.reaisY2- o>4 . CB1 \ >n S U L- ' I PClTrIf'- A,,J SO- 6 i >L'SJEC1 ROOT MOUNTED FQ,,IPM:^T ScLflON 3'JILDI.JG DEPARTNFNT ' '~, j^^ro-s 30-6 (03-10-CO) | i '-'.-.--U ' Lp : j OPPOSE PRO,'rf>£ 1,'ISTALLATIO'i STANDARDS FOR AH. RCr'F COUNTED EQUIPMENT A,"5 | PENETRATIONS CN COflM^t IAt AND INOUSTKiA' WILDINGS I.-r.E.J '. Maintii.n r,cf i 2 ?iev2nt hazardous condition to firman who r.iost fight nre en tte roif C P-ovic*e a-i installation that, 's Technically icisitive to the Duiidi q and the adjo.mng properties | POLICY 1 All rc-nf r'unted equipment shnll bn rr, a pl^tforn whicn shall he an integral pi*-t of the roof--f 1 iShe-i 3-id waterproo*ed 2 All eauipiiippt shull '•p spec i lie ally drsrji ed ard approvea for e«t-_viGr ure unc4 sf\J.l be appt'.v^d by "n. city of Carl i bad Building deoartnent 3 Ail eqtiioiTfent shall oe scricned f'o"1 vie^ and the des^qn snail vnDet tr,e approval of thp Planning d—/.?t tnent Trie screen shall have as fe-.v roof connections as possible and !>f structurally udt^r^ote 5 A1'! elcc^iical, plu'p.bna, ' t ch'^T.1! duct work aiid »elated piping shall b.i irside the Luilding an- not. on the roor All connections related to ev.unpr.ieit S'.i1!! bj nac'e in the sure roof opc-iinr, cr- tne platforpi or niiet tn? dpprova) of the city of Carlsbad Guild rj de- { partinent ' 5 Se^er vents siul! be brougnt to one nain vent below the rocT end hav^ cr.e pt-'iotv ation where rest or,n s o1" other plumbing fixtures ar?» back to bad or in tne general p'oxinit^ Air exhaust fans and otno*" equi.w.nt sful"1 be wit^ip Mr.- hj1') and use the ^a:t roc>" opening s i'..r° testrooms and other equipr.s^t are Ira.:'' to bac» or in gs.nei al proAi'.idy j 5 Existing boil-Jings a.ic! equip'i.nt, reiior'el or replaccne'it, shatl r \ ths arjove roj-'l^t!o:ii> ','h«jr,(-»-e»" possMjl" or shcill have t'v a.^prov ! of the ^. ty of Carl^bin BJI! iin"1 deparlrr"!!: 7 r'lj^e MMN e'i"ipfrient T; ins^?!1! i', "..'t.^scd o abjndo'-ed i.c,ijipnient, I flijJirr, ul ro'v' '^ouT(rM (iipuiq, elo tribal, nie^fian ral , duct, j cipJ o'-h r roKi.fd e.jpof ti napcos shill l_> ^c'rriuvrc' from roof onJ i .''•jjc.-' op&, -los p»c",e,l\ stvlcJ to mmtain r^of iuteyi;it> / . .. • —:-.:-:_-:_^t-S"i i ii 11 a tc ii B y > ;> i• i (i • <.• vi u v ! " 'i.n * i (i Or I'rWd k C i t v f,(! n, Datet Jurisdiction Prepared byt -7^. VALUATION AND PLAN CHECK FEE PLAN CHECK NO. &.T-33S-- _ZT BUILDING ADDRESS <^o^-^ &tr- /V<>6<£~<. n Bldg. Dept. Q Esgil APPLICANT/CONTACT TOM Lunj PHONE NO. -74.^ */3_? BUILDING OCCUPANCY x^-2 DESIGNER PHONE \ LO flrliGn-jryjfsS} f ^ Air Conditioning Commercial Residential Res. or Comm. Fire Snrinklers Total Value BUILDING AREA j?o 'Z*/a ^ <® /3a s~/6= & Q. -vy^! ^o-zxa* G, S-/68 (*, 44. . CONTRACTOR VALUATION MULTIPLIER /•/** "^ -2 %* **•>•/ -5^.= Srtrrt(*T ^O-h'2.3-2 -l-/-^'-* — >K ^, @ @ e PHONE " VALUE S&96&0 zze,,*!^ ^3/3~G~ZZ. /%•&#?* /.X^J'S-Z- S&?,.£3a Z47.6IV ^59. 2^f 3t£Z fev •*• 3 2^5" o° Fee Adjusted To Reflect Building Permit Fee $ Plan Check Fee $ D Energy Regulations (Fee x 1 1) Q Handicapped Regulations (Fee x 1.065) COM MENTS. ShtOKJ -223300 0 • P 8/4/82 VALUATION AND PLAN CHECK Q Bldg. Dept, D Esgil PLAN CHECK NO. BUILDING ADDRESS <Z.o,&t>a APPLICANT/CONTACT Tovy BUILDING OCCUPANCY PHONE NO. DESIGNER PHONE // TYPE OF CONSTRUCTION \AV CONTRACTOR PHONE " BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE ?<*>**tf C fa? t -22.&S Air Conditioning Commercial Residential Res. or Comm. Fire Snrinklers Total Value Fee Adjusted To Reflect D Energy Regulations (Fee x 1 1) DHandicapped Regulations (Fee x 1.065) Building Permit Fee $ $ Plan Check Fee $ $ COM ME NTS , P Chesapeake Dr c. " \T 1200 ELM AVENUE CARLSBAD, CA 92008 1989 TELEPHONE (619) 438 5523 €itp of Carltfbafc FIRE DEPARTMENT PLAN CHECK REPORT PAGE 1 OF. • w APPROVED DISAPPROVED XT' CHECK# PROJECT ARCHITECT OCCUPANCY ADDRESS ADDRESS .ADDRESS PHONE PHONE CONST TOTALSQ FT STORIES __//-/- a SPRINKLERED D TENANT IMP APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS JC X 10 11 PLANS, SPECIFICATIONS, AND PERMITS Provide one copy of floor plan(s), site plan, sheets Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project Provide specifications for the following Permits are required for the installation of all fire protection system^sprmkler^, stand pipes,^rry-ebeffucaVhalon, COi, alarms, hydrants) Plan must be approved by the fire depart me rfTprrorTo installation The business owner shall complete a building information letter and return it to the fire department FIRE PROTECTION SYSTEMS AND EQUIPMENT • The following fire protection systems are require \$ Automatic fire sprinklers (Design Criteria ' U Dry Chemical, Halon.COz (Location D Stand Pipes (Type D Fire Alarm (Type/Location Fire Extinguisher Requirements D One 2A rated ABC extinguisher for each extinguisher not to exceed 75 feet of travel An extinguisher with a minimum rating of -fl /I s sq ft or portion thereof with a travel distance to the nearest _ to be located . Other 8 Additional fire hydrant(s) shall be provided . EXITS Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort A sign stating, doors This door to remain unlocked during business hours" shall be placed above the mam exit and 13 EXIT signs (6' x 3/< ' letters) shall be placed over all required exists and directional signs located as necessary to clearly indicate the location of exit doors GENERAL Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code Buildmg(s) not approved for high piled combustible stock Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids If high stock pil mg is to be done, comply with Uniform Fire Code, Article 81 Additional Requirements \(L . .15 Comply wrTFTTeaulations^on attache shee , Ex.,. no, y7/Pia-Date-7-1- mailed to arcn _____ Metwi h At ach to Plans 1200 ELM AVENUE CARLSBAD, CA 92008-1989 TELEPHONE (619) 438-5523 Citp of F/flE DEPARTMENT CONST DttNANTIMP STORIES A" APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS PLANS, SPECIFICATIONS, AND PERMITS Provide one copy of floor plan(s), site plan, sheets Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project Provide specifications for the following Permits are required for the installation of all fire protection systemtfsprinklen, stand pipes, dry ctwnicaL-'halon, COi, alarms, hydrants) Plan must be approved by the fire departmentprfortO installation The business owner shall complete a building information letter and return it to the fire department FIRE PROTECTION SYSTEMS AND EQUIPMENT 6 i The following fire protection systems are required . }n Automatic fire sprinklers (Design Criteria yy//vtf u Dry Chemical, Halon, CO» (Location D Stand Pipes (Type /5 X JL v D Fire Alarm (Type/Location Fire Extinguisher Requirements D One 2A rated ABC extinguisher for each extinguisher not to exceed 75 feet of travel D An extinguisher with a minimum rating of/ /• ,- / f . sq ft or portion thereof with a travel distance to the nearest _ to be located Other , (v 8 Additional fire hydrant(s) shall be provided. EXITS . 9 Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort .10 A sign stating, " This door to remain unlocked during business hours" shall be placed above the main exit and doors 11 EXIT signs (6" x 3/<" letters) shall be placed over all required exists and directional signs located as necessary to clearly indicate the location of exit doors GENERAL 12 Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code 13 Building(s) not approved for high piled combustible stock Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids If high stocfTpil mg is to be done, comply with Uniform Fire Code, Article 81 14 Additional Requirements <L d. lCW .15 Comply with regulations on attached sheets) Plan *--"••• ,; L/l>L4s&~£<.*<-^_. > ;Date-- / .Report mailed to architect . Met with PLAN CHECK NUMBER PLANNING:TYPE OF DATE ZONE: CE UJ UJ SCHOOL FEES: SAN DIEGUITO_ CARLSBAD % COVERAGE ^^^ T"ENCINITAS SAN MARCOS BUILDING HEIGHT_ FENCES/WALLS TWO CAR GARAGE_ COMMENTS' a REQUIRED SETBACKS FRONT /2L_\^Z~7/i SIDE REAR 5 Cj REDEVELOPMENT APPROVAL REQUIRED:^/. |in" o* r~""i Ig I I LANDSCAPE PLAN COMMENTS: 35 a oUJ Qi =3 C ENVI.1C?JiENTAL REQUIRED: ADDITIONAL COMMENTS:A tl a^ OK TO ISSUE,OK TO FINAL ENGINEERING / LEGAL DESCRIPTION VERIFIED'A.P.N. CHECKED?^ PARK IN LIEU IMPROVEMENTS RADING PERMIT: RAINAGE; EASEMENTS:ADDITIONAL COMMENTS: OK TO ISSUE. * ENGINEERING INSPECTION REQUIRED: PUBLIC WORKS INSPECTOR: FINAL OK:DATE: * IF THIS ITEM IS NOT CHECKED, BUILDW:, pEPARTMEur DOHUBE, INC, Structural Engineer Project^ Item Des.Chk.Appr.Date :7/l ^8 S Page Sheet Job I/AC wot& H MS-AHS Top PCATCFJ At? 6 see DOHU86, INC Structural Engineer Chk.flppr.Dote . Page. .-1 A Job ° A. C-, A- ~T — A-X o O _o§ -8oao T) ocOl o D , \ o © rS\ 4^ a ie'-0 © Ay 'oOtO O co 10 o o La. Dowse, INC Structural Engineer Project. Item Dss Chk.flppr.Dote . Page. Sheet Job_ o 2a _D 8V_J ! p f M \ei.5 o s o l/l i o<ji II 70,0 Project. DOHuee, INC Structure1 Engineer Poge. Chk Rppr. 01 E T3 f'v-{ p.'l"PL. 37 >.l V- 41' ^ l\o \«,S- -79 a: '''8^ ^ 16. S- ^,g^ S.S- 3.1 x 15-5' ht>$ A3 DOHU66, INC Structural Engineer Project. Item Des Page. Chk.flppr.Date . Sheet. Job A o yl IS- S55 f, ft Oa c •o 8o _D D CO Dw O O - 3,3 7771 v Project. Item Des Chk. DOHUB6, INC Structural €ngin00r Page W - i A flppr.Dote . o l/l a n o Q. " o g>1/1 ov^o .0 1 _oo V O^I DOHuee INC Structural Engineer Project.FS5T\* FOOflJ. Item. Des.Chk.flppr.Dote ?fer Poge_ Sheet. Job vala e | gi l/l •§ W I Icr -g "§ £ Ci!~ 1/1 3- oa o Q i/l 3 I u C i 1!\l \l WALL s 1 S L i\ H i\ \\ \v \\ UU \/ 4&,25 to. 7^ (t.V DOHUB6, INC Structural 6ngins0r Project. Item Des Chk.Rppr.Date Page § \ 10s Ct "8w -8 8- TD a gi Q. o c 100^1.1 A 3 JD w § o § J3 3 ,7xi(3,5" !wo b o I Project Des Chk DOHUB6, INC Stnjcturol 6ng:n0sr Poge Sheet Rppr.Dote. po S1 "8<j 1 Q.CD 1\ "7 vlv> O 3 DOHUBE, INC, Structural Engineer Project fr^vn Item Des. vi Page Sheet Chk.Appr,Date; 1/I4-/65 Job _ CONCRETE WALL PANEL DESIGN- Using the SEAOC method T/7Z.E.P;.A- 2- 3- 4 7 8 *5 10 11 12 IS 14 15 l(o 17 1& Lu'(FT.)=, INPUT • UNSUPPORTED PANEL HEIGHT- PANEL THICKNESS- 'TMIN.)s LENGTH OF WALL CONSIDfREID- ' P' (FT. )=.... SUPERIMPOSED VERTICAL SERVICE DL (KIPS)= SUPERIMPOSED VERTICAL SERVICE LL (KIFS)= PARAPET HEIGHT (FT.)= SEISMIC FACTOR- 'ZICp = UNIT SERVICE WIND LOAD (PSF)= CONCENTRATED SERVICE SEIS. LOAD (KIPS CONCENTRATED SERVICE WIND LOAD (KIPS) DIST. FROM EOT. SUPPORT TO CONCENTRATED LOAD (KIPS)* ULT. COMFRESSIVE CONCRETE STRENGTH- 'F'c' (FSI)= GRADE OF REINF. STEEL- ' Fy (fSI)= DIST. FROM REINF TO FACE OF COMPRESSION CONC.- 'd' (IN.) ECCENTRICITY OF VERT. SERVICE LOAD- 'e' (IN.)= ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B (KIPS DIST. ABOVE DOT. SUPPORT UNDER CONSIDERATION (FT.)= DEPTH OF REVEAL OR DEPRESSION (IN.)= S' 7.00 7,73 7.1 b _60 &*j~/1 7.5 .75" DOHUBe INC Structural Engineer Proiecf TeJ*)T" 1 )vl T~s->e> £> ** Item ^f\D •? ("i Das ~i^> ChU flppr Dote ~7/l$-/<3S -o CONCRETE WALL PANEL DESIGN- Usina the SEAOC method "O g FESTIN FOODS .. #83-45. .. LN A . 12'-0" PIER i2 INPUT c UNSUPPORTED PANEL HEIGHT-' Lu' (FT )= $ PANEL THICKNESS- 'T (IN )= -0 LENGTH OF WALL CONSIDERED- 'BMFT ) 8 SUPERIMPOSED VERTICAL SERVICE DL (KIP3)= •g SUPERIMPOSED VERTICAL SERVICE LL (KIFS)= fc_ PARAPET HEIGHT (FT ) = g SEISMIC FACTOR- 'ZICp'= <r UNIT SERVICE WIND LOAD (PSF)= -g CONCENTRATED SERVICE SEIS LOAD (KIPS)= ^ i CONCENTRATED SERVICE WIND LOAD (KIPS)= g DIST FROM BOT SUPPORT TO CONCENTRATED LOAD (KIPS)= c i ULT COMPRESSIVE CONCRETE STRENGTH- 'F'c' (PSI)= g ' GRADE OF RE INF STEEL- 'Fy' (KSI)= 2 DIST FROM REINF TO FACE OF COMPRESSION CONC - 'd' (IN 2 ECCENTRICITY OF VERT SERVICE LOAD- ' e' (IN )= S ADD'L. PANEL WT NOT CONSIDERED IN LENGTH 'B' (KIPS)= =• DIST ABOVE BOT SUPPORT UNDER CONSIDERATION (FT >= 0 DEPTH OF REVEAL OF, DEPRESSION (IN )= . Ponp, Joh ^ ' 4 ^ 28 0<J 8 nO 12 (in 7 "UO 7 770 1 37 n 3no 18 70 2 160 2 360 14 00 20uO OU 60 00 )= 6 25 7 50 14 400 12 On 0 75 .0 tn 1 -D _O 3a RESULTSt CASE I DL+LL ivIUe « TOP OF WALL (FT-KIPS) = Mr 19 TOP OF WALL (FT-HriPS) = Ase REQ'D @ TOP (SO t N ) -* MUo '") MID-KT OF PANEL (FT-KIFI! Mre « MID-HT OF PANEL (FT-MFS) = Ase PEO'D @ MID-HT (SQ TN ) PANEL DELTA @ SERVICE LOADS (IN )= CASE II: DL+LATERAL MUmax (FT-KIPS)= Mrmax (FT-KIPS>= Asma> REQ'D (SD IN ) PANEL DELTA @ SERVICE LOADS (IN > ***********))(!((**** 14 34 14 44 d 519 71 60 31 90 0 107 0 161 90 18 (SEIS SOVS) 90 92 2 947 ~2 406 MUx (FT-KIPS)= 85 62 (SEIS GOVS) Mr> (FT-KIPS)= 36 19 Asx REQ'D (SO IN ) =*********x******#**xx****** 2 743 PANEL DELTA @ SERVICE LOADS (IN )= 2 405 MAX ALLOW PANEL DELTA - 'Lu/100' (IN )= 3 360 fts for .75Pb=****************X***********x*¥**X*******X*** 9 621 DOHUBe INC Structural Engineer Project. Item Des_ Page P c - \ Chk.fippr.Dote . 0 1/1 g1 I<r "I Ic » 2a o> oa i/i 1/1 6 )M ir it TML Kip DOHUS6, INC Structural Engineer Project. Item Des Page. Sheet.L-to Chk.flppr.Dote .Job.•7/1 8 Iocen ga o D- oe-o nD i?O O \\x, 10' ;- \) - IF-- . [DUSi, n S _u°lr S,Ve 1, DOHUB6, INC Structural (Engineer »-WV I o D O Oll/le _Oo i_i 1as cni s c s o cni/i o ow O 0 ^) s -o§ Q "5 15 O ProjRrf D0s Chk Rppr Date Poga Sheet Job STRUCTURAL CALCULATIONS for FESTIN FOODS CORPORATION LOT 7 PALOMAR AIRPORT BUSINESS PARK CARLSBAD , CALIF prepared for LUSARDI CONSTRUCTION CO 1570 LINDA VISTA DRIVE SAN MARCOS , CA 92609 (619) 744-3133 prepared by DOHUBE, INC STRUCTURAL ENGINEERS 150 El Camtno Real, Suite 206 S] Tustm, CA 92680 rf 1 (7 1 4) 838-3068 ^f^fl^^^l'^INDEX ITEM LOADS ROOF FRAMING FLOOR FRAMING COLUMNS WALLS LATERAL FOUNDATIONS SITE WALLS • a 35- PAGE S 1 2-12 13 - 15 16 - 19 20 - 34 35 - 73 74 - 79 80 - 86 DOHueeiNc Stnxtural €ngneer Chk.flppr-Dote.Job. 2 8oc £ a<s •§ eiezr o o U- 2 3 0FFi*e RHP UWS. 3t 3..0 10.0 Z-t ^? 3Z.O OFFICE. UfaS 1.6 z,z. 2.0.0 1.0 Z.o ++.0 3, ).s I2..0 35:^ DOHUSeiNC Structural 6ngneer inoture is not validNOTIC€ - Calculations to be valid must bear a company signature in red ink fl reproduceable sic|tem PANELIZED ROOF DRAWING Da* fhh fippr BGAt* ^-3<J6-fluKi l|=|i=ijl DF NO . 2 B6AA*V 2x4 fb - 1650x1.25=2063 psi 2x6 fb - 1450x1.25=1813 psi fK =95xf. 25=119 PSI E= 1,700,000 Dote in M= W= W= „, ^-r-fLS" i 12 (W) (L2) - (f) (S) 8 (f) (S) (0.67) (L) (L) = 5(W) (L4) (1728)= 12 (L) 384 (E) (I) 4000(1) (L) (L) (L) 240 SUB PURLINS MEMBER 2x4 2x4 2x4 2x6 2x6 " SUB-PURLIN SPACING 16" 24" 16" 16" 24" PURLIN SPACE 8' 8' 10' 10' 10' "L" 7.71' 7.71' 9.71' 9.71' 9.71' BEAM "W" Ibs /sq.ft. fh 53.3 35.4 33.6 72.9 48.5 A= L/240 33.2 22.1 16.6 64.5 42.9 A = L/180 f,r 44.3 87.7 29.4 58.3 22.2 68.5 86.0 111.7 57.2 74.3 ^| 1 —7**- I g~ SUB- WMJH B£*/*\ DF . NO . 1 2x4 fb =2050x1.25=2563 psi 2x6 fb =1750x1.25=2188 psi fv =95x1.25=119 psi E = 1,800,000 SUB PURLINS MEMBER 2x4 2x4 2x4 2x6 2x6 SUB-PURLIN SPACING 16" 24" 16" 16" 24" PURLIN SPACE 8' 8' 10' 10' 10' "L" 7.71' 7.71' 9.71' 9.71' 9.71 "W" Ibs/sq.ft. fb 66.2 44.0 41.7 88.0 58.5 A = L/240 35.2 23.4 17.6 68.3 45.4 A= L/180 f,. 46.9 87.7 31.2 58.3 23.5 68.5 91.1 111.7 60.6 74.3 i DOHueeiNc Structural €ngneer Project. Des Chk .floor.Dote. Page. Sheet. Job_ ^^B Load Tables Roof-No Snow 1 25% rTrUW Panel 96 Truss System Allowable uniform load (PLB Parallel Chords (Roof must be sloped minimum 1/4"/12") Deflection L/240 Total Load TT442 Depth 20" 22" 24" 26" 28" 30 32" 34 36" 38" 40" 42" 44" 46" 48" Depth Span 22 24 28 30- 321 34 36 38 40" 42 44 46 48' SO 52- 54 56 58" 60* TOTAL LOAD LIMIT 469 403 342 292 237 210 189 157 500 455 386 330 263 233 218 192 165 140 500 500 430 368 289 257 244 214 193 171 146 500 500 470 408 313 279 269 237 213 191 165 151 500 500 500 442 337 301 294 259 233 209 178 168 165 500 500 500 477 360 322 318 281 253 227 191 181 170 154 500 .» 500 bOu 0 500rUO ' 0 iOO •oOQ 383 363 341 304 273 246 220 201 183 163 154 141 ~ u 404 383 363 326 293 264 237 216 197 174 166 162 141 500 425 403 382 348 313 282 253 231 210 184 177 163 151 140 500 500 500 500 445 423 402 370 333 300 269 246 224 195 187 173 160 149 500 500 500 500 465 420 419 385 353 318 286 260 238 205 198 183 170 158 147 500 500 500 500 484 438 435 400 371 336 302 275 251 215 208 194 180 167 154 145 500 500 500 500 500 456 450 415 386 354 318 290 265 225 218 204 189 176 162 153 142 500 500 500 500 500 473 465 430 399 370 335 305 278 236 228 215 199 185 170 160 149 500 WO 500 500 489 481 444 413 384 351 320 292 246 238 225 209 194 177 168 157 Span 20 22 24 26 30' 32 34 36 3ff 40 421 44 46 481 sty 52' 54 56 Sff 60 TT444 Depth 20" 22" 24" 26" 28" 30" 32" 34" 36 38" 40" 42* 44" 46" 48" Depth Span 20- 221 24 26 28- 30- 321 34 36" 40 42 44 46 4ff 50 SZ 54 58' TOTAL LOAD LIMIT 500 460 392 337 289 238 210 175 147 500 500 440 379 299 265 253 218 183 156 500 500 487 420 327 291 281 254 224 190 163 140 500 500 500 461 355 316 308 279 250 226 195 168 146 500 500 500 500 382 341 334 303 273 246 223 199 173 151 500 500 500 500 409 366 360 327 295 267 242 220 201 173 155 500 500 500 500 434 389 386 351 318 287 260 237 217 185 176 158 140 500 500 500 500 459 412 412 374 340 307 279 254 232 213 196 180 160 143 500 500 500 500 482 434 434 398 362 327 297 271 247 226 209 193 161 158 145 500 500 500 500 500 456 466 419 384 347 315 287 263 240 222 205 170 168 164 147 500 500 500 500 500 477 475 437 405 367 333 304 278 253 235 217 179 177 173 163 149 500 500 500 500 500 497 493 454 421 387 350 320 293 267 249 229 187 186 182 172 162 500 500 500 500 500 500 500 471 437 404 368 337 308 280 261 240 196 195 192 180 170 500 500 500 500 500 500 500 488 452 420 385 353 324 293 274 252 204 204 201 189 179 500 500 500 500 500 500 500 500 468 435 403 370 339 307 286 264 213" 213 211 198 187 Span 20" 22 24 26 28 30 32 34 36 38 40 42- 44 46 48 50 52 54 56 58' 60 Oes.. 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Structural Engineer Prolect Page 1s\ Item L)A\\— UUffi££./+OUS£ Pea. A <» Chk.Appr Datet Sheet W-QC/- I P> Job QS-4-S CONCRETE WALL PANEL DESIGN- Using the SEAOC method T/TL£. '.A/ 2- 3r 4 7 8 3 0 II 1 13 14 \5 (o INPUT : UNSUPPORTED PANEL HEIGHT- ' Lu" (FT. ) * PANEL THICKNESS- ' T' ( IN. ) » .............. ' LENGTH OF WALL CONSIDERED- 'B' (FT. )=». J^' SUPERIMPOSED VERTICAL SERVICE DL (KIPS) = ................ . SUPERIMPOSED VERTICAL SERVICE LL (KIPS) • ................. PARAPET HEIGHT (FT. ) = .................................... SEISMIC FACTOR- 'ZICo'= .................................. UNIT SERVICE WIND LOAD (PSF) = ............................ CONCENTRATED SERVICE SEIS. LOAD (KIPS) = .................. CONCENTRATED SERVICE WIND LOAD (KIPS) =. .'T ................ DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS)= ..... ULT. COMPRESS I VE CONCRETE STRENGTH- 'F'c' (PSI)= ......... GRADE OF REINF. STEEL- 'Fy' (KSI)= ....................... DIST. FROM REINF. TO FACE OF COMPRESSION CONC.- ' d' (IN.) ECCENTRICITY OF VERT. SERVICE LOAD- »e' (IN.)= ........... ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS)*.... DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT. )=...... DEPTH OF REVEAL OR DEPRESSION ( IN. ) = ......... ............ foo ; .15' o DOHUBE, INCe Structural Engineer Page m Sheet W-W- I Job CONCRETE WALL PANEL DESIGN- Using the SEAOC method 2- 4 5 "J 6 0 II 12 3 1415 n INPUT : UNSUPPORTED PANEL HEIGHT- 'LuMFT.) PANEL THICKNESS- »TMIN.>- ; LENGTH OF WALL- CONSIDERED- 'B' (FT. )=, SUPERIMPOSED VERTICAL SERVICE DL (KIPS) SUPERIMPOSED VERTICAL SERVICE LL (KIPS) PARAPET HEIGHT (FT.)= « SEISMIC FACTOR- 'ZICo'- UNIT SERVICE WIND LOAD (PSF)- CONCENTRATED SERVICE SEIS. LOAD (KIPS)= CONCENTRATED SERVICE WIND LOAD (KIPS)-. DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD ULT. COMPRESSIVE CONCRETE STRENGTH- 'F'c' GRADE OF REINF. STEEL- 'Fy' (KSI)= DIST. FROM REINF. TO FACE OF COMPRESSION CONC.- »d» ECCENTRICITY OF VERT. SERVICE LOAD- 'e' (IN.)- ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS) DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)-. DEPTH OF REVEAL OR DEPRESSION (IN.)-. (IN.) 26.0 2...T 7. /3'/7.. /6.38V/a1 DOHU86JNC Structural €ngne0r Pmjart t tr" '" rvw^ Poge. W/KL5 _Item —"v>-^ — \S< t\l^*-r,vu Jt~ Sheet_ Des Chk Rppr Dote Job CONCRETE WALL PANEL DESIGN- Using the SEAOC method FLUSH PILASTER WITHOUT ADJACENT DOORS INPUT UNSUPPORTED PANEL HEIGHT-'Lu1(FT )- 26 00 PANEL THICKNESS- 'T'(IN )- 7 29 LENGTH OF WALL CONSIDERED- 'B' (FT )=• 3 67 SUPERIMPOSED VERTICAL SERVICE DL (KIPS)= 12 300 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)= 9 900 PARAPET HEIGHT (FT )- 4 00 SEISMIC FACTOR- 'ZICp1- 0 300 UNIT SERVICE WIND LOAD (PSF)= 18 70 CONCENTRATED SERVICE SEIS LOAD (VIPC}= 0 000 CONCENTRATED SERVICE WIND LOAD (KIPS;= 0 000 DIST FROM BOT SUPPORT TO CONCEN7R.Y1 Li ^JAD (KIPS)» 0 00 ULT COMPRESSIVE CONCRETE STRENGTH- 'i1^' (PSI)= 2000 00 GRADE OF REINP STEEL- 'Fy1 (KSI)= 60 00 DIST FROM REINF TO FACE OF COMPRESSION CONC - 'd1 (IN )- 5 50 ECCENTRICITY OF VERT SERVICE LOAD- 'e' (IN )= 7 13 ADD'L PANEL WT NOT CONSIDERED IN LENGTH 'B1 (KIPS)- 0 000 DIST ABOVE BOT SUPPORT UNDER CONSIDERATION (FT )= 23 00 DEPTH OF REVEAL OR DEPRESSION (IN )- " . 0 75 RESULTS CASE I DL+LL MUe 9 TOP OF WALL (FT-KIPS)- 20 23 Mr 9 TOP OF WALL (FT-KIPS)- 20 27 Ase REQ'D 9 TOP (SQ IN )=****•*»******•**»**** Q 375 MUe 9 MID-HT OF PANEL (FT-KIPS)- 29 17 Mre 9 MID-HT OF PANEL (FT-KIPS)- 29 26 Ase REQ'D 9 MID-HT (SQ IN )»««»*«««**•»•*»««* Q 899 PANEL DELTA 9 SERVICE LOADS (IN )- 1 339 CASE II DL-l-LATERAL MUmax (FT-KIPS)= 23 54 (SEIS GOVS) Mrmax (FT-KIPS)- 23 70 Asmax REQ'D (SQ IN )««•»»«»»»»»»***»»*»»»*»»•* o 811 PANEL DELTA 9 SERVICE LOADS (IN ) 2 400 MUX (FT-KIPS)= 19 13 (SEIS GOVS) Mrx (FT-KIPS)- 19 26 Asx REQ'D (SQ IN )«*»•»*•*»•*»»»*•»»***»»»*»»• Q 534 PANEL DELTA 9 SERVICE LOADS (IN )» 1 560 MAX ALLOW PANEL DELTA - 'Lu/100' (IN )= 3 120 As for 75Pb—********************************************* 2 589 Structural €ngneer Des _ Chk __ flppr _ Dote _ Inh CONCRETE WALL PANEL DESIGN- Using the SEAOC method FLUSH PILASTER WITHOUT ADJACENT DOORS INPUT UNSUPPORTED PANEL HEIGHT-'Lu'(FT )» 26 00 PANEL THICKNESS- 'T'(IN )- 8.00 LENGTH OF HALL CONSIDERED- 'B'(FT )= 3.92 SUPERIMPOSED VERTICAL SERVICE DL (KI°S'= \Z 300 SUPERIMPOSED VERTICAL SERVICE LL (KT"0!- 9 900 PARAPET HEIGHT (FT )- 4 00 SEISMIC FACTOR- 'ZICp'= 0 300 UNIT SERVICE HIND LOAD (PSF)= ia 70 CONCENTRATED SERVICE SEIS LOAD (KIPb)= 0 000 CONCENTRATED SERVICE WIND LOAD (KIPS)= 0 000 DIST FROM BOT SUPPORT TO CONCENTRATED LOAD (KIPS)- 0 00 ULT COMPRESSIVE CONCRETE STRENGTH- 'F'c1 (PSI)- 2000 00 GRADE OF REINF STEEL- 'Fy1 (KSI)- 60 00 DIST FROM REINF TO FACE OF COMPRESSION CONC - 'd' (IK )- 6 25 ECCENTRICITY OF VERT SERVICE LOAD- 'e' (IN )- * 7 50 ADD'L PANEL HT NOT CONSIDERED IN LENGTH 'B1 (KIPS)- 0 000 DIST ABOVE BOT SUPPORT UNDER CONSIDERATION (FT )- 23 00 DEPTH OF REVEAL OR DEPRESSION (IN )- 0 75 RESULTS CASE I DL+LL MUe 9 TOP OF WALL (FT-KIPS)- 21 28 Mr 9 TOP OF WALL (FT-KIPS)- 21 46 Ase REQ'D 9 TOP (SQ IN )=***»»»»»•»•»»*««*•«»* Q 301 MUe 9 MID-HT OF PANEL (FT-KIPS)- 26 10 Mre i MID-HT OF PANEL (FT-KIPS)- 26 29 Ase REQ'D i MID-HT (SQ IN )••«•••**•••«*••••« Q 448 PANEL DELTA 3 SERVICE LOADS (IN )- . 1 059 CASE II DL+LATERAL MUmax (FT-KIPS)- 24 84 (SEIS GOVS) Mrmax (FT-KIPS)- 25 08 Asmax REQ'D (SQ IN )»»»**»»»»»»»»»»»»**•«»«»«» Q 683 PANEL DELTA 9 SERVICE LOADS (IN ) 2 023 MUx (FT-KIPS)- 19 40 (SEIS GOVS) Mrx (FT-KIPS)- 19 50 Asx REQ'D (SQ IN )=»*»**»»»«*»*»»*•»»»»»»*»*»» <j 445 PANEL DELTA @ SERVICE LOADS (IN )- 1 315 MAX ALLOW PANEL DELTA - 'Lu/1001 (IN )=> 3 120 As for 75Pb—********************************************* 3 143 DOHUK.INC Structural €ngineer Project. Item D<zs Page. Chk.floor.Dote.Job. CONCRETE WALL PANEL DESIGN- Using the SEAOC method FLUSH PILASTER WITH ADJACENT DOORS PRESENT INPUT UNSUPPORTED PANEL HEIGHT-'Lu'(FT )- PANEL THICKNESS- 'T'(IN )- LENGTH OF HALL CONSIDERED- 'B'{FT ) = SUPERIMPOSED VERTICAL SERVICE DL (KIPS)= SUPERIMPOSED VERTICAL SERVICE LL (KIPS)= PARAPET HEIGHT (FT )- SEISMIC FACTOR- 'ZICp'- UNIT SERVICE WIND LOAD (PSF)= CONCENTRATED SERVICE SEIS LOAD 'VIP \ CONCENTRATED SERVICE WIND LOAD (KIP«M^ DIST FROM BOT SUPPORT TO CONCEHIMiF' LOAD (KIPS)" CJLT COMPRESSIVE CONCRETE STRENGTH- '5'c1 (PSI)- GRADE OF REINF STEEL- 'Fy' (KSI)= DIST FROM REINF TO FACE OF COMPRESSION CONG - 'd' (IN )•• ECCENTRICITY OF VERT SERVICE LOAD- 'e1 (IN )- ADD'L PANEL WT NOT CONSIDERED IN LENGTH 'B1 (KIPS)" DIST ABOVE BOT SUPPORT UNDER CONSIDERATION (FT )- DEPTH OF REVEAL OR DEPRESSION (IN )- RESULTS CASE I DL+LL MUe 9 TOP OF WALL (FT-KIPS)- Mr 9 TOP OF WALL (FT-KIPS)= Ase REQ'D 9 TOP (SQ IN )•****•****•*»**•***••• MUe 9 MID-HT OF PANEL (FT-KIPS)- Mre 9 MID-HT OF PANEL (FT-KIPS)- Ase REQ'D 9 MID-HT (SQ IN )o*«*»»»«»««*«««»»» PANEL DELTA 9 SERVICE LOADS (IN )<= 26 00 7 25 7 33 6 350 7 250 2 SO 0 300 18 70 2 110 2 570 13 00 2000 00 60 00 > 5 50 7 13 16 380 6 00 0 75 12 61 12 71 0 523 28 54 28 57 0 395 0 276 CASE II DL+LATERAL MUmax (FT-KIPS)=» go 23 (SEIS GOVS) Mrmax (FT-KIPS)- 60 69 Asmax REQ'D (SQ IN )««»«*•»**«»«»»*••*»»«*»»»» 2 368 PANEL DELTA 9 SERVICE LOADS (IN ) 2 596 MUx (FT-KIPS)- 40 51 (SEIS GOVS) Mrx (FT-KIPS)= 40 79Asx REQ'D (SQ IN )=o»»»»**»»«»*»«»»«»*»»«»*»**« i 32i PANEL DELTA 9 SERVICE LOADS (IN )= 2 378 MAX ALLOW PANEL DELTA - 'Lu/1001 (IN )= As for 75Pb=*****»*»**»*»»»»»»»»»*»»»»»3 120 5 172 DOHueeiNc Structural €ngrieer Project. Item Des Page. Chk.Dote. CONCRETE WALL PANEL DESIGN- Using the SEAOC method FLUSH PILASTER WITH ADJACENT DOORS PRESENT INPUT UNSUPPORTED PANEL HEIGHT-'Lu'(FT )" 26 00 PANEL THICKNESS- 'T'fIN )=» 8 00 LENGTH OF HALL CONSIDERED- 'B'(FT )= 7 33 SUPERIMPOSED VERTICAL SERVICE DL (KIPS)= 6 330 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)= 7 250 PARAPET HEIGHT (FT )=• 2 50 SEISMIC FACTOR- 'ZICp'- 0 300 UNIT SERVICE WIND LOAD (PSF)= 18 70 CONCENTRATED SERVICE SEIS LOAD (KIFC ) - 2 320 CONCENTRATED SERVICE WIND LOAD (!'IPs;= 2 570 DIST FROM BOT SUPPORT TO CONCENTRATED LOAD (KIPS)= 13 00 OLT COMPRESSIVE CONCRETE STRENGTH- 'F'c1 (PSI)= 2000 00 GRADE OF REINF STEEL- 'Fy' (KSI)= 60 00 DIST FROM RBINF TO FACE OF COMPRESSION CONC - 'd1 (IN )<- 6 25 ECCENTRICITY OF VERT SERVICE LOAD- <e' (IN )* 7 50 ADD'L PANEL WT NOT CONSIDERED IN LENGTH 'B' (KIPS)= IB 000 DIST ABOVE BOT SUPPORT UNDER CONSIDERATION (FT )- 6 00 DEPTH OF REVEAL OR DEPRESSION (IN )- 0 75 RESULTS CASE I DL+LL MUe 9 TOP OF WALL (FT-KIPS)- 13 26 Mr 9 TOP OF WALL (FT-KIPS)- 13 28 Ase REQ'D 9 TOP (SQ IN )»*«*«»*»•«*»•••»»»•»«* <j 480 MUe 9 MID-HT OF PANEL (FT-KIPS). 26 44 Mre 9 MID-HT OF PANEL (FT-KIPS)- 26 71 Ase REQ'D i MID-HT (SQ IN ).««*««««»•»»«*»•«« Q 066 PANEL DELTA 9 SERVICE LOADS (IN )= 0 196 CASE II DL+LATERAL MUnax (FT-KIPS)=• 63 13 (SEIS GOVS) Mrmax (FT-KIPS)" 63 42 Asmax REQ'D (SQ IN )»»*«««»»»«»*••*«***»••»«»»• 2 010 PANEL DELTA 9 SERVICE LOADS (IN ) 2 229 MUx (FT-KIPS)- 41 38 (SEIS GOVS) Mrx (FT-KIPS)= 42 07 Asx REQ'D (SQ IN )=»»»»»**»»*»«»««*»«»«»»*»»*» j Q67 PANEL DELTA 9 SERVICE LOADS (IN )= 2 041 MAX ALLOW PANEL DELTA - 'Lu/100' (IN )= As for 7spb=*********************************************3 120 S 877 DOHueeiNc Structural €ngneer Project.•V,Page Item. Des.Chk,floor.Dote.Job. 13 §> a "§ so H '°'H-ioH- l"Lff O DOHUBE, INC. Structural Engineer Project Item UMi Pea. J S Chk.Appr Page Sheet Datet5//5/ft^ Job CONCRETE WALL PANEL DESIGN- Using the SEAOC method T/ TLE.: "M" 2- 3- 4 7 3 10 II YL 13 4 INPUT : UNSUPPORTED PANEL HEIGHT- ' Lu' (FT.) PANEL THICKNESS- ' T' (IN. ) • LENGTH OP WALL CONSIDERED- ' B» (FT. ) SUPERIMPOSED VERTICAL SERVICE DL SUPERIMPOSED VERTICAL SERVICE LL PARAPET HEIGHT (FT.)= SEISMIC FACTOR- 'ZICp'= „ UNIT SERVICE WIND LOAD (PSF> = CONCENTRATED SERVICE SEIS. LOAD (KIPS) *iti[s&W.Wl V.Yi . . . CONCENTRATED SERVICE WIND LOAD (KIPSJ-. feftT?l>0?)W}V DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS)=..... ULT. COMPRESSIVE CONCRETE STRENGTH- 'F'c' (PSI)« SRADE OF REINF. STEEL- 'Fy' (KSI)= DIST. FROM REINF. TO FACE OF COMPRESSION CONC.- 'd' <IN.)< ECCENTRICITY OF VERT. SERVICE LOAD- 'e' (IN.)= ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS)= DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= DEPTH OF REVEAL OR DEPRESSION (IN.)» n • t. t-a. OA, =^ !^^ r - ^ » OIlfiL. - - i1 -gw«*\ (rt)^- o<X / f°fl| , i i -*\_- v \ ^ \1(.01 \\ r^^ i<- :1 c s PouW-.Ljsl p»tt 1M Uco 3 "7.33 .3 DOHUB6.INC Structural €ngneer Project. Item. Des.Chh.Dote.Job.J.T-4S" 1 2o I/I OW I CONCRETE HALL PANEL DESIGN- Using the SEAOC method 7'-4" PIER BETWEEN TRUCK DOORS INPUT UNSUPPORTED PANEL HEIGHT-'Lu1(FT )= PANEL THICKNESS- 'T'(IN )« LENGTH OF WALL CONSIDERED- 'B'(FT )= SUPERIMPOSED VERTICAL SERVICE DL (KIPS)« SUPERIMPOSED VERTICAL SERVICE LL (FTPS)- PARAPET HEIGHT (FT )- SEISMIC FACTOR- 'ZICp'= UNIT SERVICE MIND LOAD (PSF)= CONCENTRATED SERVICE SEIS LOAD ill i CONCENTRATED SERVICE WIND LOAD (l,.T. DIST FROM BOT SUPPORT TO CONCF r ULT COMPRESSIVE CONCRETE STRE>'C': '- GRADE OF REINF STEEL- 'Fy' (KSI)= DIST FROM REINF TO FACE OF COMPRESSION CONC - 'd1 (IN )= ECCENTRICITY OF VERT SERVICE LOAD- 'e1 (IN )= ADD'L PANEL NT NOT CONSIDERED IN LENGTH 'B' (KIPS)= DIST ABOVE BOT SUPPORT UNDER CONSIDERATION (FT )=» DEPTH OF REVEAL OR DEPRESSION (IN )= iD (KIPS) =;PSD = 27 SO^ 23 7 33 0 210 0 350 2 90 0 300 18 70 2 110 1 570 13 00 2000 00 GO 00 5 50 7 13 16 380 6 00 0 75 RESULTS CASE I DL+LL MUe .§ TOP OF WALL (FT-KIPS)=« Mr § TOP OF WALL (FT-KIPS)= Ase REQ'D 9 TOP (SQ IN )=*«*»**»«*»»***»****< MUe 9 MID-HT OF PANEL (FT-KIPS)- Mre d MID-HT OF PANEL (FT-KIPS)= Ase REQ'D 9 MID-HT (SQ IN )=«*»*•«»*»*»»**»« PANEL DELTA @ SERVICE LOADS (IN )= 0 53 0 53 0 021 15 45 15 45 0 044 0 149 CASE II DL+LATERAL MUmax (FT-KIPS)=» 60 95 (SEIS GOVS) Mrmax (FT-KIPS)- 61 42 Asnax REQ'D (SQ IN )»»»»»»*»»**««»»»»***•»«*«« 2 466^ PANEL DELTA @ SERVICE LOADS (IN ) . 2 886 MUx (FT-KIPS}= 40 29 (SEIS GOVS) Mrx (FT-KIPS)- 40 44 ASX REQ'D (SQ IN )=«*****»»***»***»*****«*«**» 3. 377 PANEL DELTA @ SERVICE LOADS (IN )= 2 595 MAX ALLOW PANEL DELTA - 'Lu/100' (IN )= 3 300 As for 7spt)s****************************************»**** 5 172 DOHUB6JNC Structural €ngneer Project. Item Des_Chk.Dote. .a-.rU/-Jt/-2a 1 5c i/i .S I CONCRETE WALL PANEL DESIGN- Using the SEAOC method 7'-4" PIER BETWEEN TRUCK DOORS INPUT UNSUPPORTED PANEL HEIGHT-'Lu'(FT )= PANEL THICKNESS- 'T'(IN ) - LENGTH OF HALL CONSIDERED- 'B'(FT )« SUPERIMPOSED VERTICAL SERVICE DL (KIPS)- SUPERIMPOSED VERTICAL SERVICE LL (KIPS)- PARAPET HEIGHT (FT )- SEISMIC FACTOR- 'ZICp'- UNIT SERVICE WIND LOAD (PSF)= CONCENTRATED SERVICE SEIS LOAD (KIPS)" CONCENTRATED SERVICE WIND LOAD (KIPS)- DIST FROM BOT SUPPORT TO CONCENTRATED LOAD (KIPS)- ULT COMPRESSIVE CONCRETE STRENGTH- 'F'c1 (PSI)= GRADE OF REINF STEEL- <Fy' (KSI)- DIST FROM REINF TO FACE OF COMPRESSION CONG - 'd' (IN )• ECCENTRICITY OF VERT SERVICE LOAD- 'e' (IN )- ADD'L PANEL WT NOT CONSIDERED IN LENGTH 'B' (KIPS)- DIST ABOVE BOT SUPPORT UNDER CONSIDERATION (FT )- DEPTH OF REVEAL OR DEPRESSION (IN )= RESULTS CASE I DL+LL MUe 3 TOP OF WALL (FT-KIPS)- Mr 9 TOP OF WALL (FT-KIPS)- Ase REQ'D @ TOP (SQ IN ) MUe @ MID-HT OF PANEL (FT-KIPS)= iue « .ID-HT OF PANEL (FT-KIPS)= Ase REQ'D @ MID-HT (SQ I PANEL DELTA @ SERVICE LOADS (I" 27 50 8 00 7 33 0 210 0 350 2 50 0 300 18 70 2 110 2 570 13 00 2000 00 60 00 6 25 7 50 18 000 6 00 0 75 ********************* 0 56 0 56 0 020 14 84 18 38 0 010 0 122 CASE TT rr+LATERAL MUmax (FT-KIPS)* Mrmax (FT-KIPS)- Asmax REQ'D (SQ IN )*"*» PANEL DELTA 9 SERVICE LOADS (IN 62 40 (SEIS GOVS) 62 96.*.*»***•** 2 056 < 2 420 MUx (FT-KIPS)- 41 17 (SEIS GOVS) Mrx (FT-KIPS)- 41 56 Asx REQ'D (SQ IN )=***********«*************** i 124 PANEL DELTA @ SERVICE LOADS (IN )= 2 176 MAX ALLOW PANEL DELTA - 'Lu/100' (IN )= 3 300 As for 7Qp|}s********************************************* 5 877 DOHueeiNc Structural €ngneer Project.fOQDS Page. DBS Chk Rppr Dote Sheet. Job_ W- W- o DOHUBE, INC. Structural Engineer Item Des.Chk.Appr,Date: Page Sheet(X/~(X/-3£ Job ftg-' CONCRETE WALL PANEL DESIGN- Using the SEAOC method 7/7LE. 5 TVf INPUT : UNSUPPORTED PANEL HEIGHT- 'Lu'(FT.)= PANEL THICKNESS- 'T' (IN.)= 1 ? LENGTH OF WALL CONSIDERED- ' B' (FT. ) = SUPERIMPOSED VERTICAL SERVICE DL (KIPS)• SUPERIMPOSED VERTICAL SERVICE LL (KIPS) = PARAPET HEIGHT IFT.)a SEISMIC FACTOR- 'ZICo'= UNIT SERVICE WIND LOAD (PSF)= CONCENTRATED SERVICE SEIS. LOAD (KIPS)= CONCENTRATED SERVICE WIND LOAD (KIPS)=..v DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS)= ULT. COMPRESSIVE CONCRETE STRENGTH- 'F'c' (PSI)= GRADE OF REINF. STEEL- 'Fy' <KSI)= DIST. FROM REINF. TO FACE OF COMPRESSION CONC.- 'd' (IN.)' ECCENTRICITY OF VERT. SERVICE LOAD- 'e' (IN.)= ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS)= DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= DEPTH OF REVEAL OR DEPRESSION (IN.)» loco •IS" DOHueeiNC Structural €ngine0r Project. Item Des Chk.floor -Dote. Page- Sheet. Job LUNLhETE WALL PANEL DESIGN-Lhe bEAQC method FESTIN FOODS *85-45 TYP SOLID PANEL INPUT UNSUPPORTED PANEL HEIGHT-'Lu'(FT )= PftNEL THICKNESS- 'T'(IN.)= LENGTH OF WALL CONSIDERED- 'B'(FT )= SUPERIMPOSED VERTICAL SERVICE DL (KIPS>= SUPERIMPOSED VERTICAL SERVICE LL <KIPS>= PARAPET HEIGHT (FT )= SEISMIC FACTOR- 'ZICp'- UNIT SERVICE WIND LOAD <PSF>= CONCENTRATED SERVICE SEIS LOAD (KIPS)= CONCENTRATED SERVICE WIND LOAD (K-IPS) = DIST FROM BOT SUPPORT TO CONCENTRATED LOAD (KIPS)= ULT COMPRESSIVE CONCRETE STRENGTH- 'PC' (PSI)= GRADE OF REINF STEEL- »Fy' U<31; = DIST FROM REINF TO FACE OF C^MPFE^?TON CONC - 'd' (IN )= ECCENTRICITY OF VERT SERVICE l.Cf-.^ s (IN > = ADD'L PANEL WT NOT CONSIDERED .[I ! I IICTH 'B' (KIPS>= DIST ABOVE BOT SUPPORT UNDEF DjfJ^ i _ERn TION (FT ) = DEPTH OF REVEAL OR DEPRESSION ai-l ,-- RESULTS CASE I DL+LL MUe @ TOP OF WALL (FT-KIPS)= Mr S TOP OF WALL (FT-KIPS)= Ase REQ'D @ TOP (SQ IN )=********************* MUe @ MID-HT OF PANEL <FT-KIPS>= Mre @ MID-HT OF PANEL (FT-KIPS)= Ase REQ'D ii MID-HT (SO IN )=******»»********* PANEL DELTA @ SERVICE LOADS (IN )= •Z7 50 3 00 1 UO 0 240 0 480 2 50 0 300ia TO 0 Oi iu 0 000 0 00 2000 iio 60 or- 3 7 0 o. S- 0 75 O 72 0 73 0 045 2 77 2 78 0 137 <1 091 CASE II DL+LATERAL MUma< (FT-MPS)- 5 63 (SEIS GOVS) Mrmax (FT-KIPS>= g 64 Asma.< REQ'D (SQ IN )*#************************ o 397 PANEL DELTA e SERVICE LOADS (IN ) 2 669 MU< (FT-KIPS>= 3 79 (SEIS 50VS) Mr (FT-K IPS)= 3 80 As' REQ'D (SQ IN )=**********«**************** o £35 PANEL DELTA Q SERVICE LOADS (IN )= 2 122 MAX ALLOW PANEL DELTA - Lu/K)O' (IN )= As -for 75Pba»******************«»***r«*******************~ 300 DOHueeiNc Structural engineer Project, Item Des Poge Chk.Dote. CONCRETE WftLL PANEL DESIGN- Using the SEAOC method FESTIN FOODS #85-45 TYP SOLID PANEL INPUT UNSUPPORTED PANEL HEIGHT-'Lu'(FT )= PANEL THICKNESS- 'T (IN )= LENGTH OF WALL CONSIDERED- 'B'(FT )= SUPERIMPOSED VERTICAL SERVICE DL (KIPS)= SUPERIMPOSED VERTICAL SERVICE LL (KIPS)= PARAPET HEIGHT (FT )=. SEISMIC FACTOR- 'ZICp'= UNIT SERVICE WIND LOAD (PSF)= CONCENTRATED SERVICE SEIS LOAD (KIPS)' CONCENTRATED SERVICE WIND LOAD (f T- = DIST FROM BOT SUPPORT TO UJNCENTr '.l I'D LOAD (KIPS)= ULT COMPRESSIVE CONCRETE STENGTH- F'c' (PSI) = GRADE OF REINF STEEL- 'Fy (151)= DIST FROM REINF TO FACE OF C^IPP'" 'ON CONC - 'd' (IN ECCENTRICITY OF VERT SERVICE LfW- - 'ID ) = ADD L PANEL WT NOT CQNSIDCI E,3 n iilirTH 'B' (KIPS) = DIST ABOVE BOT SUPPORT UNDER Col I..i DERATION (FT ) = DEPTH OF REVEAL OR DEPRESSION <_N )= RESULTS CASE I DL-i-LL MUe is TOP OF WALL (FT-KIPS)= Mr @ TOP OF WALL (FT-KIPS)= Ase REQ'D a TOP (SQ MUe @ MID-HT Mre a MID-HT Ase REQ'D )= 27 50 7 23 1 on 0 £4O 0 48V 2 30 0 30f) 13 70 0 Olio 0 000 0 Of 2000 0' 60 ( ' 5 5' 7 17 0 000 23 <"»"> 0 -"5 IN )=**»y******y********** OF PANEL (FT-KIPS>= OF PANEL (FT-KIPS>= MID-HT (SQ IN )=***************** PANEL DELTA & SERVICE LOADS (IN )= CASE II DL+LATERAL MUmax (FT-KIPS)= Mr max (FT-V-IPS) = Asma' REQ'D (SQ IN ) PANEL DELTA ig SERVICE LOADS (IN > i.) 68 0 69 0 028 1 56 1 58 0 015 0 114 4 44 (SEIS GOVS) 4 47 O 165 2 063 MU< (FT-KIPS>= Mr (FT-KIPS)= As REO'D (SO IN )=****************»*******»**PANEL DELTA @ SERVICE LOADS (IN )= MAX ALLOW PANEL DELTA - 'Lu/l"iV (IN ) As for 75P 2 81 (SEIS GOVS) i 640 ~ 700 DOHUBE, INC. 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Structural Engineer Project^ Item Des.Chk.Appr,Date: Page Sheet Job - PT6- •-f f x (2, 2,3, x -164-7 "=• 14-47 It! 60 f = /0£7 DOHUBE, INC. Structural Engineer Prolect Item Des. UUA-LL Chk.Appr,Date: Page Sheet Job U&.U-. • t : 1 . p , .007.2suo^-v^v i—---^ K»JUoit»\\w.\ loji.— vea-l~""_ w/ ' ROBERT PRATER ASSOCIATES K°be"K p'°te' CE '942 I98° Consulfmp Soil Foundofion & Geo/opical Ene,neers Wm Dovld Hetef C £ May 6, 1985 218-3H, 6442 Lusardi Construction Company 1570 Linda Vista Drive San Marcos, California 92069 Attention Mr. Steve Wilkinson Re Update Soil Report Lot 7 Carlsbad Tract No. 80-34 Carlsbad, California Lusardi Job No. 1690 Gentlemen In accordance with your request we have prepared this update report for Lot 7 of the Phase II portion of Palomar Airport Business Park. We previously per- formed a geotechnical investigation for the entire Phase II development, the results of which were presented in our report titled "Geotechnical Investiga- tion, Palomar Airport Business Park - Phase II, Carlsbad, California," dated September 17, 1977. The results of our earthwork observation and testing services which included work done on Lot 7 were presented m our report titled "Earthwork Observation and Testing Services, Palomar Airport Business Park, Phase, i!, Carlsbad, California," dated March 9. 1982. It is our understanding it is proposed to construct a single-story tilt-up warehouse with attached two-story office building. We anticipate that building loads will be typical for this type of construction. Only minor grading will be required to attain the desired finish site elevations. Paved parking will be provided for 91 cars. A loading dock will be constructed aiong the eastern portion of the warehouse and between six and 12 semi trucks will use the facility each work day. A review of the grading plan for Lot 7 indicates that about 27 feet of compacted fill was placed in the southeast portion of the lot. Given the present building location, approximately six to seven feet of compacted fill would underlie the southeast corner of the building, the remaining portion of the building would be in cut. Our recent reconnaissance of the site indicates that silty sand material is exposed at the surface across the site. Based on our review it is our opinion that the conclusions and recommendations presented in our September 17, 1977 report are applicable for design and construction of the proposed building. Since most of the building will be in cut the allowable design pressures for undisturbed formational materials may be 10505 Rose/te S/reel San Diego California 9212) (619) 453 5605 May 3, 1985 218-3H, 6442 Page 2 used. At the southeast corner of the building the footings should be extended through the fill so as to bear on undisturbed formational soil. Alternatively, the portion of the southeast corner of the building which is underlain by compacted fill should be designed for the allowable bearing pressures for compacted fill. The pavement section thicknesses recommended in the September 19, 1977 report for sandy soils may, in general, be used. The pavement section for areas subject to the semi truck loads should consist of 3 inches of asphalt concrete on 6-1/2 inches of Class II aggregate base if truck traffic does not exceed six trucks per day, if truck traffic is anticipated to be closer to 12 trucks per day then the section should consist of 3 inches on 7-1/2 inches. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechmcal engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call. Very truly yours, ROBERT PRATE.R ASSOCIATE Leslie H. Penmngton, Ji/., RCE No. 32,054 LHP Is Copies. Addressee (3) JUHN A Lao fin, o n Protect Engineer ROBERT PRATER ASSOCIATES Consulting Soil Foundation & Geological Engineers i0505 Rose/ie Street San Diego CaMoima 92)21 (6?9j 453 5605 THE FOLLOWING WAS NOTED CONTRACTOR "at 0 at AM PV! PRESENT AT SITE I have inspected the materials exposed in the footing exc_ay_ations_for__the •t^ subject buildmgfs). The materials consist essentially of -a.S_anti_cipated in our •__investigation it is our opinion that the footing excavations have been carriedl_tp__the__proper _de.p.th_a.nd that the materials exposed are suitable for the support gl footings -desLgne_d in accordance with the recommendations presented in the investigation report for the proiect dated -V?- _QyX_.seryicesjcpns]st of professional opinions and recommendations made in Accordance _v^lh...genej^a_l|y_ajccep_te^_geptechmca| engineering principles and .practices.. _Th_is__.warran_ty__|s in li^u__of__aj_l__pjthej_._yyarr_an_tie_s either expj"ess or _i mp I ie_d_t_ COPIES TO . SIGNED. a, ROBERT PRATER ASSOCIATES foben/? pra/er CF 1942 1930 Consulting Soil Foundation & Geological Engineers Wm David Hespe/er C £ August 7, 1985 218-3H, 6659 Palomar Airport Business Park 6354 Corte del Abeto, Suite A Carlsbad, California 92008 Attention Mr. Bernard W. Cilmore Re Earthwork Observation and Testing Services <~i Fes tin Foods Carlsbad Tract 80-34 - Lot 7 -2<?45 C^J^ Carlsbad, California Gentlemen n* In accordance with your request we are providing earthwork observation and testing services in connection with the subject project. We previously per- formed a geotechnical investigation for the entire Phase II development the results of which were presented in our report titled "Geotechmcal Investiga- tion, Palomar Airport Business Park - Phase II, Carlsbad, California," dated September 17, 1977. The results of our earthwork observation and testing services which included the previous grading for Lot 7 were presented in our report dated March 9, 1982. In addition, an update soil report dated May 6, 1985 was issued for this project. Commencing on July 30, 1985 our representatives have been present at the site to observe the earthwork operations and to provide field density testing services in connection with the finish grading operations. The results of the field density and laboratory compaction tests are presented in the attached Tables A and B, respectively. The approximate locations of the field density tests are shown on the attached Site Plan, Figure 1. Based on our observations and the attached test results it is our opinion that the building pad has been satisfactorily completed and suitably prepared for construction of the proposed building in accordance with the recommendations of the geotechnical investigation report. Work remaining at the site which will require additional earthwork inspection and testing services includes 1) footing inspection services, 2) the placement and compaction of the trench backfills, 3) the placement and compaction of wall backfills, 4) the placement and compaction of the pavement subgrade soils to 95 percent relative compaction, 5) the placement and compaction of the pavement base rock layer to 95 percent relative compaction, and 6} the inspection and testing of the asphalt concrete pavements, if required. J0505 Rose/le Street Son Diego California 92)21 16191 453 5605 August 7, 1985 218-3H, 6659 Page 2 Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES 4U- ^ohn A. LaBar, RCE No. 22,385 JLB Is Attachments Copies Addressee (3) Lusardi Construction Company, Attn Mr. Brian Cronn (3) City of Carlsbad, Building Inspection Department (2) Approximate Scale (Feet) % 35 140 LEGEND Indicates approxim of field density te< SITE PLAN FESTIN FOODS, TRACT 80-34 - LOT 7 Base A grading plan for Lot 7 by Brae Carlsbad, California PROJECT NO 218-3H DATE August 1985 Figure 1 COps.OPO0SI-t/)^fCOps,IPMPMenPM D H t.O 73Cre a- *P (Cin i— Q 54C P-to ^5, top-_J — ' uj 01 p-to UJp- >- r- to Z UJc c_I LU U. U.o ££ 3to 1 ff 01 I- (Al_reE01•0 o4"* 2^ ro s~ \£ i- <2 U^ oi ^ Q "" +4 S_ C J3i .M '-' re c 2!S5 ° *"*u 4^ £ E 2 ^ x £ $ o "~ s— '~LUJJT^ co 4-<reuO_J 4^I**VI O 4-" (A V p— o D re D 4-" • (A OQ) Zp- (C eo0) v9} <DI/I (A73" 73™ ™M— **-•M -MV) (XId) <Up- p- r- 10 oec eo cn o> g- i- o eri sj- 0 01 C 1C (C OO in in in PO f* PO PM PM PM 73rec. p. (A in (Aii re re ret. 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CO *^rou0_j ^J(A 0) 1- •en•nw CQ 14-o g roo L. < enc JJ!L.roc. ^^V) 0)1- H- O 0) roG *- .1w O in 00 in CO ^_ t-™en o•toc p™ o- 0tou. to PO fN 4^ {/)ro0)r-•i~ 3 Oto %•oro Q. enc T3 3 02 in 00 in cc Oo (A0) ra . DD !o 1) Smt-^o° C C S 2o *--c ™<« > o _OJ 01 o> -Q L. 3 U 0) Ojc c+; 0) O -D CO in 0.*-< Oz 218-3H TABLE B LABORATORY COMPACTION TEST RESULTS (ASTM D1557-78) Compaction Maximum Optimum Test Description Source of Dry Density Water Content (Curve) No. of Material Material (pcf) (%) 1 SILTY SAND (SM), On-site 116.1 13.1 yellowish tan GEOTECHNICAL INVESTIGATION For PALOMAR AIRPORT BUSINESS PARK PHASE II September 1977 ROBERT PRATER ASSOCIATES Consulting Soil Foundation & Geological Engineers September 19, 1977 218-3, 1822 Palomar Airport Business Park 6231 Yarrow Drive, Suite C Carlsbad, California 92008 Attention Mr Bernard W Gilmore Re Geotechmcal Investigation Palomar Airport Business Park - Phase II Carlsbad, California Gentlemen In accordance with your request, we have performed a detailed geotechmcal investi- gation for the subject project The accompanying report presents the results of our field investigation, laboratory tests, and engineering analysts. The soil and foundation conditions are discussed and recommendations for the geotechnical engineering aspects of the project are presented. If you have any questions concerning our findings, please call. Very truly yours, ROBERT PRATER ASSOCIATES Robert Prater, C E RP |sr cc Addressee (4) Willdan Associates, Attn Mr Henry Worley (2) 1 1585 Soirento Valley Road Suite 101 San Diego California 92121 (714) 453 5605 GEOTECHNICAL INVESTIGATION For PALOMAR AIRPORT BUSINESS PARK - PHASE Carlsbad, California To PALOMAR AIRPORT BUSINESS PARK 6231 Yarrow Drive, Suite C Carlsbad, California September 1977 TABLE OF CONTENTS Page No. Letter of Transmittal Title Page Table of Contents INTRODUCTION 1 SCOPE 1 SITE CONDITIONS 1 A. Surface 1 B. Subsurface 2 C. Groundwater 2 D. Seismicity 3 CONCLUSIONS AND RECOMMENDATIONS 3 A. Earthwork 4 1. Clearing and Stripping 4 2 Preparation for Filling 4 3 Excavation 4 4. Materials for Fill 4 5. Expansive Soils 5 6. Slopes 5 7. Compaction 6 8. Trench Backfill 6 9. Drainage 6 10. Construction Observation 7 B. Foundations 7 1 Footings 7 2 Reinforced Concrete Box Culvert 8 3. Slabs-on-Grade 8 4. Lateral Loads 8 C. Pavements 9 Figure 1 - Site Plan Figure 2 - Recommendations for Filling on Sloping Ground APPENDIX A - FIELD INVESTIGATION A-l Figure A-l - Key to Exploratory Test Pit Logs Exploratory Test Pit Logs 1 through 14 APPENDIX B - LABORATORY TESTING B-l Figures B-l and B-2 - Plasticity Chart and Data Figure B-3 - Gradation Test Data Figures B-4 and B-5 - Compaction Test Results Figures B-6 and B-7 - Direct Shear Test Data APPENDIX C - GUIDE SPECIFICATIONS - SITE EARTHWORK C-l GEOTECHNICAL INVESTIGATION FOR PALOMAR AIRPORT BUSINESS PARK - PHASE II CARLSBAD, CALIFORNIA INTRODUCTION In this report we present the results of our geotechmcal investigation for the Phase II portion of the 330-acre Palomar Airport Business Park located on the south side of Palomar Airport Road opposite Palomar Airport in Carlsbad, California Our predeces- sor firm previously performed detailed geotechmcal investigations for the existing Phase I portion of the business park and for the PT&T improvements along the alignment of Cammo Vida Roble within the Phase II portion of the park Our predecessor firm also provided earthwork observation and testing services in connection with these projects The purpose of this Investigation was to evaluate m detail the subsurface conditions at the site and to provide recommendations concerning the geotechnlcal engineering aspects of the Phase II development. It is our understanding that the Phase II portion of the business park will most likely be developed in one and two-story concrete tilt-up structures with slab-on-grade floors similar to those already constructed in the Phase I portion of the park Extensive earthwork will be required to attain the design finish site grades. Cuts of up to about 40 feet and fills of up to about 50 feet are presently planned The lots will probably not be finish graded during the initial earthwork operations, large areas encompassing several lots will be graded smoothly for drainage to within about plus or minus 2 feet of the anticipated finish lot grades Finish grading of lots to satisfy the specific needs of a given building and parking area will be undertaken as individual lots are developed. As indicated on the improvement plans for Cammo Vida Roble prepared by Rick Engineering Company, a reinforced concrete box culvert will be constructed beneath Cammo Vida Roble at the approximate location indicated on the Site Plan, Figure 1. SCOPE The scope of work performed for this investigation included a site reconnaissance, sub- surface exploration, laboratory testing, engineering analysis of the field and laboratory data, and the preparation of this report The data obtained and the analyses performed were for the purpose of providing design and construction criteria for the required site earthwork, building foundations and slab-on-grade construction SITE CONDITIONS A Surface The Phase II portion of the site is irregular in shape and bounded by Palomar Airport Road to the northwest, an S.D G & E. right-of-way to the southwest, and by the Phase I por- 218-3 Page 2 hon of the business park to the east The terrain is generally moderately rolling with ground surface elevations ranging from a low of about el 170 at the western extremity of the site to a high of about el 310 in the northeast portion of the site adjacent to Palomar Airport Road Surface vegetation generally consists of a moderate to heavy growth of brush and chaparral A few trees are present in the lower lying areas A large stockpile of topsoil from the Phase I grading operation is present on the south side of Cammo Vida Roble m the southeast portion of the Phase II development area. B Subsurface A subsurface investigation was performed at the site on August 22, 1977 using a Case 580B backhoe Fourteen exploratory test pits were excavated to a maximum depth of 14 feet at the approximate locations shown on the Site Plan, Figure 1. Logs of the test pits and details regarding the field investigation are presented in Appendix A. Details of the laboratory testing and the laboratory test results are presented m Appendix B. It should be pointed out that the elevations referred to on the test pit logs are only approximate and were roughly estimated utilizing the ground surface contours shown on the preliminary grading plan provided by Willdan Associates The soils encountered in the exploratory test pits consisted predominantly of residual surface soils, colluvial soils and formational sedimentary soils Residual surface soils, generally less than 2 feet thick and ranging m composition from silty sand to potentially expansive sandy clay, were encountered on ridges and hillsides at the upper elevations overlying the formational soils The formational soils encountered over the majority of the site consisted of sandstones and siltstones. Due to the denseness and cementation of some of the formational materials encountered, refusal to penetration was met in exploratory backhoe Test Pits 3 and 14 at depths of 5.0 and 5.5 feet, respectively. Most of the proposed cuts will be in formational soils which possess good strength characteristics with regard to slope stability. The sandstone formational soils are non-expansive and of good pavement subgrade quality. Colluvial soils consisting of loose to medium dense silty sands were encountered to a depth of about 6 5 feet in Test Pit 9 which was located near the bottom of a ravine. The soils encountered in Test Pit 12 located in the low lying area of the southeastern portion of the site consisted of about 4 feet of loose sandy and clayey silts overlying very stiff to hard silty clay which possesses a high potential for expansion. The test pit logs and related information depict subsurface conditions only at the specific locations shown on the site plan and on the particular date designated on the logs Sub- surface conditions at other locations may differ from conditions occurring at these test pit locations. Also, the passage of time may result in a change in the subsurface conditions due to environmental changes. C. Groundwater Free groundwater was not encountered in any of the exploratory test pits excavated at the site and no groundwater seepages were observed. It must be noted, however, that 218-3 Page 3 fluctuations in the level of groundwater may occur due to variations in surface topography, subsurface stratification, rainfall and other possible factors which may not have been evident at the time of our field investigation D. Seismicity Based on our reconnaissance and review of available published information, there are no active faults known to exist at the site and the nearest known mapr active faults are the Elsmore and San Jacinto Fault Zones located approximately 24 and 46 miles northeast of the site, respectively Although research on earthquake prediction has greatly increased in recent years, seis- mologists have not yet reached the point where they can predict when and where an earthquake will occur Nevertheless, on the basis of current technology, it is reasonable to assume that the proposed structures will be subject to at least one moderate earthquake during their design lives. During such an earthquake, the danger from fault offset through the site is remote but strong shaking of the site is likely to occur. CONCLUSIONS AND RECOMMENDATIONS From a soil and foundation engineering standpoint, the site is suitable for construction of the proposed Phase II portion of the business park providing the conclusions and recommen- dations of this report are incorporated into the design and construction of the project. The primary feature of concern at the site is the moderate to high expansion potential of some of the more clayey soils encountered in the exploratory test pits. We don't anticipate, however, that expansive soils will be encountered to any significant degree on the higher lots comprising the northern portion of the site. Substantial quantities of expansive soils are most likely to be exposed over large areas in the cuts comprising the lower-lying lots bordering the north side of Camino Vida Roble Where expansive soils are exposed at or near the finish subgrade level of building pads, the proposed buildings and slabs-on-grade could be subject to damage due to heave of the expansive materials. Therefore, on those building pads where such a condition exists, it will be necessary to 1) extend the building foundations somewhat deeper than would normally be required, and 2) provide a mat of non-expansive fill beneath all slabs-on- grade. In order to minimize the necessity of special design features and problems associated with expansive materials in fill areas, the site grading work should be planned and carried out so as to assure that all fills are capped with a layer of non-expansive sandstone fill. In cut areas where the natural subgrade is comprised of expansive soils, it will be necessary to overexcavate the expansive soils within building areas and replace them with non-expansive sandstone fill. With regard to pavements, substantially thicker pavement sections will be required where clayey soils are exposed at or near the finish subgrade surface than will be required in those areas where sandstone (natural or as fill) is present. 218-3 Page 4 A Earthwork 1 Clearing and Stripping All areas to be graded should be cleared of debris, brush, chaparral, designated trees, and associated roots The cleared materials should be disposed of off-site Any grading planned for the area presently occupied by the topsoil stockpile on the south side of Cammo Vida Roble in the southeast portion of the site will require that the stockpile first be relocated. After clearing, any cultivated areas as well as all other areas supporting a growth of surface grass and weeds should be stripped to a sufficient depth to remove all surface vegetation Over much of the site little or no surface vegetation other than heavy brush and chaparral is present In these areas, stripping will not be required assuming that the clearing operation accomplishes removal of the brush and chaparral. 2 Preparation for Filling After the site has been cleared, stripped, and prior to placing fill, the exposed subgrade soils should be scarified to a depth of 6 inches, moisture conditioned, and compacted to the requirements for structural fill In general, the surface soils in ravines and draws are loose to depths of only several inches and as a result, the normal scarification and recom- paction process should be adequate to effectively stabilize these soils. However, based on our experience in connection with the mass grading operations for the adjacent Phase I portion of the business park, we anticipate that isolated pockets of loose, saturated colluvial soils will likely be exposed during the Phase II site grading work. The necessity for remov- ing and recompacting those isolated pockets should be determined by the soil engineer m the field during construction. Fills constructed on natural slopes having an inclination steeper than 5 horizontal to 1 vertical should be keyed and benched into firm natural ground below any loose surface soils as illustrated on Figure 2. 3. Excavation Based on the results of our exploratory test pits, and our experiences with similar materials, it is our opinion that the on-site soils and formational materials can be excavated utilizing ordinary heavy earthmoving equipment. Some heavy ripping could, however, be required in the deeper cut areas of the site where layers of cemented formational materials may be encountered. 4. Materials for Fill All existing on-site soils are in general suitable for reuse as fill. Fill material should not, however, contain rocks or lumps larger than 6 inches in greatest dimension with not more 218-3 Page 5 than 15 percent larger than 2 5 inches The use of potentially expansive soil as fill should conform to the requirements of Item A 5 , "Expansive Soils " All material for use as fill should be subject to approval by the soil engineer's field representative. The existing topsoil stockpile located in the southeast portion of the site may be reused as fill in the lower portions of the deeper site fills However, any concentrations of organic material should be selectively removed and disposed of off-site The method of placement and suitability of the materials should be subject to the soil engineer's approval. 5 Expansive Soils Potentially expansive soils taken from the required site excavations should be used as fill only up to wtthm 2 feet of the design finish grades in street pavement areas and on lots, the upper 2 feet of fill should be comprised of non-expansive sandy fill material. The determination as to which materials are expansive and which are not should be made in the field during construction by the soil engineer's representative. Based on the limited information provided by our field exploration work, it would at this stage be impossible to predict the actual conditions that will exist on each and every building lot (in cut) at the proposed design finish grades. A more accurate determination of the expansive soil conditions on individual lots in cut can be made subsequent to the rough site grading work. Prior to constructing buildings, however, each individual building lot should be evaluated in order to accurately determine the extent and severity of any expansive soils that may be present at or near the finish lot grades. 6 Slopes Based on the results of our exploratory test pits, laboratory tests, and stability analyses, it is our opinion that the proposed cut slopes and fill slopes up to 50 feet in height will be safe against mass instability if constructed to an inclination no steeper than 1.5 horizontal to 1 vertical. It is essential that the soil engineer's representative inspect the materials exposed in the proposed cuts during the excavation work to check for any signs of potentially unstable areas and to verify that the materials encountered throughout the excavations correspond to those anticipated from our exploratory test pits. Fill slopes should be constructed so as to assure that a minimum degree of compaction of 90 percent is attained to within 18 inches of the finished slope face and that a minimum degree of compaction of 85 percent is attained in the outer 18 inches. This may be accomplished by "backrollmg" with a sheepsfoot roller or other suitable equipment in 5 to 8 foot vertical increments as the fill is raised. Placement of fill near the tops of slopes should be carried out in such a manner as to assure that loose, uncompacted soils are not sloughed over the tops and allowed to accumulate on the slope face. The on-site sandy soils and formational sandstones will be quite susceptible to erosion where exposed on slopes. Therefore, the project plans and specifications should contain 218-3 Page 6 all necessary features and construction requirements to prevent erosion of the slopes both during and after construction Slopes and other exposed ground surfaces should be appro- priately planted with a protective ground cover It should be the grading contractor's obligation to take all measures deemed necessary during grading to provide erosion control devices in order to protect slope areas and adja- cent properties from storm damage and flood hazard originating on this project It should be made the contractor's responsibility to maintain slopes in their as-graded form until all slopes are m satisfactory compliance with the job specifications, all berms have been properly constructed, and all associated drainage devices meet the requirements of the civil engineer 7. Compaction All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM Test Designation Dl557-70. The upper 6 inches of subgrade soils beneath pavements should be compacted to a minimum degree of compaction of 95 percent. Fill material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Based on the results of the laboratory tests we estimate that the on-site formational materials will undergo no shrinkage due to compaction and may in fact result in an overall increase in volume in the compacted state relative to the natural m-place density. However, due to the presence of residual surface soils and colluvial soils which may be subject to significant shrinkage upon compaction, we feel that an over-all average shrinkage factor of between -3 and +3 percent would be reasonable for planning purposes 8. Trench Backfill Pipeline trenches should be backfilled with compacted fill. Backfill material should be placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to a minimum degree of compaction of 85 percent by mechanical means. In all slab-on-grade and pavement areas, the upper portion of the backfill to a depth equal to 1 5 times the trench width, but not less than 3 feet, should be compacted to a minimum degree of compaction of 90 percent. In pavement areas, that portion of the trench backfill within the pavement section should conform to the material and compaction requirements of the adjacent pavement section. 9. Drainage Positive surface gradients should be provided adjacent to buildings so as to direct surface water away from foundations and slabs toward suitable discharge facilities Ponding of surface water should not be allowed adjacent to structures or on pavements. 218-3 Page 7 10 Construchon Observation Variations In soil conditions are possible and may be encountered during construction. In order to permit correlation between the preliminary soil data and the actual soil conditions encountered during construction, and so to assure conformance with the plans and specifications as originally contemplated, it is essential that the soil engineer be retained to perform on-site review during the course of construction. All earthwork should be performed under the observation of the soil engineer's representa- tive to assure proper site preparation, selection of satisfactory fill materials, as well as placement and compaction of the fills Sufficient notification prior to earthwork operations is essential to make certain that the work will be properly observed. All earthwork should be performed in accordance with the Guide Earthwork Specifications presented m Appendix C. It should be pointed out, however, that the guide specifications are only general in nature and the actual fob specifications should also incorporate all requirements contained in the text of this report. B. Foundations The foundation requirements for individual buildings on specific lots will vary depending upon the type of materials actually comprising the finish subgrade of the building pad. As individual lots are finish graded, the soil engineer should determine the foundation require- ments based on his evaluation of the actual subsurface conditions within the area of the proposed building construction. 1 Footings The proposed buildings may be supported on conventional continuous and/or individual spread footings. Where non-expansive materials are exposed at the finish subgrade surface to a depth of at least 2 feet, footings should be founded at least 16 inches below the lowest adjacent finished grade or 12 inches below rough pad grade, whichever is deeper. Where expansive materials are present at or within 2 feet of the finish subgrade surface, footings should be founded at least 24 inches below the lowest adjacent finished grade or 20 inches below rough pad grade, whichever is deeper. In cut areas where footings will be founded in undisturbed formational materials, they may be designed for allowable bearing pressures of 4,000 pounds per square foot (psf) for dead loads, 5,000 psf for combined dead and live loads, and 6,500 psf for all loads including wind or seismic In areas where footings will be founded in compacted fill and/or natural soils, they should be designed for allowable bearing pressures of 2,500 psf for dead loads, 3,500 psf for combined dead and live loads, and 4,500 psf for all loads including wind or seismic. All footings should, however, have a minimum width of 12 inches. Footings located adjacent to the tops of either cut or fill slopes should be founded at sufficient depth so as to provide at least 5 feet of horizontal cover between the footing and the slope face at the footing bearing level. 218-3 Page 8 All continuous footings should be reinforced with top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities To assure that footings are founded m material of adequate bearing capacity, it is essential that the soil engineer inspect the footing excavations prior to placing reinforcing steel or concrete. 2. Reinforced Concrete Box Culvert A reinforced concrete box culvert will be constructed beneath Cammo Vida Roble at the approximate location indicated on the Site Plan, Figure 1. Based on our evaluation of the soils in the general vicinity of the proposed culvert, we anticipate that the foundation soils will be suitable for the direct support of the culvert. We estimate that any settlements resulting from the weight of the culvert and overlying fill loads will be negligible. 3. Slabs-on-Grade We recommend that all building floor slabs as well as exterior concrete slabs-on-grade be supported on a 24-inch minimum thickness of non-expansive soil. On those lots where expansive soils are present within a 24-inch depth of the finish subgrade surface, we recommend that the subgrade soils within the building area be removed and replaced with non-expansive fill to a minimum depth of 24 inches. In buildings of relatively large areal extent, the required thickness of non-expansive fill within the building area may be reduced to 12 inches at a distance of 25 feet from the perimeter footing of the building. Slab reinforcing should be provided in accordance with the anticipated use and loading of the slab. As a minimum, however, we recommend that the slabs be reinforced with 6x6-10/10 wire mesh for control of shrinkage cracks. In areas where moisture-sensitive floor coverings are to be utilized and in other areas where floor dampness would be undesirable, we recommend that consideration be given to providing an impermeable membrane beneath the slabs. The membrane should be covered with 2 inches of sand to protect it during construction. The sand should be lightly moistened just prior to placing the concrete. 4. Lateral Loads Lateral load resistance for building foundations may be developed In friction between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.30 is considered applicable. An additional allowable passive resistance equal to an equivalent fluid weighing 300 pounds per cubic foot acting against the foundations may be used in design provided the footings are poured neat against undisturbed soil. For footings founded in undisturbed formational material, an allowable friction coefficient of 0.35 and a passive resistance of 2,000 pounds per square foot are applicable. 218-3 Page 9 C Pavements Based on our past experience in connection with the construction of the Phase I portion of the business park, we anticipate that R-values of about 10 and 40 will be typical for the on-site expansive clayey soils and the better quality sandy soils, respectively For comparison and preliminary planning purposes, we have developed the following typical pavement sections using Procedure 301-F of the State of California Department of Public Works, Division of Highways Pavement sections are presented for traffic indices of 3 5, 5 0 and 7 5 The 3 5 index is considered to be a reasonable value for automobile parking areas and the 5 0 index reasonable for parking areas and access driveways which are subjected to light truck traffic A traffic index of 7 5 was required by the City of Carlsbad for Cammo Vida Roble in the Phase 1 portion of the business park TYPICAL PAVEMENT SECTIONS Pavement Components Subgrade Material Type SANDY SOILS CLAYEY SOILS Design Traffic Index 3 5 5 0 7.5 3 5 5 0 7 5 Design R-Value 40 40 40 10 10 10 Asphalt Concrete (Inches) 2.0 2 5 4 0 2.0 2 5 4 0 Aggregate Base Class 2 (Inches) 4.0 5 0 8 5 6 5 10 0 16 5 Total Thickness (Inches) 6 0 7.5 12 5 8 5 12.5 20.5 Note The pavement sections given above for the sandy subgrade soil would be applicable to clayey subgrade areas provided that 12 inches of sandy fill soil overlies clayey soil. The above pavement sections are for general information only and represent the approximate extremes in pavement requirements anticipated at the site based on the quality of the sub- grade materials Pavement designs should be performed for individual lots based on the actual material type(s) comprising the subgrade and the anticipated use of and vehicular loadings on the pavements. Asphalt concrete, aggregate base, and preparation of the subgrade should conform to and be placed m accordance with the California Division of Highways, Standard Specifications, January 1971 edition, except that the test method for compaction should be determined by ASTM Dl557-70. Approximate Scale (feet) Approximate location of proposed box culvert LEGEND TP-4 Indicates approximate location of exploratory test pit performed by Robert Prater Associates for Phase II investigation. 2 D Indicates approximate location of exploratory test pit performed by Lowney/Kaldveer Associates for PT&T alignment investigation. 14 -®- Indicates approximate location of exploratory boring performed by Lowney/Kaldveer Associates for Phase I investigation. 6 O Indicates approximate location of exploratory test pit performed by Lowney/Kaldveer Associates for Phase I Investigation. 5 O Indicates approximate location of exploratory boring performed by Woodward-Gizienski & Associates for preliminary investigation report dated June 18, 1973. Base An undated, untitled topographic site plan provided by Willdan Associates. ROBERT PRATER ASSOCIATES Coiiufi ng So f foundot on 4 Geolog col fng nee'i SITE PLAN PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE September 1977 Figure 1 Existing ground surface Compacted Fill Toe Key - 2 ft. min, into firm ground 3-ft. mm. Horizontal benches into firm ground Toe Key - width to be determined by Soil Engineer, but not less than 10 feet Zone of loose surface soil Notes 1) Fills to be keyed and benched as shown into existing ground where the existing slopes are steeper than 5 horizontal to 1 vertical 2) Finished fill slope inclination to be no steeper than 1 5 horizontal to 1 vertical SCHEMATIC ONLY NOT TO SCALE ROBERT PRATER ASSOCIATES Coniu'dng So ' foundoi on & Geo'og co' fnp "ee's RECOMMENDATIONS FOR FILLING ON SLOPING GROUND PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE September 1977 Figure 2 A-l APPENDIX A FIELD INVESTIGATION The field Investigation consisted of a surface reconnaissance and a subsurface exploration program using a Case 580B backhoe. Fourteen exploratory test pits were excavated at the site on August 22, 1977 to a maximum depth of 14 feet at the approximate locations shown on the Site Plan, Figure 1. The materials encountered m the test pits were con- tinuously logged in the field by our soil engineer and described in accordance with the Unified Soil Classification System (ASTM D2487). The approximate elevations shown on the test pit logs were estimated from an undated preliminary grading plan provided by Willdan Associates The logs of the test pits as well as a key for soil classification are included as part of this appendix Representative samples were obtained from the exploratory test pits at selected depths appropriate to the investigation. All samples were returned to our laboratory for evalua- tion and appropriate testing. The test pit logs show our interpretation of the subsurface conditions on the date and at the locations indicated, and it is not warranted that they are representative of subsurface conditions at other locations and times. PRIMARY DIVISIONS GROUP SYMBOL SECONDARY DIVISIONS do <oc Q t £ u. <-J I< I- Z < X CC V)o ~ rsj CO UJ UJ GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO 4 SIEVE CLEAN GRAVELS (LESS THAN 5% FINES) GW Well graded gtavcls gravel-sand mixtuces liltle or no fines GP Poorly graded gravels or gravel-sand mixtures little or no fines GRAVEL WITH FINES GM Silty gravels gravel-sand-silt mixtures non-plastic fines GC Clayey gravels gravel-sand-clay mixtures plastic fines SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO 4 SIEVE CLEAN SANDS (LESS THAN 5% FINES) sw Well graded sands gravelly sands little or no dnes SP Poorly graded sands or gravelly sands little or no fires SANDS WITH FINES SM Silly sands sand-silt mixtures non-plastic fines sc Clayey sands sand-clay mixtures plastic fines dOto OUJ $ LL. 01o 3 < ^1 V 2 «J li UJr-j UJ oo(N SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% ML Inorganic silts and very fine sands rock flour silly or clayey fine sands or clayey silts with slight plasticity CL Inorganic clays of low to medium plasticity gravelly clays sandy clays silly clays lean clays OL Organic silts and oiganic silty clays of low plasticity ^ P i!1 SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% MH Inorganic silts micaceous or diaiomaceous fine sandy orsilty soils elastic silts CH Inorganic clays of high plasticity fat clays OH Organic clays of medium to high plasticity organic silts HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils 200 DEFINITION OF TERMS U S STANDARD SERIES SIEVE 40 10 CLEAR SQUARE SIEVE OPENINGS 3/4"12" SILTS AND CLAYS SAND FINE MEDIUM COARSE GRAVEL FINE COARSE COBBLES BOULDERS GRAIN SIZES SANDS GRAVELS AND NON- PLASTIC SILTS VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE BLOWS/FOOT * 0-4 4-10 10-30 30-50 OVER 50 CLAYS AND PLASTIC SILTS VERY SOFT SOFT FIRM STIFF VERY STIFF HARD STRENGTH* 0 - 1/4 1/4 - 1/2 1/2 - 1 1 - 2 2-4 OVER 4 BLOWS/FOOT f 0-2 2-4 4-8 8-16 16-32 OVER 32 RELATIVE DENSITY CONSISTENCY Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch O O CI-3/8 inch I 0) split spoon (ASTM 0-1586) TUhconfmed compressive strength in tons/sq ft as determined by laboratory testing or approximated by the standard penetration test CASTM D-1586) pocket penetrometer torvane or visual observation ROBERT PRATER ASSOCIATES Contul; ng So I foundoi on & Geological Engmteti KEY TO EXPLORATORY TEST PIT LOGS Unified Soil Classification System CASTM D-2487) PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE September 1977 Figure A-l r RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION240 (approx ) LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND (SANDSTONE) SANDY and CLAYEY SILT (SILTSTONE) Bottom of Test Pit = 13.0 Feet Notes 1) "x" denotes jar sample. 2) "s" denotes sack sample. Jol« Th* ilrattficofion l!n«i r«prei«nr lh« cpproximal* nundaiy Utw««n maUrtal lyptl and (K. Ironution moy M gradual SYM BOL COLOR gray gray - tan CONSIST medium dense - dense very dense very dense grayish brown SOIL TYPE SM ML DEPTH (FEET) - 1 - 2 - - 3 - - 4 - — 5 — - 6 - - 7 - - 8 - - 9 - -10- - 11 - - 12 - - 13 - - -SAMPLERX s X X PENETRATIONRESISTANCE(BLOWS/FT )WATERCONTENT (•.!10 17 19 SHEARSTRENGTHBY TORVANE(KSF|UNCONFINEDCOMPRESSIVESTRENGTH(KSFIEXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES Consulting So ' fovndolton &. Geofo0'Cof f ngin««rs PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE TEST PIT NO September 1977 1 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION 254 (approx) LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTYSAND - SANDY SILT SILTY SAND (SANDSTONE) Bottom of Test Pit =140 Feet Notes 1) "x" denotes Jar sample. 2) "s" denotes sack sample. Note The stratification lines represent the approximate boundary befween material types and the transition may \>t gradual SYM BOL COLOR reddish brown yellow- ish tan light gray - yellow- ish tan ROBERT PRATER ASSOCIATES Consulting So 1 foundation 4 Geolo0'Co' [ng.netu CONSIST medium dense dense very dense SOIL TYPE SM- ML SM DEPTH (FEET) - 1 - 2 - - 3 - - 4 - — J — — - 6 - - - 7 - - 8 - _ o _ -10- - 11 - - 12 - - 13 - - -SAMPLERX S PENETRATIONRESISTANCE(BLOWS/FT )WATERCONTENT ( 120 SHEARSTRENGTHBY TORVANEIKSF)UNCONFINEDCOMPRESSIVESTRENGTHIKSF)EXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO DATE TEST PIT NO 218-3 September 1977 2 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION 272(approx )LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS CLAYEY SAND SANDY CLAY SILTY SAND (SANDSTONE) SANDY GRAVEL (CONGLOMERATE) Bottom of Test Pit = 5.0 Feet (met refusal) Note 1) "x" denotes jar sample. Not* The ifrotificolion llnct repreient the approximate boundary between material typei and the Iraniitlon may >« gradual SYM BOL COLOR brown brown tan tan CONSIST medium dense very stiff - hard dense very dense SOIL TYPE sc CL SM GP DEPTH (FEET) - - 1 _ 2 -1 - 3 - - A4 5 -1 - - _ _ - — — a: j S iSI X X ' UJ *~~ P z ^ UJ rr CO Q. ~" - rr ~ S 2ou 19 UJ I Z h- < < ^ > — in >-ffl Q !" z « f;- in O — O § £ ~ 0 0 EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK - PHASE II Cor.ioii nB So i foundoi on £ Geo/oo coi f no netn Carlsbad, California PROJECT NO DATE 218-3 September TEST PIT NO 1977 3 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION 210(approx) LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND (SANDSTONE) Bottom of Test Pit = 10 0 Feet Note "x" denotes |ar sample SYM BOL ROBERT PRATER ASSOCIATES Coniulimn; So 1 founder on 4 Gro'og co' fngmttn COLOR ight brown grayish tan light gray CONSIST medium dense dense - very dense SOIL TYPE SM DEPTH (fEET) - 1 - - 2 - - 3 - - 4 - 5- - 6 - - 7 - - 8 - - 9 - 10 — —SAMPLERX O o t- 2 ui -*UJ rr COa. ~~ oo 8 SHEARSTRENGTHBY TORVANE(KSF)EXPLORATORY TEST PIT LOG UNCONFlNEOCOMPRESSIVESTRENGTHIKSMPALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO DATE TEST PIT NO 218-3 September 1977 4 r L. RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION 225(approx )LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND - SANDY SILT SILTY SAND (SANDSTONE) Bottom of Test Pit = 9 0 Feet Note "x" denotes jar sample. •Jote The Gratification linei repreient iKe approximate mundory between material rypel and the transition may SYM BOL COLOR ight brown gray CONSIST medium dense dense SOIL TYPE SM- ML SM DEPTH (FEET) - 1 - 2 - - 3 - - 4 - - 6 - - 7 - - - 8 - - 9 - — — - _ _SAMPLERX PENETRATIONRESISTANCE(BLOWS/FT )WATERCONTENT (• 19 SHEARSTRENGTHBY TORVANE(KSF|UNCONFINEOCOMPRESSIVESTRENGTHIKSFIEXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES Coniuff ftg So ' fovndoi oft & G*o/og col fngmeers PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO DATE TEST PIT NO 218-3 September 1977 5 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION 240 (approx) LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND (SANDSTONE) Bottom of Test Pit = 9 0 Feet Note "x" denotes jar sample. SYM BOL COLOR light gray CONSIST medium dense dense very dense SOIL TYPE SM DEPTH (FEET) _ _ - 1 - 2 - - 3 - - 4 - - 5 - - 6 - - 7 - - 8 - - 9 - _ _SAMPLERX PENETRATIONRESISTANCE(BLOWS/FT )WATERCONTENT (• 19 SHEARSTRENGTHBY TORVANE(KSFIUNCONFINEOCOMPRESSIVESTRENGTHIKSFIEXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES Conjulling So t Foundation & Gro'oQiCo' f ngmee'l PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE September 1977 TEST PIT NO 6 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION 255 (approx) LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY and CLAYEY SAND (SANDSTONE) SILTY SAND (SANDSTONE) Bottom of Test Pit = 8 Feet Notes 1) "x" denotes |ar sample. 2) "s" denotes sack sample Not* The stratification lino represent the approximate xjuoaory between material types and the transition may w gradual SYMBOL ROBERT PRATER ASSOCIATES Coniu/ltog So ' foundo'iOn & Gco'ogicof EnQ>n*fi\ COLOR reddish tan light gray CONSIST dense - very dense very dense SOIL TYPE SM- SC SM DEPTH (FEET) - 1 - 2 - - 3 - - 4 - - 5- - 6 - - 7 - _ 8 - — — i- -SAMPLERX s PENETRATIONRESISTANCE(BLOWS/FT)WATERCONTENT ( 1SHEARSTRENGTHBY TORVANE(KSFIEXPLORATORY TEST PIT LOG UNCONFINEOCOWPRESSIVESTRENGTH[KSF)PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO DATE TEST PIT NO 218-3 September 1977 7 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION Test Pit excavated 184(approx.) LOGGED BY CRG with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND SILTY SAND (SANDSTONE) Bottom of Test Pit Log = 13 5 Feet Notes 1) "x" denotes |ar sample. 2) "s" denotes sack sample. *Jote: TXe gratification llnet rcpreicnt the approximate loundary between material typel and the tromlhon may >e oroduel SYM BOL COLOR light brown dark brown light brown light tan CONSIST medium dense dense very dense SOIL TYPE SM SM DEPTH (FEET) - 1 - 3 - - 4 - - 5- - 6 - - 7 - - 8 - - 9 - -10- - 11 - - 12 - - 13 - - 14 - - -SAMPLERS X PENETRATIONRESISTANCE(BLOWS/FT )WATERCONTENT (• 19 SHEARSTRENGTHBY TORVANEIKSF]UNCONFINEOCOMPRESSIVESTRENGTHIKSF)EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES Coniv''<ng So 1 foundation & Geological f ngmee'i PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE TEST PIT NO September 1977 8 RIG Case 580B Backhoe SURFACE ELEVATION 218 (approx.) LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND SILTY SAND (SANDSTONE) Bottom of Test Pit = 12 5 Feet Note "x" denotes far sample. boundary between material typei and fS« troniihon may be gradual SYM BOL ROBERT PRATER ASSOCIATES Contu'f ng So 1 Foundot on & Geo'ogico/ £ngtne»?'i COLOR tan light tan - gray tan - gray CONSIST loose - medium dense dense SOIL TYPE SM SM DEPTH (FEET) - 1 - - 2 - - - 3 - - 4 - c - 6 - - 7 - - 8 - - 9 - -10- - 11 - - 12 - - 13 -SAMPLERX X PENETRATIONRESISTANCE(BLOWS/FT )WATERCONTENT ('.I27 9 SHEARSTRENGTHBY TORVANE(KSF)UNCONFINEOCOMPRESSIVESTRENGTHIKSFIEXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO DATE TEST PIT NO 218-3 September 1977 9 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION 245 (approx) LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND (SANDSTONE) Bottom of Test Pit = 14.0 Feet Note "x" denotes |ar sample. SYM BOL ROBERT PRATER ASSOCIATES Coilo/' ng So 1 Fovndo' On I Grofogico' EnginecH COLOR tan gray CONSIST dense very dense SOIL TYPE SM DEPTH (FEET) _ - 1 - 2 - - 3 - - 4 - - 5- - 6 - - 7 - - 8 - - 9 - -10- - 11 - - 12 - - 13 - - 14 -SAMPLERX X PENETRATIONRESISTANCE(BLOWS/FT )WATERCONTENT | 117 SHEARSTRENGTHBY TORVANE(KSFiUNCONFINEOCOMPRESSIVESTRENGTHIKSFIEXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO DATE TEST PIT NO 218-3 September 1977 10 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION 284 (approx ) LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND SANDY CLAY SILTY SAND Bottom of Test Pit = 14.0 Feet Notes 1) "x" denotes jar sample 2) "s" denotes sack sample. Not* The itratificolion Imet repretenl tke approximate Boundary between material typei and |K« traniition may >c gradual SYM BOL COLOR brown light brown orange- ish tan- gray CONSIST medium dense very stiff dense- very dense SOIL TYPE bM CL SM DEPTH IFEET) - 1 9 - 3 - - 4 - - 5- - 6 - - 7 - - 8 - - 9 - -10- - 11 - - 12 - - 13 - 14 - -SAMPLERX X s PENETRATIONRESISTANCE(BLOWS/FT )WATERCONTENT [ 119 SHEARSTRENGTHBY TORVANEIKSF]UNCONFINEDCOMPRESSIVESTRENGTHIKSF]EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES Coniu/' nfl So I fovndal on A GeO/OO'Col fngmeen PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE 1 September 1977 'ESTPITNO 11 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION 200 (approx )LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SANDY and CLAYEY SILT SILTYCLAY Bottom of Test Pit = 10.0 Feet Note 1) "x" denotes |ar sample. oundory b«rween material typei and lh« transition may >c orodual SYM BOL COLOR light brown gray- tan ROBERT PRATER ASSOCIATES Conju'l ng So ' foundo* on j Geo'ofl col Engineeis CONSIST loose very stiff hard SOIL TYPE ML CH DEPTH (FEET) - 1 - 2 - - 3 - 4 - - 5- - 6 - - 7 - - 8 - r- 9 - — in -SAMPLERX X PENETRATIONRESISTANCE| (BLOWS/FT )WATERCONTENT ('.I19 SHEARSTRENGTHBY TORVANE(KSF|UNCONFINEOCOMPRESSIVESTRENGTHIKSFIEXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO DATE 218-3 September 1977 TEST PIT NO 12 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND (SANDSTONE) Bottom of Test Pit = 6.5 Feet Note "x" denotes |ar sample. SYM BOL ROBERT PRATER ASSOCIATES Convu('»ng So 1 foundation & Geo/og cof fngmee'i COLOR brown reddish- orange tan- white CONSIST medium dense dense very dense SOIL TYPE SM DEPTH (fEET) - 1 - 2 - - 3 - - 4 - _ 5- - 6 - - 7 - — —SAMPLERX X PENETRATIONRESISTANCE(BLOWS/FT )WATERCONTENT ( .111 SHEARSTRENGTHBY TORVANE(KSFlEXPLORATORY TEST PIT LOG UNCONFINEOCOMPRESSIVESTRENGTH(KSFlPALOMAR AIRPORT BUSINESS PARK - PHASE II " Carlsbad, California PROJECT NO DATE TEST PIT NO 218-3 September 1977 13 RIG Case 580B Backhoe DEPTH TO GROUNDWATER None SURFACE ELEVATION LOGGED BY CRG Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS CLAYEY SAND SILTY SAND (SANDSTONE) Bottom of Test Pit = 5 5 Feet (met refusal) Notes 1) "x" denotes far sample. 2) "s" denotes sack sample. Not« The stratification lines represent th« approximate boundary between material typel ond rKe transition may be gradual SYM BOL COLOR brown orange white brown - orange CONSIST loose - mediumdense very dense SOIL TYPE sc SM DEPTH (FEET) — _ - 1 - 2 - - 3 - - 4 - - 5- - 6 - - - i- - — — tr I S X - O (j < < >- ^? S S t « m oc ~ "£ oo 6 UJr z * 2 S ^ "^S o ^Ul > Iz v> >- ^ JC z ^ " 0 «-^ tJ13 0 EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK - PHASE II Coniuii n0 So i foundoi.on i Geoiog coi fngmeeu Carlsbad, California PROJECT NO 218-3 DATE September 1977 TEST PIT NO 14 B-l APPENDIX B LABORATORY TESTING The natural water content was determined on selected samples and is recorded on the test pit logs at the appropriate sample depths Two Atterberg Limits tests and twelve No 200 sieve tests were performed on selected samples of the subsurface materials to determine the range of water content over which these materials exhibit plasticity and to aid m classifying the soils according to the Unified Soil Classification System The results of these tests are presented on Figures B-l and B-2 Two laboratory gradation tests were performed on selected samples of the materials en- countered in the test pits The results of these tests are presented on Figure B-3. Two laboratory compaction tests (ASTM D 1557-70) were performed on selected bulk samples of the on-site materials The results of these tests are presented on Figures B-4 and B-5 Two laboratory direct shear tests were performed on remolded samples of the on-site materials compacted to approximately 90 percent of the maximum dry density as determined by ASTM Test Designation D 1557-70 The samples were sheared at a constant rate under various surcharge pressures Failure was taken at the peak shear stress The results of the direct shear tests are presented on Figures B-6 and B-7 r* 50 40 XUJ Q Z 30 t- O 1- CO 20 _] Q. in -7 o CL- ML ML CL ^/^ss Jt S^*- jf ML or OL 1 / CH / 0 10 20 30 40 50 60 LIQUID LIMIT C%> KEY SYMBOL — © — — — — — — TEST PIT NO. 1 1 1 2 3 4 8 9 9 SAMPLE DEPTH CfeeO 2 0 6.0 8.0 0.5 1.0 8 0 9.0 1.0 8.0 NATURAL WATER CONTENT 10 17 19 20 19 8 9 27 9 LIQUID LIMIT — 38 — — — — — — / <f ^r S\ MH OH 70 80 90 100 PLASTICITY INDEX 11 PASSING NO 200 SIEVE 18 69 79 50 65 17 37 46 38 LIQUIDITY INDEX — — — — — — — — UNIFIED SOIL CLASSIFICATION SYMBOL SM ML ML SM-ML CL SM SM SM SM ROBERT PRATER ASSOCIATES Coniu'fjng So'' foi/Ado'iOrt & Geo'ogicof fngioeen PLASTICITY CHART AND DATA PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE Figure B-l September 1977 XLUQ o 1- 60 50 40 30 20 10 7 4 0 10 20 30 40 50 60 LIQUID LIMIT C%) 70 80 90 100 KEY SYMBOL 0 TEST PIT NO. 10 11 12 SAMPLE DEPTH Cfeet) 11.0 1 5 7.0 NATURAL WATER CONTENT % 17 19 19 LIQUID LIMIT % — — 59 PLASTICITY INDEX % — — 30 PASSING NO 200 SIEVE % 36 55 90 LIQUIDITY INDEX — — UNIFIED SOIL CLASSIFICATION SYMBOL SM CL CH ROBERT PRATER ASSOCIATES Coniu/finp Soil foundation & GeoloQtcot 5ng<neeu PLASTICITY CHART AND DATA PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, Calrfornra PROJECT NO 218-3 DATE September 1977 Figure B-2 UNIFIED SOIL CLASSIFICATION SYSTEM (*STM D 422 72) 100 w 10 70 60 SO 30 20 10 7 t 1 1,1,, 100 COBBLES ) -T-l so rl— J — | /4 \n T-4 1 100 4 T-4 1 1 ,1,1, 1 U S 0 1 ST 6 -T-r *NC 0 3 )AR 0 4 \ i 5 4r D S 0 i — v k- IE 0 1 VE lO » — \- » L-l- s 0 ZES 00 X> —^ 1 — 50 1005 ° ' PARTICLE SIZE IN MILLIMETERS GRAVEL COARSE FINE SAND COARSE MEDIUM FINE 0 3] V~" \l 05 S .-A ' -^ V N s _ x^ - - ^v^ ~^ 01 005 k. X. . " — ^^ * OC SILT AND CLAY 0 10 M 40 SO to 70 10 90 100 1 KEY SYMBOL TEST PIT NO. 1 2 SAMPLE DEPTH (leet) 6.0 5 0 ELEV (feel) 236 249 UNIFIED SOIL CLASSIFICATION SYMBOL ML SM SAMPLE OESCRIPTIOS SANDY and CLAYEY SILT, gray-tan SILTY SAND, yellowish tan ROBERT PRATER ASSOCIATES ConiulfngSo' fou^doNon A Geo/og'co/ fngmeers GRADATION TEST DATA PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE September 1977 FIGURE B-3 SAMPLE NO TP-1 o Q. 1- z LJ 0 CC Q DEPTH IFT ) 6 0 125 120 115 110 105 SAMPLE SPECIFIC LIQUID PLASTIC DESCRIPTION GRAVITY LIMIT INDEX SANDY and CLAYEY SILT (ML), gray-tan 3 / / XL /^ 5 10 MOISTURE ^ — \ \> -/T >y \\ K- Zero Air Voids Curve /Specific Gravity = 2 70 \ \ N V\S \ \\ ^H L \ N, \ \ \ ^^r \ \ \si \ 15 20 CONTENT % OPTIMUM WATER CONTENT % MAXIMUM DRY DENSITY, pcf TEST DESIGNATION ROBERT PRATER ASSOCIATES Conly/r r*Q So'l Foundof on £ Geo'op CO' f ng nff f| 13 6 114 9 ASTM D 1557-70 25 COMPACTION TEST RESULTS PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE September 1977 FIGURE B-4 SAMPLE NO TP-2 o Q. ^- toz LJ Q ce Q OEPTM 'FT ) 5 0 130 125 120 115 110( SAMPLE DESCRIPTION SILTY SAND (SM), yellow.sh tan 1 D ' f > \\ \ / ' \ \ \ M ^ Zero Air Voids Curve /^Specific Gravity = 2 60 \ \ / \ \ \ /* / 5 10 MOISTURE \ \ 7) \ \\ \\ \\ \ \ \\ SPECIFIC LIQUID PLASTIC GRAVITY LIMIT INDEX 15 20 CONTENT % OPTIMUM WATER CONTENT % MAXIMUM DRY DENSITY, pcf TEST DESIGNATION ROBERT PRATER ASSOCIATES Coniul* ng So 1 fou«dof on A Geo/oo co' £ng neeri 12 5 118.4 ASTM D 1557-70 25 COMPACTION TEST RESULTS PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE September 1977 FIGURE B-5 5 0 4 0 u_co toCOUUo: co cc<LU XCO 3 0 2.0 1.0 1 0 2 0 3.0 4.0 NORMAL PRESSURE (KSF) 5.0 6.0 SAMPLE DATA DESCRIPTION SANDY and CLAYEY SILT (ML), gray-tan Test Pit No. 1 DEPTH (fl ) 6.0 ELEVATION op 234(opprox' TEST RESULTS APPARENT COHESION (C| ] 28 l«f APPARENT ANGLE OF INTERNAL FRICTION ($) 1 9° TEST DATA TEST NUMBER NORMAL PRESSURE (KSF) SHEAR STRENGTH (KSF) INITIAL HiO CONTENT (%) FINAL KiO CONTENT (%) INITIAL DRY DENSITY (PCF) FINAL DRY DENSITY (PCF) i 1.00 1 75 13 6 21.9 103 4 — 2 2.50 1.93 13.6 21.9 103.4 — 3 5 00 3 09 13.6 21 9 103.4 — 4 STRAIN RATE 0 02 inches/minute (approx.) Note- Test was performed on sample remolded to approximately 90% of the laboratory maximum density and then allowed to saturate before shearing. ROBERT PRATER ASSOCIATES Com u/i ng So»' Foundation & Geo/ofl co' fog neen DIRECT SHEAR TEST DATA PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE September 1977 Figure B-6 5 0 4 0 u_co CO COLU QC t-CO DC <111 I CO 3 0 2 0 1 0 1 0 2.0 3.0 4.0 NORMAL PRESSURE (KSF) 5.0 SAMPLE DATA DESCRIPTION SILTY SAND (SM), tan yellowish Test Pit No : 2 DEPTH (II ) 5^0 ELEVATION (II)249(approx.' TEST RESULTS APPARENT COHESION (C) 3.11 ksf APPARENT ANGLE OF INTERNAL FRICTION ($)17° 6 0 TEST DATA TEST NUMBER NORMAL PRESSURE (KSF) SHEAR STRENGTH (KSF) INITIAL H/O CONTENT (%) FINAL HX) CONTENT (%) INITIAL DRY DENSITY (PCF) FINAL DRY DENSITY (PCF) i i oq 3.42 12.6 16.1 106.3 — 2 5 00 4.70 12.6 16.1 106.3 — 3 4 STRAIN RATE 0.02 i nches/mlnute (approx.) Note Test was performed on sample remolded to approximately 90% of the laboratory maximum density and then allowed to saturate before shearing. ROBERT PRATER ASSOCIATES Coniultmo So'l Foundodon t Grolog col [rgmeen DIRECT SHEAR TEST DATA PALOMAR AIRPORT BUSINESS PARK - PHASE II Carlsbad, California PROJECT NO 218-3 DATE September 1977 Figure B-7 C-l APPENDIX C GUIDE SPECIFICATIONS - SITE EARTHWORK FOR PALOMAR AIRPORT BUSINESS PARK - PHASE II CARLSBAD, CALIFORNIA 1. GENERAL A. Scope of Work These specifications and applicable plans pertain to and include all site earthwork includ- ing, but not limited to, the furnishing of all labor, tools, and equipment necessary for site clearing and stripping, disposal of excess materials, excavation, preparation of foundation materials for receiving fill, and placement and compaction of fill to the lines and grades shown on the project grading plans. B. Performance The Contractor warrants all work to be performed and all materials to be furnished under this contract against defects in materials or workmanship for a period of year(s) from the date of written acceptance of the entire construction work by the Owner. Upon written notice of any defect In materials or workmanship during said year period, the Contractor shall, at the option of the Owner, repair or replace said defect and any damage to other work caused by or resulting from such defect without cost to the Owner. This shall not limit any rights of the Owner under the "acceptance and inspection" clause of this contract. The Contractor shall be responsible for the satisfactory completion of all site earthwork in accordance with the project plans and specifications. This work shall be observed and tested by a representative of Robert Prater Associates, hereinafter known as the Soil Engineer. Both the Soil Engineer and the Architect/Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by the Soil Engineer and the Architect/Engineer. No deviation from the specifications shall be made except upon written approval of the Soil Engineer or Architect/Engineer. No site earthwork shall be performed without the physical presence or approval of the Soil Engineer The Contractor shall notify the Soil Engineer at least 24 hours prior to commencement of any aspect of the site earthwork. The Soil Engineer shall be the Owner's representative to observe the earthwork operations during the site preparation work and placement and compaction of fills. He shall make C-2 enough visits to the site to familiarize himself generally with the progress and quality of the work. He shall make a sufficient number of tests and/or observations to enable him to form an opinion regarding the adequacy of the site preparation, the acceptability of the fill material, and the extent to which the compaction of the fill, as placed, meets the specification requirements Any fill that does not meet the specification requirements shall be removed and/or recompacted until the requirements are satisfied. In accordance with generally accepted construction practices, the Contractor shall be solely and completely responsible for working conditions at the |ob site, including safety of all persons and property during performance of the work This requirement shall apply continuously and shall not be limited to normal working hours. Any construction review of the Contractor's performance conducted by the Soil Engineer is not intended to include review of the adequacy of the Contractor's safety measures in, on or near the construction sire. Upon completion of the construction work, the Contractor shall certify that all compacted fills and foundations are in place at the correct locations, have the correct dimensions, are plumb, and have been constructed in accordance with sound construction practice In addition, he shall certify that the materials used are of the types, quantity and quality required by the plans and specifications. C. Site and Foundation Conditions The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the soil report titled "Geotechnical Investigation, Palomar Airport Business Park - Phase II, Carlsbad, California," dated September 19, 1977. The Contractor shall not be relieved of liability under the contract for any loss sustained as a result of any variance between conditions indicated by or deduced from the soil report and the actual conditions encountered during the course of the work. The Contractor shall, upon becoming aware of surface and/or subsurface conditions differ- ing from those disclosed by the original soil investigation, promptly notify the Owner as to the nature and extent of the differing conditions, first verbally to permit verification of the conditions, and then in writing. No claim by the Contractor for any conditions differing from those anticipated in the plans and specifications and disclosed by the soil investigation will be allowed unless the Contractor has so notified the Owner, verbally and in writing, as required above, of such changed conditions. D. Dust Control The Contractor shall assume responsibility for the alleviation or prevention of any dust nuisance on or about the site or off-site borrow areas. The Contractor shall assume all liability, including court costs of co-defendants, for all claims related to dust or wind- blown materials attributable to his work. C-3 II. DEFINITION OF TERMS STRUCTURAL FILL - All soil or soil-rock material placed at the site in order to raise grades or to backfill excavations, and upon which the Soil Engineer has made sufficient tests and/or observations to enable him to issue a written statement that, in his opinion, the fill has been placed and compacted in accordance with the specification requirements ON-SITE MATERIAL - Material obtained from the required site excavations IMPORT MATERIAL - Material obtained from off-site borrow areas ASTM SPECIFICATIONS - The 1970 edition of the American Society for Testing and Materials Standards. DEGREE OF COMPACTION - The ratio, expressed as a percentage, of the m-place dry density of the compacted fill material to the maximum dry density of the same material as determined by ASTM Test Designation D 1557-70. III. CLEARING AND STRIPPING All areas to be graded shall be cleared of debris, brush, chaparral, designated trees, and associated roots. The cleared materials shall be disposed of off-sire. After clearing, any cultivated areas as well as all other areas supporting a growth of surface grass and weeds shall be stripped to a sufficient depth to remove all surface vegetation and organic laden topsoil. The actual stripping depth shall be determined in the field by the Soil Engineer at the time of construction. IV. EXCAVATION All excavation shall be performed to the lines and grades and within the tolerances specified on the project grading plans. All over-excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted m accordance with the specifications. The Contractor shall assume full responsibility for the stability of all temporary construction slopes at the site. V. PREPARATION FOR FILLING Surfaces to receive compacted fill shall be scarified to a minimum depth of 6 inches, moisture conditioned and compacted. Any pockets of loose, saturated colluvium shall be removed and recompacted. The need for removal and recompaction shall be determined by the Soil Engineer in the field at the time of construction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill material shall be approved by the Soil Engineer prior to the placement of any fill material. C-4 Fills constructed on natural slopes having an inclination steeper than 5 horizontal to 1 vertical shall be keyed and benched into firm natural ground below any loose surface soils at the direction of the Soil Engineer VI. MATERIALS FOR FILL All existing on-site soils are in general suitable for reuse as fill Fill material shall not, however, contain rocks or lumps larger than 6 inches in greatest dimension with not more than 15 percent larger than 2 5 Inches The use of potentially expansive soil as fill shall conform to the requirements of Section VII , "EXPANSIVE SOILS." All material for use as fill shall be subject to approval by the Soil Engineer. The existing topsail stockpile located in the southeast portion of the site may be reused as fill in the lower portions of the deeper site fills. However, any concentration of organic material shall be selectively removed and disposed of off-site. The method of placement and suitability of the materials shall be subject to the Soil Engineer's approval. VII. EXPANSIVE SOILS Potentially expansive soils taken from the required site excavations shall be used as fill only up to within 2 feet of the design finish grades in street pavement areas and on lots, the upper 2 feet of fill shall be comprised of non-expansive sandy fill material. The determination as to which materials are expansive and which are not shall be made in the field during construction by the Soil Engineer VIII. PLACING AND COMPACTING FILL MATERIAL All structural fill shall be compacted by mechanical means to produce a minimum degree of compaction of 90 percent as determined by ASTM Test Designation D1557-70. Field density tests shall be performed in accordance with either ASTM Test Designation D1556-64 (Sand-Cone Method) or ASTM Test Designation D2922-71 and D3017-72 (Nuclear Probe Method). The locations and number of field density tests shall be determined by the Soil Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work shall be judged by the Soil Engineer. Fill material shall be placed in uniform lifts not exceeding 8 inches in uncompacted thick- ness. Before compaction begins, the fill shall be brought to a water content that will permit proper compaction by either 1) aerating the fill if it is too wet, or 2) moistening the fill with water if it is too dry Each lift shall be thoroughly mixed before compaction to insure a uniform distribution of moisture. Fill slopes shall be constructed so as to assure that a minimum degree of compaction of 90 percent is attained to within 18 inches of the finished slope face and that a minimum degree of compaction of 85 percent is attained in the outer 18 inches. This shall be accomplished by "backrolling" with a sheepsfoot roller or other suitable equipment in 5 to 8 foot vertical increments as the fill is raised. Placement of fill near the tops of slopes shall be carried out in such a manner as to assure that loose, uncompacted soils are not sloughed over the tops and allowed to accumulate on the slope face. C-5 It shall be the Contractor's obligation to take all measures deemed necessary during grading to provide erosion control devices in order to protect slope areas and adjacent properties from storm damage and flood hazard originating on this project It shall be the Contractor's responsibility to maintain slopes in their as-graded form until all slopes, berms, and associated drainage devices are in satisfactory compliance with the project plans and specifications IX. TRENCH BACKFILL Pipeline trenches shall be backfilled with compacted fill. Backfill material shall be placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to a minimum degree of compaction of 85 percent by mechanical means In all slab-on-grade and pavement areas the upper portion of the backfill to a depth equal to 1 5 times the trench width, but not less than 3 feet, shall be compacted to a minimum degree of compaction of 90 percent. In pavement areas, that portion of the trench backfill within the pavement section shall conform to the material and compaction requirements of the adjacent pavement section. X TREATMENT AFTER COMPLETION OF EARTHWORK After the earthwork operations have been completed and the Soil Engineer has finished his observation of the work, no further operations shall be performed except with the approval of and under the observation of the Soil Engineer.