The URL can be used to link to this page

Home My WebLink About2140 JEFFERSON ST; PUMP STA; CB930560; PermitSuiter 10/08/93 10:17 BUILDING PERMIT Page 1 of 1 Job Address: 2140 JEFFERSON ST Permit Type: COMMERCIAL BUILDING Parcel No: Valuation: 108,214 Construction Type: IIIN Occupancy Group: B-4 Reference*- CUP92-6 Description: $UENA VISTA PUMP STATION Permit No: Project Nor Development No: 4215 10/08/93 0001 01 C-PRMt B930560 930082h 02 1130-00 Appl/Ownr: WILSON ENGINEERING 600 EUCALYPTUS AVENUE CARLSBAD, CA 92009 619 438-4422 i Status: isSUED Applied; 06,/09/9;f Apr/Issue: 1Q/08793 Entered By: DC ** *Fees Required * * * Fees: Adjustments: Total Fees: Fee description Building Permit Plan Check S t ftorig" Mo ti W -FW~ * BUILDING s •••< . v.T ected & Credits fr.AL APPROVAL CLEARANCE CITYOFCARL88AD 2075 LIB Palnas Dr., Culstwd, CA 92009 (619) 438-1161 -to--,;,.-;.,.,-'*' .;»>.. ., .isi .^ ,. _ ..._ V \CUP. p I PERMIT APPLICATION City of Carlsbad Building Department 207S Las Palmas Dr.. Carlsbad. CA 92009 (619) 438-1161 1 PliRMIT' T~YPK A - LJ Commercial U New Building U Tenant Improvement B - D Industrial D New Building D Tenant Improvement C - D Residential D Apartment D Condo D Single Family Dwelling D Addition/Alteration D Duplex D Demolition D Relocation D Mobile Home D Electrical CD Plumbing D Mechanical D Pool D Spa D Retaining Wall D Solar D Other 2. PROJECT INFORMATION^7/ PLAN CHECK NO. IiST VAI. PLAN CK DEPOSIT_ VAUD BY DATE or Suite No FOR OFFICE USE ONLY^rr~A7T •PNearest Cross Street LEGAL MscWP'J ION Lot No Sulxlivision Name/Number Unit No Phase No CHKCK BKLoW IV sUBMl'lTKlJ D 2 Energy Calcs O 2 Structural Calcs D 2 Soils Report D 1 Addressed Envelope 'S PARCEL EXISTING USE PROPOSED USE DESCRIPTION OF WORK /g^y SQ FT "STOP STORIES APPUCAN1 NAME CITY ....... ..... .......NTRACTOROAGENT r'OR CUNTKACTUKLJOWNKHLJAGEN J FOK OWNE ADDRESS STATE ZIP CODE DAY TELEPHONE 5 PROPERTY OWNER NAME C CITY STATE ADDRESS GOO ZIP CODEQaO<S3> DAY TELEPHONE 7<36p~/3-/0 b CONTRACTORNAME Hone CITY Appoi Meed STATE STATE LIC # 7 UkSIUNEK NAMt CITY STATE ADDRESS ZIP CODE LICENSE CLASS AUUKtSS ZIP CODE DAY TELEPHONE CITY BUSINESS LIC DAY TELEPHONE # STATE LIC # WORKERS1 COMPENSATION Workers Compensation Declaration I hereby allirm that I have a certificate ot consent to sell-insure issued by the Director of Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab C) INSURANCE COMPANY POLICY NO EXPIRATION DATE Certificate or Exemption 1 certify that in the pertormance or the work tor which this permit is issued, so as to become subject to the Workers' Compensation Laws of California shall not employ any person in any manner SIGNATURE DATE 8 OWNER-BUILDER DI'-OARAIION D D D SIGNATURE Owner-Builder Declaration I nereby affirm that I am exempt from the Contractors License Law for the following reason I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) I am exempt under Section Business and Professions Code for this reason (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAI. BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 2S50S, 2S533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES D NO IF ANY OF TIIF. ANSWF.RS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPIJCANT HAS MET OR IS MEE1TNG THE REQUTRrj^FJTTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 9 CONSTRUCTION LLNUUMCi AGENCY I hereby athrm that there is a construction lending agency tor the perlormance ot trie work tor which this permit is issued (Sec 3097(1) Civil CodeJ LENDER'S NAME LENDER'S ADDRESS 10 APPIJCANT CERTIFICATION I ccnily that I have read the application and state that the above mlormation is correct I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP ILARMIESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SATO CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSIIA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height Expiration Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code) APPLICANTS SIGNATURE U3i /- DATE n n c WHITE: File YELLOW ApRlynt ce FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING llREl PLANNING U/M WATER PLAN CHECK#: CB930560 DATE: 01/08/97 PERMIT#: CB930560 PERMIT TYPE: COM PROJECT NAME: \BUENA VISTA:PUMP STATION 1 ADDRESS: v~2140 JEFFERSON ST ", Lot# CONTACT PERSON/PHONE#: ROY/720-0633 SEWER DIST: WATER DIST: INSPECTED . DATE BY: r . f<Lt.(jL^ INSPECTED: ///^/f7 APPROVED C DISAPPROVED INSPECTED DATE BY: _ INSPECTED: _ APPROVED _ DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: DEPT: BUILDING FINAL BUILDING INSPECTION ENGINEERING FIRE PLANNING U/M PLAN CHECK#: CB930560 PERMIT#: CB930560 PROJECT NAME: BUENA VISTA PUMP STATION WATER DATE: 01/08/97 PERMIT TYPE: COM ADDRESS: 2140 JEFFERSON ST CONTACT PERSON/PHONE#: ROY/720-0633 SEWER DIST: WATER DIST: Lot# INSPECTED BY: INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS: 01/13/97 INSPECTION HISTORY LISTING FOR PERMITtf CB930560 DATE INSPECTION TYPE 04/12/95 Roof/Reroof 04/12/95 Roof/Reroof 04/05/95 Grout 04/05/95 Grout 04/03/95 Grout 04/03/95 Grout 02/07/95 Grout 02/07/95 Grout 02/02/95 Grout 02/02/95 Grout 01/30/95 Grout 01/30/95 Grout 01/24/95 Grout 01/24/95 Grout 01/19/95 Footing 01/19/95 Footing 01/19/95 Grout 01/03/95 Ftg/Foundation/Piers 01/03/95 Ftg/Foundation/Piers 01/03/95 Steel/Bond Beam 01/03/95 Steel/Bond Beam 12/08/94 Footing 12/08/94 Footing 12/08/94 Retaining Walls 12/08/94 Retaining Walls 12/07/94 Footing 12/07/94 Footing 12/07/94 Grout 12/02/94 Footing 12/02/94 Footing 12/02/94 Grout 12/01/94 Grout 12/01/94 Grout 11/29/94 Grout 11/29/94 Grout 11/28/94 Compliance Investigatio 11/23/94 Steel/Bond Beam 11/23/94 Steel/Bond Beam INSP ACT COMMENTS RI PD RI PD RI PD RI PD RI PD RI PY RI PY RI PD PD RI PD RI PD RI PD RI PD RI PD PD RI PD PD RI PD RI PD PK RI PD RI CO RI PA RI PA RI PA RI PA RI AP RI PA RI we AP RI PA RI PA RI AP RI AP RI we PA RI we PA RI PA RI PA PI RI CO MW/ROY/720-0633 MW/ROY/720-0633 MW/ROY MW/ MW/ROY RS/ROY/720-0633 MW/ROY/ MW/720-0633 1ST LIFT @ 2ND LEVEL RS/ROY TOPPING SLAB RS/ROY MW/DAVE/720-0633 PARTIAL MW/DAVE/720-0633 MW/DAVE/720-0633 3RD LIFT MW/DAVE/720-0633 MW/DAVE/ 2ND LIFT MW/DAVE/720-0633 OK TO GROUT 1ST LIFT SEE INSP COMMENTS BJN/DAVE/720-0633 WORK STOPPED HIT <RETURN> TO CONTINUE... NOTICECITY OF CARLSBAD " ^ ^^ • ™ ^^ ^^™ 438-3550 BUILDING DEPARTMENT 2075 LAS PALMAS DRIVE DATE// <S*>-^ / ' TIME. LOCATION^ PERMIT NO. D o &. o *J o T i&i- N^ P /r? / r FOR INSPECTION CALL 438-3101 RE-INSPECTION FEE DUE? | | YES FOR/FURTHER INFORMATION, CONTACT . _ -111.1 PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER A*ENGINEERING, INC PROJECT NAME _^ ADDRESS ARCHITECT ENGINEER ^,-^e. CONTRACTOR X INSPECTION DATE ARRIVED -^-'.3>s PLAN FILE BLDG PERMIT OTHER CONSTRUCTION XESTING &H/NGINEERING, INC. ESCONDIDO- CORONA- MODESTO • OXNARD INSPECTION REPORT PAGE OF / ' INSPECTION :( ) CONCRETE ;( ) MASONRY ,j , :( ) P T CONC , / • &> ( ) FIELD WELD XX ( ) SHOP WELDINGss- ff- ?</ ( ) PILE DRIVINGDEPARTED ^J?<=> ( ) BATCH PLANT ( ) EXP ANCHOR i( ) OTHER CTE JOB # REPORT # MATERIAL IDENTIFICATION CON'C MIX#/PSI GROUT MIX#ft'SI MORTAR TYPE/PSI REBAR GRADE ^f&Sf™ ~ &*i'- f"t O STR STEF.L H S HOLT MAS BLOCK ELECTRODE • Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS I INSP PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS S "/' ° f S_-^ ^* .t&'ttSt-ssiS 7e&*J' <&:yjt^, m .y~ ^feryg^C ,g>^a•sy^.f~" *s>. . ^ ^^g£? ^ ^ V xy S^y /gf*--v—<*^( ^ j/* -< XAV ;o - Certification of Compliance All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code NAME (PRINT)SIGNATURE CERTIFICATION NO GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO. CA 92029 (619) 746-4955 FAX (619) 746-9806 C E, ENGINEERING, INC ONSTRUCTION iESTING & H/NGINEERING, INC. ESCONDIDO • CORONA • MODESTO • OXNARD INSPECTION REPORT PAGE / OF / PROJECT NAME _J$ ADDRESS We. t ARCHITECT 0 ENGINEER f-4 CONTRACTOR INSPECTION DATE ARRIVED 7^ ^ PLAN FILE BLDG PERMIT OTHER 'a,,, /LU £.„„ /L, I/. -><?>// INSPECTIONTC^O^c f- / & f'fuJ'y (Vf CONCRETE ( ) MASONRY y /• // / X X •( ) P T CONC jf J t g ( ) FIELD WELD „/,,./ ( ) SHOP WELDING/*- 7-^V ( ) PILE DRIVINGDEPARTED ( ) BATCH PLANT ( ) EXP ANCHOR ( ) OTHER CTEJOB# /•*7- REPORT # MATERIAL IDENTIFICATION X \ CONC M1X#/PSI l^ /?<*";> ( '/ •=> <^ <=' J GROUT MIXWPSI : MOR1ARTYPE/PS1. REBAR GRADE /fto/** <9 f* & &/ STK STEEL ' HS BOLT MAS BLOCK EU.-XTRODE Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS I INSP PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS "*r -" J /Vo M Certification of Compliance All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code NAME (PRINT)UfalH^j /< jf'Z. ^SIGNATURE CERTIFICATION NO GEOTECHN1CAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 c T E, ENGINEERING, tNC PROJECT NAME O ADDRESS ONSTRUCTION JLESTING & H/NGESEERING, INC. ESCONDIDO • CORONA • MODESTO • OXNARD INSPECTION REPORT V-A- f *£kT ^MX A W*v<° -> \ a PAGE OF CTE JOB 4 (O ~ REPORT # ARCHITECT ENGINEER ( )MASONRY^ ^."••-GROUTMXBPSI ..' -z^'&r''-*-1'"-' - *- - i~v-^- CONTRACTOR INSPECTION DATE ARRIVED \O »CC7 DEPARTED PLAN FILE ( } SHOP WELDING;- STR;STEEI> -.-,:---.-•••• - - ^^ ^ """'* H°f:r -..-,-X '-.r •---•' •^•jJ----:J BLDG PERMIT. OTHER (^ra)^Material Sampling "CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ^ , PROGRESS, WORK REJECTED, REMARKS-• ••- '•- - - - •• ' "-• - - ?x Tb <2^or"\c re re U P L woi C r /)\<vC rXrAWA fc^^,O n One, ScT 3 toe re t:— L D •o i Tuv*\ -N ^o~v\ i rcce TOT 4- 1 cv\ ^) ~r dLJ._Oa.3 O tfv TA ixvCv ;,'unl(Certrffcat'onfe of Compliance: Aff vyork,unless otherwise noted, complies with the approved planaand specificat -un.formb«s^^ - - T , n ' and the* -'*.- NAME (PRINT)\, So cA SIGNATURE r. CERTIFICATION NO GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION I7nO DTVfD ^ I . (Mm i-rvDC^M A r- ^ QITIII ,ni\n< ?-i lotin CA V /mwi. ->-< -.lij c TCONSTRUCTION AESTING & H/NGENEERING, INC. ESCONDIDO • CORONA • MODESTO • OXNARD ENGINEERING, INC INSPECTION REPORT PAGE.OF PROJECT NAME O^eiArA ADDRESS VJ sW CTE JOB 4 IP -07.95" REPORT * ARCHITECT ENGINEER _ CONTRACTOR /C.S££ INSPECTION DATE ARRIVED 11 ',OO DEPARTED PLANFHlE a c( Cu "^g ( >P.T.CONC. '„' , ^MORTAR TYEE/PS .' V-^v5 BLDG PERMIT. OTHER yX Matenal Sampling (/^CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS [IDENTIFICATION, PROGRESS,:WORK REJECTED;:REMARKS >r& %gg3:3$ *SXV^ < - — t - ' -' - '•„"-.. " •" - —"'!-.'•..!- "i- -* -J'''*•':• ' •<_> '.-i.^- 'i. " V^.--- •-'- ••'' er u l a Wo ^L^rJ or "To YD ^^A. n - 1 ^rw e^CL CU^T \ 'V.o T icU ^/ C-0 w L-CxM<2y "h>^,i/!'* Y\ I Cs^. )\ Cx//^l L/ Certification of Compliance- All work, unless otherwise noted, complies with the approved pl uniform BtilldrnBSa^^ " . ^-Z^r NAME £^ , f*SIGNATURE CERTIFICATION NO GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTIiNG"& INSPECTION c TONSTRUCTION JLESTING & ILNGINEERING, INC.E. ESCONDIDO • CORONA • MODESTO • OXNARD ENGINEERING. INC PROJECT NAME . ADDRESS INSPECTION REPORT PAGE _/OFj_ V/4r/? 7^ CTE JOB # REPORT # INSPECTION MATERIAL roENTmCATTtoN ARCHITECT ENGINEER ?,, CONCMKS/PSI ( ) MASONRY r' GROUT MKS/PSI. »' 7 '"'---A- CONTRACTOR INSPECTION DATE ARRIVED I/QO DEPARTED PLAN FILE ( )P.T CONC. -'"£ MORTAR TYPE/PSI. REBAR GRADE 1 - .- -,—- - -.'I.-'- - -i •-(-) SHOP WELDING STHr-srrprar: ' - r- ^ - -^ ;-' ^ -^--- _ - ' " -" • " ' - .'N-^— ' - w-:- --K -T-i-'-r,, •- ^'.^ ^-L~C-• ^ ..7p_ ^ *•- ^ i.- 1'" __ " ^r^-1'"-.-?*''*-'"-"^'* v^-'i'J' ?'."» *-o J- ^r- •> — •-••-•-'.w-'^'i"'• PILE DRfviNG"" /HHOLT-r^.-'-<f»v'---^'?J.'--g ^ -^y^^:.;'•) PILE DRviNG".-•:•:•• - • ^: *'-1.'^. - --"»-?- :--i.:.. . -.• • .. ...-— .-...-. ;.„.<,'- ,j(( ) BATCH PLANT ' MAS BLOCK "-•- --•-.• *' '-' '' •••- BLDG PERMIT 1 OTHER* . ... „ , ,.. EXP. AN'CHOR V- ELECTRODE *" - ' •• OfcONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR () STRUCTURAL STEEL ( ) BOLTS NSP, PERFORMED; JOBJPRQBLEM, i\MtERiALiDiENTiFiCATiON, PROGRESS. WORK REJECTED. REMARKS-. :- wg-M&jur A 5 QA/ frF Ffyrf- C+IL&TJ&&&Z Certification of Compliance: All uniform building code. ,'V NAME (PRINTS \\) \ LL-I.J- work, unless otherwise noted, complies with the approved plans and specifications and the ^ - t V^/f ^r/!*7Zf£yr7rtJ STGNATTJRF luMZra/LvJ ,'•Pftwh^ CERTIFICATION NO TESTING & I!NSPECTIO!N rrl> |Mr%yfj JH/Xf NGINEERJNG, INC. PROJECT *NAME: ? ADDRESS: TSCfftf^ - ARCHITECT: • ENGINEER: CONTRACTOR*:' pW INSPECTION DATE:f ARRIVED* PLAN FTLEf, BLDG PERMIT:' OTHER: x .. \^ ONSTRUCTION lESTING & ENGINEERING , INC. OXNARD • CORONA ESCONDIDO • MODESTO PACK 1 OF INSPECTION REPORT CTB JOBf IO*~OZjCV^~ REPORT f ^ JL{ 6r. £ACUXfiAf\ ("A- INSPECTION MATERIAL IDENTIFICATION ', ; (Sf CONCRETE CONC.MIXt/PSI.^fft),,,;, ^ '> [J MASONRy GROUT MIXf/PSI,,, , (] P.T. CONC. MORTAR TYPE/PSI ' ; *Vvt_ "i U t>W L [ J FIELD WELD REBAR GRADE „ ,.. „ ,IT^r , ~ -> st .. C.A [] SHOP WELDING STR. STEEL . ,,,.„.„ [] PTt.fc nfltVtNG H.S. BOLT \, •.,.,..-DEPARTED I * ' " ' ' < ' '•' 4 [] BATCH PLANT TENDONS , . , •;,['.'„ * M RXP. ANCHOR MAfi.BLOCK ] "„,.;.. ; (] PtREPROOPING ELECTRODE .,..., '. * Material Sampling M CONCRETE [] MORTAR [J STRUCTURAL STEEL [] BOLTS [] GROUT f J FIREPROOFING [} MASONRY BLOCK [] REBAR IKSP* PERPORMBD, JOH PROD1KM, HATJ'RTA& IDENTIFICATION, PROCHE33, WORK HRJKCTBD, of V srf ll Cartlflantton of CcimplloriCrt* AH work, ilnlonn oLherulsti pot., U-tho uniform building ooJo, i A / NAME: (PRINT) (s/-t/?lJ U"AiU/r~ tvd, cbmpnon with tha npffoVfld hlana < ,1 f/h<SIGNATURE: ( /U^ md «p«>oif Jootion* «nd .jkLUjtfr~ CEOTECIIN1CAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 24(4 VINFYARDAVF.NUKSUIlhG KSCONDIIH), CA 92029 (6(9) 74f,-4955 PAX (619) 74f. 9K06 .1540 OAKDALF ROAD MODRSTO, CA 9515S (209)551 227( PAX (209)551 3593 cONSTRUCTION JLESTiNG & JLNGEVEERING, INC.E, ESCONDIDO • CORONA • MODESTO • OXNARD ENGINEERING INC PROJECT NAME ADDRESS INSPECTION REPORT CTE JOB # REPORT # AGE .OF INSPECTION MATERIAL IDENTIFICATION kL A ARCHITECT ENGINEER CONTRACTOR INSPECTION DATE /&ARRIVED / PLAN FILE DEPARTED BLDG PERMIT. OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ^»g „... --T ' • '— .m i. 'j.-; ' r 1*9 d -e Certificatioabf Compliance: AllVorkrunless othecwfse noted, complies with the approved plans and specifications arid the ..i unrfohWbundihg^e^fig^a^^- -' --^;^-,- - ' } 'j ~-~^*.\ "_\ <'-^.-^-;^ NAME (PRINT)SIGNATURE CERTIFICATION NO GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION c T E, ENGINEERING, INC PROJECT NAME ADDRESS <*£.$* CONSTRUCTION XESTTNG & H/NGINEERING, INC. ESCONDIDO • CORONA • MODESTO • OXNARD INSPECTION REPORT PAGE / OF 7<f ARCHITECT ENGINEER CONTRACTOR INSPECTION DATE ARRIVED _ PLAN FILE DEPARTED BLDG PERMIT. OTHER ' CTE JOB # REPORT # : MATERIAL roENTIFICATIONVx.^" "3-( )FIEIJ>WELD ±^-REB" ""STR_ STEEL £*£' ."-r"^.- Material Sampling CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFTNG ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS TION; PROGRESS;'•- - '-- Certification of Ckjrnpltarfce: AIL work, unless otherwise floted, complies with the approved plans and specifications a uriiforrit^ildingc^-^^^^-g^::^^gggfe^> .. -^V-i^xTi -•: ; ,., '/-:" . '.^ ^ NAME (PRINT)SIGNATURE CERTIFICATION NO GEOTECHNICAL & CONSTRUCTION ENGINEERLNG TESTING & LNSPECTION 241-1 VTV Hv^T A'INL" r SLITZ C ESCOND.'DO C-^ °:('Cn'619) 7-ih-i°55 ?i X «'3^ T^-^Oe ONSTRUCTION XESTING & NGINEERING , INC.Ei 1 ENGINEERING, INC. PROJECT NAHE. ESCONDIDO • MODESTO INSPECTION REPORT / PLAH PROJECT ADDRESS! CTE PROJECT tl ,„ ** /& • 0 2^^ ARCHITECT. /? , '/, ,1 4 __^. /CP02XJ /7, /7/We/£-/Z36(,/ ENGINEER. -7 ^~- CONTnACTOR: "" ^y INSPECTION DATE.- TYPE OF INSPECTION i .< tot,/***)1 / /"uJtj.* s^r* /ff/,z/£t SPECIAL NOTES - "• * ^"srrdr HORK INSPECTION, JOn PROOLEMS, MATERIM. IDENTIFIOVTION PROGRESS, WORK REJECTED, REMARKS, ETC. -^ , CarcLIxcaClon of CompJ. piano and apeci£icac Inopcccar• nleaa odiecwLao nacad, compiled with the building coda. OaCc- / GnOTHCHNICAL A CONSTRUCTION nNOINCCRINC TESTING & INSPECTION 2414 V!MnARDAVEM.L5UTEG UCONDIDO. CA MO:j(6!S) 744 .1955 TAX f6I9) 746 W06 JilOOAkDALEKOAO MODfciTO. TA 9S3S5 (109)551.^71 PAX COT) S51 J'OJ CONSTRUCTION lESTING & ENGINEERING , INC. ESCONDIDO • MODESTO ENGINEERING. INC INSPECTION REPORT PROJECT HtME.PLAN PEJUUT it /v - 0U~J s<**e'x7 #, //fjjf/F* <•/» xtNUINEER: _^-f _ — (\na^ .MrxTx-x. &. G-MffJ CUN-fHACTOHJ ^-^ y / / y ~~ r*/?^^^/ / /(f/rt-4^* f**tJ~~INSPECTION DATE. / . I/—* •/^// j- /W SPECIAL NOTES * IDENTIFIOVTIQK PROGRESS,. ETC.', - tt CortlfLcacion o£ Compliance piano and apecificatxona Inspector- __^___ unleaa oCheirwLoe nocod, complieo wi.th Che approved building coda. Dace:7 7 V GEOTnCHNICAL & CONSTRUCTION KNGINRERING TESTING & INSPHCTION 24M VINE^AKDAVESLESUTEC UCONOIOO. CM 9:Oi JiJflOAKDALEROAD MOOhSTd CA 9S3Si (Z07)i51-U7l FA\ C09) 551 A ENGINEERING, INC. \ C ONSTRUCTION 1ESTING & H/NGINEERING , INC. kVi. _________________________^ ESCONDIDO • MODESTO INSPECTION REPORT PROJECT CTE PROJECT t : .* JL&SQ 0^5 AKuHlTiCT . ri . ^- ^/ ./ A _^s ENGINEER: ^<7 ^ CONTRACTOR^ :^7 . y . INSPECTION DATE. / /0 / t*sfe*,s &*<f's^'/vs SPECIAL NOTES WORK INSPECTION, JOB PROBLEMS. MATERIAL IDENTIFICATION PROGRESS, WORK REJECTED, REMARKS, ETC. /?/*g^ /f ", '1 J^Cfl/s0 /7A/SI -Cif j.cacion of and speci Inapec-or unleaa oehecvLne rioCGd, compllco buj.idi.ng coda. Date: ' ' / the approved GCOTHCHNICAL i CONSTRUCTION TNCINnnRING TI3STING & INSPECTION I414\I\E^AKDAVEM.EiLlTEC UCONDIDO. CA 9:019 (619) W 45S5 I A\ f6I7) 74A-ranf, 3SJnOAKDALE ROAD MOOESTO CA 15355 ttW) 551 2171 FAX C091 551 3'9i 4^1% C ONSTRUCTION TESTING & E NGINEERING , INC. S\ ^ F\? ESCONDIDO • MODESTO ENGINEERING. INC INSPECTION REPORT /^^ / x/-' PROJECT HAHE:^.^^^^^^^^,:^^ ^_ ^ . PROJECT ADDRESS. _, y -r<— "' r^f BUILDING PERMIT li _ OTJIER. x^7#*b Jfftf&£&z-J j/ ^If - -^/' CTE PROJECT *: /0-<y29^ ARCHITECT. 0 /• -~ ,1 // 7 / x-^/s>bt--*/ #, //4t*J#*46*/ ENGINEER. -r^T -— y ,J/Arx/*-* ^ /+J,£s**J CONTRACTORT' /-? y / y / >^*'*^>*'Z. / A.&ts/frS/ar /•**;*/ INSPECTION DATE. '/ff//?/^ T*PE OF INSPECTION i ' ^_ ^ — raAS£j</y'/AS SPECIAL NOTES * WORK INSPECTION, JOD PRODLEHS, MATSRIAL IDENTIFICATION PROGRESS, WORK REJECTED, REMARKS, ETC. /*»" z \ Ccrtlltcaeion of Compli.a piano and "^^ Inopcccor othervLoo noted, compLlca wi-th the - Dace: CnOTHCHNICAL J: CONSTRUCTION HNClNrXRING THSTING & INSPr.CTION 14W VlM.\AHnAVr.M.tiLITEfi UCUMUDO CV 91019 (619) 7J« 47S5 IA\ f«19) 746.'»xnM IESTTTCONSTRUCTION lESTINC & ENGINEERING , INC. ENGINEERING, INC PROJECT NAME. ESCONDIDO • MODESTO INSPECTION RETORT PROJECT ADDRESSi nuiioiwc PERMIT OTHER:•fZ*CTS PROJECT It AHCHITECT: ENGINEER: CONTRACTOR*'' INSPECTION DATE. TXPE OF INSPECTION i SPECIAL NOTES WORK INSPECTION, JOB PROBLEMS, KATEHIAI. IDENTIFICATION PROGRESS, WOHX REJECTED, REMARKS, ETC. . /* Mf/f Carcirj.cati.on of Compliance piano and upecificatlono Inapcccar* _ unlaaa oChecwLua noted, compllcn wi.th the approvcH building coda. Oacc: / / ' GHOTnCHNICAL & CONSTRUCTION HNGINnnRING TESTING & INSPECTION 2-IH VINEYARD AVE4NLESLITEG UCOSDIDO. CA «o:9(6I9)74li 3i400AKDALEKOAD MODKSTO CA 953S5 C09)i5I-I271 TAX C09)SJI CONSTRUCTION lESTING & Jt^NGINEERING , INC ENGINEERING, INC. PROJECT NAME.. ESCONDIDO • MODESTO INSPECTION REPORT PROj E CT CTE PROJECT 1. >X? - x»7 ^ — -' ARCHITECT. .,7 fj / 1 Kobe*./ /r. /-/£-*Ji/f4.fJ,(f~T~' ENGINEER. ,7-7- ^^> tS&X/tfA. ,*? . /+JS&0AJ CONTRACTOJT. rf , / / ] *~" INSPECTION DATE. ' / , -J /0/S 9/ 4<f TXPE OF INSPECTION. ' _ '-•-" ' SPECIAL. NOTES It WORK INSPECTIOM, JOB PnOOLEHS, KATEniAL IDENTIFICATIOff PROCHESS, WOnjC REJECTED, REMARKS, ETC. •AT,? /" /tag.T/ts' " Ccrti£ Lcacton of ComplianccA rilaao otheirwl.Do aoccd. complico -u.Lh Che approved building coda. Inapcccar Date GnOTCCIIMCALi CONSTRUCTION HNGINnnRINC: THSTINC: i INSPHCTION CA y!0:7 (617) 7-lft-4955 IA\ (6191 7J6-')XOft 0540 (1AKOALF ROAD \IODtSTO TA VS3S5 (109) 5JI-227! PA\ (:OV) Sjl 3."n A c T,ONSTRUCTION JLESTING & JLNGINEERING, INC.Eijcr&t ENGINEERING INC PROJECT NAME ^'/^ , t ' j f i,. r ARCHITECT ENGINEER f^.L ^ > . CONTRACTOR 'rr' b ' I _ -. INSPECTION DATE ' " / v ARRIVED fj .',•'-- DEPARTED PLAN FILE BLDG PERMIT / 3 3f.'C OTHER i D3 £&*-<, / ESCONDIDO • CORONA • MODESTO • OXNARD INSPECTION REPORT PAGE / OF CTEJOB* /0-o-z.^sr *&.; y>. INSPECTION ( ) CONCRETE (rf MASONRY ( )PT CONC ( ) FIELD WELD ( ) SHOP WELDING _- £ ( ) PILE DRIVING ( ) BATCH PLANT ( ) EXP ANCHOR ( ) OTHER REPORT* ^/ •• MATERIAL IDENTIFICATION CONC MIX#/PSI GROUT MIXS/PSI f — y—**' — y C*v MORTAR TYPE/PSI /^^^^> / O-S/ REBAR GRADE STR STEEL > H S BOLT /»7 MAS BLOCK y#r~i <.^fJ ~ r->f/ \J ELECTRODE * f I 4 '«>*> i*r -/ Material Sampling ( ) CONCRETE >stMORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS I INSP PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS /^^ c^ ,/",tvL'?e S 5T,i ti~r..,t„//?As • / _' . , -» ^^ Certification of Compliance All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code NAME (PRINT) CERTIFICATION NO SIGNATURE GEOTECHN1CAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 ^ v^ x^ x_^ T,ONSTRUCTION AESTING& Jt/NGINEEWN<j;iNC.E ESCONDIDO • CORONA • MODESTO • OXNARD INSPECTION REPORT PAGE G%jroB#^2_il REPORT #_-3st INSPECTION MATERIAL roEftTnWGATIOK ARCHITECT ENGINEER // . ^ //— Z/-f'r ^CONTRACTOR INSPECTION DATE ARRIVED &y$ DEPARTED i*1 PLjlN FILE BLDG PERMIT. )tEXP. ANCHOR BOSGIROOE ( )PT CONC MORTARTfFtyPSl / | )FTEHDWBLD < ) SHOP WELDING STR STEEL ^ *( )O»ICRETE () MORTAR () GROUT ( ) FIREPROOFING () MASONRY BLOCK W-X v) STRUCTURAL STEEL ( ) BOLTS INSP PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS _ o/i 3-^. W0f*' unless otherwise complfes with the approved plans and Jj^ii(u>ji-j!jj.jfc^4^j^^ NAME. (PRINT) fl, //,«*.SIGNATURE. ECONSTRUCTION J.ESTING & Jl/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, FNC PROJECT .NAME x INSPECTION REPORT PLAN FILFH SO -o Z-9 **- 3 pRojrc B... ig 9 PFRMIF IT OTIIFRi CIE PROJECT i SAMPLES t ARCHITECT DESIGN STRENGTH ENGINEER MATERIAL SOURCE COM TRACTO uH* ' MIX REQ STRENGTH- INSPECTION DATE TYPF OF INSPECTION WORK INSPECTION, JOO PROBLEMS, MATERIAL IDENTIFICATION PROGRESS, WORK REJECTED, REMARKS, ETC Certification of Complranco AH work, unleso otherwiae noted, complies with the approve< piano and nppcifiratione and the uniform building code Innppctor Dat-e LX ( ONsrru'f TION rNf;iNrrRiNf. TPSTINC, & iNsrrcnoN AIM) A\ I M 1 SI f \ Mom \\ c E ENGINEERING INC ONSTRUCTION XESTING & H/NGINEERING, INC. ESCONDIDO • CORONA • MODESTO • OXNARD INSPECTION REPORT PAGE / QF / PROJEC ^DDRE \RCHIT! ENGINEI CONTRA INSPECT ARRIVE! PLAN FIL BLD^PE OTHER i % TNAME IB f f A. o '/, 5 '" f-M cc JX..,, 7<' r T>J~r-OO J X_/ x / f '- V- • ^ ' v ? t-/ :CT , :R 6c^' ' sQflJ £ XI if />"? j*" ^ rt. //^ ^ r\~) c* , i ? ! fCTOR •*£/ 5 cT^ ' f- LJJ r U.J '(^% i 1 1 P -? /"ON DATE // ' " ' ^ ) ^ DEPARTED E RMIT ^3 ~' J&O ^ ST-C, INSPECTION ( ) CONCRETE ( ) MASONRY ( )PT CONC ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( ) BATCH PLANT ( ) EXP ANCHOR BOTHER' CTEJOB# /O £>Z-^-?~ REPORT # */ / MATERIAL IDENTIFICATION COVC MIX#/PSI GROUT MIX#/PSI • " - ••'*%. :S>- MORTAR TYPE/PSI REBAR GRADE /f- 5' **1 & C?/ > *(~y4LKO STR STEEL 5 H S BOLT MAS BLOCK ELECTRODE "*• ' Matenal Sampling ( ^CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) STRUCTURAL STEEL ( ) BOLTS I INSP PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS e c ( n'//- Certification of Compliance All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code NAME, (PRINT) ^ d ..'.SIGNATURE CERTIFICATION NO GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO CA 92029 (619) 746 4955 FAX (619) 746 9806 CONSTRUCTION TESTING & ENGINEERING, INC ESCONDIDO • MODESTO • OXNARD • CORONA ENGINEERING, INC INSPECTION REPORT PROJECT NAME- Buena Vista Pump Sta PLAN FILE PROJECT ADDRESS: 78/Jeffarson Vista, CA BUILDING PERMIT #• 93-560 OTHER. CTE PROJECT #: 10-0295 ARCHITECT Wilson Engineering ENGINEER: R2H CONTRACTOR: Pascal, Ludwig INSPECTION DATE: 28 October, 94 SAMPLES #• DESIGN STRENGTH MATERIAL SOURCE. MIX REQUIRED STRENGTH- TYPE OF INSPECTION- Epoxy Embed, Concrete Reinforcement WORK INSPECTION, JOB PROBLEMS, MATERIAL IDENTIFICATION PROGRESS, WORK REJECTED, REMARKS, ECT. Epoxy embed inspection for ring beam construction has continued this date per detail 82/S-3 @ the east and north perimeter locations Embed installation has been curtailed @ the north elevation due to epoxy material shortage and will continue upon receipt of material. Remediation of embedment depth has been accomplished as previously reported. Reinforcement steel installation continues @ this time with conformance verification to follow. Certification of compliance: All work, unless otherwise noted, complies with the approved plans, specifications and uniform building code. Inspector: Certification No.Date- 1%> GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO CA 92029 (619) 746 4955 FAX (619) 746 9806 1645 PACIFIC AVENUE SUITE 105 OXNARD CA 93033 (805) 486 6475 FAX (805) 486 9016 \CE ENGINEERING, INC CONSTRUCTION &. INC.* ESCONDIDO • MODESTO • OXNARD • CORONA INSPECTION REPORT PROJECT NAME: Buena Vista Pump Sta.PLAN FILE: PROJECT ADDRESS: 78/Jefferson Vista, CA BUILDING PERMIT #: 93-560,. OTHER: CTE PROJECT #: 10-0295 ARCHITECT: Wilson Engineering SAMPLES #: DESiuN STRENGTH: ENGINEER: R2H W_VMI«*«W*«V^«««*Bm~~««>««WW»MMk.»> CONTRACTOR: Pascal, Ludwlg ^ ^ ^ ^ ••» <» ^ *• ^ ^ ^ •• •• •• ^ ^ «• •• M» ^ •• •• ^ •• ^ «• ^ •§• ^ ^ ^ « INSPECTION DATE: 31 October, 94 MATERIAL SOURCE: - K 4V •* •• — -u> IV ^ •• ^ ^ m* ^ «» ^ •• ^ •• •• 1 MIX: • «^ ••• ^ ^ ^ •• ^ ^ «fc «• ^ «• *•• ^ •• •• "• ^ i REQUIRED STRENGTH: ^TYPE OF INSPECTION: Epoxy Embed, Concrete Reinforcement WORK INSPECTION, JOB PROBLEMS, MATERIAL IDENTIFICATION PROGRESS, 'WORK REJECTED, REMARKS, ECT. . ' Epoxy embed installation for ring beam construction has been completed this date per detail 82/S-3. Reinforcement steel installation for ring beam and adjacent grade beam to bulk heads has been observed and conformance verified with the following comments: 1) typical slab dowells per detail 91A/SI2 have not been installed @ this time. 2) Verify stirrup placement requirements of detail 87/S12 @ the following locations: lines 2, 3 and C - (#3 @ 6", 36" ea. -end) 3) Verify masonry dowel1 placement - (2 #5 @ ends, corners) Certification of compliance: All work, unless otherwise noted, complies with the approved plans, specifications and uniform * building codev Inspector: Certification No.Date: flt GEOTECHNICAL & CONSTRUCTION ENGINEERING TE.STING & INSPECTION 2414 VINEYARD AVENUE SUITE C ESCONDIDO. CA 92029 (619) 746 4955 FAX (619) 746 9806 1645 PACIFIC AVENUE SUITE 105 OXNARD, CA 93033 (805) 486 6475 FAX (805) 486 9016 NOV-81-94 TUE 16:05 C 793 6968 P. 01 % CONSTRUCTION XHST1NG & ENGINEERING, INC. ESCONDIDO • MODESTO • OXNARD • CORONA ENGINEERING. INC INSPECTION REPORT PROJECT NAME: Buena Vista Pump Sta PLAN FILE PROJECT ADDRESS- 78/Jeffersor BUILDING PERMIT # 93-560 Vii,ta, CA CTE PROJECT #: 10-0295 SAMPLES #. 1 set of 4 ARCHITECT. Wilson Engineering DESIGN STRENGTH 4500 ENGINEER. R2H MATERIAL SOURCE Nelson CONTRACTOR. Pascal, Ludwig MIX- 1345 INSPECTION DATE 1 Novembei, 94 REQUIRED STRENGTH. 4000 — — — -»— — -_-_» — .-..*.- v»___^ _ * — __.—__». ... _ — — ___„_.„_ _.,__.k»^_.*_» — __._>.....«,»*.«» TYPE OF INSPECT ION Remtorced Concrete WORK INSPECTION, uOB I fc t.L^ <*,. * \TflKU L JDENf IFICATION PROGRESS, WORK REJLCTfcD, Rh'MAKKb, LCi1. Reinforced concrete inspection has been performed this date as follows: Application of concrete bonding agent to existing structure ha« been monitored this date prior to concrete placement for ring grade beam construction VS Reinforcement reruedial ic'i a^ t- _viously noted has also been verified prior to placement Concrete placer cnt ho.^. ^ ^ti i.i^'iitoicS and sampling/testing performed per project requirements 1 set of 4 samples has been cast for compressive strength Costing as indicated above. Certification of compliance. All work, unless otherwise noted, complies with the approved plans, specifications and uniform building code. Inspector: /\^.J ^ <7—JU /\ ^ \\ -^^M^ t ^^ ___^_1 Certification No rJ^t^-^D-'^V _ Date ^ jjatJ_JBii£IIOAf \GiNCLKiNG "i bs i INC. &. INSPECTION 2414 VfNEYARl) AVI NLt SL'ITt. G fSCuVOli-O "A 92029 (619) 716 4955 FAX (619) 746 9806 1645 PACP LNUCSUrE 105 OXA'AKD CA 9^033(1,05)486 6-175 FAX (805) 486 9016 CONSTRUCTION TESTING & ENGINEERING, INC ESCONDIDO • MODESTO • OXNARD • CORONA ENGINEERING, INC INSPECTION REPORT PROJECT NAME- Buena Vista Pump Sta PLAN FILE PROJECT ADDRESS- 78/Jefferson BUILDING PERMIT # 93-560 Vista, CA OTHER. #• 10-0295 SAMPLES ARCHITECT: Wilson Engineering MIX INSPECTION DATE: 27 October, 94 REQUIRED STRENGTH: TYPE OF INSPECTION. Epoxy Embed, Concrete Reinforcement WORK INSPECTION, JOB PROBLEMS, MATERIAL IDENTIFICATION PROGRESS, WORK REJECTED, REMARKS, ECT. Epoxy embed inspection for ring beam construction has been performed this date Work per detail 82/S-3 has been accomplished @ the south and east perimeter locations Embed installation has been curtailed due to lack of embedment depth on the east elevation with remediation activities in progress. Reinforcement steel installation is in progress @ this time with conformance verification to follow Certification of compliance- All work, unless otherwise noted, complies with the approved plans, specifications and uniform building code t t Inspector: A/cJ vV/ __LU ~lig.0l ' \JLA. •*- Certification No £jU.*,£-/^.i </U~.r> •**wr\\ Date. GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVCNUE SUITE G ESCONDIDO CA 92029 (619) 746 4955 FAX (619) 746 9806 1645 PACIFIC AVCNUE SUITE 105 OXNARD CA 93033 (805) 486 6475 FAX (805) 486 9016 T,EONSTRUCTION lESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC EEPOBT OF COMPRESSION TESTS PROJECT- BOENA VISTA POMP STATION PROJECT NO : 100295 TO BE BCLLED: WILSON ENGINEERING ARCHITECT/ENGINEER: BUILDING PERMIT NO. PLAN FILE NO.: PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR SAMPLE DATA REPORT OF. X CONCRETE MORTAR GROUT OTHER SUPPLIER:NELSON & SLOAN MIX DESCRIPTION 4000 1" FLOWING MIX NUMBER: 1463 SLUMP: 6" TYPE CEMENT: II CONG. TEMP.- 85° LOCATION OF PLACEMENT- CTE NO. 1. PLACEMENT DATE- 9-23-94 TICKET NUMBER- 482520 TIME IN MIXER: ADMIXTURE: FLYASH, P161, SIKAMENT AIR AIR CONTENT. DESIGN STRENGTH. 4000 SPECIAL TEST INSTRUCTION OR REMARKS: REQUIRED STRENGTH (F'C) 4000 SAMPLES MADE BY- CTE 1 @ 7, 1 @ 14, 1 @ 28. PSI AT 28 DAYS DATE REC'D IN LAB: • ~V«**_^^«»««M«^«B«B« •••« «• VM^*B»M«_. LABORATORY DATA Field Identity Lab Control Number 1 A B C Date Tested 9-30 10-7 10-21 * Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area S<2 inches 28.27 28 27 28.27 Max Load Pounds 140,000 140,000 180,000 Compressive Strength PSI 4950 4950 6370 DATE:fn /2/T/94.REVIEWED BY.T ^_ _, x All sampling and testing conducted in accordance wibh ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION- 1) WILSON ENGINEERING 1)JOB FILE DK 94-17 GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029(619)7464955 FAX (619)7469806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)5513593 l EONSTRUCTION 1ESTING & H/NGINEERING , INC. ESCONDIDO • MODESTO WILSON ENGINEERING REPORT OF COMPRESSION TESTS NOV 2 21994 BUENA VISTA PUMP STATION PROJECT NO.: 100295 TO BE BILLED- WILSON ENGINEERING ARCHITECT/ENGINEER. BUILDING PERMIT NO • PLAN FILE NO.: ENGINEERING, INC PROJECT: PROJECT ADDRESS. VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR- SAMPLE DATA REPORT OF X CONCRETE MORTAR PREMIXED 4000 PSI 1" SUPER P 90-1114 7 1/2" II GROUT OTHER SUPPLIER MIX DESCRIPTION MIX NUMBER: SLUMP: TYPE CEMENT: CONC. TEMP.- LOCATION OF PLACEMENT; PIER. SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (F'C)__4000_ SAMPLES MADE BY CTE PLACEMENT DATE- TICKET NUMBER: TIME IN MIXER: 10-13-94 17418 1 HR. ADMIXTURE: TYPE D, DAREX II, FLYASH AIR CONTENT: DESIGN STRENGTH- 4000 1 @ 7, 1 @ 14. 1 @ 28. PSI AT 28 DAYS DATE REC'D IN LAB: LABORATORY DATA Field Identity Lab Control Number 14A B C Date Tested 10-20 11-10 11-10 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28.27 28.27 28.27 Max Load Pounds 110,000 145,000 140,000 Compressive Strength PSI 3830 5130 4950 DATE-7/7REVIEWED BY-7- l2Zir-7——7 All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION. 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-18 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746 4955 FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 T EONSTRUCTION 1ESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR REPORT OF COMPRESSION TESTS PROJECT BUENA VISTA PUMP STATION PROJECT NO.. 100295 TO BE BILLED- WILSON ENGINEERING ARCHITECT/ENGINEER BUILDING PERMIT NO.- PLAN FILE NO.: SAMPLE DATA REPORT OF X CONCRETE MORTAR PRE MIXED CONCRETE 4000 PSI 1" SUPER P 90-1114 7 1/2" II 80°F LOCATION OF PLACEMENT PIER NO 17 SPECIAL TEST INSTRUCTION OR REMARKS: REQUIRED STRENGTH (F'C)_4000_ SAMPLES MADE BY: CTE SUPPLIER: MIX DESCRIPTION MIX NUMBER: SLUMP• TYPE CEMENT- CONG. TEMP. GROUT OTHER PLACEMENT DATE: 10-17-94 TICKET NUMBER. 17957 TIME IN MIXER: 54 MIN. ADMIXTURE: TYPE D, DAREX II, FLYASH AIR CONTENT- DESIGN STRENGTH 4000 1 @ 7. 2 @ 28, 1 HOLD PSI AT 28 DAYS DATE REC'D IN LAB. LABORATORY DATA Field Identity HOLD Lab Control Number 16A B C D Date Tested 10-24 11-14 11-14 12-12 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28.27 28.27 28 27 Max Load Pounds 107,500 155,000 160,000 Compress ive Strength PS I 3800 5480 5660 REVIEWED BY-_DATE: ////7/^fy • -/ All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION- 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-18 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746 49SS FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 9S3SS (209) 551 2271 FAX (209) 551 3593 EONSTRUCTION 1ESTING & H/NGINEERING , INC. ESCONDIDO • MODESTO ENGINEERING, INC EEPOKT OF COMPRESSION TESTS PROJECT: BUENA VISTA PUMP STATION PROJECT NO.: 100295 TO BE BILLED: WILSON ENGINEERING ARCHITECT/ENGINEER: BUILDING PERMIT NO. PLAN FILE NO.: PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR SAMPLE DATA REPORT OF• X CONCRETE MORTAR GROUT OTHER SUPPLIER-PRE MIXED CONCRETE MIX DESCRIPTION- 4000 PSI 1" SUPER P 90-1114 8" II 79°F MIX NUMBER- SLUMP- TYPE CEMENT. CONG TEMP.: LOCATION OF PLACEMENT- PIER NO 18 SPECIAL TEST INSTRUCTION OR REMARKS. REQUIRED STRENGTH (F'C)__4000_ SAMPLES MADE BY- CTE PLACEMENT DATE: TICKET NUMBER: TIME IN MIXER: 10-18-94 18214 1 HR. ADMIXTURE: TYPE D, DAREX II, FLYASH AIR CONTENT: DESIGN STRENGTH- 4000 1 @ 7, 2 @ 28, 1 HOLD. PSI AT 28 DAYS DATE REC'D IN LAB: LABORATORY DATA Field Identity HOLD Lab Control Number 17A B C D Date Tested 10-25 11-15 11-15 12-13 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28.27 28.27 28.27 Max Load Pounds 117,500 160,000 157,500 Compressive Strength PSI 4160 5660 5570 REVIEWED BY-7 DATE:// All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION. 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-18 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746 4955 FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 Ti EONSTRUCTION lESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC REPOBT OF COMPRESSION TESTS PROJECT: BUENA VISTA PUMP STATION PROJECT NO.: 100295 TO BE BILLED: WILSON ENGINEERING ARCHITECT/ENGINEER: BUILDING PERMIT NO PLAN FILE NO. • PROJECT ADDRESS- VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR SUPPLIER MIX DESCRIPTION MIX NUMBER. SLUMP: TYPE CEMENT CONC. TEMP.• SAMPLE DATA REPORT OF; X CONCRETE MORTAR PRE MIXED CONCRETE 4000 PSI 1" SUPER P 90-1114 7 1/2" II 84°F GROUT OTHER PLACEMENT DATE 10-14-94 TICKET NUMBER. 17645 TIME IN MIXER: 1 HR. 5 MIN. ADMIXTURE TYPE D, DAREX II, FLYASH AIR CONTENT: DESIGN STRENGTH. 4000 LOCATION OF PLACEMENT' PIER. SPECIAL TEST INSTRUCTION OR REMARKS. REQUIRED STRENGTH (F' C)__4000__ SAMPLES MADE BY CTE 1 @ 7. 1 @ 14. 1 28. 1 HOLD. PSI AT 28 DAYS DATE REC'D IN LAB: LABORATORY DATA Field Identity HOLD Lab Control Number ISA B C D Date Tested 10-21 11-11 11-11 12-9 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SO. Inches 28.27 28.27 23.27 Max Load Pounds 105,000 160,000 162,500 Compress ive Strength PSI 3720 5660 5750 DATE: ff//7/34-REVIEWED BY: All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION: 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-18 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746 4955 FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 T,ONSTRUCTION lESTING & H/NGINEERING , INCE ESCONDIDO • MODESTO ENGINEERING, INC EEPOBT OF COMPRESSION TESTS PROJECT- BUENA VISTA PUMP STATION PROJECT NO.: 100295 TO BE BILLED WILSON ENGINEERING ARCHITECT/ENGINEER: BUILDING PERMIT NO. PLAN FILE NO.: PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR SUPPLIER: MIX DESCRIPTION MIX NUMBER- SLUMP: TYPE CEMENT CONC. TEMP.- SAMPLE DATA REPORT OF. X CONCRETE MORTAR PRE MIXED CONCRETE 4000 PSI 1" SUPER P 90-1114 7 1/2" II 83°F GROUT OTHER PLACEMENT DATE. TICKET NUMBER TIME IN MIXER 10-13-94 17386 1 HR. 12 MIN. ADMIXTURE. TYPE D, DAREX II, FLYASH AIR CONTENT. DESIGN STRENGTH 4000 LOCATION OF PLACEMENT PIER SPECIAL TEST INSTRUCTION OR REMARKS. REQUIRED STRENGTH (F'C)_4000_ SAMPLES MADE BY- CTE 1 @ 7. 1 @ 14. PSI AT 28 DAYS DATE REC'D IN LAB: LABORATORY DATA Field Identity Lab Control Number ISA B Date Tested 10-20 11-10 Dimensions Inches 6 X 12 6 X 12 Test Area SQ Inches 28 27 28 27 Max Load Pounds 110,000 157,500 Compressive Strength PSI 3830 5570 DATE.//REVIEWED BY- All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION. 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-18 1JPRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746 4955 FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 ^ C ONSTRUCTION lESTING & ENGINEERING , INC. ENGINEERING, INC PROJECT:l///j/» PROJECT ADDRESS t 2/40 . CONTRACTOR : ESCONDIDO - MODES I O REPORT OF COMPRESSION TESTS PROJECT NO.: TO BE BILLED; ARCHITECT/ENGINEER i BUILDING PERMIT NO. t PLAN FILE NO. t - */ O Z **' / /" PLACEMENT DATE: •• "P TICKET NUMBER SAMPLE DATA REPORT OF: * CONCRETE MORTAR GROUT OTHER SUPPLIER: * • - —- MIX DESCRIPTION. MIX NUMBER: SLUMP: CONG. TEMP: &Q, £ *' AMB. TEMP: //, 3 jJLjfa A*R UNIT WEIGHT:/S/rf jj ft TIME IN MIXER ADMIXTURE: CONTENT. DESIGN STRENGTH ~ /* ' Ms. /*< //e?g A/ LOCATION OF PLACEMENTt SPECIAL TEST INSTRUCTION OR REMARKS: REQUIRED STRENGTH (F' SAMPLES MADE e PS I AT 2$ DAYS DA1E REC'D IN LAD I LABORATORY DATA Field Identity »'»&** H if /f Lab Control Number Date Tested Dimenaiona Inches Teat Area SQ Incheo Max Load Pounds Compreaoive Strength PSI * REVIEWED BIT:DATE: All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-78, C-231, C-173, C-617, C-172, C-14J, C-13Q GE01 TECHNICAL & CONS 1KUCI ION ISNGINLIJKING IIuSlING & INMTC1ION 2414 VJNt YARD AVKNUt SUII EC fcSCONDIUO, CA 92029 (fiIV) 7^(1 4VSS I AX (61V) 7-J6 9806 3540OAKUAI F ROAO MODES'! O. CA 9SJS5 (209)551 22'71 I AX (209)551 T,E: ENGINEERING, INC PROJECT :. ~J?,i/.iJA ONSTRUCTION lESTING & UrNGINEERING , INC. ESCONDIDO - MODESTO REPORT OF COMPRESSION TESTS 4 v "" * PROJECT NO. : // - 02 ?3 , t PROJECT ADDRESS: CONTRACTOR: .</TO BE BILLEDt BUILDING PERMIT NO. : «J4J ARCHITECT/ENGINEER; "7/ZryrTr/l ff . PLAN FILE NO.£U>M0 SAMPLE DATA REPORT OF; ^CONCRETE MORTAR GROUT SUPPLIER: rftf ffnftt/ £,*/tJV/*r_£e. PLACEMENT DATE: MIX DESCRIPTION: 4fa0 ""/ /" _£,****>" TICKET NUMBER. MIX NUMBER: #?///^ TIME IN MIXER: SLUMP: 0 ADMIXTURE: '-frjL'f* -rS i •**7Y.T AMB. TEMP: /»// ,/ J *^AIR CONTENT ; ^ fitf f//yd £t**tSt7 *"/ / " OTHER -S CONG. TEMP: UNIT WEIGHT:/y'.O/ DESIGN STRENGTH: LOCATION OF PLACEMENT: SPECIAL TEST INSTRUCTION OR REMARKS:. REQUIRED STRENGTH (Wr7%P0S^ SAMPLES MADE PS I AT s DAYS" DATE RCC'D IN LAB- LABORATORY DATA Field Identity «"&. * // // a Lab Contr-ol Number Data Tested Dimensions Inches Test Area SQ Inches Max Load Pounds Compresaive Strength PSI - * REVIEWED BY:DATE All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-78, C-231, C-173, C-617, C-172, C-143, C-13Q CEOTEC1INICAL & CONSTRUCTION ENGINFFRING I CSTING A INSPECHON 2414 V1N1 YA)(I)AV>NUI SUI1 h < I.S( ONDIDO (A 920:'J (6I'J) 746 -W55 IA\ (61)) 7-16 'JH06 3SJOOAKDAI1 ItOAH MODI.VK) (A 9S3S5 (:W)S'>1 2271 I \\ (20V) 551 'A * , ONSTRUCTION 1ESTING £ HyNGINEERING , •Q _ _ E INC. ENGINEERING, INC PROJECT i ESCONDIDO • MODESTO REPORT OF COMPRESSION TESTS "" PROJECT NO /# ~ 0J?9j PROJECT ADDRESS* CONTRACTOR: TO BE BILLED t ARCHITECT/ENGINEER:-- " "" BUILDING PERMIT NO . I PLAN FILE NO.. S~M/iJ77 SAMPLE DATA CONCRETE _ MORTAR GROUT PLACEMENT DATE TICKET NUMBER TIME IN MIXER ADMIXTURE CONTENT: DESIGN STRENGTH REPORT OF. /^yy ^a*H!/If/if ,//" DATE REC'D IN LAB LABORATORY DATA SUPPLIER. MIX DESCRIPTION: MIX NUMBER: SLUMP: CONG. TEMP: $0*T AMB. TEMP: UNIT WEIGHT: LOCATION OF PLACEMENT: SPECIAL TEST INSTRUCTION OR REMA REQUIRED STRENGTH (F'C SAMPLES MADE Field Identity **/**/W^£•£/ ' *D\ it n it Lab Control Number Date Tested Dimensions Inches Test Area SQ Inches Max Load Pounds Compreflsive Strength PSI REVIEWED BY:DATE- All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-78, C-231, C-173, C-617, C-172, C-]43, C-13Q GEOTHCIINICAL & CONSI RUCI ION TNGlNPrRINC 1TSTING ilNSPHCHON 2-JH V1NI "i AKDAV] NIJI SUM] ( I S( ONDIIX) (A 9202'J (,',1'J) 7Jft 4VS5 IA\ (<41 V) 7 16 3SJOOAKMAI . IIOAI) MODI.SIO t A V>3<3 (20-;) 551 ~>.11\ 1 A\ (2fW)<;S T,EONSTRUCTION 1ESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC BEPOET OF COMPEESSION TESTS PROJECT: BUENA VISTA PUMP STATION PROJECT NO.: 100295 TO BE BILLED. WILSON ENGINEERING ARCHITECT/ENGINEER: BUILDING PERMIT NO.: PLAN FILE NO. PROJECT ADDRESS- VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR. SUPPLIER: MIX DESCRIPTION MIX NUMBER: SLUMP: TYPE CEMENT: CONG. TEMP : SAMPLE DATA REPORT OF X CONCRETE MORTAL NELSON & SLOAN 4000 1" FLOWING 1463 7" II GPCUT QTHSR PLACEMENT DATE- 9-26-94 TICKET NUMBER: 482735 TIME IN MIXER: ADMIXTURE: AIR CONTENT: DESIGN STRENGTH. 4000 LOCATION OF PLACEMENT; CAISSON #2 (NORTH SIDE WET WELL) SPECIAL TEST INSTRUCTION OR REMARKS. 1 @ 7, 2 @ 28, 1 HOLD. REQUIRED STRENGTH (F'C) 4000 PS I AT 28 DAYS SAMPLES MADE BY: CTE DATE REC'D IN LAB. LABORATORY DATA 1 HR. 25 MIN. PLASTERSIZE 31934 Field Identity HOLD Lab Control Numoer 2 A B C D Date Tested 10-3 10-24 10-24 11-21 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28.27 28.27 28.27 Max Load Pounds 135,000 200,500 195,000 Compressive Strength PSI 4780 7250 6900 DATE.A IREVIEWED BY- All sampling and testing conducted in accordance with ASTM standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION: 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-17 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746 4955 FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2'71 FAX (209)551 3593 T,ONSTRUCTION 1ESTING & fj NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC REPORT OF COMPRESSION TESTS PROJECT. BUENA VISTA PUMP STATION PROJECT NO : 100295 TO BE BILLED WILSON ENGINEERING ARCHITECT/ENGINEER: BUILDING PERMIT NO • PLAN FILE NO • PROJECT ADDRESS: VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR. SAMPLE DATA REPORT OF. X CONCRETE MORTAR GROUT OTHER NELSON & SLOAN 4000 1" FLOWING 1463 7" II SUPPLIER: MIX DESCRIPTION MIX NUMBER SLUMP: TYPE CEMENT: CONC. TEMP.- LOCATION OF PLACEMENT. CAISSON #4 SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (F'C) __4000__ SAMPLES MADE BY CTE PLACEMENT DATE: TICKET NUMBER- TIME IN MIXER ADMIXTURE: AIR CONTENT. DESIGN STRENGTH 1 @ 7, 2 @ 28 PSI AT 28 DAYS 9-28-94 483062 45 MIN. PLASTISIZE 4000 DATE REC'D IN LAB. LABORATORY DATA Field Identity Lab Control Number 4 A B C Date Tested 10-5 10-26 10-26 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28 27 28.27 28.27 Max Load Pounds 130,000 192,500 190,000 Compress ive Strength PSI 4600 6810 6720 REVIEWED BY DATE:11/3/34 All sampling and testing conducted in accordance wath ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION 1} WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-17 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029(619)7464955 FAX (619)7469806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 ECONSTRUCTION lESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC KEPOBT OF COMPRESSION TESTS BUENA VISTA PUMP STATION PROJECT NO 100295 TO BE BILLED: WILSON ENGINEERING ARCHITECT/ENGINEER BUILDING PERMIT NO PLAN FILE NO PROJECT: PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR SUPPLIER. SAMPLE DATA REPORT OF. X CONCRETE MORTAR NELSON & SLOAN GROUT OTHER MIX DESCRIPTION- 4000/FLOWING MIX NUMBER SLUMP- TYPE CEMENT CONG TEMP.. PLACEMENT DATE TICKET NUMBER TIME IN MIXER- ADMIXTURE. AIR CONTENT: DESIGN STRENGTH. 4000 1463 3"/7"(PLASTICIZER) II 70°F LOCATION OF PLACEMENT CAISSON #3 (SOUTH SIDE WET WELL) SPECIAL TEST INSTRUCTION OR REMARKS 1 @ 7, 2 @ 28, 1 HOLD REQUIRED STRENGTH (F'C) 4000 PSI AT 28 DAYS SAMPLES MADE BY: CTE DATE REC'D IN LAB- LABORATORY DATA g-27-94 482888 40 MIN. PLASTICIZER Field Identity HOLD Lab Control Number 3 A B c D Date Tested 10-4 10-25 10-25 11-22 f Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SO Inches 28 27 28.27 28 27 Max Load Pounds 110,000 200,000 210,000 Compressive Strength PSI 3890 7080 7430 DATE-11/4/34REVIEWED BY ^__^ All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-17 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029(619)7464955 FAX (619)7469806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 T,EONSTRUCTION 1ESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC REPORT OF COMPRESSION TESTS PROJECT. BUENA VISTA PUMP STATION PROJECT NO . 100295 TO BE BILLED: WILSON ENGINEERING ARCHITECT/ENGINEER BUILDING PERMIT NO PLAN FILE NO.: PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR SUPPLIER MIX DESCRIPTION- 4000 1 FLOWING 1463 9 1/4" II SAMPLE DATA REPORT OF X CONCRETE MORTAR NELSON & SLOAN GROUT OTHER PLACEMENT DATE TICKET NUMBER: TIME IN MIXER. ADMIXTURE! • AIR CONTENT- DESIGN STRENGTH 9-29-94 483260 MIX NUMBER SLUMP- TYPE CEMENT CONG. TEMP : LOCATION OF PLACEMENT PUMP STATION CAISSONS SPECIAL TEST INSTRUCTION OR REMARKS 1 @ 7. 2 @ 28 REQUIRED STRENGTH (F'C)__4000__ PS I AT 28 DAYS SAMPLES MADE BY CTE DATE REC'D IN LAB- LABORATORY DATA 4000 Field Identity Lab Control Number 6 A B C Date Tested 10-6 10-27 10-27 f. Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28.27 28 27 28 27 Max Load Pounds 140,000 200,000 205,000 Compress ive Strength PSI 4950 7080 7250 DATE /7REVIEWED BY ^__^ All sampling and testing conducted in accordance wibh ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION. 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-17 1)PRE MIXED CONCRETE GEOTECHNTCAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029(619)7464955 FAX (619)7469806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 EONSTRUCTION lESTING & ILNGINEERING , INC. ESCONDIDO • MODESTO ENGINEERING, INC REPORT OF COMPRESSION TESTS BUENA VISTA PUMP STATION PROJECT NO : 100295 TO BE BILLED WILSON ENGINEERING ARCHITECT/ENGINEER BUILDING PERMIT NO PLAN FILE NO PROJECT PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR- SUPPLIER MIX DESCRIPTION MIX NUMBER SLUMP TYPE CEMENT- CONG TEMP. SAMPLE DATA REPORT OF X CONCRETE MORTAR PREMIXED GROUT OTHER 4000 PSI 1" SUPER P 90-1114 6 3/4" II 85°F LOCATION OF PLACEMENT PIER 14. SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (F'C)_4000_ SAMPLES MADE BY. CTE PLACEMENT DATE TICKET NUMBER. TIME IN MIXER 10-12-94 17143 45 MIN ADMIXTURE: TYPE D, DAREX II FLYASH TYPE F, POZZ AIR CONTENT: DESIGN STRENGTH 4000 1 @ 7, 2 @ 28, 1 HOLD PSI AT 28 DAYS DATE REC'D IN LAB LABORATORY DATA Field Identity HOLD Lab Control Number 13A B C D Date Tested 10-19 11-9 11-9 12-6 «• Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28.27 28 27 28 27 Max Load Pounds 125,000 180,000 177,500 Compress ive Strength PSI 4420 6370 6280 REVIEWED BY:DATE-/I //I /.9d All sampling and testing conducted in accordance wjth ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-18 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746 4955 FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)5513593 •T EONSTRUCTION JLESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC REPORT OF COMPRESSION TESTS PROJECT: BUENA VISTA PUMP STATION PROJECT NO • 100295 TO BE BILLED WILSON ENGINEERING ARCHITECT/ENGINEER: BUILDING PERMIT NO PLAN FILE NO.: PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR- SUPPLIER: MIX DESCRIPTION MIX NUMBER. SLUMP: TYPE CEMENT CONC. TEMP SAMPLE DATA REPORT OF- X CONCRETE MORTAR NELSON & SLOAN GROUT OTHER 6-1463 7 1/2" II 81°F LOCATION OF PLACEMENT; CAISSON SPECIAL TEST INSTRUCTION OR REMARKS. REQUIRED STRENGTH (F'C) 4000 SAMPLES MADE BY CTE PLACEMENT DATE TICKET NUMBER TIME IN MIXER ADMIXTURE AIR CONTENT DESIGN STRENGTH 4000 2 @ 7, 2 @ 28, 1 HOLD. 10-5-94 H01364 WRDA 64 SUPER P FLYASH PSI AT 28 DAYS DATE REC'D IN LAB LABORATORY DATA Field Identity HOLD Lab Control Number ISA B C D E Date Tested 10-12 10-12 11-9 11-9 12-7 Dimensions Inches 6 X 12 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 2B.27 23 27 23 27 28 27 Max Load Pounds 110,000 105,000 217,500 210,000 Compress ive Strength PS I 3890 3720 7680 7430 REVIEWED BY DATE'// /// fa A All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-18 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619i 746 4955 FAX (619)7469806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2>71 FAX (209)551 3593 T,EONSTRUCTION lESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC BEPOBT OF COMPRESSION TESTS BUENA VISTA PUMP STATION PROJECT NO • 100295 TO BE BILLED. WILSON ENGINEERING ARCHITECT/ENGINEER. BUILDING PERMIT NO : PLAN FILE NO • PROJECT PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR• SAMPLE DATA REPORT OF. X CONCRETE MORTAR PREMIXED GROUT OTHER SUPPLIER MIX DESCRIPTION 3/8" PUMP MIX NUMBER 90-1114 SLUMP: TYPE CEMENT: II CONG TEMP.• LOCATION OF PLACEMENT CAISSON 13 TOP SPECIAL TEST INSTRUCTION OR REMARKS _ REQUIRED STRENGTH (F'C)__4000__ SAMPLES MADE BY CTE PLACEMENT DATE 10-11-94 TICKET NUMBER 16931 TIME IN MIXER 35 MIN. ADMIXTURE: AIR CONTENT DESIGN STRENGTH 4000 1 @ 7, 2 @ 28. 1 HOLD PSI AT 28 DAYS DATE REC'D IN LAB. LABORATORY DATA Field Identity HOLD Lab Control Number 12A B C D Date Tested 10-18 11-8 11-8 12-6 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28 27 28 27 28 27 Max Load Pounds 100,000 137,500 135,000 Compress ive Strength PSI 3540 4870 4780 REVIEWED BY DATE. I I/f 1/9 4- All sampling and testing conducted in accordance wjth ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-18 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746 4955 FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 Ti E;ONSTRUCTION lESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC PROJECT: PROJECT ADDRESS. VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR- REPORT OF COMPRESSION TESTS BUENA VISTA PUMP STATION PROJECT NO • 100295 TO BE BILLED. WILSON ENGINEERING ARCH ITE C'T/ENG INEER • BUILDING PERMIT NO PLAN PILE NO.: SAMPLE DATA REPORT OF- X CONCRETE MORTAB GROUT OTHER NELSON & SLOANSUPPLIER. MIX DESCRIPTION. 4000/FLOWING MIX NUMBER: 1463 SLUMP- 3"/6.5" TYPE CEMENT II CONG. TEMP.- 80°F LOCATION OF PLACEMENT CAISSON NO. 5 PLACEMENT DATE TICKET NUMBER: TIME IN MIXER. 10-3-94 473803 40 MIN. SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (F'C) __4000__ SAMPLES MADE BY: CTE ADMIXTURE SIKAMENT/PLASTICIZE AIR CONTENT DESIGN STRENGTH 4000 1 @ 7. 2 @ 28. PSI AT 28 DAYS DATE REC'D IN LAB- LABORATORY DATA Field Identity Lab Control Number 7 A B C Date Tested 10-7 10-31 10-31 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area £>Q Inches 28.27 28.27 28.27 Max Load Pounds 137,500 205,000 210,000 Compress ive Strength PS I 4870 7250 7430 REVIEWED BY.DATE.// All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION- 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-17 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING, TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO. CA 92029 (619) 746 4955 FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 1271 FAX (209)551 3593 T,EONSTRUCTION 1ESTING & H/NGINEERING , INC. ESCONDIDO • MODESTO ENGINEERING, INC REPORT OF COMPRESSION TESTS BUENA VISTA PUMP STATION PROJECT NO 100295 TO BE BILLED WILSON ENGINEERING ARCHITECT/ENGINEER. BUILDING PERMIT NO.: PLAN FILE NO.- PROJECT: PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR REPORT OF SAMPLE DATA X CONCRETE MORTAR GROUT OTHER SUPPLIER- MIX DESCRIPTION MIX NUMBER. SLUMP 7" TYPE CEMENT- II CONG TEMP.: LOCATION OF PLACEMENT NELSON & SLOAN CAISSONS SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (F'C)_4000_ SAMPLES MADE BY CTE PLACEMENT DATE TICKET NUMBER TIME IN MIXER- ADMIXTURE : AIR CONTENT: DESIGN STRENGTH 1 @ 7, 2 @ 28. 9-30-94 4000 PSI AT 28 DAYS DATE REC'D IN LAB LABORATORY DATA Field Identity Lab Control Number 5 A B C Date Tested 10-7 10-28 10-28 ^ Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28.27 28 27 28.27 Max Load Pounds 162,500 205,000 207,500 Compress ive Strength PSI 5750 7250 7340 DATE //REVIEWED BY: __^_^__ All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION: 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-17 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE GESCONDIDO, CA 92029(61')) 746 4955 FAX (619)7469806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 '271 FAX (209)5513593 T,ONSTRUCTION lESTING & l^NGINEERING , INCE: ESCONDIDO • MODESTO ENGINEERING, ENC KEPOET OF COMPRESSION TESTS BUENA VISTA PUMP STATION PROJECT NO 100295 TO BE BILLED- WILSON ENGINEERING ARCHITECT/ENGINEER- BUILDING PERMIT NO PLAN FILE NO PROJECT PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR: SAMPLE DATA REPORT OF X CONCRETE MORTAR SUPPLIER PREMIXED MIX DESCRIPTION 1" ROCK SUPER P MIX NUMBER 901114 SLUMP 9" TYPE CEMENT- II CONC. TEMP LOCATION OF PLACEMENT CAISSONS GROUT OTHER PLACEMENT DATE. 10-7-94 TICKET NUMBER- 203495 TIME IN MIXER- ADMIXTURE- DAREX III, FLYASH, POZZ 400N AIR CONTENT DESIGN STRENGTH- 4000 SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (F'C)_4000_ SAMPLES MADE BY. CTE 1 @ 7, 2 @ 28, 1 HOLD PSI AT 28 DAYS DATE REC'D IN LAB LABORATORY DATA Field Identity HOLD Lab Control Number 11A B C D Date Tested 10-14 11-4 11-4 12-2 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28 27 28.27 28.27 Max Load Pounds 112,500 155,000 160,000 Compress ive Strength PSI 3980 5480 5660 REVIEWED BY'DATE //"T ' -^ " 7 I All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-17 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029(619)7464955 FAX (619)7469806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 Ti EONSTRUCTION lESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC REPORT OF COMPRESSION TESTS PROJECT BUENA VISTA PUMP STATION PROJECT NO.• 100295 TO BE BILLED- WILSON ENGINEERING ARCHITECT/ENGINEER BUILDING PERMIT NO PLAN FILE NO. PROJECT ADDRESS. VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR SAMPLE DATA REPORT OF- X CONCRETE MORTAR GROUT OTHER SUPPLIER MIX DESCRIPTION- MIX NUMBER SLUMP• TYPE CEMENT CONC TEMP • PRE-MIXED 4000 PSI 1" SUPER-P 901114 8" II 78°F LOCATION OF PLACEMENT CAISSONS SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (F'C)_4000_ SAMPLES MADE BY CTE PLACEMENT DATE 10-10-94 TICKET NUMBER 203535 TIME IN MIXER ADMIXTURE SUPER PLASTICIZER/DAREX II AIR CONTENT DESIGN STRENGTH 4000 1 @ 7, 2 @ 28. 1 HOLD PSI AT 28 DAYS DATE REC'D IN LAB LABORATORY DATA Field Identity HOLD Lab Control Number IDA B C D Date Tested 10-17 11-7 11-7 12-5 Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28 27 28.27 28 27 Max Load Pounds 102,500 165,000 160,000 Compressive Strength PSI 3630 5840 5660 DATE'I I /10/3 4.REVIEWED BY- All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-17 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, C,\ 92029(619)7464955 FAX (619)7469806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2271 FAX (209)551 3593 T EONSTRUCTION lESTING & H/NGINEERING , INC ESCONDIDO • MODESTO ENGINEERING, INC REPORT OF COMPRESSION TESTS PROJECT: BUENA VISTA PUMP STATION PROJECT NO. 100295 TO BE BILLED- WILSON ENGINEERING ARCHITECT/ENGINEER BUILDING PERMIT NO PLAN FILE NO PROJECT ADDRESS VISTA WAY & MARRON RD VISTA, CALIFORNIA CONTRACTOR SUPPLIER SAMPLE DATA REPORT OF. X CONCRETE MORTAR NELSON & SLOAN GROUT OTHER 10-6-94 MIX DESCRIPTION- 4000/FLOWING MIX NUMBER SLUMP: TYPE CEMENT: CONC TEMP.- 1463 7 1/2" II 80"F LOCATION OF PLACEMENT; CAISSON SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (F'C) 3000 SAMPLES MADE BY- CTE PLACEMENT DATE TICKET NUMBER TIME IN MIXER- ADMIXTURE: AIR CONTENT- DESIGN STRENGTH 3000 1 @ 7, 2 @ 28, 1 HOLD PSI AT 28 DAYS DATE REC'D IN LAB: LABORATORY DATA Field Identity HOLD Lab Control Number 9 A B C D J-»<- Date Tested 10-13 11-3 11-3 12-1 -• . / Dimensions Inches 6 X 12 6 X 12 6 X 12 Test Area SQ Inches 28 27 28.27 28.27 Max Load Pounds 145,000 177,500 175,000 / Compress ive Strength PS I 5130 6280 6190 REVIEWED BY DATE: M//0/34• • ' All sampling and testing conducted in accordance with ASTM Standard Designations C-31, C-39, C-42, C-78, C-231, C-173, C-617, C-172, C-143, C-138 DISTRIBUTION- 1) WILSON ENGINEERING 1) R2H ENGINEERING 1)JOB FILE DK 94-17 1)PRE MIXED CONCRETE GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746 4955 FAX (619) 746 9806 3540 OAKDALE ROAD MODESTO, CA 95355 (209)551 2'71 FAX (209)551 3593 O. 203891 HEA30MfjQB Q&Jff TBM6 a SU3WPUCWG METHOD aAOONBMKrER O TRUCK BROKE DOWN BATCHNQ LOCATION i. _>L' 'i ily i i/' j "liM i . H i,H« . J . ' i ' ) i ' r i t . ; SAFETY IS NO ACCIDENT THS B TO CaOFYMM UM wfiMttigMMViiMffMftJMHN **i SMtat tZ/Wl of DMan If r I I • > ( t > H .. .; ' I I i i ii i I I „ I ..... I! I | .i , I 11 l 'f«It * i I , , •• > i ! -I I" Ma GUNMMT m. tt JOB MX HMNk ;fc v CuriorarNM* t. " '. , i Ii I i I ' ' I I it , "".s •• • ' I • \ *V:.'*< MxOMiVI »V i i • 'i Description . . >.'-j • •- , •/" ..' •.» « . i Yanls •-*««^ . , > i «'U t . ! 1-. Ut'n lit. '<34omofi >MPM awtjatt iM«a<VO CAUTION: Contsuns Portland C«n«rt. Cy.0 SfldJ* flush ttwroughiy with water. Get' 'lOtitofrMchctfchidran inflate eyes and skin. In case of contact, attention. Do Not tato intemaMy •Mate Untoafl^ tin* tour ^^^^77 las: l ) /— y 7^ IflSSSj; ' ^ «,UUNl« ,{ !< t <»-«l-i /i CUSTOM£R . t i.v ! I i i J« O 2U3S94 REASON FOR DELAY TIME Q JOS NOT READY a SLOW PLACING METHOD D ADDING VSKTEH a TRUCK BROKE DOWN a JOB BROKE DOWN BATCHING LOCATION i ,'. Lit I- ' UK • L wl 1 I. I I M H . , . ' I It .! • - ! ' SAFETY IS NO ACCIDENT WEIGHMASTER CERTIFICATE THIS IS TO CERTIFY WM the Mtowng dMcntod commodKy w* <***mO. meat*manured. or counted by a weghmailar «pn*cntwdbyCtWDl«r 7(comn»mq win SKfen 12700) o< OkMOn S of M CaHornh 1)u*\m* wA PHK*Mion» Cod*. almmMrad by the Oman al I m*mmtt Sltnttrtt at »* CHHomh Omnium el foot ana »gncu«u» 1 > i • ' 1 1 I . I . „ li t . ( .. Time Loaded Time Due ort Job Arrive Job* Truck Spotted Start Unloading Finishing Unloading' Arrive Plant ORttrNa Cudonw P.tt or Jab No.Plant Na {MMcyTakMNB.••f ) i JabAddmn YwdsOntawi MapfW Spaoal Ir Mix Design Description 1 , I' . I • • '.I )•>..- ,: » ; t I ,", I L>.. I *M . >) ! I i. i '"i • . i»: . »!. i'i.' i Yards Cum. Yds.-Job Unit Price t i Amoun MMTNO. I.- 111 'r's.l\t. i t • 'i I, t i Gallons of Water Added AlPMnl StarpQ MttHiJob Skmpa CylQ SfampQ CAUTION: Contains Portland Cement May irntate eyes and skin In case of contact, flush thoroughly with water Get prompt medical attention. Do Not take internally l^eep out of reach of children. */Note. Unloading time four (4) minutes per yard-Excess time charged at rates quoted Owuly CMwr X SubTotal Sales Tax Standing Time Total RKdvadby X CUSTOMER L-MU'I U I t I . I.UK4l (- ,1' I.1 1 I I ! ! t t ' ' I O 203698 REASON FOR DELAY TIME Q JOB NOT READY Q SLOW PLACING METHOD Q ADDING WTER D TRUCK BROKE DOWN a JOS BROKE DOWN BATCHNG LOCATION j -i u I /1. /i i Ml J. I : H ' « "I . ' ' t SAFETY IS NO ACCIDENT WEIGHMASTER CERTIFICATE THIS S TO COTIFY But tt» Hkm** ducrihad eemaoOtf v»«« »•»•«. nrnmuni. or ceunnd by a •gnakm if on Me ortHcata. wta it a « aacfen 12700» ol OMMM 9 4 »a CHIarta SvataM* and I uramM SlandHdc ol V» CMitarm OmartaaM el Food «nd ABrteUkn by Hi* OMnan ol I Tune Loaded Time Due on Job Arrive Job* Truck Spotted Start Urtoadng Finishing Unloading' AmveRant Ma CMvNa OjHamar Pa or Job No, JabAddraw Ywdt OrdMWt MaplML Mix Design • t t v 4 i' Descnption ;•11 i ' Yards Cum.Yjs.-Job Und Price I : t I . . Amour OMMrNa. ,1 " Wenhmaster //" •/ Gallons of WWar Added AlPlBM SumpO CylQ MddkiJob SumpD CyiD End Job a CytD CAUTION. Contains Portland Cement May irritate eyes and skin. In case of contact flush thoroughly with water Get prompt medical attention. Do Not take Internally Keep out of reach of children * Note. Unloading time four (4) minutes per yard-Excess time charged at rates quoted. DrtMT X A , Total Sates Tax Standing Tim* Total \ i a ii IiIf — ICO CO O 203670 REASON FOR DELAY TIME D JOB NOT READY Q SLOW PLACING METHOD Q ADDING WATER D TRUCK BROKE DOWN D JOB BROKE DOWN BATCHING LOCATION o >^«» N. flJI II-' LI . ->! IJi IP ft)') ' 1 1 SAFETY IS NO ACCIDENT WE1GHMASTER CERTIRCATE THIS IS TO CERTIFY that the following described commodity was wagtttd, measured. or counted by a woghmaster whose signature a on this certificate, who is a recognized authority of accuracy at prescribed by Chapter 7 (commenong with Section 12700) of Dtvtson 5 of Ihe California Business and Professors Code, adrranoiered by Ihe Oveuon of Measurement Standards of the Caifornia Department of Food and Agncufture. i-iJ AL l; <_Ui!ci<u-lfc. ' t I'l1 nil, P. O. 1UI> U. i 1 1 !_J J uj.'u ^.'..Uj I. f ->,_Ll Pl.liNi.. t. 1 «-i_M_- j* /-I l> '! ii WKI i 1 / j / Time Loaded Time Due. on-Job Arrive Jofe* Truck Spotted Start Unloadftig Finishing Unloading* Arnve Plant / ; Date "1 ' I) /'> Customer No.CrderNa Customer Pa or Job NCL Plant Na i ) Delivery Ticket Na * 1 !-> I P ' Customer Name Job Address M n rix"",fu>i HWY Yards Ordered MapRef I Vi^- Special Instructions * ! to I > I II I I U " •< Mix Design Description " <-'llPc:f{ I-1 '/H'J VaL-UWP lYl-'L b -U'iiJ 11 il/T'lr-'ll /s 4 Wild. rvt i Yards Cum Yds -Job Unit Pnce Amour (FLU/L.HL .V (i j1 1 T , L urj Truck Not lUUPr- HI -Ml/fcu uNCUl- UZ Gallons of Water Added At Plant Begin Job Slump Q CylD Middle Job Slump O CylD End Job SlumpD CylD CAUTION Contains Portland Cement May irritate eyes and skin In case of contact, flush thoroughly with water Get prompt medical attention Do Not take internally Keep out of reach of children Note Unloading time four (4) minutes pei>r/yard-Excess time charged at rates quoted Sub Total Sales Tax Standing Time Total STHRT UNLOADINu CUSTOMER F INI bKrL UNI.OnUJWtj - 203672 --.REASON FOR DELAY TIME QJOB NOT READY Q SLOW PLACING METHOD QAOOMaWKTER aTflUCKWOKEDOWN J08 BROKE DOWN BATCHMG LOCATION LiaCONOIOU 5«J W. IUL1 .SCONiUlMJ SAFETY IS NO ACCIDENT WEIGHMASTER CERTIFICATE IMS a TO COMFY UK a* M oreaunMby* i>7 by •»137001 at GMaon 5 <* ttw Cdtor* ludniii wd Prclininni Cod*SUndwte <X ttw CaHomto Owmmnl e» feed mt AtfMkm. PKt-M I \L.U UUNLKt. 11_ Li JH','1 it I >' P. O. LUA t,*» ^ tJ/)N DJhUU US-5-H... : t>i^-."Jt>o-cd^«o« i.n 'vcClLii 01 bP< 11 ( I; PHI INI. : t, 1V - ,.L...' -,»*)"/ i til . («>. t>{>t.>M«-S (WK* - v* 1 - / .\ j t Time Loaded Tune Due on Job Arrive Job* Truck Spotted Start Untoaolng HnisMnaUnloMflng* Arrive Ptent *CuMMirNOL J I..W/B OnMrNa PAwJabNGi (MhwyTfekMNa .t ttr. 1 Mix Design RCVUIUG T«H Oescnption ' " 5T»UPtR-P 3, V&O SLUMP TYPl JLl,UMtt>.7J5 WHSII CUN. Brt Yards Cum.Vas.-Job i J. 74,. 7ir» Untt Price ,. U/(j£tl4.UN3 U YHUl ™ \LCD.II-NRY Rfe-M t <t\J GaflonsofVM MPMrt Q OfQ CytO Eiri Job CylD CAUTION: Contains Portland Cement May irritate eyes and skin In case of contact, flush Jhoroughly with water Get prompt medical attention. Do Not take internally out of reach of children ^ 'Unloading time four (4) minutes per yard-Excess ttrrje^harged atrates quoted. V1' Sub Tbtel SatesTax Standng Time Total Orfw X COUNTER READING LOADED START UNLOAD INC.FINI SHEiPfJRCJShD i Nb. 203678, REASON FOR DELAY TIME D JO6 NOT READY D SLOW PLACING METHOD O ADDING WATER Q TRUCK BROKE DOWN D JOB BROKE DOWN BATCHING LOCATION LbCGNDIbU ftti N. I I il.il' b C. SAFETY IS NO ACCIDENT WE1GHMASTER CERTIRCATE THIS IS TO CERTIFY thai Ihe followino, described commodity was weighed, measured, or counted by a wenjhmasuw whose signature is on ma certificate, who is a recognized authority of accuracy as prescribed by Chapter 7 (commerang with Section 12700) of Division 5 of the California Business and Professions Code, adminsterod by Ihe ONOOTI of Measurement Standards of the California Department of Food and Agncutture. rJHb. -Ml rti LI 1,1 Jl iL He 1 t> LUIll-'llllY P U r-.(J >. t M >j| IN L 1 EGU Or t J.LI- «? I. .) -In o - u 'u'J /J L,H ;."LU , I r I ! H ""1 Time Loaded Time Due on Job Arrive Job* Truck Spotted Start Unloading Finishing Unloading' Arrive Plant Customer No. ') / Order Na Customer PO. or Job No,Plant No.Oefevory Tckel No. Customer Name oi-'ii i Jot) Address m< Yards Ordered Map Ret L. 1 Mix Design JV511J /r L'r I . 8, i!0. UT'v' [OH Oescnption \l-'\l \J . I-Ml Wl 11/ IYI--L r.ijri'.y LUnDi-n- i t{ . 1,11/1 1 'Ui / *H,it-'i ^t^. y/» isMitL ' I J ur-b. "."o Wn'iH LUN. i 'f I v I il't Yards Cum Yds -Job i. I/H i I * Unit Price I i Amcxj.' "-4 5' I)'I if.'. ft I. -I il Xi UHLUh.li Ut'H-'r-jl " Gallons of Water Added At Plant BOQUI Job Slump O CytD Middle Job SlumpD CylD End Job Slump O CylD CAUTION Contains Portland Cement May irritate eyes and skin In case of contact, flush thoroughly with water Get prompt medical attention Do Not take internally /Keep out of reach of children Note Unloading time four (4) minutes per yard-Excess time charged at rates quoted CD CO O tH 6 §8 15IS^55 u. S ^D 8 iu £n H <n 3§!i U11 ^^ ^1 <r s s re Sub Total Sales Tax Standing Time Total Received by X V-< ...J ^a ^ ('NNl ^r^ c M III SI 293654 REASON FOR DELAY TIME D JOB NOT READY O SLOW PLACING METHOD 0 ADDING WATER a TRUCK BROKE DOWN D JOB BROKE DOWN BATCHING LOCATION >.. -/«. Uill'At I I -/.iO '! Mil i}- .• . lf' |l»» i M I.I SAFETY IS NO ACCIDENT WEK3HMASTER CERTIFICATE THB IS TO CERWY thtf tt» toHowina. dMcntad eanMwtty wu v««wt IMMVM! or counM by a nwghmiMr wUi Sedan 127001 al OMcan t o» »» SUnteflfc a( *• Ctftonw t al had and Agrieuftra. by tf» Oman ol i '. i » i \i it ' « '•-• .\. I ' : .1 j I . i. » il ' ';( It ' >' *l Time Loaded Time Due on Job Arrive Job* Truck SpoUB Start UnbadhB FinWiinaUnlowftig* Arrive Plant i - t rPaor JobNix N& %' ••< » i CUMOKW Mum <ti|,'i-|. 1)1 i i i Hi I Ml Job ****** i I i u I 1 1 i • f-it 4 MlpfM. in I Mix Design I i ) I Description i .,,. w / I »'». . Yards Cum Yds.-Job Unit Price. > i < t .1 i .s.l I . Amoun ! II 1' \ I Tnckto. ,1 If ft, Cod. " Jll ' ,» t . i i- I >t 'r Ml < I Waghmaster GaHons of Water Added MPIM BtghJob r- Sump d CytO End Jab SbnpO CyfO CAUTION. Contains Portland Cement May irritate eyes and skin In case of contact flush thoroughly with water Get prompt medical attention Do Not take internally Keep out of reach of children *Note. Unloading time four (4) minutes per yard-Excess time charged at rates quoted X / OriMT X Sub Total SalesTax Standing Time Total »_ i lull I i O 203656 REASOMFOR DELAY TIME D JOB NOT READY d SLOW PLACING METHOD D ADDING VOTER D TRUCK BROKE DOWN D JOB BROKE DOWN BATCHING LOCATION <_ -M i it !>>/1 M i ._C1 I I I'll ll •>' MilLJUHl 1 ,, SAFETY IS NO ACCIDENT WEIGHMASTER CERTIRCATE TUB 8 TO CERTTY ftrt *» toUaring OnaliM commodtty «•» «•»»«. mtmnO. or counnd by i **Vma*r vnlh Section 127001 of OMM S of Hv CiBemU Ouiinia wd Pla 1 by »• Oman ol I-1*-, it . .' ,' n. » I I- « ! (it •! i • » i : i i ( i i i 'i > I. , I I ' Time Loaded Time Due on Job Arrive Job* Truck Spotted Start Urioading Finishing Unloading' Arrive Rant Tl- \ CuHonmrHo.OMirNa CuMonw PXX or Jab No. JobAddrau " ^ i ii». 1 1 I i ! i Mix Design i I A 'I 11 - ....»#.. ^ Description X" .If u- ' "-' / "•.' > 11 11. i > I i i, i i,' ' i • I* . ! t > 1 I <\>>. I 111' •-..••". I » • i . xi'.t . /' • i-i i '• t «'i-'. -i i' ')y Yards Cum. Yds.-Job i. -..i UnitPKce Amoun ! I •' • •. It f L ' t ».»« if > 't ' i ' \pbighmaster X X' GoHons of VUatar Added MPhM SbrnpO MUdtoJob SkmpQ CylQ End Job SkunpO 0*0 CAUTION. Contains Portland Cement May irritate eyes and skm In case of contact, flush thoroughly with water Get prompt medical attention Do Not take Internally Keep out of reach of children * Note: Unloading time four (4) minutes perA^rg^gxcess time/cfiarged at rates quoted. OrtMT X SubTolaJ Sales Tax Standing Time Total I 1,'JUU.U PS • -UHLLL' O 2C3659' REASON FOR DELAY TIMED JOB NOT READY SAFETY is NO ACCIDENT a SLOW PUCING METHOD WEIGHMASTER CERTIFICATE D ADDING WATE3 THB S TO CEFmFY lhal lhc lo"owl"9 descnbed commodity was weighed measured, or counted by a waghmaster whose signature is on this certificate who is a recognized authority of accuracy as prescribed by Chapter 7 (commencing U TRUCK BROKE DOWN with Section 12700) of Division S of the California Business and Professions Code administered by Ihe Division of D JOB BROKE DOWN Measurement Standards of the Califoma Department of Food and Agriculture. BATCHING L( I I I ll '1 1,1 1 •• 1'. llil. II 1 '1 i 1 1 1 . XAT1ON i , , \ . . , , ii, i i i ' / i i > V II 1 » ft i * 1 — / -"Time Loaded / s Time Due on Job Arrive Job* Truck Spotted Start Unloading Finishing Unloading* Amve Plant • Dale Customer No. Order No. Customer PO or Job No. Plant No. Delivery Ticdai No. . i i . . I '• Customer Name Yards Ordered Special Instructions „ M1' .1 i n 1 1 i |l! tin Job Address Map Fief i 1 ' 1 1 i it ' ' ill ii ' i ' Mix Design /' 1 1 . i t Ul><?<* & , &$$ >. ' - !_ I. I . i , True* NO. Omar No. > ' 'j 1 i i UU' f 1 i_yv -VVteigJJmaste Description Yards Cum Yds - M J 1 1 1 1' , l ' 1 ' 'i i ' ' i 77// 0 ' iy3s20jfozz~t][00.fj Ty^f P ifz.fff \c,(ftii't*T / / ' » ' ' 33'r2& pfftey ) i fo'fifo' , i 1 1 1> 1 1 i i ' ' T"00"9 Gallons of Water Added ...,), AtPlant Beoxi Job Slump D Ml*"a "^ SlumonEnclJoi) Slumo Q , N CvtD CylQ CylD CAUTION Contains Portland Cement May irritate eyes and skin In case of contact flush thoroughly with water Get prompt medical attention Do Not take internally Keep'out of reach of children r * Nofe Unloading time four (4) minutes per yard -Excess time charged at rates quoted ' Job Unit Price Amco 9 & /hTk~S&/&*(*'iF. tyjfA • iy 0f F~ ft1 Sub ... Total * Sales Tax Standing TiJne Total Deputy / Dnver Recervedby --* f*^// X """ - , '.. X ' ' - .1 ' i Uj'gS>- *•+ o i^ E J > 2 .J i f VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 Phone (619) 743-1214 Fax (619) 739-0343 Job #94-185-F October 21, 1994 ...'•' \ "• Wilson Engineering 703 Palomar Airport Road, #300 ' •• ^ Carlsbad, California 92009 Report of completion for Caisson Drilling and Construction Geotechnical Inspection/ Buena Vista Pump Station/ Jefferson Street/ Carlsbad (Your No. .102-012 RF) We have completed geotechnical engineering inspection" for caisson construction performed between September 21, 1994 and October 19, 1994 Drilling and construction procedures were completed in substantial compliance with our recommendations Locations of some of the caissons were changed, relocations were approved by others which need to.be reflected on the final as-built plan. Details of our daily activities are presented in our field reports. Caisson drilled depths are summarized on Table 1 attached. Sequence of drilling and numbering of caissons are shown on the attached Plate 1 ' If you have any questions, please do not hesitate to" contact this office at your convenience. Reference to our Job #94-185-F will expedite our response to your inquiries We appreciate this opportunity to be of service to you VINJE & MIDDLETON ENGINEERING, GE #863 RMV/MS/kmh attachment: Table I and Plate 1 a.94-185-F rpt -" • H J«< EH •• 0) fiO OC-HQ) -PH Id0) >4-1 (1)0) HQ£ [ll•Pfi .p' Q) d) • •, rH Q 4J: ' ° !tJ H H id EHC H J3 •P rH Q« ^H(do •3 Q -P •M H-i O Cb ^*^ . rt H .EH 0 C •P O H ^ -P •* id 4J •P 6 1-4Oi M <- Q) O Q fa •0 0) 0)•P Mid 3 Q 0 ft •O Q) CO & H C C _Jrl , —J _Jn ri -. Q) ^ Q •P flj fi -P H W H 0) H ^J tlid Q Q O"• CO « CO O Irt .. •. , ; •' 'nnforonnooooor** r^ vt^* c^ r^ r^ ovo o o oVO ^O VD VO VO V^ CM CM CM CM CMH H H H H''' - _ _ •' .r; " ' ~- ' 'rtvincocoococMcoinin^voco r- t~> coco co co-co co co.co./ ; -1 ^ , ' ' ^ o in co co o co o ^ n b .. <*cot^ r« ; r^ co,r^- co co co co co . c k t VM , in O:n n in co-in,cn co in cnr** ** * r^ r** i**"* t**** t*^ r^* r*** r** r*** r** ; ^ •: , •• \'' ro VO : f^ CO CO CTi ' O -^ LO VO • > OJ CN CO CN "^X^ CN f*O * """v. "''x. "Xx, >sst \ \ \ \ o \\OO O O O"\ C\ CTV O^ c— 1 (Tl CT» .rH rH rH . rH f - " ' ' '\ '"' " " nvor-'Cono^O-^'tn^Dr^ CN CN CN CN ^\ CN CO ^x. ^x ^x, ^X "^x, ^x. -• ^x, ^x O "^x "x^ O O O O C^ G\ G\ O^ rH O"\ CJ^ rH i — 1 i — 1 rH .."-.- ? • • •"• - H . n vo > o co cn co >*. in VD CM CM CNCM CO CM CN ' \ i\ \ \\ >x \ x x. \ :\ o o o ocn.cno^i cn cn cncn H H H H . -. : H'CMCO ^ invo r- co cn o H H H ,CO CO CO CO COVO VO VD VO VD,CO H O OHr- ' co co co' co ':, • - • in o co co or^ co t~- r~ co '' . , , o in co CM in ^ O H CM . CO "*"•• O O O O O H H H H H t O H CM CO ^f H H -H • H H \ \ \ \ \ O O O O O H 'H -H H H ' .j O O H CM CO H H " H H H O O O O O H, H H H H - CM CO -^ in VD H H H H H co co covo vo vo^CO CO Op* r^ co ••• ..' in in r--r^ r^ r^ *• O O CM t^- co cn 000 H H H , ' r> co cn H H, H\ \ \o o o c*H ' rH .• rn ••' ^* r*^ o^ H H H O O O H H H r*» co cn H H H o\^o co -dQ)cMd-P Q) TS rH O£ .co Ti<1)U cn\ COr\j \ CTl C O TSa) (0-P U) *o ^ "°O' r-03 >OCD,00en m o O£COCO O O O^ -H 5 zo V)o m 5 r- Sl co O m om OO oz >zo o Im O Xm V)o Xm 1o o © I- > O 13 O 13 H O 6 >< 2 S 5m O V)o TO VWJE & M!DDL£TON ENGINEERING, INC 2450 Vineyard Avenue Suite 102 ESCONDIDO CALIFORNIA 92029 1229 Phone (619) 743-1214 Fax (619) 739-0343 t j 1 1 <,r> !-l THE FOLLOWING WAS NOTED jfl/ (0 CONTRACTOR PRESENT AT SITE at at AM PM To A # r>yoT MA-vg _ A e AA/Z> YO Mo COPIES TO. !_ _ i PRODUCT 2<1 (\eBsi\ri: Grorni Mass 01471 TaOraer PHONE TOLL FBEE l-aM-225-fflaO , SIGNED RECYCLED PAPER Contents 40% Pre Consumer 10% Post Consumer VINJE & MiODLETON ENGINEERING INC 2450 Vineyard Avenue Suite. 102 ESCONDIDO, CALIFORNIA 92029 1229 Phone (619) 743-1214 Fax (619) 7390343 TO CONTRACTOR PRESENT AT SITE JOB NO k 'at 'at AM PM THE FOLLOWING WAS NOTED To Cll ».£? of- 6V r<3P Qp \lf&r,CAL- &At"i /A/P g PRODUCT 241 /A^B7te Groton Mass OM71 To Order PHONE TOLL FREE I-KB-22H380 "RECYCLED PAPER Contents 40% Pre-Consumer 10% Post-Consumer TO ViNJE & MIDDLETON ENGINEERING, !HC 2450 Vineyard Avenue Suite 102 ESCONDIDO, CALFCRNIA 92029 1229 Phone (619) 743 1214 Fax (619) 7390343 \X/H THE FOLLOWING WAS NOTED c|-Z2-ci4 JOB NO 94-iSS- F PROJECT _ 5U£K4 ViSIA p^np SI A LOCATION j£F<irax>r\ 51 CA^LS<3<4C CONTRACTOR .°/9SC/U-ayssI WEATHER OWNER TEMP Oat AM °at PM PRESENT AT SITE ( Jc U/A <.^ ,BrJ-ritJi) ipyTi (?8^* A? ,T I* V Og-JL)7JJ VUV' AL^O ,/yA. XVU^V V.Qa"| '' Ar^D ./\£M- .'tc ~rP&\/C COPIES TO. SIGNED PHOOUCT3O /A^gylnc Graton Mass 01471 To Order PHONE TOLL FBEE HOO-22S-63M RECYCLED PAPER Contents 40% Pre-Consumer 10% Post-Consumer VINJE iJfllDDLETON ENGINEERING. INC 2450 Vineyard Avenue Suite 102 ESCONDIDO-, CAL'FORNiA 92029 1229 Phone (619) 743 1214 Fax (619) 7390343 TO THE FOLLOWING WAS NOTED CONTRACTOR PASCA PRESENT AT SITE gt at AM PM #1 •' "to /AW: MJLO CdAfJ(,B tA/F/ZoH ^l TO 7///J Hi)£rliv6 t> -7 op i/ COPIES TO. SIGNED PRODUCT !J1 (ri/ES3)\tt. Grolon Mass OK7I To Order PHONE TOLL FflEE I-SXJ.22S-6380 RECYCLED PAPER Contents 40°/ Pre-Consumer 10% Post-Consumer V'NJE & WIDDLETON ENGINEERING INC 2450 Vineyard Avenue Sute 102 ESCONDiDO, CALIFORNIA 92029 1229 Phone (619) 743 1214 Fax (619) 739 0343 T0 THE FOLLOWING WAS NOTED ST CONTRACTOR Ogt °at AM PM PRESENT AT SITE - f=C.gi/A./Q /y) o-tc^ <&4FTA/o A TO .flgjyftt/ f . A/ COPIES TO_: PRODUCT 241 /^&OS/{PC Grolon Mass 01471 To Order PHONE TOLL FREE 1-800-225-6360 SIGNED . RECYCLED PAPER YIN:E & MIDDLETON ENGINEERS, INC 2450 Vineyard Avenue Suite 102 ESCONDIDO, CALIFORNIA 92029 1229 Phone (619) 743 1214 Fax (619) 739 0343 TO J i «_.<< jv l.H/jty^-. THE FOLLOWING WAS NOTED A V'iT.4 ST CONTRACTOR at PRESENT AT SITE AM PM f^ 1C .' ' ST A . ,vG 4T ^ 32.r> /• -g^r"* w^f. &^rvnJTi^1.fer^ r>,».i\/3 rs-a/r w*4**T\sfir#t CX*: r*<UiT" /¥T T(^ r^A-.r^/ TO 77? ^M /?j^ 7Q f (p .y^ /4 /i».t>agtj> /i»jg >. ^.r-4/a r^i.0 r.yyr .^,-^ J v> <• 47 *»Tr£ COPIES TO loP SIGNED. PRODUCT 241 /A^Bg?lnc Groton Mass 01471 To Order PHONE TOLi. FREE 1-600-225-63M RECYCLED PAPER dfl% Prp-^onsumer 10% Pnst-f^nnsumpr VINJE & MIDDLFON ENGINEERING, INC 2450 Vineyard Avenue Suite 102 ESCONDIDO, CAL'FORNIA 92029 1229 Phone (619) 743-1214 Fax (619) 733 0343 TO THE FOLLOWING WAS NOTED LOCATION CONTRACTOR PRESENT AT SITE S Ogt °at AM PM OA/.£ A. T?fg ^ Tp.g/1. »>*^j*a-/ii?n k.\(?\ Afsp %z Xro7" 8 fr. JC mvi-^ <A^l TT^ r. 7? w^Ar { c^ty?^. P^ffHU/.uT \tt> TJ Tiftr>u6tfT */p ,t C& I (.(.•#(> GMjT^i^cTQrf' fs.Q<U- Qg.tU- &/f>y=T^' ^ r''? Tt(€ CA&*»6 Q^p^^ T^O. rts -*^*t ^>"XT -U^M =^r « c /f,^ r-g "y r/'"*- J 3LB PRODUCT !4I (H^§)\K.. Grown Mass 01471 To Older PHONE TOLL FBEE1-800-Z25-63JO SIRNFO RECYCLED PAPER !Y!NJE & MIDDLETON ENGINEERING INC 2450 Vineyard Avenue Suite 102 ESCONDIDO CALFORN'A 92029 1229 Phone (619) 743 1214 Fax (619) 7390343 TO THE FOLLOWING WAS NOTED JOB NO - Si • CONTRACTOR oat "at PRESENT AT SITE AM PM tT j- f. VlT ffj TEjT /P" ig" l^ «? *r t M y - L / -fi •j '32. rj-tfa r?J^/jA» <2_ f /,.v, ^ <• /-i J..>!^ tt,» fl T\:> )C-— / fV^w » t-t-/ <y>«x. tA^'^J^V X . J'w •>.. 'tnacO «•—5^1*!? fci-f CA'/ r i V t <T ~i'lAJitt£ iJ "* /«•ULI. .U. f< -fa *.«.y COPIES TO. PRODUCT2<1 /AeBgy'lnc Grolon Mass OK71 To OHei PHONE TOLL FBEE1-MO-225-6380 ITLB SIGNED. RECYCLED PAPER TO 1VINJE & MIDCLETON ENGINEERING, INC 2450 Vineyard Avenue Suite 102 ESCGND!DO CALIFORNIA 92029 1229 Phone (619) 743 1214 Fax (619) 739-0343 / (} \L. THE FOLLOWING WAS NOTED 4-T CONTRACTOR PRESENT AT SITE Ogt "at *7a PM f . TT i j>s (,Lg-J v- VD O O.A.V/)..V > ToTAt. rt^-t t A A C *r/LA*~ra 4- CXOA/T >ftfrtr"P /c n #^*~ *--^ / "' *• COPIES TO. SIGNED . PRODUCT 241 //VSs/Inc Gralon Mass 01471 To Older PHONE TOLL FREE 1-801-225-6380 RECYCLED PAPER Dpa.nnnc-llfflar inoA ' VINJE & MIDDLETCN ENGINEERING, !NC 2450 Vineyard Avenue Suite 102 ESCONDIDO, CALFOPMA 92029 1229 Phone (619) 743 1214 Fax. TO THE FOLLOWING WAS NOTED CONTRACTOR PRESENT AT SITE at lop-** AM PM A falp /2u//*t4 £«- a f A/n /A 77/f g6 . -TTV Jf/QnlC/7 M*\I TO /r A/3 7*A^vA -rW*^ /*14 /( Q COPIES TO.[THUD) SIGNED. PRODUCT 2<l (A^SSr/inc Gralon Mass OW1 To OrdM PHONE TOli. FREE 1-80MH380 RECYCLED PAPER \ Contents 40% Pre-Consumer 10/o Post-Consumer V'!NJ£ 4 WIDDLETCN ENGINEERING, 'NC 2450 Vineyard Avenue Suite 102 EoCOND'DO CALIFORNIA 92029 1229 -e (519) 743 1214 ILLOWING WAS NOTED <=!- 3^ -q 4 LOCATION CONTRACTOR PRESENT AT SITE Ogt "at AM PM :) vrf _ 0 J./.-w/;Q ~c u.i ^f r? go T? C'uT t>0(Jft.fff j ^/-/pa fjf-asf-r // DI TO. SIGNED as?Inc Grown Mass 01*71 ToOree;PHCNETOLLFREt l-aoO-??S-6380 * RECYCLED PAPER !WE 1 WDDLETQM ENGINEERING. "NC 2450-Vineyard Avenue Suite 102 ESCCNDiDO CAL'RDPNIA 92C29 1229 P^one (619) 743 1 -- Fas -(619r739"0343- TO THE FOLLOWING WAS NOTED sr CONTRACTOR PRESENT AT SITE 1? OP" Ogt °at AM PM " ts 83*0 I -F>n*c 7"! COPIES TO . PRODUCT241 /HESs'ime Grolan Mass 0:471 ToOrdsr PHON'E TOLL FBEE I 8W-225-6380 SIGNED RECYCLED PAPER Contents 40% Pre-Consumer 10% Post-Consumer IJE & tf'DDLETON ENGINEERING, INC 2450 Vineyard Avenue Suite 102 SCCND'DO' CALlt:CRNIA S2029 1229 Phone (51*») 743 1214 OWING WAS NOTED CONTRACTOR PRESENT AT SITE ST", gt at AM PM AT /7 V — ° / ~ AT '-i /i-T~^ 'f & A/ -^.Cf^yQ rV-r^/ -p toi.lt ,-avCy TO 7^- QAf/d/^ Offir?*- ^/f V ^6^ d ?*•$'•£*'*•'• rv^-j v~f*i* *- •- -. 0 U r^-/1 fo:on Mass 01471 To Orcer PHONE TOLL FREE 1 800-235-S330 RECYCLED PAPER Contents 40% Pre Consumer 10% Post Consumer \ TO YiNJE & MIDDLETCN ENGINEERING. INC 2450 Vineyard Avenue Suite 102 ESCCADiDO CALIFORNIA 92029 1229 Phone (619) 743 1214 THE FOLLOWING WAS NOTED IO-4-S4- CONTRACTOR f/^SCAL- C<0r4£t" PRESENT AT SITE at AM PM 4T To 1 f-< .4 »««rr,og A JA- Of AT 7. <I-/AI~T Qt--04-oto C? -^ TO &T £ TJ T^/ Ttf tfVt [)L— SI —— COPIES TO.h i >—• ' l ~ I UA / T^TT TTTi TDJ py UJ w J-a SIGNED PRODUCT 241 //veos./lrc Oralon UassOHn To Older PHONE TOLL FBEEi-«10.225«»0 RECYCLED PAPER Contents 40% Pre-Consumer 10% Post-Consumer TO V!NJ£ & MICCLETON ENGINEERING. <NC 2450 Vineyard Avenue Suite 102 ESCONDIDO CAJFOSNiA 92029 1229 Phone (619) F,CONTRACTOR PRESENT AT SITE °at °at AM PM THE FOLLOWING WAS NOTED T,t A * T ffi pM. SL--pp COPIES TO . PRODUCT 241 /Agss/Hc Groton Miss 01471 To Order PHONE TOLL FBEE1-800-225-63JO SIGNED. RECYCLED PAPER Contents 40°/ Pre-Consumer 10% Post Consumer TO MIC?LETQN'ENGINEERING INC 2450 Vineyard Avenue Su1Te 102 FSCOND'DO C/iLrCPMA 92029 t229 Phone (619) 743 1214 Fax (619) 7390343 THE FOLLOWING WAS NOTED CONTRXkCTOR PRESENT AT SITE oat °at AM PM rtuA l if /It Ay fffivf _ 7?) f rry /^ r-iei/M of /'/'/»tt /// 5° - I?-\<*A f **j4O 7J 3 Tl^S T ft 1:3 A Q,\-\fjTy iv n*£. PBODUCTJd //VeflS/Inc Grown Mais Oi«: To Order PHONE TOLL F3EE 1 800-J2M380 RECYCLED PAPER Contents 40,4 Pre-Consumer 10 / Post-Consumer TO VINJC & MIDDLETON ENGINEERING INC ' 2450 Vineyard Avenue Suite 102 ESCCNDiDO, CAL!rORN!A 92029 1229 Phone (619) 743 1214 Faa (619) 739 0343 THE FOLLOWING WAS NOTED CONTRACTOR PRESENT AT SITE PUMP S 5T. CONST: gt at AM PM AT Q 2. _ T r-> f 2 AT ^i' 7~ L,A (A 7 - AT- UAtt-J * HA ITT lt-AM rf- & 4 ^ /t/V/)/I T" IZ' LTr?? *' 70. ffij*< :1 =•/Tg rv(^ /V/AjJ M'.>f £^-3 o/v/ . f-D ~~\ / AT 7 • g-r H C. COPIES TO. PRODUCT 2<! //V^Ss/Inc GiKon Mass 01471 To Order PHONE TOLL FREE 1-800-225-6380 SIGNED V'INJE & MIDDLETQN ENGINEERING, INC 2450 V'neyard Avenue Suite 102 ESCONDIDO CALipORNIA 920r3 1229 Phone /619) 743 1214 Fax (619) 7390343 TO THE FOLLOWING WAS NOTED > Or-4. SlTP /IT 1'^. O/iiLL i_-c-> \A CONTRACTOR PRESENT AT SITE T at AM PM -~ i*~T Zs 3O A ( ri /A ^- y &CAt * (? A-r o -r^ VT M Ay/i 4-T R? - AMM, s A T I ; IQ 'A/A,,-.A-7/-A t. 7?o ftiV/fO ,1.4 ^/>/_ { /r/k. /? «/lr j|-y>gQ 7.0 A^/J/yVr-^ -V7>*£ MQ/t'.A.f*. 1*1.±s ' • * i f \ ' "' "• ' ' ,. I//)if/ r// 7 ^ T .-p~•f J± \>f 11 _\ ~t 7*> f* 1,-^-^k-W -y - - / t?/:/' K,y COPIES TO.3LJD) PRODUCT W /A€Ss/'lnc Grcton Mass OH71 To Order PHONE TOLL FREE i-flOO-225-6380 SIGNED RECYCLED PAPER Contents 40°/ Pre-Consumer 10% Post-Consumer TO V:NJE & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue Suite 102 ESCONDiDO CALirORN!A 92CC9 1229 Phone (619) 743 1214 Fax (619) 739 0343 ,J, '* / . /> J THE FOLLOWING WAS NOTED CONTRACTOR PRESENT AT SITE JOB NO Q4--IS5- F ST fSTA oat °at AM ' PM AT" 3'ISAtD rw.>i i 4-*yt-/-1?=-r N<3 '<•!-<"> \/\ sco\.~ A ffv** f •&- ^Py?>^5 tie?rjl*r£*l 77C,~~.AT To A AT '.'o^rt.Q to j i (r 0 sj ATy * * i<r_i*i flj ^'/i Tt,t:f.f fal - ^ T.J— J ^t*t C \f t.ra\7,~L± TO1 T - l <. ' c. F-r V *" COPIES TO. / •:.'J.,> -4 3HI1ILID) PflODLiCT241 ^/Vggg^lnc Qrolcn Mass OM7) To Order PHONE TOLL FREE 1-800-Z25-6380 SIGNED . RECYCLED PAPER L ProJ^-rtneiimor 10% Pnct-P.rtnci MV ENGINEERING, INC 2450 Vineyard Avenue ~1C2 ESCONDIDO CALIFORNIA 92C29 i229 (619) 743-1214 FAX (519) 739-0343 TO THE FOLLOWING WAS NOTED .PROJE LpCATION 'irr CONTRACTOR PRESENT AT SITE i reiU , V' °at °at AM PM ^ < Kj^i-7-w C~ 71* fiO ("^ /> /S" =• <! LO . J c^-t --f c^ /y /z. 7 ^o /vii/,i. 7'' . S^oP . 5 oc> CQ (P, / So 4 7 c. ~77^/Cd~/1'2.UUC * 7. \) i rs kA-yc- LLJ*=> 1*14- "TbrAC COPIES TO.MnHLTU) IRJB PHOOUCTX1 L(M>|, UK 01471 ToOM»PHONETOUfflE£H»-J2M3« SIGNED . RECYCLED PAPER M1CCLETON ENCiNEER'NG ' 2450-Vmevard Avenue Suite 102 EiCONDiDO, CAL!(rORNiA 92C29 1229 Phone (619) 743 1214 fax re 19) 7390343 TO -*?• THE FOLLOWING WAS NOTED LOCATION CONTRACTOR PRESENT AT SITE at at AM PM \/ A T £?.30 AT AT -r AT s ,-JT- /L~T 7 a To rt ,w 9 / fc TS.. f tr r J / y / , A COPIES TO.'u. -JTLJD) PSODUC" 2<1 //Vess/lnc GfMon Mass 0:«: To Order PHONE TOLL F3EE '-800-32S-6380 SIGNED . ^X RECYCLED PAPER ^<^ Contents 40 / Pro Consumer 10% Post Consumer TO IMJ£_i M'COIETON ENGINfr^G, !NC 2450 Vineyard Avenue Suite 102 ESCONDlDO, CALIFORNIA 92029 1229 Phone (519) 743 1214 Fax (619) 739 C343 THE FOLLOWING WAS NOTED CONTRACTORpa PRESENT AT SITE at AM PM r '71- &3- -^TT A/J~ y'!(***&•£.{$ -"-I ^Ttj-r^A-cT}.^^/ \/,0\'<<&- V-Y-4=-t -C-u.j v rs •\3 j^L. A ,v ^ V^^ , (-+±-^ • ^ * I ' /.'" "™ / * L—•'.* i r '~y-^-f r/rf/.V(.^( )1 T7 ^ J- -'., ^ 1_'-I COPIES TO _[HILJD) PflODUCT2«1 (\£BS}\K Groan Mass 3X1 To Older PHONE TOLL FPE-1-800-225-6380 SIGNED . RECYCLED PAPER Contents 40 / Pro Consumer 10% Post-Consumer VINJE & V'BDLETON ENGINEERING, INC 2450 Vineyard Avenue Suite 102 ESCONDIDO OL!CC=N!A 92029 1229 TO THE FOLLOWING WAS NOTED CONTRACTOR P ^ L COM3 PRESENT AT SITE *- r at AM PM Sc-C/g?T \/,;J A 7 x ///rrf T,P Ht-JtH AT Co-—. FlASAt <--*.! ^L A r Y f_ >, ^ ..*—fi .\l ,r\f tiltf />1A/ / A. / ^\ j .0 / •-•/rT .£ fr- r-. c r /, *- /A/ -T-/J rt- r/ '/>. y r~ A 7 f ,-> O/f.. AT C> . 7'> ^ ^-t t * (v.vCH -fk/fr>^lv-" i , i ,NtT COPIES TO .X " •' , s PBODUCT24I /VvgBs/Inc Gro:or Mass OM71 To Ocdtr PHONE TOLL FREE I-600-225-6380 RECYCLED PAPER Contents 40/= Pre Consumer 10% Post Consumer TO VINJE & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue Suite 102 ESCONDIDO CALIFORNIA 92029 1229 Phone (619)743.1214 it I <?\/ t-v 1 v-"*'-' IV <— ' THE FOLLOWING WAS NOTED |O - j LOCATION CONTRACTOR ATVlE PRESENT AT SITE -F at at AM PM <f /? ,/v / 2 .-r ^/g r 1/15 eg j /6r v^ /v/AtC r-tT^- ,'}-1 ' m* 7 , , -^. ) " iZzt-i / AvQ .ZCL /T t-M-*.js>*t T^rll/v, f Tj / T/C/c./C fi, ' | *^",-p'LC'Sflft ^^ C ! V<1 TJ //T7 / (P OVA T <v / *— r ,, <r A./- ..^ * f \\ p#i/ r *•', //•.^ f t r / /If/ XI t. ww r t\ T4~T[7 V? A l^w-l 0) COPIES TO . '"•SIGNED . PRODUCT 24) //VBag?lac Grolon Mass OH7I To 0«Er PHONE TOLL FREE l-ll»-?25«80 RECYCLED PAPER Contents 40/o Pre-Consumer 10% Post-Consumer T,OBSTRUCTION 1ESTING & H,NGINEERING , INCE; ENGINEERING, INC ESCONDIDO • MODESTO I QF \^ • •— — — •-^— PROJECT NAME: INSPECTION REPORT^/ PLAN FILE*: PROJECT ADDRESS &&*' CTE PROJECT MIX:SAMPL3S ARCHITECT.DESIGN STRENGTH-REQ. STRENGTH. ENGINEER.MATERIAL. STEEL. ?£>$ RE3AR GRADE. BOLT. CONTRACTOR.WELDER. INSPECTION DATE. TYPE OF T WORK INSPECTION, JOB PROBLEMS, MATERIAL IDENTIFICATION PROGRESS, WORK REJECTED, REMARKS, ETC Certification of Compliance. All work, unless otherwise noted, complies with the approved plans and specifications, and the uniform building code. Inspector Certification No.Date GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING S. INSPECTION 2414 VINEYARD AVENULSLITEG ESCO.NDIDO CA 92029 i6I9) 746 4955 IA\ (619) 7-16 'JS06 3540 OAKDALE ROAD MODESTO CA 95355 (209)5512271 FA\ (209)551 ^^ ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 ft/q/9-a>DATE: _ JURISDICTION: PLAN CHECK NO: PROJECT ADDRESS: PROJECT NAME: QflUT I JJAPPLJ HSDICTION JPLAN CHECKER DFILE COPY JUPS IDESIGNER X NY\ - — -I _ I 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 _ are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list. and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact: person. { ] The applicant's copy of the check list has been sent to: staff did not advise the applicant contact person that plan check has been completed. [""I Esgil staff did advise applicant that the plan check has — been ^completed. Person contacted: Date contacted: REMARKS: Telephone Ciiv By _ESGIL CORPORATION DGA DCM ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 56O-1468 DATE (< JURISDICTION: GdCIS OCLrV FLAN CHECK NO: 9 2?"S(&C) SET; I PROJECT ADDRESS: -$r^^TO~J PROJECT NAME: Pu /on ,PIAN CHECKER LJrlLE COPY QUPS QDESIGNER 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 wh«n minor deficien- cies identified are resolved and checked by building department staff. I—| The plans transmitted herewith have significant deficiencies I I identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. H The check list transmitted herewith is fo: your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check lisr is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: -J- 92,00 9 (^ 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 ^~~* no^n rrnnnl pl-o/^ Pardon r^rin-i-a r-t-afl, •been completed. Person contacted: Date contacted: REMARKS: Telephone By: ESGIL CORPORATION 6,//o/93 DGA Den Enclosures: PLAN CHECK NO. JURISDICTION:(2/1 C 1 5> \^\ C I TO: GA 92O09 OCCUPANCY: PROJECT DATA fe-4- BUILDING USE-. UOcdrer TYPE OF CONSTRUCTION: ACTUAL AREA: Q. L- n ALLOWABLE AREA:_ STORIES; 1 (jQ £> SPRINKLERS: OCCUPANT LOAD; REMARKS: PLAN CORRECTION SHEET GENERAL COWERCIAL Date plans received by jurisdiction: _ Date plans received by Esgil Corp / / "^ Date initial plan check completed- vi GWdc Uev\rieY\W( Applicant contact person Tel - 44 FOREWORD; PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical code and state lavs regulating energy conservation, noise attenuation and access for the disabled. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply w:th Title 2k and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1991 UBC. The circled items listed need clarification, modification or change. All items must be satisfied before the plans \%ill be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1991 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, note on this list for a copy) where each correction item has been addressed, i e.. plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. NOTE: PAGE NUMBERS ARE NOT IN SEQUENCE AS PAGES HAVING NO ITEMS NEEDING CORRECTIONS WERE DELETED. List No. 22, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS (1991 UBC) B. / / 0 0 PLANS Please make all corrections on the original tracings and submit two new sets of prints, to' Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original tracings arid submit two new sets of prints, to The jurisdiction's building department. GEMEKAL 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 ond the fn-ot sheet of •the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code 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. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed. Occupancy Group Description of Use Type of Construction Sprinklers: Yes or No Stories Height Floor Area / C. / / Justification to exceed allowable area in Table 5-C. (if applicable) Justification to exceed allowable height or stories in Table 5-D. (if applicable) Provide a note vith the building data legend stating that yards used for area increases shall be permanently maintained. Indacate on the Title Sheet whether or not a grading permit is required for this project. Provide a statement on the Title Sheet of the plans that this project shall comply v,ith Title 24 and 1991 UBC, UMC and UPC and 1990 NEC Provide a note on the pi ems indicating if any hazardous materials will be stored and/cr used vithin the building vhich exceed the quantities listed in UBC Tables 9-A and 9-B Specify the uses of all rooms or areas SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show north arrow, property lines, easements, streets, existing and proposed buildings and structures Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are 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. Clearly designate any side yards used to justify increases in allowable area based on Section 506. Show on the site plan all proposed v,alls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. Clearly dimension building setbacks from property lines, street centerlines, ana 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 disabled access spaces. Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. 8/4/92 L*6. No point in the building shall be more than 150' (2001 if sprinklered) from an exterior exit, horizontal exit, enclosed stairway or exit passageway, measured along the path of travel This may be increased a maximum of 100' v«hen the increased travel distance is the last portion of the travel distance and is entirely within a 1-hour corridor. Section 3303 (d) Double acting doors are not allowed when serving a tributary occupant load of more than 100, or v>hen part of a fire assembly, or part of snoke and draft control assemblies or when equipped v,ith panic hardware Section 3304 (b) Exit doors should swing in the direction of egrees when serving an occupant load of 50 or more or -ben sen ing any hazardous area Section 3304 (b) See doors Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge". In lieu of the above, in a Group B occupancy, you may note "Provide a sign on or near the exit doors reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS". This signage is only allowed at the main exit. Section 3304(c). 120. •Exit doors from Group A,E,H-l,H-2,H-3 and I occupancies shall not be provided with a latch or lock unless it is panic hardware. Chapter 33. All doors and gates, within the exit path from Group A,E,H-l,H-2,H-3 and I occupancies to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware. Section 3301 (b). When additional doors are provided for egress purposes, they shall conform to the width, swing and hardware provisions in Chapter 33. Section 3304(1). Exit doors should be a minimum size of 3 feet by 6 feet 8 inches. Maximum leaf width is 4 feet. Section 3304 (f) and (g). •Regardless of occupant load, a floor or landing not more than 1 inch (1/2-inch if disabled access is required) below the threshold is required on each side of an exit door. Section 3304 (i). When a door landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing dimension to less than one half its required width. Section 3304 (j). /, L. Door landings shall have a length measured in the direction of travel of not less than 44 inches. Section 3304 (j) 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 v>idth when in any position Section 3305 (d) Revolving, sliding and overhead doors are not permitted as exit doors if the occupant load exceeds 9 or the exit door serves a hazardous area. Section 3304 (h). Ranrps not required to comply with disabled access requirements shall not be steeper than 1.8 Ramps steeper than 1 15 shall have handrails as required for stairways. Minimum size landings and landing clearances must be provided Section 3307. (See Title 24 v»here Disabled Access is required) STAIRWAYS &E.L0CO 12^.Stairway width must be at least 44 inches when serving 50 or more occupants; 36 inches when less than 50 Section 3306 (b). Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 3306 (c). See the exception for private stairways serving less than 10 occupants. Eighty inch minimum headroom clearance for stairways should be indicated on the plans Section 3306 (o) Note that this is from a plane tangent to the stairway tread nosing. Stairway handrails should not project more than 3-1/2 inches into the required width. Trua and stringers 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. Show 2x@ 16" o.c. nailers. Section 3306 (1), (m). Landings should not be reduced in width more than 7 inches by a door when fully open. Section 3304 (j). Stairways from upper levels which extend below the level from which egress from the building is provided, shall have an approved barrier to preclude exiting into such lower levels. Section 3306 (h) & 3309 (e). LQ \\r( CMG b n\r(<f. See .A-i8/4/92 Vertical distances between stairway landings are limited to 12 feet. Section 3306 (g). Winding and spiral stairways are permitted only in residential occupancies Section 3306 (d). All interior stairways and ramps shall be enclosed. In other than H and I occupancies, an enclosure is not required if serving only one adjacent floor and not connected to stairs or corridors serving other floors Section 3309 (a) Stairways should be enclosed as specified in Section 3309. a Two-hour fire-resistive walls are required in buildings of Type I and II-F R construction and in all buildings four or more stories in height, and one-hour elsewhere. b. Only exit doors are allowed to open into exit enclosures c. Doors should be labeled one and one-half hours or one-hour fire assemblies, and noted that the maximum transmitted temperature end point shall not exceed 450 degrees (F) above ambient at the end of 30 minutes of the fire exposure specified in UBC Standard 43-2. d. Exit enclosures should include a corridor on the ground floor extending to the exterior (see exception). 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 continuing to the lower level. f. Usable space is not allowed under the stairs. 7. Occupied floors more than 75 feet above the lowest level of fire department vehicle access should have all exits from the building in sookeproof enclosures. Section 3310 (b). In buildings four or more stories, one stairway must extend to the roof. Section 3306 (n). 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 determining if a stairway to the roof is required. Stan-ways exiting directly to the exterior of a building four or more stories in height shal I be provided with a means for emergency entry for fire department access. Section 3306" (1) [140.1 Handrails ©Handrails are required on each side of stairways. Stairways less than 44" wide or stairways serving one dwelling unit nay have one handrail (if not open on both sides) Private stairways (1 tenant) need only have a handrail on one side if 30" or less in height. Handrails and extensions shall be 34" to J8" above nosing of treads and be continuous. Except for private stairways, at least one rail shall extend 12" beyond top and bottom risers. All stairs shall have handrails terminating in a newel or safety post 'Section 3306(j). Note- Where access for the disabled is necessary, Title 24 requires handrails on both sides to extend 12 inches beyond the top nosing and 12 inches plus the tread width beyond the bottom nosing. Additionally, handrail height should then be changed to 30"- 34". 141} The handgrip portion of all handrails shall be not less than 1-1/2 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 3306 (j). 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 (k). Openings in exterior walls below or within 10 feet, measured horizontally, of an exterior stair shall be protected by self-closing fire assemblies having a three-fourths-hour fire protection rating when the stair serves a floor level having openings in two or more floors below it. See exception above. Section 3306 (k). Buildings four or more stories in height shall have a stairway numbering system complying with Section 3306 (p). 8/4/92 1166 pi B-2 and B-4 occupancies with over 50,000 sq ft. of undivided area and H-1,2,3,4 or 5 occupancies over 15,000 sq. ft. of single floor area shall have smoke and heat vents per Section 3206. Plastic skylights must be separated from each other by at least 4 feet, unless they are over the same room and their combined area does not exceed 100 square feet (or 200 square feet if the plastic is a "CCI" material) Section 5207 (a) 6. Plastic skylights shall not be installed within that portion of a roof located vithin a distance to property line v.here openings in exterior walls are prohibited or required to be protected. Section 5207 (a) 7. Provide skylight details to show compliance with Chapter 34 and Section 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 recognized approval listing. Show attic ventilation Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 3205(a). ems, KKLUtSfJISSOK . Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft. and there is not provided at least 20 sq. ft. of opening entirely above the adjoining ground in each 50 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). f pit f. Fire sprinklers are required at the top of rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floor 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 ft on all floors or in B-2 retail sales occupancies more than three stories in height Section 3802. Fire sprinklers are required in H occupancies vhen exceeding the areas in Section 3802 (f) Prov Lde fire sprinklers in rooms used by the occupants for the consumption of alcoholic beverages when the total area of unseparated rooms, exceeds 5000 square feet. For uses to be considered as separated, a one-hour occupancy separation is required. Section 3802"(c) wa. /99. Provide fire sprinklers Section 506, 507, 508 jurisdiction ordinance. or 3802.See also Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 3803. Provide class standpipes per Section 3807. A first story as allowed by Section 702 shall be included in determining the number of stori.es when determining if standpipes are required. Section 3805. S. FOUNDATION Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. (201.JSpec:fy on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 2905(c). 8/4/92 12 202.JProvide 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 recommendations in the soil report are properly incorporated into the plans. (When required by the soil report). 2/3 The foundation plan does not conply with the following soil report recommendation(s) for this project 2/7. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation •The soils engineer recommended that he/she review the foundation excavations 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. 1. The building pad was prepared in accordance vith the soils report, 2. The utility trenches have been properly backfilled and compacted, and 3. The foundation excavations comply with the intent of the soils report". 6. Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. 2*0. Show height of all foundation vails. Chapter 23. 8. 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 2907(a). . Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). Dimension foundations per Table 29-A. Floors Supported* Stemwall 1 6" 12" 2 8" 15" Thickness of Width Depth Footing 12" 6" 18" 7" 10"18"24"8" '"'Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. 2/4 i, 4, 4. For buildings adjacent to slopes steeper than 3-1, note on the plans: "On graded sites, the top of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent " Provide elevations on the site plan to show compliance. Section 2907 (d) 5 Show foundation sills to be pressure treated, or equal Section 2516 (c) 3 Show foundation bolt size and spacing Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan Section 2907 (f) Specify size, ICBO number and manufacturer of power driven pins and expansion anchors Show edge, end distance and spacing Section 306 (f) Show size, embedment and location of hold down anchors on foundation plan Section 302(d). Note on the plans that hold down anchors must be tied in place prior to foundation inspection. Show adequate footings under all bearing vails and shear walls. Section 2907 (b). Show stepped footings for slopes steeper than, 1:10. 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 a 1 sq. ft. for each 150 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 2516 (c) 6. T. MASONRY AHD CONCRETE 2J&0. 221. 22y5. lib. Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 3006 (d)l and Section 2515 (a). Show ties, #9 wire in horizontal joints, etc. Show height and construction details of all concrete and masonry walls. Chapter 24. 8/4/92 13 217. •As Show floor and roof connections to masonry vails. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2310. Provide details for damp proofing the foundation vails, below finish grade, vhere usable space exists on the interior side of the vails Section 1708 (d) Show a minimum 2" air space and flashing between planter and building vails Section 2516 (c) 7. FRAMING (230.J On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below or sticky back. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance vith Sec 306 of the Uniform Building Code / 2/5. ITEM REQ. IF CHECKED REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSP. STRUCTURAL CONCRETE OVER 2500 PSI j_GGAT>e. 6M5 7/7- PRESTRESSED STEEL FIELD WELDING HIGH STRENGTH BOLTS EXPANSION ANCHORS SPECIAL MASONRY SPRAYED ON FIRE PROOFING PILES/CAISSONS DESIGNER-SPECIFIED STCB- i Gotx. OTHER [231.] Where special inspection is required for masonry, note on the plans that prism tests shall be performed in accordance with Section 2405. Section 2405(c). In seismic zones 3 or 4, if a structure is defined in Table 23-K as Occupancy Category I, II or III, note on the plans that "Structural observation by the engineer/architect shall be performed A statement in writing shall be given to the building official, stating that the site -visits have been made and whether or not any observed deficiencies have been corrected to conform to the approved plans and specifications" Provide complete structural details on the plans vith cross referencing as needed to show the structural framing vill comply with the design calculations and building code requirements Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements Show vail bracing Every exterior wood stud wall and main cross partition shall be braced at each end and at least every 25 feet of length with 1x4 diagonal let-in braces or equivalent Section 2517 (g) 3. Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506(h) Show blocking at end and at supports of floor joists, and for rafters at exterior walls. Section 2517 (d) 3. Show solid blocking at ridge line and at exterior walls on trussed roofs. Section 2506 (h), Section 2517 (h). Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beans, walls or partitions, more than the depth of the joists. Section 2517 (d) 5. Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists axe not parallel. Section 2517 (h) 5. Show rafter purlin braces to be not less than 45 degrees to the horizontal. Section 2517(h)6. Show 1/2" minimum clearance between top plate of ulterior partitions and bottom chord of trusses. (To ensure loading will be as designed). 8/5/92 A 2^5. 2/6. r 69 Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4 Specify plywood grade and panel span rating Table 25-S-l Show plywood sheathing over exposed eaves, or other weather exposed areas, is "bonded with exterior glue." Plywood used for exterior wall covering shall be the exterior type. Section 2516 (g)3, 2516(i). When roof pitch is less than 3 12, design ridge as a bean Section 2517 (h). If foundation cripple wall studs are less than Ik", framing shall be solid blocking or the cripple studs sheathed with plywood Section 2517 (g) 4. Cripple vail studs exceeding 4 feet in height shall be 3 inch by k inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. Ridges, hips, and valleys shall be at least one size larger than supported rafters Section 2517 (h) 3. In open beam construction, provide strap ties across the beams at the ridge support Section 2501 (b). Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof". Section 1708. V. KtSCELLAHEODS Parking garages shall have an unobstructed headroom clearance of not less than 7'-0" above the finish floor to any ceiling, beam, pipe or similar construction. Section 702 (b). Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls and showers. If both sexes will be employed and the number of employees exceeds four, provide separate toilet facilities for men and women. If "both sexes will be employed and the total number of employees will not exceed four", and only one restroom is provided, note the words in quotation above on the floor plan. Section 705 (c). 269 ZfQ f Guardrails: Shall be installed at all unenclosed floor and roof openings. Shall be installed at open and glazed s,ides of landings and ramps Shall be installed at balconies or porches more than 30" above grade or floor below Shall be installed on roofs used for other Ulan service of the building Shall have a height of 42" Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 23-B Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom element of A guardrail at a stair shall be less than b" Provide platform and stage construction, including occupancy separations and roof vent<5, as per Chapter 39. Provide at least one drinking fountain for each floor level in Group A occupancies. Section 605. Show that aisles and Sections 3315 and 3316. seats comply with 221. 182. Buildings housing Group A Occupancies shall front directly upon or have access to a public street not less than 20 feet in width. The access to the public street shall be a minimum 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. The main entrance to the building shall be located on a public street or on the access way. Section 603. Pedestrian walkway shall comply with Section 509. Note on the plans that suspended ceilings shall comply with UBC Tables 47-A and 23-P. Note on the plans that new water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19 2, and urinals and associated flushometer valves, if any, shall use no more than, one gallon per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19.2. H & S Code, Section 17921.3(b). 8/5/92 16 w& Provide note and details on the plans to show compliance with the enclosed Disabled Access Check List. Disabled access requirements may be more restrictive than the UBC ENERGY CONSERVATION Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation Provide electrical plans, plan details, calculations and the completed Form 5 or CF-5 to show compliance with state regulations for energy conservation Incorporate in the plans or specifications the attached "Title 2k Mandatory Requirements" and the "Title 2k Construction Compliance Statement Requirements". ADDITIONAL Please see additional corrections, or remarks, on the following page. To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describle them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please check. Yes No r e s. bo A &\ b \ h fr / en A sW-t- c£ j-W l) De-Vml wi Oftes^ Cgqu'\rexY\Vx"is. •fer te ±c\AZ the 1406 u^Viee e. 92. cvf 1.5 plan fcs. a •(• uo\\ic ovxr o-f The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1^68, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact dVlu^Jk Udwiev\V\ni \ 1 at Esgil Corporation. Thank you. Enclosures: 1, 2. 3. 5,9s) Provugte, 8/5/92 17 TITLE 24 HANDICAPPED ACCESS CORRECTION LIST Jurisdiction Plan Check No. 35-5^0 Trt£ FOLLOW iwtj Apply UULEX.IS Tri£ Gny CeeriREi TVWVT Got-y K)au U-ftuou-APpeo Eupt^yees Mfiy References to section numbers with prefix "2" are to Title 24, California Code of Regulations, Part 2 (California Building Code). Prefix "3" is for Part 3 (California Electrical Code). Prefix "5" is forTHiS Part 5 (California Pluobing Code) Exemptions claimed for any item shall be requested in writing and shall include all data needed to determine "unreasonable hardship" as described in Section 2-422. SITE DEVELOPMENT l.JHANDICAPPED PARKING SPACES©Provide 2-7102(b) ..handicapped spaces. \=^ b. Space shall be so located that handicapped persons are not compelled to wheel or walk behind parked cars other than his/her own. 2-7102(c) c. Parking space shall be a minimum of 9 ft.xlS ft. vith adjacent marked 5 ft. loading zone. Double space shall be 23 ft. wide. Where a single space is provided, the loading/unloading zone shall be on the passenger side of the vehicle. 2-7102(c). d. Maximum slope of parking surface in any direction shall not exceed 1/4" per foot. 2-7102(e). e. Parking space(s) shall be identified vith the International Symbol of Accessibility on reflectorized sign affixed to post or wall, and also duplicated on parking surface (symbol to be 36"x36" and painted at the back of the parking stall). 2-7102(f) f. Entrance to parking area (or at each stall) shall have a sign stating that unauthorized vehicle(s) parking in handicapped space(s) may be subject to tow-away. 2-7102(f) g. If covered parking is provided, then a reasonable portion of the total number of stalls reserved for the disabled shall also be covered. 2-7102(a) h. Entrances to and vertical clearances within accessible levels of parking structures shall be 8 ft. 2 in. to anystructural member, duct or pipe. 2-7102(g) CURB RAMPS a. Curb ramps shall be located wherever pedestrian path crosses curb. (2- 7103(a)) b. Curb ramp shall be 48" mm. width (2- 7103(b)) with maximum slope of 1 in 12. 2-7103(d) c. A level 48" mm. depth landing is required at top of curb ramps over entire curb ramp width. 2-7103(d) d If no landing is provided, the slope of flared sides shall not exceed 1 in 12 2-7103(d) resistant and a from adjacent e. Surface is to be slip contrasting finish sidewalk. 2-7103(f) f. Border markings shall be 12" vide of l/i*"xl/4" grooves, 3/4" apart, located at top and sides. 2-7103(h) 3. 1 WALKS a. Site development and grading shall be designed to provide access to primary entrances and access to normal paths of travel and where necessary to provide access shall incorporate pedestrian ramps, curb ramps, etc. 2-7101(a) b. Walks sloping greater than 5% (1 in 20) must comply with ramp requirements of Sec. 2-3307. 2-3325(c) c. Walk width shall be 48" minimum, and shall have slip-resistant surfaces. 2-3325(a) d. The maxuuum cross slope shall not exceed 1/4" per foot. 2-3325(a)3 e. Gratings are not allowed possible. 2-3325(b) whenever f. At each gate or door a 60"x60" level area is required when the gate swings toward the walk. 2-3325(e) g. A 48"x44" deep level area is required when the gate swings avay from the walk. 2-3325(e) h. A 24" clear space is required at strike side of gate or door. 2-3325(e) 4. ) PEDESTRIAN RAMPS a. A path of travel with a slope greater than 1 in 20 shall be considered a ramp. 2-3307(a) b. The maximum slope shall be 1 in 12. 2-3307(c.l) c. The width shall be 48" minimum. A minimum width of 60" is required where a ramp serves as a primary entrance to buildings having an occupant load of 300 01 more. Group R Occupancies may be 36" when the occupant load is 50 or less. 2- 3307(b.l) d. The surface of ramps shall be slip- resistant. 2-3307(g) e. A 60" intermediate landing is required at maximum elevation change of 30" and 72" landing at each change of direction (over 30 degrees). 2-3307(d 1) f Landings are required at top and bottom of ramps. 2-3307(d 1) g. Bottom landing shall be minimum of 72" in the direction of travel. Fig 2-33- 11A h. Top landing shall be 60" x 60" minimum 2-3307(d 1) i. When door swings onto top landing, minimum depth of landing required is door vidth plus 42". 2-3307(d.l.) j. Top landing shall have 60" mm. width when door swings onto the landing, with 24" on strike side of door at exterior ramp, or 18" at interior ramp. 2-3307(d.l) k. Ramp handrails are required on each side of ramp, when slope exceeds 1 in 15. 2- 3307(e.l) 1. Ramp handrails shall be continuous, located 30"-34" in height above ramp surface, with 12" extensions beyond top and bottom, and the ends returned. 2-3307(e.l) m. Handrails shall be 1-1/4" to 2" cross section, spaced minimum of 1-1/2" from wall. 2-3307(e.l) n. A 2" high curb or wheel guide rail centered 3" + 1" above ramp surface is required on both sides where not otherwise bounded by walls when the ramp exceeds 10 feet in length. 2-3307(h.l) 0SPECIAL ACCESS LIFTS a. Lifts may be provided between levels, in lieu of elevator, when the vertical distance between landings, structural elevator, structural design and safeguards are as allowed by the State of California, Department of Industrial Relations, Division of Occupational Safety and Health. 2-5107(a) b. The lift platform shall be of sufficient size to accommodate a wheelchair (30"x48M). 2-5107(a) c. There shall be a level and clear floor area or landing (60"x60") at each level for access to the lift. 2-5107(a) .HAZARDS a. Provide 80" headroom from valkvay surface to any overhanging obstruction. 2-3326(b) b. Headroom of 80" minimum shall be maintained for walks, corridors, aisles, etc. 2-522(f) c Protruding objects with leading edges between 27" and 80" above finished floor shall not protrude more than 4" into valks, corridors, etc. 2-522(f) d Free standing objects mounted on posts between 27" and 80" above the floor may project a maximum of 12" 2-522(f) e. Abrupt changes in level exceeding 4" adjacent to ualks, except between *.alks and adjacent streets or drives, shall be identified by 6" high v,arning curbs above walk surface. 2-3326(a) ENTRANCES AND CIRCULATION TRANCES, DOORS, VESTIBULES AND CORRIDORS a. All primary entrances to buildings shall be accessible to the handicapped. 2-3301(f) b. All required passage doors shall have 32" clear opening at 90 degrees (36" door). 2-3304(f) c. At least one of a pair of doors shall meet the minimum 32" clear entrance width requirement. 2-3304(f) d. Threshold shall be no higher than 1/2" above the floor. Edge to be beveled with a slope no greater than 1 in 2, if more than 1/4". 3304(i.l) e. Exterior level landing may slope up to 1/4" per foot in any direction for surface drainage. 2-413 f. Door hardware shall be of the lever or push type, mounted 30" to 44" above the floor and be operable with a maximum effort of 8.5 Ibs. for exterior doors and 5 Ibs. for interior doors. 2-3304(c), 2- 3304(i.2) g. The lower 10" of the door shall be of smooth, plane surface (no recess or trap) except at automatic and sliding doors. 2-3304(i.3) h. Building entrance(s) shall be identified by sign with the International Symbol of Accessibility. Show location on plan. The symbol shall be a white figure on blue background. 2-522(b) i. At turnstile, provide an access gate, 32" clear width opening, within 30 feet of turnstile. 2-3304(i.4) j. There shall be a clear area on each side of door, 60" deep in direction of door swing and 44" deep in opposite direction of door swing. 2-3304(i.l) k. Width of clear area on the swing side of the door shall extend 2V past strike jamb for exterior doors and 18" past strike jamb for interior doors. 2-3304(i.l) 1. The space between two consecutive doors (vestibule) shall provide a minimum of 48" clear depth between the open door and a second closed door Doors in a series at a vestibule shall s»ing in the sane direction, or away fron the space between then 2-3304(i 1) n. For corridors over 200 feet long, see special requirements of Sec. 2-3305(b)2. 8. FLOORS a Floors of a given story shall be a comnon level throughout or shall be connected by pedestrian ramps, passenger elevators, cr s pecial access lifts 2-522(e) STAIRWAYS NOTE: Only applies where disabled access is provided or required to other levels. a. Treads shall have saooth, rounded evposed edges and be slip resistant. 2- 3306(s) b. Nosing shall not project more than 1-1/2 inches past face of the riser below. 2-3306(s) c. Risers shall be sufficiently solid 2-3306(s) d. The upper approach and lower tread of each flight of stairs shall be narked with a contrasting colored strip 2" in width. 2-3306(r) e. On exterior stairs, each tread shall be marked as noted above. 2-3306(r) f. Handrails are required on stairway. 2-3306 each side of g. Handrails shall be located 30" to 34" above nosing,extend 12" beyond top riser and 12" plus tread width beyond bottom nosing and returned to wall/newel post. 2-3306(j 1). h. Handrails shall be 1-1/4" to 2" in gripping cross section and 1-1/2" clear of wall. 2-3306(j.l) Approved stairway identification signs shall be located at each floor level in all enclosed stairways in buildings two or more stories in height. The sign shall identify the stairvay, indicate whether there is roof access, the floor level, and the upper and lower terminus of the stairway The information shall be presented using raised Arabic nunerals and raised braille symbols which conform to Section 522(b)3 The sign shall be located approximately 5 feet above the tloor landing immediately adjacent to the door on the strike side Signs shall comply with requirements of U.B C Standard No 33-2 (10. JELEVATORS V I**a. Provide clear inside elevator car dimensions as required by U B C. Section 5103(d) 6 and Title 24 2-5103(d 1). 1 At least one elevator in buildings 4 or more stories in height. 80" by 54", with a 42-inch side slide door. Applies only to: high-rise buildings, A/E/I occupancies, State-owned buildings, residential care homes, hotels, motels, apartments and condominiums 2. Elevator in buildings more than two stories or buildings where disabled access is required to upper level (s): 68" by 54", with a rainiaum clear door width of 36". 3. Elevators other than in (b) above serving less than 50 occupants shall have a minimum inside platform of 4 feet 6 inches by 4 feet 6 inches and a minimum clear door width of 36 inches. b. Raised Braille markings and Arabic numerals are required on control buttons and door jambs 2-5103(d.l) SANTIARI FACILITIES FACILITIES ACCESS a. When located on accessible floors, sanitary facilities shall be made accessible to physically handicapped. (2-511 l(a)) b. Doorways shall have 32' opening width. 2-511 1 minimum clear There shall be a level area with 60" clear depth in the direction of the door swing, and a level area with 44" clear depth in opposite direction of door swing. 2-511.l(a) JIPLE ACCOMMODATION TOILET FACILITIES a. Provide clear area high - or clear space high. 2-511.l(a) 60" diameter x 27" 56" x 63" x 27" b. Doors (other than handicap compartment) are not to encroach more than 12" into above mentioned clear space. 2-511 l(a) c Provide a 28" clear space between vater closet and fixture or 32" clear space between water closet and wall. 2-511.l(a) d. A 48" long clear space is required in front of vater closet A 60" clear space is required vhen the toilet compartment has a side door. 2-511 l(a) e. Water closet compartment door to provide 32" clear width for end entry and 3V clear width for side entry. Door to be self-closing 2-511 l(a) SINGLE ACCOMMODATION TOILET FACILITIES a. Water closet shall be located 28" from a fixture or 32" from a wall 2-511 l(a) b Minimum clear space in front of vater closet shall be 48". 2-511.l(a) c. In an existing building, a single accommodation toilet facility may have a space 36" wide x 48 " long in front of water closet. 2-511.l(a) BARS AT WATER CLOSET One at side 42" long extending 24" in front of vater closet; one at rear 36" long centered on vater closet; both mounted 33" above floor. Where a tank- type toilet is used, grab bar may be as high as 36". 2-511.l(a) b. Bars shall be 1-1/4" to 1-1/2" diameter with 2-511.l(a) in 1-1/2" clearance to wall. Bar fasteners and mounting support shall be able to withstand 250 Ibs./ft. in bending, shear and tension. 2-511.l(a) 15.)WATER CLOSET Height of water closet seat shall be 17" to 19" above floor. 5-1502 b. Controls shall be operable with one hand, and shall not require tight grasping, pinching or twisting of the wrist. 5-1502 c. Controls for the flush valves shall be mounted on the wide side of toilet areas, no more than 44" above the floor. 5-1502 d. The force required to activate controls shall be no greater than 5 pounds force. 5-1502 16.)URINALS a. Where urinals are provided, the rum of at least one shall project 14" from the vail and be located 17" maximum above floor. 5-1503(a) b The force required to activate the flush \alve shall be 5 Ibs naxinua and located iUt" maximum above floor 5-1503(b) c. Provide 30" x 48" clear floor space for forvard approach. 2-511. l(b) /17 LAVATORIES a. Provide 30" x 48" clear floor space for forward approach. Said clear floor space may include knee and toe space under lavatory described below 2-511 l(b) b. Provide clear space beneath lavatories 29" high by 30" wide by 8" deep at top and 9" high by 30" wide by 17" deep at bottom from front of lavatory (toe space) . The maximum counter surface height should be 34". 5-1504(a) c. Hot vater and drain pipes under lavatories shall be insulated. 5-1504(b) d. Faucet controls and operating mechanism (operable with one hand) shall be of the type not requiring tight grasping, pinching or twisting of the wrist (such as lever-operated) and an operating force not exceeding 5 Ibs. 5-1504(c) e. If self-closing valves are used, they shall remain open for at least 10 seconds. 5-1504(c) ROOM ACCESSORIES a. Mirror bottom edge shall be located 40" maximum above floor. 2-511. l(b) b. Toilet tissue dispensers shall be mounted within 12" from the front edge of toilet seat. 2-511. l(b) c. Operating parts of dispensing and disposal fixtures (towels, waste, coin slots, etc ) shall be within 40" of floor. 2-511. l(b) SANITARY FACILITIES IDENTIFICATION a. On doorways leading to sanitary facilities the symbols to be provided are 12" Equilateral triangle for men, 12" diameter circle for women, and 1/4" thick, centered on door, 60" high and contrasting color. Unisex facilities shall be identified by the circle with the triangle superimposed within the circle. 2-511. l(a) ELECTRICAL ?LAH CORRECTION SHEET I /I -i csroc SET: FLAX CSZXER; CHUCK HEMDENHALL 93 -£g,di er^ .gervbiv?'2.Lo\<d<?r- a± FLA nr re,'3HK p< he. G.PP iesH-eri per UEC . kio-hs. m l b f B^0'9s Oil Aunn i& \(MC s X" wi er x-or b blcU. i * * -K/^ e o-f ^-b\ir( b^y.Q±ti joer.70I-9. 5 C'eryeccLtor^ ^-Vorgrl $ \-V . ttv ^r tut Datei G/£\/95 Jurisdiction VALUATION AND PLAN CHECK FEE Prepared by« GU PLAN CHECK N0._ BUILDING ADDRESS 2.£>qo s3 effersS D Bldg. Dept. D Esgil APPLICANT/CONTACT fty\rlr& •> BUILDING OCCUPANCY 6>- 4- PHONE NO. DESIGNER PHONE TYPE OF CONSTRUCTION TTT- fO CONTRACTOR PHONE BUILDING PORTION MeMvcic, 'Pat-Jbtm Gftv\/£lcc. Rvn^/ CdlSsSCrtLc. Air Conditionine Commercial Residential Res. or Comm. Fire Snrinklers Total Value BUILDING AREA 70O \££& laOLP VALUATION MULTIPLIER &l* 2A IG.2.S @ § @ VALUE ^_17OO (oZ(?)9 OA-S7^ io^ni4- Building Permit Fee $ Plan Check Fee $ COMMENTS- (oil, 00 $ 4&UIS SHEET OF 12/87 Citv of Carlsbad Engineering Department DATE BUILDING PLANCHECK CHECKLIST PLANCHECK NO BUILDING ADDRESS PROJECT DESCRIPTION A ?/? ASSESSOR'S PARCEL NUMBER of 4- O^L EST VALUE /^J -fee. /£>S,e.sn /7T ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build DENIAL Please see the attached report of deficiencies marked with D Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review By.Date By.Date By.Date FOR OFFICAL USE ONLY BY: AUtHORlZATiQN TO ISSUE BUHDlNG DATE, u ATTACHMENTS D Dedication Application D Dedication Checklist n Improvement Application L"U Improvement Checklist D Future Improvement Agreement CONTACT PERSON NAME ADDRESS PHONE- P \docs\chkl8t\bp0001 trm REV 6/5/92 2O75 Las Palmas Dr • Carlsbad, CA 92OO9-1576 - (619) 438-1161 • FAX (619) 438-O894 BUILDING PLANCHECK CHECKLIST SITE PLAN 1st/2nd>/ 3rdv/ C3 D CD 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow D Property Lines Easements B Existing & Proposed Structures E Easements C Existing Street Improvements F Right-of-Way Width & Adjacent Streets D 2 Show on site plan A Drainage Patterns C Existing Topography B Existing & Proposed Slopes 3 Show on a section drawing or include a note stating that there is a minimum of 6" difference between the finished floor and the finished grade elevation adjacent to the structure D D 4 Include note "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)" On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percent" (per 1990 UBC 2907(d)5) D 5 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include Total building square footage with the square footage foi each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved EXISTING PERMIT NUMBER DESCRIPTION P.\doc«\chkl8t\bp0001.frm Page 1 Of 4 REV 6/5/92 BUILDING PLAN CHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 6 Project does not comply with the following Engineering Conditions of approval for Project No __ Conditions were complied with by __ Date _ DEDICATION REQUIREMENTS D D 7 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ -pursuant to Code Section 1840030 Dedication required as follows Attached please find an application form and submittal checklist for the dedication process Provide the completed application form and the requirements on the checklist at the time of resubmittal Dedication completed by Date IMPROVEMENT REQUIREMENTS D D 8a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ -pursuant to Code Section 18 40 040 Public improvements required as follows Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit Attached please find an application form and submittal checklist for the public improvements requirements Provide the completed application form and the requirements on the checklist at the time of resubmittal Improvement Plans signed by Date. P \docs\chMct\bp0001 frm Page 2 Of 4 REV 6/5/92 BUILDING PLANCHECK CHECKLIST 2ndv/ 3rdv/ D D 8b Construction of the public improvements may be deferred pursuant to code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $ so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit Future public improvements required as follows an D D 8c Enclosed please find your Future Improvement Agreement Please return signed and notarized Agreement to the Engineering Department Future Improvement Agreement completed by Date II 8d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy $Jc&?$/fy/W ^JLftiJw^^' GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code D D 9a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) D D 9b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be Submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date H 9c No Grading Permit required BUILDING PLANCHECK CHECKLIST P \docs\chklst\bp0001 frm Page 3 Of 4 REV 6/5/92 MISCELLANEOUS PERMITS 3rdv/ D D 10 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, trees, driveways A separate Right-of-Way permit issued by the Engineering Department is required for the following Please complete attached Right-of-Way application form and return to the Engineering Department together with the requirements on the attached Right-of-Way checklist, at the time of resubmittal D EH 11 A SEWER PERMIT is required concurrent with the building permit issuance The fee is noted in the fees section on the following page H 12 INDUSTRIAL WASTE PERMIT is required Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit Industrial waste permit accepted by Date P-\docs\chM*t\bp0001 frm Page 4 of 4 REV 6/5/92 CALCULATIONS WORKSHEET EDU CALCULATIONS EDU's APT CALCULATIONS ADT's REMARKS FEES REQUIRED^-f3v" <> WITHIN CFD D YES (NO BRIDGE & THOROUGHFARE FEE, REDUCED TRAFFIC IMPACT FEE) DNO D 1 PARK-IN-LIEU FEE PARK AREA FEE/UNIT D 2 TRAFFIC IMPACT FEE ADT's FEE/ADT D 3 BRIDGE AND THOROUGHFARE FEE ADT's. FEE/ADT D 4 FACILITIES MANAGEMENT FEE ZONE FEE/EDU D 5 PUBLIC FACILITIES FEE D 6 SEWER FEES PERMIT No. EDU's. FEE/EDU $_ BENEFIT AREA FEE. $. D 7 SEWER LATERAL REQUIRED (2,500 DEPOSIT) P \docc\chktet\bp0001 frm REV 6/5/92 g s a a! S Os a PLANNING CHECKLIST cr lis 4)fao V a0 Plan Check No. 'ft' $& O Planner 'B^ \ C A/ <> ' ',- '- (Name) APN: /5£ • 3OJ /Type of Project and Use I- Address v TPt^ ^A^-2- Phone Ol/o Z. S. \/ Pv^\7 ^ Jeff^3 438-1161 •j^ckw-- Zone C^'l— Facilities Management Zone cv? ^n^uzsr ext. yyy/ i^pwwtii Legend Item Complete Item Incomplete - Needs your action 1,2,3 Number in circle indicates plancheck number where deficiency was identified Environmental Review Required: YES DATE OF COMPLETION: NO TYPE "~7 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval TYPEDiscretionary Action Required: YES V^O DATE:APPROVAL/RESO. NO. PROJECT NO. erf OTHER RELATED CASES: Compliance with conditions of approval? If not, 'state conditions which require action. Conditions of Approval , ' ' D California Coastal Commission Permit Required: YE$ /\JJO DATE OF APPROVAL: *>rfo^ f2/U&?F £>f~ San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval D^ D Landscape Plan Required: YESX/T^JO _ See attached submittal requirements for landscape plans ' Site Plan: D 1. 2. 3. 4. Provide a fully dimensioned site plan drawn to scale Show. North arrow, property lines, easements, existing and proposed structures, streets; existing street improvements, right-of-way width and dimensioned setbacks \ Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes and driveway. Provide legal description of property. Provide assessor's parcel number. Zoning: 1. Setbacks: P/U D jzfnn rY\,njnjnT Front: Int. Side: Street Side: Rear: 2. Lot coverage: 3 Height: 4. Parking: S S\\ C. /** r\ Guest S Additional Comments ^L^ <^> s'^L?) 5 Reqxiired Required Required Required Required Required paces Required paces Required cZrV V::*-/v?^-!^£: f^Cpf^usi^O Shown Shown Shown Shown Shown Shown Shown Shown ^X- PVVr-J\ -&p CX-' (f (2_-xQ J3 1~ ^ p d cV^T Ax_^qji/^\.^~v OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE DATE PLNCK.FRM STATE OF CAUFORNIA—THE RESOURCES AGENC PETE WILSON Governor CALIFORNIA COASTAL COMMISSION SAN DIEGO COAST AREA 3111 CAMINO DEI RIO NORTH, SUITE 200 SAN DIEGO, CA 92108-1725 (619) 521-8036 Date February 22. 1993 Application No. Page 1 of 3_ 6-92-234 NOTICE OF INTENT TO ISSUE PERMIT January 15. 1993 the California Coastal Commission approved the City of Carlsbad/City of Vista , subject to On application of the attached standard and special conditions, for the development described below: Description:Construction of improvements to the Buena Vista Pump Station including four sewage pumps, two generators and 1,708 sq.ft. of new area to accommodate generators and electrical control equipment within the City of Carlsbad. Station capacity will increase from 15.5 million gallons per day (mgd) to 19 mgd to meet flow demands up to the year 2020. Also proposed is the off-site connection of two existing force mains at the parking lot of the Buena Vista Lagoon visitation area (approximately 700 feet southwest of the pump station). Lot Area Building Coverage Pavement Coverage Landscape Coverage Parking Spaces Zoning Plan Designation Ht abv fin grade 31,472 sq. ft. 3,096 sq. ft. (10%) 17,423 sq. ft. (55*) 10,953 sq. ft. (35%) N.A. C-2 RRI (Intensive Regional Retail) 36 feet Site:2140 Jefferson Street and northwest corner of Jefferson Street and Marron Road, Carlsbad, 156-301-1&2 The permit will be held in the San Diego District Office of the Commission, pending fulfillment of Special Conditions 1 & 2 . When these conditions have been satisfied, the permit will be issued. CHARLES DAMH DISTRICT DIRECTOR BY w NOTICE OF INTENT TO UE PERMIT NO. 6-92-234 Page 2 of 3 STANDARD CONDITIONS: 1. Notice of Receipt and Acknowledgement. The permit is not valid and development shall not commence until a copy of the permit, signed by the permittee or authorized agent, acknowledging receipt of the permit and acceptance of the terms and conditions, is returned to the Commission office. 2. Expiration. If development has not commenced, the permit will expire two years from the date on which the Commission voted on the application. Development shall be pursued in a diligent manner and completed in a reasonable period of time. Application for extension of the permit must be made prior to the expiration date. 3. Compliance. All development must occur in strict compliance with the proposal as set forth below. Any deviation from the approved plans must be reviewed and approved by the staff and may require Commission approval. 4. Interpretation. Any questions of intent or interpretation of any condition will be resolved by the Executive Director or the Commission. 5. Inspections. The Commission staff shall be allowed to inspect the site and the development during construction, subject to 24-hour advance notice. 6. Assignment. The permit may be assigned to any qualified person, provided assignee files with the Commission an affidavit accepting all terms and conditions of the permit. 7. Terms and Conditions Run with the Land. These terms and conditions shall be perpetual, and it is the intention of the Commission and the permittee to bind all future owners and possessors of the subject property to the terms and conditions. SPECIAL CONDITIONS: The permit is subject to the following condilions: 1. Staging Areas/Construction Impacts. Prior to the issuance of the coastal development permit, the permittee(s) shall submit for Executive Director review and written approval, plans that show the locations, both on- and off-site, which will be used as construction corridors and staging areas for the equipment and materials associated with work at the pump station and visitation area locations. Access corridors and staging areas shall be located in a manner that has the least impact on public access via the maintenance of existing public parking areas and traffic flow on coastal access routes (Jefferson Street in this instance). Use of public parking areas for staging/storage areas shall not be permitted. To ensure there are no impacts to wetland vegetation, no staging of materials is permitted within 50 feet of the water's edge. NOTICE OF INTENT TO * JE PERMIT NO. 6-92-234 Page 3 of 3 SPECIAL CONDITIONS, continued. 2. Grading/Erosion Control. Prior to the issuance of the coastal development permit, the applicant shall submit to the Executive Director for review and written approval, final site and grading plans approved by the City of Carlsbad which incorporate the following requirements: a. All grading (trenching) activity shall be prohibited between October 1st and April 1st of any year within the lagoon visitation area. b. All areas disturbed by grading shall be planted within 60 days of the initial disturbance and prior to October 1st with temporary or permanent (in the case of finished slopes) erosion control methods. Said planting shall be accomplished under the supervision of a licensed landscape architect, shall provide adequate coverage within 90 days, and shall utilize vegetation of species compatible with surrounding native vegetation, subject to Executive Director approval. c. Prior to commencement of work, sandbags or hay bales will be placed around the work area associated with the off-site connection of two existing force mains at the parking lot of the lagoon visitation area. (3712N) PROJECT REVIEW On December 18, 1996, CUP 92-06 - BV PUMP STATION was reviewed for compliance with the conditions contained therein 1 The project was found to be in compliance and no further action was taken ACTIONS/COMMENTS: It was discovered that this project has yet to receive final inspection/occupancy approval Building Inspector Pete Dreibelbis said he would route final paperwork to appropriate City departments to technically sign-off on this lob Applicant is City of Vista Signed. Associate Planner c. Bobbie Hoder PROJECT REVIEW On i'HUjyfc. C"f ""••"<* /fe-l/ P^A/^ >Ta-t>IVv , v/as reviewed for compliance with (date) (project #) (project name) the conditions contained therein 1) Thp project was found to be in compliance with all the conditions of Resolution No and no further action was taken 2) The project was found to be in violation of Condition No _ of Resolution No _ and the following actions have been taken / COMMENTS •£•/" WtS <JT!&ava-r*Zxi -ffat ffe pro _ b&<J ^ c Bobbie Hoder Data Entry City of Carlsbad 92066 Fire Department - Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report Monday. August 9, 1993 _ Reviewed bv Contact Name Wilson Engineering Address 703 Palomar Airport Rd Ste 300 City, State Carlsbad CA 92009 Bldg Dept No 930560 ^ASidJ Planning No CUP92-6 Job Name Buena Vista Pump Sta _ Job Address *-2Q2Q Jefferson __ Ste or Bldg No Approved - The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Disapproved - Please see the attached report of deficiencies Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review For Fire Department Use Only Review 1st 2nd 3rd Other Agency ID CFD Job# 92066 Rle# 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 City of Carlsbad 92066 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report Monday, August 16.1993 Reviewed by_ Contact Name Wilson Engineering Address 703 Palomar Airport Rd Ste 300 City, State Carlsbad CA 92009 Bldg Dept No 930560 Planning No CUP92-6 Job Name Buena Vista Pump Sta Job Address 2140 Jefferson Ste or Bldg No Approved - The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Disapproved - Please see the attached report of deficiencies Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review For Fire Department Use Only Review 1st 2nd 3rd Other Agency ID CFD Job# 92066 File# 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 Hazardous Materials SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE_ Managernent Division C9IITT »f SAM 01190 Business Name City of Vista Mailing Address 600 Eucalyptus Avenue, Site Address 2140 Jefferson Street, Contact Person Diane H. Shaughnessy City Vista, City Carlsbad, State CA Stata CA Telephone (619) 438-4422 Zp 92084 2p 92008 Plan File* Plan File* PART I RRE DEPARTMENT • HAZARDOUS MATERIALS MANAGEMENT DIVISION OCCUPANCY CLASSIFICATION Indicate by circling the item, whether your business will use, process, or store any of the following hazardous matenals If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction pnor to plan subrnittai. 1 Explosive or Blasting Agents 4 Flammable Solids Compressed Gases 5. Organic Peroxides Flammable or Combustible Uquids S Oxidizers 7 Pyrophoncs 10 Cryogenics 3 Unstable Reacoves 11 Highly Toxic or Toxic Matenals 9 Water Reacnves 12. Radioactives 13 Corrosives 14 Other Health Hazards PART II COUNTY OF SAN DIEGO HEALTH DEPARTMENT - HAZARDOUS MATERIALS MANAGEMENT DIVISION CONTINGENCY PLAN REVIEW If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Matenals Management Division, 1255 Imperial Avenue, 3rd Roor, San Diego, CA 92136-5261 Telephone (619) 333-2222 pnor to the issuance of a building permit. FEES MAY 3E REQUIRED Yes No 1 -t^^. I I Is your business listed on the reverse side of this form? 2 I I £3. Will your business dispose of Hazardous Substances or Medical Waste in any amount? ^ &^ I I Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feet or carcinogens/reproductive toxins in any quantity? 4 [~~l gg. Will your business use an existing or install an underground storage tank? 5 I I g^ Will your business store or handle Acutely Hazardous Matenals? OFFICE USE ONLY | [ RMPP Exempt Date Initials [ | RMPP Required Date Initials Q RMPP Completed Date Initials PART III SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT If the answer to any of the questions is yes, applicant must contact the Air Pollution Control District, 9150 Chesapeake Drive, San Diego, CA 92123 Telephone (619) 694-3307 pnor to the issuance of a building permit YES NO 1 E<3_| I Will the intended occupant install or use any of the equipment listed on the Listing of Air Pollution Control District Permit Categones, on the reverse side of this form? Only for Emergency as backup power. 2 | — | gq (ANSWER ONLY IF QUESTION 1 IS YES ) Will the subject facility be located within 1.000 feet of the outer boundary of a school (K through 1 2} as listed in the current Directory of School and Community College Districts, published by the San Diego County Office of Education and the current California Pnvate School Directory, compiled in accordance with provisions of Education Code Section 33190? Bnerly descnoe nature of the intended business activity ^^^^^ Sewage Pump Station Upgrade „...„.. \J i. J, *-? .!Name of Owner or Authorized Agent Wilson Engineering, Diane H. Shaughnessy 91 CSHR02 101292ji ->n.. nn Signature of Own^r or Authorized Agent. J declare under penalty of perjury that to the best of my knowledge and'belisf the-fesponses matja hereirr^ra and correct Date' Do not wnte below this line ff (^J -\ FIRE DEPARTMENT OCCUPANCY CLASSIFICATION BY Date. EXEMPT FROM PERMIT REQUIREMENTS COUNTY-HMMO APCO ApppetfilfpFpHjIjiJiNG PERMIT BUT NOT OCCUPANCY ^i^tzVl*$J&. SSGNATU&?. \ DATE t } ^I titooU Daw APPROVED FOR OCCUPANCY COUNTY-HMMD APCD p.*** Envuoomenul HcaUh Services DHS HKMI7I (6/92) County of San Diego &*«*** of Healih Servccs Robert Hendershot Associates, Inc. Consulting^Engineers • Escondido, Ca JOB NO BY. gngi ^K DATE / -' SHEET.OF A: I -I ^SS. wcTT t=«"'T* A- -1 j ~~^ A- 'S TIJM — z: "f — ^TF"Fii.^z: "r p. 313- L C S A N 3 = _ 5 3 3 - S S £ ' Of-c^E i a 1 a , 3 3 a - 3 7 3 - FAX a •< s a - •» - - r s ' ^csNee *:-37387 06/25/93 ROBERT HZNDERSHOT ASSOCIATES, INC 350 WEST 9TH AVE - SUITE "0" ESCONDIDO CA 92025 Attention CRAIG RUSH FAX 619-489-6235 Regarding SUENA VISTA PUMP STATION S/C Job No 92-007 Pages - 4 (including this letter) Dear Mr Hush Enclosed please find the following information for your use - 2 Spancrete Manufacturers Association Research Notes concerning concentrated loads S the distribution thereof This information is based on actual testing programs as well as input from the various producers throughout the country - Page 4-55 of the 4th edition of the PCI Design Handbook indicating suggested distribution criteria for concentrated loads You will notice that our association suggests a distribution width of 55% of the span while PCI (conservatively) drops to 50%. Being even more conservative, we have always used 40% of the span In my calculations on this project, I distributed a wheel load over 1 5 planks, which works out to a distribution width of less than 35% of the span (even more conservative) Also please note that the Spancrete testing that was done was based on "untapped" plank systems so with a topping added, actual distribution of loads would be increased If attached are not as noted please notify us at once n Mint on Manager / Chief Engineer J U M --=-R I R . O r. CONCENTRATED LOAD DISTRIBUTION ON TOPPED SPANCRETE DECKS n tests concuc'ad on untocoea Scanc-ete assemblies, concentrated loads were found to irtduca transverse bercmg moments ,n addition to •"lomerts in the direction of plank span Limits were established for concentrated icacs so that vansversa bending would not control a design This inforrna: on is contained m the ^esearcn Note entitled CONCENTRATED LOADS ON UNTOPPSO SPANGLE 3SC<S One or ne parame'ers ar'ecting "ne capacity to resist spimmg cue to concentrated loads was the transverse sec* en modulus Add-on of a composite structural 'coping increases the transverse sec'ion modulus and 'therefore should :nc'sase *he resistance to concentrated loacs Load tests were corduc'ec using 4.0 ' wide* Spancre*8 to verify this antiepated increase m strength CONCLUSIONS 1 Concentrated load capacity was increased with the addition or a structural topping in proper-ion to the increase m transverse section modulus 2 Concentrated load capac'tv was not stgniricantty affected by the amount or type of reinforcing used in the topcmg RECOMMENDED CONCENTRATED WORKING LOAD LIMITS FOR SPANCRETE WITH STRUCTURAL COMPOSITE TOPPING DECK THICKNESS 6 -2 8 +2 12 +2 SINGLE POINT LOAD DOUBLE POINT LOADS SPACED>05L 12 1< 80< 18 5* 23 3< 123K 155* 28 3* 1<9< DOUBLE POINT LOADS SPACED<V 11 S< NOTES 1 Values are based on a *ac*or of safety o* 2 and a p racrcr of 0 9 2 Values fcr a 1C ard 1 2 plank are ex-rapclated and not ve'i*ied by test. 3 Intercolat'on •$ allowed 'or coubie point loads spaced befveen 1 and 0 5L apart 4 Tccpirg is -iOOO csi at 23 days with £=3000 ksi *5 Slao .vict^i will affect ioao "iriitj consult your local crcducer 'egardmg other sections 5 Lcac limits are a"ec'es sy u-succor*ed acge loads please consult your local producer 7 Minimum recommended bear.ng area under a concenva'ed load is 4 x4 L J T M M — r: T — ^ T SPAIViCRETE ITTIHfTfl LOAD DISTRIBUTION Tests were conducted to determine the behavior of a Spancrete deck subjected to either line loads parallel to the span or concentrated loads C£,\JCLUS3OttS 1 Distribution for flexurai design at midspan is a function of both the span length and the width to span ratio 2 Distribution for shear design near a support is a constant value 3 The width of the effective load distributing -area a) vanes from support to midspan b) decreases for width to span ratios less than 1 0 c) is always smaller for any edge loaded condition 4 For width to span ratios greater than or equal to 1 0, the following recommendations were developed EFFECTIVE DISTRIBUTION WIDTH TYPE OP LOAD LOAD LOCATION InteriorLINE Plank (outermost) edge Interior - more than 4 feet from support CCf f—v,-., , IntBrior - less than 4 feet from auooort Outermost adge - more than 4 'eat from suoocrt Outermost ect;e - 'ess 'nan A 'eat *rom s^ooor. AT SUPPORT 6ft 333ft 8ft 45ft 4ft 4<t L- AT MIDSPAN 055 L 03 L 055 L 45ft 03 L 4ft Pank span R I £1 -t Factor of safety » 3670/11 SO - 3 1 wh:c~ is mcrs than sufficient Thus, the above allowable tension of 3CO psi nay be 'nc-eased 'or varsient loacs except in corrosive conditions 4 8 Special Considerations This section outi;nes sciu'ions of scec ai situations whicn may ansa A the design of a precast floor or roof system Smca oroducticn methods of crcc-cts vary 'ccai orcducers should be ccnsutec Also test data may indica'e that the corsar/ative gudeimes orgssnt ed here may be exceeded 'or a spec .ic application 4 3 1 Lead distribution "recuentJy, floors and roofs are subjected to line loads <amplo from .vaib, ard concentrated loads ity of hollow-core systems :o transfer or cist ids laterally through grouted snear keys nas been demonstrated m several published reports, >1J ard many unaubdshed tests Based on tests analysis and experience, the PCI Hollow-Core Stab Producers Committee recommends" that line and concentrated 'oaas be resisted by an effective section as describee in Fig 481 Exception If the total decK width perpendicular to the span, is less than 'he scan, mcdificat'cn may be required Contac* local sroducers for recommendations Lead distr.buticr ,n s'errred memcers may no* necessarily follow the same pattern, because of dif- ferent torsional resistance properties Example 4 3 1 Load distribution Given An untcpped hcllow-core floor with 4 ft wide slabs, and supporting a load oeanng wall and concentrated loads as shown in Fg 432 Fig 48 ted load distribution inter or loads eds« loads O »concentrated oad 4-55 San Diego Gas & Electric 1623 WEST MISSION ROAD ESCONDIDO CA 92029 1109 December 21, 1994 PLA590 PROJ #202051-010 Mr Stephen Nielsen Wilson Engineering 703 Palomar Airport Road, Suite 300 Carlsbad, CA 92009 Dear Stephen Subject Buena Vista Pump Station - Carlsbad Your proposed conduit routing for the Buena Vista Pump Station has been reviewed and approved by SDG&E Since this conduit installation will consist of six 5 inch galvanized steel conduits, it must meet all NEC requirements (enforced by the City of Carlsbad) where they enter into the building structure The support structure for this conduit installation should also be engineered for the maximum weight of cable Our largest secondary cable (1000 KCMC) weighs approximately 4 3 Ibs per foot With six conduits there could ultimately be six runs of cable Please use this weight in your calculations for the proper support of this conduit installation Should you have any questions, please call me at the number listed below Sincerely, , > A -7,</ Michele Kaiser Customer Project Planner (619)480-7651 MMKmb cc Pat Kelley City of Carlsbad 2075 Las Palmas Dr Carlsbad, CA 92009-1576 printed on recycled paper I I I I I I I I I I I I I I I I I I I IMPROVEMENTS TO THE BUENA VISTA SEWAGE PUMP STATION VISTA, CA FOR WILSON ENGINEERING SUBJECT: SHEET NO: General Information 1 Roof Framing 2 - 15 Bridge Crane Support 16 - 18 Masonry Lintels 19 - 20 Masonry Wall Brace 21 - 25 Masonry Wing Walls 26 - 28 Plank Ledger Support 29 Lateral (Roof) 30 - 32 Lateral (Shear Wall) 33 Lateral (Wall Ties) 34 - 36 Lateral (Floor and Lower Walls) 37 - 44 Wall (Out of Plane) 45 - 56 Structural Cast-In-Place Slab 57 - 58 Loads to Columns and Walls 59 - 64 Masonry Pilaster 65 Building Columns 66 - 68 Grade Beams 69 - 76 Drilled Piers 77 - 79 Existing Pump Station Weights and Lateral 80 - 81 Grade Beam at Existing Station 82 - 84 Drilled Pier at Existing Station 85 Precast Concrete Planks 86 - 109 STRUCTURAL CALCULATIONS ROBERT HENDERSHOT ASSOCIATES INCOI Consulting Structural Engineers js^HF''*^*^ Job No 9087 01H 350 West 9th Avenue, Suite "O" EscondidoCA 92025 <§< t/^ B* ETPandCR (619)489-1177 (619) 489-6235 FAX II 6FT/ OA^ "1 II Date 6/93 Oft -560 ROBERT HENDERSHOT ASSOCIATES, INC BASIS OF DESIGN Project Name____ Project No ___£: Project Engineer. •" Dater - Scope of Service* EitablHhed YN Project Scheduling YN Authorizing himdiction____. Oovwmng Code(§)_______: Structure Data _ Deacnption •"•'',1 i." *Occupancy Exunor W«Il Material C SittPUn Grading Plan _*Type of Conitnicuon. •Seunuc Zone ____ •Importance Factor. •Wind Exposure ___________ Structure PUn Area _________ Total Floor Area (Bldg Only). Overall Bldg /Structure Height*. Mezzanine Y N Am. Elevator Sum "f^N Type Special Conditions. &-lB~xxtBv "V r -'-»'-- ""'-• Conteai (Check item* included in report) Foundation Type __J£l(_ELS» Expanawa Soda Adfaeaat Loada/Slopa* ., SeHknunl. , E rHV-JW-Hfln Cut/Fin Line Within Stnicture , .,_ , Special Condition* lUoortNo lO.M-11 t^^S'^^ Teal Botitt|i Plot PUn M 1<S«-_ KV %7«T •Sod ClaaaUication Water TaWe Elevation Active Preaturc PUKva RMauva _____ BuiUia- or Tank Wall Pmeure •Datum Bearinc Caoacitv Roof CoaHiwctkm ^O ^3 ^« f C<_ / <r*0 Ronitaf Malarial ^^-< Ti|,C •Rooflxwd* aOpafCeubjeettoredtictwa-eeedeaignnieiDO) Waiataa Support Special Coadkiona Floor CoMtruction COMC PcA>-^. «' &~^r~r Floor Load* {Provide load naootac a* i-outMd) •• '"--^ * • •Shop* Drawing* (Check tnoee that apply) Paifcb roof ttuai or Mont ^en-laminated Timber ___Str-ctural Steel ___Miae Maul (Where part* are ahop welded) FJreSorinkkrSvautm Storefront SyMm/Skylite* Anchor Boh Layout *. Beiatorcmt Steel ___CawnuMix t :, , •Special Inapecttoae (Check dtoee Awl apply) __^Co-ciMt nacemant and Streafth t/^BolU hi Coacrate/Maeoonr WeldiMt _ HS Boka _______Muooiy ___,Pttinc/C«ueoM Shotcrete * Drilled in Anchort Other Shop. Y N »5oow on contract drawing* D-VOMMASB-OF MG II/IMI • Robert Hendershot Associates, Inc. m Consulting Engineers • Escondido, Ca I BY _£Z£_ SUBJECT ^\/_J±_ M*nqoe?u .SHEET.-OF I I X X \ XX \ X" x OBL JSTS jsrs «xa ft :»e i• \r I] IWfTtHS OC Trf e»s f i o.c ««« II ixt I.• trI WTVtSoe I I I I I II I I I I II I I I I II I I I I II I 1 I ! II I I II I I II I Robert Hendershot Associates, Inc. • Consulting Engineers • Escondido, Ca « . DV £T TV ci ID icr*-r O.VBY.SUBJECT. JOB NO DATE — .SHEET..OF o <r KOLJTH c? w -.-7 UP) P5F OF 6 FT-- Robert Hendershot Associates, Inc. I Consulting Engineers • Escondido, Ca py CTTlP 01 ID ir-r*-r \~5 ' ' —BY.SUBJECT. JOB NO DATE — .SHEET.-OF Robert Hendershot Associates, Inc. I Consulting Engineers • Escondido, Ca^ BY JOB NO SUBJECT. DATE .SHEET--OF + '(*)3*J J- -feTj (^50 0 •730 A -- - |2~7S S-l ) s - i »_ i y— ^JK^ ' * ^ws/y/ M "^"^^^•""^••^••^^^^^^••^^^••••••1»^™ >- P- ;, v'oL r i i i i i i Title :BUENA VISTA P.S. Scope :ROOF BEAM Number : 9087H Misc : Dsngr : ETP Date:20-Jan-92 GENERAL TIMBER BEAM ANALYSIS S< DESIGN Page (j DESCRIPTION -,; BEAM B4 x%, GENERATOR RIDGE BEAM BEAM DATA BEAM UIDTH • 5.125 in BEAM DEPTH = 16.5 LAMINATION THICKNESS = 1.5 Fb - BENDING = 2400 psi Fv - SHEAR = 165 Fc - BEARING - 385 ELASTIC MODULUS =1800000 BEAM DENSITY « 33 pcf SPAN DATA CENTER SPAN LEFT CANTILEVER RIGHT CANTILEVER 28 ft DESIGN DATA LOAD DURATION FACTOR* 1.25 USE BEAM WEIGHT ? Y y/n REDUCE SHF BY 'df ^ Y y/n END CONDITIONS - FIXITY CODE » l»Pin/Pin, 2«Fix/Fix 3*Fix/Pin, 4«Pin/Fix UNBRACED LENGTHS Lu : CENTER SPAN Lu : LEFT CANT. Lu : RIGHT CANT. <.< ft I Hrruicu Use '- Dead Live @ Left Dead Live plf = Cant : plf s @ Right Cant: Dead Live plf = l^urii/O ' distance^ for left cantilever ' Dead Live <2 € @ @ Left = Right* Left - Right* 204 204 192 192 ...X-Left . . . X-Right *4 204 204 192 192 24 28 140 140 132 132 4 24 plf ft Dead Lxve Dist. • • W 1 • • •• 688 688 4 #•"* 4**^dU • • • • tt^J 688 688 24 • • • • TT*T • • • • W J • • • •#6. .• • IT / • • • • TrW • • Ibs ft Dead Li ,e Dist ..#!.. . . ss = = USING: 5. 125" / Ma / . Mav . Ma/ Ma/ Ma A. fb : Fb • f* / M+@ 14.0 ft M-@ ft 3 Left @ Fsight Allow Moment Ma ' . Actual Al lowabl s "la / . Actual it'-i A**"mm mm 1T*T • • • • TT J • * • • 16. SO" Beam = 35.0511 = •= r^i iiuiiui/vr* \/ , Bending = 62.5%, ft-l Left React Fb React Center Def #6. .4V 7 MP• • TT /mm mm TTW • • in-# ft Shear = 46.38/C ion= ion* 1. - = . . Distance = = 56. 11 1,3 55 f 1 ™ 2,336 35 .7 psi p&i psi Left Defl. Fight Defl O = 811! Cs - *LeD/ = = E/FbJ B 2. > Dead Max. 3.18 5.35 3.18 5.35 -0.73 -1.48 14.00 14.00 '-.5= 22.21 . 5 = k in ft I I I I I I I I I Title :BUENA VISTA P.S. Scope :ROOF BEAM Number:9087H Misc : Dsngr :ETP Date:20-Jan-92 GENERAL TIMBER BEAM ANALYSIS & DESIGN Page Fv : Allowable = 206.3 psi Ma A. Shear 0 Left = 5.35130 k Max. Shear @ Right » 5.95130 k Cf = 1.12/dJ ' . Ill Sxx - Supplied Area Supplied 0.97 232.5 in"3 84.56 in"*2 — OCni 1 T DErn C v \, o, /WAS -_,— ^i ' nLi/voi e- eT»reecrr? Max. Center Mom = 35.1 ....Sxx Req'd = 145.3 Ma». . Left Mom = . . . .Sxx Req'd = Max. Right Mom = 0.0 . . . .Sxx Req'd = 0.0 Design Shear @ Left = 8. 1 ....Area Req'd = 39.2 Design Shear @ Pight = 8. 1 ....Area Req'd = 39.2 Erg Peq'd @ Left = 2.41 Brg Req'd @ Right = 2.41 Camber @ Left = @ Center = -1.19 @ p i nH4* — fr-^T aJL / ^ t~~\% s + t.-*^/ jft- Cr- -r r^ ^\ \'^ 3.^-C y_ . c|5k — -v — 7*- i ^ ft-k Fb Fv in^3 Center Span = 2.90 ksi ft-k Left Support • 2.30 0.21 in^3 Right Support" 2.90 0.21 ft-k t »•» ^"s ______ ___ m IFDV UAI i itrc _ ______ kips Left Center Right in~2 Dist. • ft kips Shear = 3.18 k in-^2 Moment = ft-k Defl = in @ LEFT CANT. ^ y/n @ CENTER SPAN ^ y/n <S RIGHT CANT. ^ y/n / 3/K*l/ e^ // ,„ ,.-nr**—»v- / ^h Y' s^~ "/s ^P / *o^ \^\* . ^"<p^ 6"^ ^ s-or ri *-. t-r y.ij. /r ^0 A ""^•^ ,; ,_*. \ -^ ^Ta- t, ,9- —» iO »^. • t^- Ve (RHA 1 • GENERAL ~ Title :BUENA VISTA P.S. Scope :ROOF BEAM Number : 3087H Misc : Dsngr : ETP Date: TIMBER BEAM ANALYSIS St DESIGN 13-Jan-31 Page £> DESCRIPTION ', BEAM B5 m : - ELECTRIC ROOM RIDGE BEAM • BEAM WIDTH BEAM DEPTH • LAMINATION THICKNESS Fb - BENDING Fv - SHEAR I Fc - BEARING ELASTIC MODULUS BEAM DENSITY I _ ___ CC*AM HATA — CENTER SPAN LET CANTILEVERIPIGHT CANTILEVER - 5.125 in LOAD DURATION FACTOR= 1 16.5 USE BEAM WEIGHT ^ y 1.5 REDUCE SHR BY 'd' *> * 240O psi — ie^ ^ _____ CKITS c-nwn T T T r>MC "sof. ITTYTTV runner __— — —sv = 1800000 l*Pin/Pin,, 2»Fix/Fix = 33 pcf S^Fix/Pin, 4»Pin/Fix "i«r. *-<J y/n Y y/n 1 « • 16.66 ft Lu : CENTER SPAN = Lu : LEFT CANT. Lu : RIGHT CANT. ft 1 le» »—» distanrae f mr left fan-hil over ' ™ @ Center : Dead = 204 plf | L*v_ = 132 @ Left Cant: Dead = plf I Live = @ Right Cant: Dead = plf Live « tt1 ±_^>• • TT i • • • • Tr*_ Dead = | i_i ve = List . = ttl if"1 ^^ • • TT JL • • .. W^ • Dead = ^B L. * y 5 *• Dist | USING. 5.115" ' 16 Ma/ M+@ 8.3 ft • Ma/. M-@ ft • May @ Left Ma* @ Fight I I"1* . Allow Moment f b • Ma' . Actual ~b : Allowable • , fv . Ma/. Actual Dead @ Left = ® Right= Live & Left = Q Right= ...X-Left . . . X-Right = 44*"^ H 4 AfciT AkC 44"7. • . . 1Tw» . . • . W*T . » . . Tf ^J . . • . WO .. . W/.. .. . • . . WfcJ . . • • IT^T . . . . Tr^J mm . . #O .. ..W/.. .. plf ft #3. . Ibs ft #8. . in-4* ft ounriHr Y _ — -___ ______ .50" Beam, Bending = 15.7/1, Shear = 24.7674 Dead = 14.4113 ft-t Left Feaction= 1.86 3 - Ft Peaction= 1.36 3 = Center Defl. = -o.ll -0 = . ..Distance = 3 33 8 - 56. 1155 Lett D&fl Fight Detl. = = 744 p=i 1,836 psi a = 811 (E/Fb >' .5= 22 = 51 1 psi Cs = (LeD/B'2) .5 = May. .46 ^ .46 .21 in Tt *i-%-*»_» T T/ .21 Title :BUENA VISTA P.S. Scope :ROOF BEAM1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Misc : Dsngr : ETP Date: 13-Jan-92 GENERAL Fv : Allowable = Mas. Shear @ Left = Max. Shear S Right » TCC.btUlr-C.iJ aXX « Ma<. Center Mom = . . . .Sxx Req' d = Max. Left Mom . . . .Sxx Req'd = Max. Right Mom - . . . .Sxx Req' d = Design Shear @ Left = . . . . Area Peq' d - Design Shear @ Right = . . . .Area Req'd - Erg Req'd S Left - Brg Peq'd @ Right = Camber @ Left = @ Center = a Fight = TIMBER BEAM ANALYSIS Sc DESIGN Page 206.3 psi Cf • (12/d^.lll = 0.97 3.46010 k Sxx - Supplied • 232.5 in^ 3.46010 k Area Supplied = 84.56 in"'- Avaa ___ __ __ Al 1 ntJAOl C* CTOeOCCC 14.4 ft-k Fb Fv 59.7 in ^3 Center Span, » 2.90 ksi ft-k Left Support - 2.90 0.21 in '--3 Right Suppotfjfc- 2.90 0.21 0.0 ft-k ^ 4.3 kips Left Center Right 20.9 in~2 Dist. » ft 4.3 kips Shear = 1.86 k 20.9 in^2 Moment* ft- Defl = in 1.40 @ LEFT CANT. -> y/n @ CENTER SPAN ^ y/n -0. 17 3 PIQHT CANT. ^ y/n i. \ 11 3! 2! > =<? I - Robert Hendershot Associates, Inc. • Consulting Engineers • Escondido, Ca av ETV «, ,P ,Crr & VSUBJECT. DATE . SHEET OF I I I Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca SUBJECT DATE- .SHEET. I I)-OF "/ml IT A £«-O y' v'~ > ^ T /<-»< AoO 3O OSf I I Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca _ BY J^TJB SUBJECT _ DATE .SHEET.-OF I • Robert Hendershot Associates, Inc. I Consulting Engineers • Escondido, Ca RY f TP SUBJECT. DATE .SHEET.13 -OF s. •* r @><y^Q VJ&f* \/0 0 I I Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY_El£^_ SUBJECT JOB NO DATE —1-13 OF I Robert Hendershot Associates, Inc. ilting RV HTP 8 Consulting Engineers • Escondido, Ca I SUBJECT. JOB NO DATE .SHEET--OF Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RY grfi SUBJECT ^ DATE- .SHEET--OF 2M "5T P- * Q, 4 J A") X- 5: ACT ^.. . 55 --& <=uc ._ S6' wif fl I I I I I I I I FHn Title : Scope : Number: Misc : Dsngr : g-jy C-</> Date:02-Mar-9; STEEL BEAM DESIGN 1 ANALYSIS BFIDGE CFANE SUFFOFT Page I DESCRIPTION BEAM DATA AI3C SECTION w!4,3O CENTER SPAN LENGTH = 14 ft LEFT PIGHT " UNBRACED LENGTH = 8 ft INCLUDE BEAM WT " Y y/n INCLUDE LL w/ ST ~ N y/n MEMBEP DATA Fy = 36 ksi LOAD DURATION FACTOR = 1.00 MINOR AXIS ^ N y/n END CONDITIONS FIXITY CODE » 1 " l=Pin/Pin, 2=Fi/,/Fix 3=Fix/Pin, 4=Pin/FiAAPPLIED LOADS All distances refer to left support, use '-' for left cantilever POINT ..... #1.. Dead = 0.5 Live = Short = Dist.= 12 DISTRIBUTED Dead = Li ve = Short= X Lft = X Pt = •DMENTS ..... Dead = Li ve = Short= #;.. 4.4 3.75 .#3.. 4.4 14.25 mm 1T«J • *#7..#8.. ft klf ft k-ft Dist .= rPAPEZOIDAI Dead uoad S Left = " @ Right= Load ©Left » " @ Fight= USE : W14X3O, Max Str» Ma' Values: ..Actual.. Moment = 48. 1 Stress - 13.72 Shear = 5.0 .... Stress - 1 . 34 Deflection = — O.549 in ...All include DL — > Moments.. M+ @ Center = M- @ Center = @ Left <§ F ight = Shears...© Left = S Right * Live ss Rat 7W.7 21 .60 53.8 14.40 DL Only 48. 1 5.0 5.0 Short 10 = 0. k-ft ksi« » 4 k ksi LL QCntr 48.1 5.0 5.0 klf X Left = X Right klf X Left X Right irs T — — — — *- 63, Max Defl Ratio = 5 fb / Fb : '/. max fv / Fv : 7. max = Max. DL Defl Ratio = Max. TL Defl Ratio = .... DL + LL+ST LL LL+ST QCntr ©Cants SCants 48. 1 5.0 5.0 ft Location ft ft 24.261 0.63 0.09 524 524 Placed for Max 48.1 k-ft II II II 5.0 kips 5.0 " I PHA Title : Scope : Number : Misc : Dsngr : M C Date:02-Mar-3 Page /STEEL BEAM DESIGN '* ANALYSIS Detl @ Center @ Left d Pight @ "ft Peaction.S Left @ Pight DEPTH WEB THICKNESS FLANGE WIDTH FLANGE THICKNESS SECTION AREA SECTION WEIGHT = -0.55 -0.55 -0.55 5.0 5.0 5.0 5.0 5.0 5.0 STEEL SECTION DATA - 13.84 in Ix< 0.270 in lyy S.730 in Sxx 0.385 in Syy S.S5 inA2 r<A 30.05 #/ft ryy rT, y -0.55 in 5.0 kips 5.C) " 291 in"4 =13.600 in"4 =42.052 in~3 » 5.82 in^3 « 5.734 in = 1.488 in 1.740 Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY £TP SUBJECT £V ^ g JOB NO DATE .SHEET.-OF \\ &pA*t IS'o/^ -- -7 S Of 7 5 /no* /if1' - n - f ^ i = SK>.73 js- . M- K^F) , -73 ^ /U'- F< Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY HUP si IR. icr.r _£>/_?_• *SUBJECT. JOB NO DATE .SHEET--OF F - I HGS /= -- OOI7 = -SB K -- M-= 77 SPAM - - 70?* 7 / >s ok 8-6 ri a fe o- ! Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY FTP SUBJECT JOB NO DATE- -SHEET.-OF I I I I I I I I I Title : g>\/ Scope : t^A<» Number : ^ go Misc : Dsngr :Date:13-May-92 STEEL BEAM DESIGN «* ANALYSIS WALL BRACE @ 4'-0" o.c. MAX Page DESCFIFTION BEAM DATA AISC SECTION CF8] .5TS8A8x5/lS CENTER SPAN LENGTH = 6 ft LEFT " " = 14.5 ft RIGHT " " = ft UNBRACED LENGTH = 2 ft INCLUDE BEAM WT ^ n y/n INCLUDE LL w/ ST N y/n MEMBER DATA @ ksi LOAD DURATION FACTOR = 1.33 MINOR AXIS -> N y/n Graphics: (1,2,3,4; : 3 END CONDITIONS FIXITY CODE >; 1 « l:P/P,2:F/F,3:F/P,4:P/F,5:F/Free___________ ________ ADD1 T CTI^ I nAAC ________ _ _ _______ _____ -—•— — — — — — — — HPr U. 1 &JU L-UWli/O ——- ———.—-—--_.—--.-..-..-.---. _-_.._.--..-..-.. Al1 distances refer to left support, use f-' for left cantilever POINT ttl. . Dead = Live = 3hort= Dist.= DISTF,IBUTED Dead = Live = 3hort= 0.243 X Lft= -14.5 X Rt = MOMENTS Dead = Live = Short= Dist.= TPAPE20IDAI Load @ Left = " @ Right= Load @ Left = 11 € Rignt = • • 1TW • • * • 'tT*T • • • • 1T_) • • • • TTO • •W / • • Dead Live USE : TS8X8X5/16, Short klf klf klf klf SUMMARY Max Stress Ratio = 0.44, Max Defl Ratio X Left X Right X Left X Right k k k ft klf klf klf ft k-ft k-ft k-ft ft Location ft ft ft ft Ma/- Values: Moment = Stress - Shear = Stress = Deflection - i Actual. .Allow.. 26.2 &.8 k-ft 13.82 31.60 ksi 4.4 47.3 k 0.87 13.15 ksi 1.4O1 in fb / Fb : 7. max fv / Fv : 7. max * Max. DL Defl Ratio = Max. TL D»fl Ratio = * 1816 0.44 OK 0.05 OK 1817 TABULAR SUMMARY OF Placed DL LOAD COMBINATIONS... for Max Only iaCntr _ __.., I __..,,___. I Moments..M+ S Center = 26.2 M- @ Center = @ Left @ Right = Shears...@ Left = @ Right = Ddfl 3 Center = a Left a Fight = Q ft = Feaction.e Left = Dead Load + Skip Loadings ! LL LL+ST LL LL-»-ST! 9Cntr SCants SCants! 4.4 4.4 0.04 1.40 0.00 8.0 k-ft -26.2 k-ft -26.2 k-ft k-ft 4.4 kips 4.4 kips 0.04 in -1.40 in in in 8.0 kips I I I I I I I I I I I I Title : 6>V Y > Scope : LoALv SPACE Number: (\o&~) H Misc : Dsngr : £rp Date: 13-May-92 STEEL BEAM DESIGN & ANALYSIS Page ! @ Right = 4.4 -4.4 kips! STEEL SECTION DATA DEPTH = 3.00 in Ixx =90.900 in"-4 WEB THICKNESS = 0.313 in lyy =90.900 inM FLANGE WIDTH = 8.UOO in SAX =22.725 in'^3 FLANGE THICKNESS = 0.313 in Syy = 22.73 in^3 SECTION AREA = 9.3S in-^2 rxx = 3.116 in SECTION WEIGHT - 31.78 #/ft ryy = 3.116 in rTf y = NOTES FROM ALLOWABLE STRESS DETERMINATION F'b : Allowable = 31.60 ksi Fa calc'd per 1.5-1, K*L/r < Cc Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca ON/ DC JOB NO DATE BY SUBJECT..SHEET.-OF Ac7 C Fy- \ J fy) VVVx BcCTS Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca Q \ / SUBJECT ¥-L.BY JOBNO DATE — .SHEET.OF SOM fry Cu A ly /T*/" TC> TS 7T/V - Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca _ pc T JOB NO DATE — BY SUBJECT..SHEET--OF \ Robert Hendershot Associates, Consulting Engineers • Escondido, Ca BY •* .SHEET.np -c£ orry \ SCc^^/r of- to Ate Deck. LoftD 1LO L/'C. R; y-/ST ^ 12-79 p*\' *" iSD/fi!>>\ ?•€> c ''< -s*.. Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca _ _g:rP -.- — B v PSBYSUBJECT..SHEET.-OF 4-(/78s) - -_ 5-7. = C - -72^7 PACE. 5776 9 S - f = .10 Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca ay £rP SUBJECT- JOB NO DATE — .SHEET Pi.-OF Hendershot Associates, Inc. Consulting Engineers • Escondido, Cij BY. DATE .SHEET--OF c c? - U 7 JiLP - 6/T -a C l£**L/> (IM Robert Hendershot Associates, Inc. Consulting Engineers • Escondidq, Car ,BY gTO SUBJECT — DATE 6-72. .SHEET--OF cF fiio GP-0 \y - - 9,1 -»<«; V- •** U*-£ - / ©T-C--K. K Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca -BY_£Z!f SUBJECT JOBNOJ2212*. .SHEET..OF C<-» ' "v / CO „ V / . i i s« do Robert Hendershot Associates, Inc. Consulting Engineers • Escondido.jCa BY C-TP SUBJECT JOB NO DATE — .SHEET..OF z ' \ /<9'° m T2 <.*•?•<£ u^P'Fcj tf- T i e>3 JH 30=,-) 2oo jTil I*<Z 4 <?-7 ,M o.^ f.7 Sv- JiL * / £;— CT V Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY £*TP SUBJECT JOB NO 70^7 - / 3. .SHEET.-OF TIE.::ft? uy? Ooc ST - 133 a SFt TO 1*110 Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca E-TP *,m,r-~T &\/ PS JOB NO DATE — BY SUBJECT..SHEET—HI. OF U--AH. TJE.I IOAO-- PLACE. CO W I =L .002)IM 7 2ocr a Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca _ BY E^TP .QiiR.icr.T C> V -r — JOBNO_EL£l2J± DATE LI3 SUBJECT..SHEET--OF 'iAGA-E. Poof £ x X. rs O-o G •&" F7- Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY ='T^ SUBJECT—^ V ° g~ JOB NO DATE .SHEET--OF 3 *f 5 ^7 , G>of- c. C, y ^ n - C_ IS 3 cc 3 3S { ft o -6 6 36 1.4.0 . <8°6^6 .*•'' 1 -> 0 ff.sr '- 3) >OU 1") 35^3^ 3,^53.03 . (7 y-- O LoF yOfS ,ft. CD £ 50, Robert Hendershot Associates, Inc. Consulting Engineers • Esconditty, C« BY tfLlP SUBJECT- JOB NO DATE — .SHEET-.OF •JftK y 5- 5 C 7 579*") 7667 — .5*0 — ** 144-10 — 2<r.0o y " 3 ' l££Z5 - COMO3 VoT £.!•«£ AO. RteisTFV-cc y CkJS J Cr* <$ & 3 6C, q1 3, 2/4 .00 3j>;?a.?3 X P? 6fe 7 /IM' /5^ .33 1500 10, 3e> 5 58 l,9«e>.Vo 8"? 7? ',55}5-i Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RV *rrp SUBJECT. JOB NO DATE — .SHEET.-OF u 7<?.<Do V 5"VSV . . 3C. , 2 , •}-? / o c fb/j 7 - ,«9 8 oc. C.C. *\ ;?-;..$- £9 Jo) I IRobert Hendershot Associates, ConsuItin*_Engineers • Escondidof/Ca SUBJECT Inc. Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca SUBJECT. JOB NO DATE V-72 — -• W^^^M 111 r —. iiiii iii — riiii I I I I II I I I { I rp K: =r fis* 4=.=, * w- —^- ^ 1 1 1 1 1 1 1 1 1 1 1 Line 1 Lina I Line 2 Line 4 L.ne 5 -ri^Zr ni.. Tzrc—NAL. r-Fiz i,:- Title .BLENA VISTA PUMF STATION Scope .FIGID DIAPHRAGM LATERAL CALC Number. 3037H M . sc : Dsngr . CP Date. lu-May-BC! •••'IS-TIuN F3F FIuID LIAfHFA'JMS Fage •*£f £. DE3CR. ) C3NCRE7E T.33F \ANK LATERAL LATERAL SHEAR FORCES ... Slung Y-Y axis = Along i-\ .A., -- Do These Forces act together "* HIN 'X1 Axis Ecc. = HIM "Y" Axis E.c. = Center of Rigidity. X Dist froa Datui= 1 Dist froi !ataa= DISTANCE TO CENTER OF 34 3 kips .X Dist froi datui - %.3 ..Y Dist froi datui = N y/n MAX 'X' DIMENSION = MAX 'Y' DIMENSION - s i 5 1 ...... r si nil aim nata __..___...__ MASS: 22 5 ft 22 3 47 ft 51.33 Accidental Eccentricity: 12.37 ft .05 * HAX "X" 25.13 ft .05 * 1AX 'Y" = Torsional Forces Fro* "Y-Y" Shear . Xca t 51 Max X - Xcr - 12.48 ft Torsion * Xci - 51 flax X -Xcr - 7 78 ft Torsion = 2.35 ft 2.57 1176.57 ft-k 733.367 ft-k Torsional Forces Frci *W Shear... Yea * 51 Max Y - Yci - 5: Ha, / - ! WALL MALL WALL ' ID THICK LNGTH ', LABEL (.IN (ft) l 1 3 26.87 2 3 13.3 3 3 13 4 i2 53.3 5 3 14 S 3 14 9 18 Yc' = 0.34 f» Torsion = ki - -4.30 fi TorSiSa = 32.3264 ft-k -461.38 ft-k t/ V V £L.__ 11.1....- V MALL DAT'JH DIST. MALL FIXITY 'E' HEISHT "X1 "Y1 ANGLE l:FF (ft) »ft) (ft) (deg) 2.FP 17 46.67 12.33 30 2 17 46.57 35 34 30 2 I7 28.57 33 90 2 17 0.5 25.67 30 2 17 7 0.67 2 17 7 51 2 17 38 24.33 2 ELAS. HOD. 1.125 1.125 1.125 1.125 1.125 1.125 1.125 Soverning Direct Total !— X-X Shear Values — ) ISoverning Direct Total Maxn Ecc. Shear Shear ! Ecc. Shear Shear Force (ft) (k) (k) ! (ft) (k) (k) Mai 12.4769 15.9972 32.1541 12 4769 3.70854 7.45407 12.4769 7.41808 10.9781 7.77696 67.1308 67.1308 7.77696 0.01375 0.01375 7.77696 0.01375 0.01375 12 4769 0 01763 0 03103 -4.7973 0.15731 0.16119 0.33568 0.07845 0.07856 0.33568 0.10617 0.10628 0.33568 1.05976 1.05984 -4.7973 25.1833 26.3698 0.33568 25.1833 25.2711 -4 7973 44 5315 44 6002 32.154 7.4544 10.978 67.139 26.369 25.271 44 600 Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Cafey P-*> JOB DATE V- K BY '- U/AU 3 5~ 7 £ & OTVv At,* 7^7,5 •so.*' t, // x 3, su 7> ' ' ' > Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY €~lP c-iinip-'T E»y - r-S -SHEET--OF Co , - ^4*7 -M") - *K **«" 7 -«,«"/ Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, d BY E"TP SUBJECT JOB NO DATE — .SHEET.</£"-OF El D C PL. cc. g &<4o -700 3' 11 So »oso o Yfe «/"? 0 8 \/e« 2T /«,.«> T / vcf C — 7-75" 0 C. 8 6 (2-7S" W o 590 —e o 53. ,53 Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca JOB NO DATE BY..SHEET OF Jo-ua. uo u. k _ * n e a. Line I Lj.n.5 3 i_ i n e 4 L * n e 3 Title BUENA VISTA P.S Scope .RETAINING WALL AT LINE E Number 30S7H M i sc : Dsngr :CF Date.24-Ma/- D'£3C - I BASEMEN" FETA IN ING WALL DESIGN WA,_L AT L:NL E Page 3CIL DATA ALLOWABLE BEAFING = 3,OUO psf ACTIVE ri_UID FFESS = 50 pc f DESIGN FLUID FFE3S = pcf iCur"acted for backfill si ope> 3LQFE OF BACKFILL = :1 (horiz:vert,O=level) PASSIVE LATEFAL psf SOIL DENSITY = llo pcf SOIL HT OVEF TOE = in 'can't e'CStrd top support ht > VERTICAL LOADS AXIAL DL ON STEM AXIAL LL ON STEM ...ECC. (.Toe side '+'> = plf plf in psf psf SURCHARGE OVER TOE = SURCHARGE OVER HEEL = --------- LATEFAL LOADS LATERAL LOAD ACTING ON STEM ABOVE SOIL = ADD'L LATERAL LOAD = lOci plf ...TOP FTG. TO START = ft ...TOP FTG. TO END = II ft "... ''+' increases sliding) ... 7. FIX 3 EASE OF WALL WALL S< TOOTING DATA • ioo:: = full fi HT. ABOVE TOF 3UPFOFT DIST. TO TOF SUPPORT Total Wall Height sHY DEPTH = kE/ WIDTH = ! EV CIST. TG TOE = FOOTING THICKNESS = ft 12.00 ft RETAINED SOIL HT. - 12.00 ft 12.00 ft in in ft 12 in TOE WIDTH HEEL WIDTH 4.00 ft 4.00 ft Total Footing Width =( 8.00 ft (Toe Width = Location ol GENERAL SUMMARY Pressure S ".<s = 1C7 psf Pressure @ heel = If515 psf Alluwable Press. = 3,000 psf 31 iding F.O.S.0.73 Fi_-traint Force Req'd at Top of Wall =1800.0 Ibs Additional Restraint Peq'd at Bottom » 956.3 Ibs Ecc. of "asuitant Kern Distance Footings 1-Way Shear: @ Toe € Heel Allowable Shear Footing Overturning Stability Ratio =-13.337 in 16 in 11.3 psi 4.3 psi 93.1 psi 11.24 - SLIDING ChECT @ BASE Slab Usad Tu Fesist SI iciir.g " N y/n rTG'GOIu. FflCTIGN ^= O.4 SOIL TO NEGLEC" - in f"«,~ L -1 -'" £ r r — £ / — ^'•"i^Crf Lateral Pressure : - Passive Pressure : - Friction Pressure : Addn'l Force Peq'd = 3600.0 Ibs Ibs 2643.2 Ibs 356.3 Ibs Goil '"res3. Mult. By AC I Eq. 3-1 psf = -— FOOTING DESIGN — —Toe- —Heel— f'c 131 1,110 Fy l'U v< ft-#= 4,110 Mm. Asteel '/. » Jl U tt-#= iffiSO 9,261 USE 3F UNDER HEEL " 3,000 psi 60,000 psi 0.0014 N y/n Line 2 Line 3 Title .BUENA VISTA P.3 Sc...pe .-RETAINING WALL AT LINE E Number.30S7H M * sc Dsngr : CF Date: 14-Ma./ BASEMENT *ETAINIJj *ALL DESIGN 11.3 33. 1 Ire-'Jay Shear . Actual psi Allcw *.3S psi Covar ;ver Fabar in- 3. On cu - Mu/bd 1 psi- 33.3 AS FEQ'D in 1= o.151 MATERIAL TYFE I.Mas,!:Cone . 1 Em = f'm * 750 n . Modular Patio = 15.3 Allowable Pa = 30O.O NOMINAL THIC! NESS - 12 —Toe— —Heel — 4.3 *4 >§ 15.37 inoc. 7.63in 33.1 #5 S 14.60 " 11.31 3.00 tt6 3 34. 31 " 16 31 j.17.0 #7 @ 47.61 " 13.07 0 311 #3 @ 43.00 " 30.37 #3 S 43.00 " 33.45 STEM DESIGN BETWEEN LATERAL SUPPORTS Masonry Data... F'm = 1,500 psi — — — — __ — — — — fT°2 — 2_4 OOO DSl LOAD DURATION FACTOR = ' 1 SPECIAL INSPECTION 1 y/n SOLID GROUTING ' 1 y/n 1=Lt W b,2=MedWt,3=Nr mWt.. 1 Czncrste Data... f'c = 3,000 psi py - £0,000 ps* CONC. COVER OVER REBAP = 1.5 in NCTC Ma/imum Moment Qc:urs ab Top .3 Ht 5.13 ft above Top of Footing . C, Ht .4 Ht .2 Ht Bottom CIST. ABOVE FTG BAP SIZE BAR SPACING . . . .0:Cntr, 1 . Edge Rebar fd" Dist. Wall 3-de w/'Tsnsis Moment. . . .Actual Moment .... Al low Shear ..... Al 1 ow Wall Weight .MASONRY STEM DATA Interaction Value Actual fa Acbual fb MOMENTS @ BASE OF = 5.28 tt 7 3 1 = 3 00 n. Tr snt = 7309 = 3014 = 0.0 = 33. 7 = 124.0 - 0.97 17 * 451 WALL 4.44 7 3 1 3.00 Fr on b 7159 3014-» 38. 7 124.0 0.95 17 442 Used 7.41 7 8 1 3.00 F, c-it 6417 3014 5.3 28 7wU • / 114.0 0.35 15 396 to find 5.75 5 Front Fr 38.7 3 114.0 12 resultants .75 ont 8. 7 4.0 5.75 Front 33 7w*^ • / 124.0 !< eccentric ft in in ft-# fb-tt 41 # psf psi psi it les About Toe a Bottom of Footing) Shear @ top cf footiny ttof> Moitienc @ T.3.F. frcm si em fi/ity A'_ti<e pressure @ heel side Active pressure S tue side Soil weight over heel Surcharge load -.'/er heel FjC-tng weight CtSlH J*^=1J.yht Applied a/ial load on stem Soil weight over to«s charge load over toe otals Force Clbs") Distance Moment Vertical Lateral <ft) <ft-*J — -3360.0 •-11 £0.0 -1 'r33. : 3000.0 £15.0 -25.0 — 1.00 0 49 6.50 4.00 4.50 3000 303 -a -25740 -4640 -6636 6603.0 Ibs -33776 fttt I I I P. HENDERSHOT ASSOC.Title :BUENA VISTA P.S. Scope .-MAS. WALLS Number:9O87H Misc : Dsngr :ETP Date:22-Jun-9; MASONPY WALL DESIGN LOWEF LEVEL WALL LINE O Page DESCRIPTION DESIGN DATA Fs For calc of Em= f'm Em = Mult. & f'm n : Es/Em = WALu DATA - CLEAF SPAN HEIGHT PARAPET HEIGHT = UNIFORM DEAD LOAD = LIVE LOAD LOAD ECC. ...TYPE' l:Flr,0:Rf= AXIAL DL @ TOW AXIAL LL @ TOW ...TYPE'' l:Flr,0:Rf = NOTE1 Set Flr=l to as Live Load = 1,5«>O psi = 24, Ooc> psi * 750 =1.1E+06 psi 25.8 17.5 SPECIAL INSPECTION •> SOLID GROUTING "•' SEISMIC FACTOR WIND LOAD LOAD DURATION FACTOR WALL DATA WALL THICKNESS REBAR SIZE SPACING TCntr>l!Edge ...Type7i=LtWt,2=MedWt .WALL WT MULT. y/n y/n 0.3 20 psf 1.33 Moment ft ft 1130 plf 1050 plf in 1 1/0 1068 plf plf Rebar Area 1/0 Wall Weight Include Equiv Solid Thickness in Calculations *d' - Actual SUMMARY Stresses (psi'' 8 in =0.11625 in-x2 76 psf 7.60 in 3.75 in Top of Wall: DL + LL DL + LL + W= DL + LL + E- Mid-Height: DL + LL DL + LL + W=9, 188 DL + LL + E= 10,474 Axial # 3,598 3,598 3,598 4,263 4,263 23,455 4,263 26,739 Moment Steel Masonry 398 454 Axial 39.5 39.5 46.7 46.7 46.7 fb/Fb+ fa/Fa 0. 174 0. 174 0.174 0.206 1.010 ,00 ,33 .33 .00 ,33 1.123 <= 1.33 Note.. Floor LL only included w/Earthquake/Wind ALLOWABLE STRESSES Axial : .2*f'm*Cl-<h/42t)A3D *<.5 if w/o insp.) = 226.757 psi Bending : Masonry i .333*f'm*(.5 if w/o insp) <=2,000 = 495 psi Steel : = Maximum Allowable Moment w/o Axial Load - Ma/Imum Allowable Axial Load w/o Moment = 24,000 psi 9,401 in-# 20,680 tt np = 0.0666 k:(np 2+2np> ",5-np= 0.3044 1 - k/3 0.3985 in 7.313 VERTICAL LOADS 3 Axial Dead Load + Uniform Dead Load A^ial Live Load + Uniform Live Load Wall Weight Eccentric Dead Load Moments Eccentric Live Load Moments Wind Moment <! Mid-height Seismic Moment @ Mid-height MOMENTS 2,548 Ibs a mid-ht 1,050 Ibs Q mid-ht - 665 Ibs a mid-ht = in-# 8 top = in-# a mid-ht in-# a top = in-# a mid—ht 9, 138 in-# 10,474 in-# I I I R. HENDERSHOT ASSQC.Title :BUENA VISTA P.S. Scope :MAS. WALLS Number:9087H Misc : Dsngr :ETP Date:22-Jun-92 MASONRY WALL DESIGN LDWEF LEVEL WALL LINE C Page DESCRIPTION — — — _ L f'm = 1,50<) F= = I4,UOO For calc of Em= f'm * 750 Em = Mult. »' f'm =1.1E+06 n . Es/Em = IS. 3 _ «. 1 IAI 1 P ATA CLEAR SPAN HEIGHT PARAPET HEIGHT UNIFORM DEAD LOAD = " LIVE LOAD = 17.5 720 64O )tal'3N LIM i rt psi SPECIAL INSFEC psi SOLID GROUTING SEISMIC FACTOR psi WIND LOAD LOAD DURATION I.IAI ft WALL THICKNESS ft PEBAR SIZE plf ..... SPACING nl f sGsCntrOl TI FA L ON CTO DAT : Edne "" yy= R = j\ y/n y/n U.3 20 psf 1.33 H := # = ' •> LOAD ECC. = 2 in . . . TypeTT*C£wt , 2=MedWt : ..TYPE- l:Flr,0:Rf= 1 1/0 ...WALL WT MULT. AXIAL DL @ TOW = 1368 plf AXIAL LL a TOW - plf Rebar Area ...TYPE"1 l:Flr,0:Rf= 1/0 Wall Weight NOTE1 Set Flr=l to Include Equiv Solid Thickness - as Live Load in Calculations 'd' - Actual = . <5t- •'accsoc Top of Wall: DL + LL = DL + LL + W= DL + LL + E= Mid-Height : DL + LL = DL + LL + W= DL + LL + E= Note. . Floor Moment in-# 2,720 2,720 2,720 1,360 10,537 1 1 , 878 LL only Axial * 2,728 2,728 2,728 3,393 3,393 3,393 Moment Steel Masonry 6,944 6,944 6,944 3,472 27,055 30,323 118 118 118 59 453 515 included w/Earthquake Cpsi ) . . -0. 1 3 : 3 in X^XsJ32 irv 0 I/O 1 1.00 1625 xn"2 76 psf 7.60 in 3.75 in i fb/Fb+ Axial 29. 29. 29. 37. 37. 37. /Wind 9 9 9 2 2 2 fa/Fa 0. 0. 0. 0. 1. 1. 421 421 421 283 127 263 < = <- <- < = <-<- 1 1 1 1 1 1 .00 .33 .33 .00 .33 .33 AAial : .2*f'm*Cl-<b/42t)A3] *<.5 if w/o insp.) Bending : Masonry i •3@jjj!*1'm*<. .5 if w/o insp) <=: Steel s * Ma/imum Allowable Moment w/o Axial Load Maximum Allowable Axial Load w/o Moment np = 0.0666 &•: Cnp x2+2np ' ' . 5-np= 0.3044 j » 1 - k/3 2 / k j = 226.757 psi :,000 = 495 psi = 24,000 psi 9,401 inH = 20,680 * - 0.8985 in 7.313 VERTICAL LOADS ** MOMENTS Axial Dead Load + Uniform Dead Load Axial Live Load + Uniform Live Load Wall Weight Eccentric Dead Load Moments Eccentric Live Load Moments Wind Moment 0 Mid-height Seismic Moment @ Mid-height 2,088 640 665 1,440 720 1,280 640 9, 188 10,474 Ibs a Ibs @ Ibs 3 in-# « in-# < in-# < *• / in-# in-# mid-ht mid-ht mid-ht ! top ! mid-ht \ top \ mid-ht R. HENDEPSHOT ASSOC.Title :BUENA VISTA P.S. Scope :MAS. WALLS Number:9087H Misc : Dsngr :ETP Date:22-Jun-92 MASONRY WALL DESIGN LOWEF LEVEL WALL LINE LDESCRIPTION f'm Fs For calc of Em= f'm * Em = Mult. ?' f'm =1 n • Es/Em = CLEAR SPAN HEIGHT PARAPET HEIGHT UNIFORM DEAD LOAD = LIVE LOAD = LOAD ECC. ...TYPE0 l:Flr,0:Pf= AXIAL DL <i TOW AXIAL LL a TOW ...TYPE- l:Flr,0:Rf= UtaiUlM 1JH 1 H 1,500 psi SPECIAL INSPECTION ' y 14,000 psi SOLID GPOUTING ' y 750 SEISMIC FACTOR . 1E+06 psi WIND LOAD = 25.8 LOAD DURATION FACTOR = -»«. LJAI 1 HAT A 17.5 ft WALL THICKNESS ft REBAP SIZE # 170 plf SEAC-IM3 = 150 plf . . . . .^pTcntrOl : Edge ^ in ... Type": l=L^Wt , 2=MedWt : 11/0 ...WALL WT MULT. plf plf Rebar Area =0.1 1/0 Wall Weight NOTE1 Set Flr=l to Include Equiv Solid Thickness = as Live Load in Moment Top of Wall: in-# DL + LL DL +• LL +• W= DL + LL + E= Mid-Height: DL + LL DL + LL + W= 9, 188 DL + LL + E= 10,474 Note.. Floor LL only Calculations 'd ' - Actual = Stresses fpsi") Axial Moment fb/Fb+ # Steel Masonry Axial fa/Fa 320 3.5 0.015 <• 320 3.5 0.015 <= 320 3.5 0.015 <= 985 10.8 0.048 <= 985 23,455 398 10.8 0.977 <= 985 26,739 454 10.8 1.114 <» included w/Earthquake/Wind y/n y/n u.3 20 psf 1.33 x^T7n\ C 5 ) \ 3° my — — F/Q 1 1.00 1625 inA2 76 psf 7.60 in 3.75 in 1.00 1.33 1.33 1.00 1.33 1.33 ALLOWABLE STRESSES Axial : .2*f'm*Cl-(h/42t)A33 *(.5 if w/o insp.) Bending : Masonry t ,afijp»f'm*(.5 if w/o insp) <=2,000 Steel : Maximum Allowable Moment w/o Axial Load Ma/imum Allowable Axial Load w/o Moment np = 0.0666 M<np 2+2np' .5-np= 0.3044 j = 1 - k/3 2 / \ J 226.757 psi 495 p«i 24,OOO psi 9,4O1 in-# 20,680 # 0.8985 in 7.313 VERTICAL LOADS ? A/ial Dead Load + Uniform Dead Load Axial Live Load + Uniform Live Load Wall Weight Eccentric Dead Load Moments Eccentric Live Load Moments Wind Moment <i Mid-height Seismic Moment @ Mid-height MOMENTS 170 Ibs @ mid-ht = 150 Ibs @ mid-ht 665 Ibs @ mid-ht = in-# @ top = in-# @ mid-ht = in-# @ top = in-# @ mid-ht 3,138 in-# 10,474 in-# I I I P.. HENDERSHOT ASSOC .Title :BUENA VISTA P.S. Scope :MAS. WALLS Number:30S7H Misc : Dsngr :ETP Date:22-Jun-92 MASONRY WALL DESIGN PageO^ DESCRIPTION LOWER LEVEL WALL LINE 1 ~ ~ — UC.O J. "JIN UH 1 r-l f'm = 1,500 psi SPECIAL INSPECTION Fs = 24,000 psi SOLID GROUTING For calc of Em= f'm * 75y SEISMIC FACTOR Em = Mult. & f'm =1.1E+06 psi WIND LOAD = n : Es/Em = 25.8 LOAD DURATION FACTOR = CLEAR SPAN HEIGHT PARAPET HEIGHT UNIFORM DEAD LOAD " LIVE i nan ss yy 0.3 20 1.33 30.25 ft WALL THICKNESS = /""S^ ft REBAR SIZE # / 5 170 pi f SPACING I 16 ISO nl f O-rnfer-rfTldae^ *? \^ 1 LOAD ECC. = in . . . Type: I'LtWtT^MedWt : ...TYPE- l:Flr,0:Ff= 1 1/0 ...WALL WT MULT. AXIAL DL a TOW - pi f AXIAL LL Q TOW = pi f Rebar Area ...TYPE'1 l:Flr,0:Rf= 1/0 Wall Weight NOTE1 Set Flr=l to Include Equiv Solid Thickness = as Live Load in Calculations 'd ' - Actual = Top of Wall: DL + LL DL + LL + W= DL + LL + E= Mid-Height: DL + LL DL + LL «- W= DL + LL + E- Nole. . Floor Axial : . Bending : Moment in-# 17,452 31,295 LL on 1 y 2*f'm*Cl- Masonry : Axial Moment fb/Fb+ # Steel Masonry Axial fa/Fa 320 3.5 -0.045 320 3.5 -0.045 320 3.5 -0.045 1,470 16.1 1,47025,473 535 16.1 1.061 1,47029,039 610 16.1 1.210 included w/Earthquake/Wind <h/42t)-^33 *<.5 if w/o insp.) = .333*f'm*C.5 if w/o insp) <=2,000 = ^r 1.00 = 0.2325 76 7.60 5.25 <= 1.00 <= 1.33 <« 1.33 <= 1.00 <= 1.33 <= 1.33 -78.288 495 y/n y/n psf in 1/0>— --/ in-^2 psf in in psi psi FACL Steel : Maximum Allowable Moment w/o Axial Load Maximum Allowable Axial Load w/o Moment np =» 0.0951 k:fnp 2+2np) ".5-np= 0.3513 3 = 1 - k/3 2 / k } 24,000 psi 25,391 in-# <7,140)# O.8829 in 6.448 VERTICAL LOADS S< MOMENTS A.Aial Dead Load + Uniform Dead Axial Live Load + Uniform Live Wall Weight Eccentric Dead Load Moments Eccentric Live Load Moments Wind Momenb @ Mid-height Seismic Moment <§ Mid-height Load Load 170 Ibs a mid-ht 150 Ibs & mid-ht 1, 150 Ibs <3 mid-ht in-# S top in-# € mid-ht in-# @ top in-# @ mid-ht 27,452 in-# 31,295 in-# I I R. HENDERSHOT ASSOC.Title :BUENA VISTA P.S. Scope :MAS. WALLS Number:30S7H Misc : Dsngr :ETP Date:22-Jun-92 • 1 1 1 1 1 1 1 1 • MASONRY WALL DESIGN DESCRIPTION UFPEF LEVEL WALL LINE E f m = 1,500 psi SPECIAL INSPECTION ' y Fs = 14,000 psi SOLID GROUTING •? y For calc of Em= T ' m * 750 SEISMIC FACTOR Em = Mult. *.. f'm =1.1E+06 psi WIND LOAD = n . Es/Em = 25.8 LOAD DURATION FACTOR - „ — — — I.IAI 1 HATA — — I.IAI 1 HATA CLEAR SPAN HEIGHT = 13 ft WALL THICKNESS PARAPET HEIGHT = ft PEBAP SIZE # IJNTFOPM "FAD 1 nAO =s ?38 pi f . . , . , SPA^INR ss 11 LIVE LOAD = plf u:f~-ntr^":Edge) ° LOAD ECC. = 7.75 in . . . Type: l=Ltw£725fledWt : ...TYPE0 l:Flr,0:Pf= 1/0 ...WALL WT MULT. AXIAL DL @ TOW = plf AXIAL LL fi TOW = plf Rebar Area ...TYPE" l:Flr,0:Pf= 1/0 Wall Weight NOTE1 Set Flr=l to Include Equiv Solid Thickness = as Live Load in Calculations 'd ' - Actual = GwrlrlHPs T ..... Stresses (psi )••••• Moment Axial Moment fb/Fb+ Top of Wall: in-tt # Steel Masonry Axial fa/Fa DL + LL = 1,845 238 2,808 23 1.7 0.123 < DL f LL + W= 1,845 238 2,808 23 1.7 0.123 < DL + LL + E= 1,845 233 2,808 23 1.7 0.123 < Mid-Height: DL + LL = 922 1,359 1,404 12 9.8 0.059 < DL + LL + W= 11,772 1,359 17,921 147 9.8 0.747 < DL + LL + E= 20,102 1,359 30,603 251 9.8 1.275 < Note.. Floor LL only included w/Earthquake/Wind ai i nuAni r OTDCTCCPC Pac 0.3 20 1.33 (4Rx^a_ 1.00 0.0775 118 11.60 9.00 -1.00 = 1.33 = 1.33 = 1.00 = 1.33 = 1.33 I«S y/n y/n psf — ^-nr-> T7o psf in in Aylal : .2*f'm*Cl-<h/42t)^33 *<.5 if w/o insp.) Bending : Masonry : . 333*f m*(.5 if w/o insp) <=: Steel s Maximum Allowable Moment w/o Axial Load Maximum Allowable Axial Load w/o Moment np = 0.0185 k-'.fnp 2+2np.) ^.S-np* 0.1747 ) = 1 - k/3 2 / k j = 272.226 psi !,000 - 495 psi = 24,000 psi = 15,765 in-# • 37,894 # - 0.9418 in = 12.154 VERTICAL LOADS & MOMENTS Axial Dead Load + Uniform Dead Load = 238 A<ial Live Load + Uniform Live Load = Wall Weight - 1,121 Eccentric Dead Load Moments = 1,845 922 Eccentric Live Load Moments = Wind Moment @ Mid-height Seismic Moment @ Mid-height 10,830 19,169 Ibs € Ibs € Ibs « in-# in-# in-# in-# in-# mid-ht mid-ht mid-ht ! top \ mid-ht i top i mid-ht 1 1 • 1^B 1 I• R. HENDERSHOT ASSOC. Title : Scope : Number : Misc : Dsngr . Date: 22-Jun-92 MASONRY WALL DESIGN Page S* DESCRIPTION : UPFEF LEVEL WALL LINE D AND C "~ UC.0 1 (3r4 UH 1 H ~ f'm = 1,5OO psi SPECIAL INSPECTION " Y F* = 14,000 psi SOLID GROUTING " Y For calc of Em= fm * 750 SEISMIC FACTOR = 0.3 Em = Mult. »' f'm =1.1E+O& psi WIND LOAD = 20 n : Es/Em = 25.3 LOAD DURATION FACTOR = 1.33 CLEAR SPAN HEIGHT - 12.75 ft WALL THICKNESS = /S PARAPET HEIGHT = ft REBAR SIZE # / 5 UNIFORM DEAD LOAD - 117 plf SPATTER = v4.8_ " LIVE LOAD = plf ..... QtCn£jc*f 1 : Edge ^ LOAD ECC. = 5.75 in . . . Type: l*LtWt , 2=MedWt : 1 ...TYPE-? l:Flr,0:Rf= 1/0 ...WALL WT MULT. - 1.00 AXIAL DL <§ TOW = plf AXIAL LL a TOW - plf Rebar Area = 0.0775 ...TYPE' l:Flr,0:Rf= 1/0 Wall Weight = 76 NOTE1 Set Flr=l to Include Equiv Solid Thickness * 7.60 as Live Load in Calculations 'd' - Actual = 3.75 ..... Stresses (psi )..... Moment Axial Moment fb/Fb+ Top of Wall: in-* * Steel Masonry Axial fa/Fa DL * LL » 673 117 2,532 34 1.3 0.110 <« 1.00 DL + LL + W= 673 117 2,532 34 1.3 0.110 <• 1.33 DL + LL + E= 673 117 2,532 34 1.3 0.110 <• 1.33 Mid-Height: DL + LL - 336 602 1,266 17 6.6 0.059 <* 1.00 DL + LL + W= 5,219 602 19,639 263 6.6 0.818 O 1.33 DL + LL + E= 5,301 602 22,206 298 6.6 0.325 <= 1.33 Note.. Floor LL only included w/Earthquake/Wind _ Ai i rtt.iADi e CTOCCCCC __ ___________________ A'lal : .2*f ' m*C l-(h/42t) A33 #(.5 if w/o insp.) - 271.674 Bending : Masonry : ,3$3»f m*C.5 if w/o insp) <=»2,000 = 495 Steel : * 24,000 Ma 'i mum Allowable Moment w/o Axial Load = 6,378 Maximum Allowable Axial Load w/o Moment = 24,777 np » 0.0444 j = 1 - k/3 * 0.9144 k:(.np 2+2np"> .5-np= 0.2569 2 / k j - 8.515 A', lal Dead Load + Uniform Dead Load = 117 Ibs @ mid-ht Axial Live Load + Uniform Live Load = Ibs S mid-ht Wall Weight - 485 Ibs 3 mid-ht Eccentric Dead Load Moments = 673 in-# Si top 336 in-# & mid-ht Eccentric Live Load Moments = in-# Q top = in-# @ mid-ht Wind Moment @ Mid-height = 4,877 in-# y/n y/n psf TrK Jirf^" 1/0 inA2 psf in in psi psi psi in— # * in Seismic Moment @ Mid-height 5,560 in-# 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 P. HENDERSHOT ASSOC. Title : Scope : Number : Misc : Dsngr : Date: 22-Jun-32 MASONRY WALL DESIGN Page $"<"" DESCRIPTION UPPER LEVEL WALL LINE 2 AND 3 — UCLwJ,lJl>4 UH 1 H f'm = 1,500 psi SPECIAL INSPECTION " Y Fs = 14,000 psi SOLID GROUTING "• Y For calc of Em= f'm * 750 SEISMIC FACTOR = O.3 Em = Mult. ^ f'm =1.1E+06 psi WIND LOAD = 2.0 n : Es/Em = 25.8 LOAD DURATION FACTOR = 1.33 CLEAR SPAN HEIGHT = 14 ft WALL THICKNESS » X8 PARAPET HEIGHT « ft PEBAR SIZE # ( 5 UNIFORM DEAD LOAD = 250 pi f SEAQING = \43 " LIVE LOAD = pi f ^pTcnTp1, 1: Edge ~ ^~~ LOAD ECC. = in . . . TypeTTSCt Wt , 2=MedWt : 1 ...TYPE"1 l:Flr,0:Pf= 1/0 ...WALL WT MULT. = 1 . OO AXIAL DL @ TOW - pi f AXIAL LL Q TOW = pi f Pebar Area = 0.0775 ...TYPE" l:Flr,0:Rf= 1/0 Wall Weight = 76 NOTE1 Set Flr=l to Include Equiv Solid Thickness = 7.60 as Live Load in Calculations 'd ' - Actual = 3.75 PM IMM/^C1*/ ..... Stresses (psi1)..... Moment Axial Moment fb/Fb+ Top of Wall: in-# # Steel Masonry Axial fa/Fa DL + LL = 250 2.7 0.010 <*> 1.00 DL + LL + W= 250 2.7 0.010 <- 1.33 DL + LL + E= 250 2.7 0.010 <= 1.33 Mid-Height: DL + LL - 732 8.6 0.033 <- 1.00 DL + LL * W= 5,880 732 22,127 237 3.6 0.922 O 1.33 DL 4- LL + E= 6,703 732 25,225 338 8.6 1.051 O 1.33 Note.. Floor LL only included w/Earthquake/Wind Axial : .2*f ' m*Cl-^h/42t )A33 #(.5 if w/o insp."> = 262.5 Bending : Masonry i .333*f'm»(.5 if w/o insp) <S2,000 = 495 Steel : * 24,000 Maximum Allowable Moment w/o Axial Load « 6,378 Ma 'i mum Allowable Axial Load w/o Moment = 23,340 np - 0.0444 j = 1 - k/3 » 0.3144 k. (np"2+2npJ s.5-np= 0.2569 2 / k j = 8.515 A Mai Dead Load + Uniform Dead Load - 250 Ibs S mid-ht A'ial Live Load + Uniform Live Load = Ibs 9 mid-ht Wall Weight = 532 Ibs 9 mid-ht Eccentric Dead Load Moments 3 in-# (3 top - in-# @ mid-ht Eucentric Live Load Moments = in-# @ top = in-# @ mid-ht Wind Moment Q Mid-height = 5,880 in-# Seismic Moment @ Mid-height = 6,703 in-# y/n y/n psf irK psf in in psi psi psi tt in Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RY ^^ SUBJECT. JOB NO DATE .SHEET OF I it »c- b Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY SUBJECT.r - JOB NO .SHEET ,'S"7 OF 3oo<=> S <7/A~ C-C. u/r of- .b (11800 x C. I Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RY ^Mg SUBJECT g-v f JOB NO DATE .SHEET OF r=»l*A \juc- U/ LU — ,i 4 - x Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY ^^ SUBJECT. JOB NO DATE — . SHEET,.OF Tcs> f fr'O U/^" T - 1-7 <4» ex. FLIT LL, l-c/o <r,<^4 ou esi LU FUR LL re BM c- ' \~l.0 Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RV ££-•£. SUBJECT. JOB NO DATE — . SHEET QF LL L.L FLf? -4 LU Fu? pL1^ CT|_R F-R L.L. u LL «*S»F FLR 1-4* it ~2.tr £«i-k' 7-2 Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY_ JOB NO DATE . SHEET OF It" ft'?cf o-P( f R ft. CL oc l^cof DC 1 M DC So 4 DC_ S o G. V_ C. -75- O t^ \Q? ,C C* H- 7^ MAS L tLfl ' LL f'*r c3G.CC 77 fs" <8 0' & 33 S T 5 S a 5 3 9 8 33' 65* fiS* i'i *c<?*/pr • Rob • Const BY Lfivf1 "H>/>Tif1<"*T"a'h/Yt' A'a^n/^ifi'f'fia TT>/* joRwn ^ic^tortSZT/ JtlCIlvlCiDXlUL rTbOoUClCLLCO, J.I1C. E"TV OHOie^r nV PS SHPPT fet np 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Foc^OATrOwS UVO/^O) CtovT X7^^ ^7- TR'&^OW u=A3 <*><) -AS (2YfrF as 3^7-^) ROOP DL \"7 -7 «/3 /7 S- tf,^/ «^ \FCR. o.t. so/.-s: -} ,7i \ LL «X> -7 ,7^ 1 G £>>;£. ^^^ / 2. /a-M . S? ^/ 07) M«S U4 8 1.05--, F-'"*t.<L M*i> xo< ' ^7 f '<-*'»'"' "^ ^7 - '° '7*°?"«*"1' G>6'k-' fr**& /&' *7^~ J t*j ^\ A^^3 /^^ 2S 3^7"^ ^ 70*^^^ "r^ ,'Z , :,'o I I I I I I I I I I I I I I I I I I I Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca .SHEET..OF Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca ^ - JOB NO i DATE ± 64 HP 11 1 ri j O * 1 -N "[ ," I ir^rirdr- — 3=.X=f.Z _ =-z=ts •1 , ' r 1 L- Lz-srzrd B^js^rarj ~ b« t — ...... ^ 'Sva ^ ,4 p.___W 1 k IT /f ^ \ I S t, — r-=rcr: .^N L 1 rl=r'sr'=2 J? L i A bs?r-=rdr-.r-_=--r XXXXXXXXXN.^xxxxxxxxxxX8^" VJ -J Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca JOB NO DATE — . SHEET OF •H-T 1-7 - ( '•>•*•'£ N^1 s1 - •• M Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RY O& SUBJECT JOB NO DATE OF -f ^ . - n «=* -4 r»O '! s fi"e- I-, «• O, -r e,-- "2 Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RV GS&*. SUBJECT g V JOB NO DATE J _ Gro4*40 Concrata '.-4.000 3410 12411 12414 1-110 11411 14410 14-111 4A1 710 343 5.75 ROUND TI1D COLUMNS 22" SKwt cokniMi; no KdMwar '" DIA 4Mb) 440 4*H 1207 1317 157* 1247 1M4 1217 1414 (« - 0.70) %155,1 12'. 14 20-24- 1441155,1012 OMI 4*2! 542; 402 304, 140 1251 10*4 »S7| 74*' 401 4M 337, 143 1414; 12*5 I114J l*2j 72»| 5M 141 1J7 1414; 12*5 M34I IW 72»| 5M 413 1 I ! '11*01045 »17| 717) 5*2 417 31*|»17| 717) 3tt 417 77*. 433 415 141 1227 1074 *44 743! 401' 433 147 1H7! 1172 102*| IIP1 457 474 "IS 240 24* 117 254 205 247 2N, 21' If* 14* 223| 1*0 242 0 lOOt, - in ki»i <» OT«' (in.) to lane* 15511.71 140,111* 3441445 210 171' 340 11.41 202 171'U22 171 1141 Ul 1541 230! 107 24*j 212 (k) in (*-a*o)o« ft*.) 1112 1445 4441 401 3141 3*4j 1441 3*4> 3447 m! M74 ft) [COLUMN SUi 24* DU.|0.10 I',A, - Ul Up. 4-110 4-111 44M 4411 154 M1o'l40 Mil 171 MM 141 MM 441 M« Mil 107 MM IN Mil lit 7410 1*7 7411 341 74M'14I 74M 4.W MM Mil MM Mil MM Mil MM Mil 13) 171 IN 747 IN 7NJ2 1022 101* 1144 1343 ton 1 1111 14*5 IM)tin 13V M8 tut 1 *4 101] IN 713 IN 1047 TO IN 142 1122i *N 04* 144 till IIST 1011 UtMtt' »3»' I 1.M 1101, >75 155 141 120111044 *M 174 1450! 1M5 1111 144ISM, 1374 12M IN 1134,1015 IM 1*11*1 MM Ml 117* M43 1115 175 1440 11N 1150 1411*10; 14*4 1501 5*4 4M 274 414' 40. 2N 47tl 535 151 445 441 744 400, 421 I 7*1 441 454, 341 »11| 744 S3* 414 _ _ IINJ N41 722, 547J 4M' 3*li IM 7J4 2J1 125 245 *J4 172 111* 2JO 141 142 Ml 111 15.11 10* M.17 Ul I1JO IM, 1344 154, Mil 150 \ 343 M43in 134* 115 17 H 144 »J1 IM1047 177 1U1 10VM47 172 1U5IN 144* 1223047 474 14J3J 217 470; MM 25* 447 3IJO, 3M 457 45* 444 427 437 415 4M M43 1147 20J7 U*4 M.14 3117 3714 3071 3114 3443 3041 4344 3340 3137 32.N 40.74 3544 3144 31*4 5340 513 4W *n (I) S» -Skwdw Crtmrn C«M»ty l»*ieHw **" M«* 2 11 12) SM "Cm** NtaH tar (MwKltoii OKW.", -Ty»k.l kn«i«tlt»i Cw***. "t 4.1(3)-ori»« coNatn imi Mtrnun JxT Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RV /?g SUBJECT __®-V ma MO DATE .SHEET.-OF •>«£> AT = 2'- . c J"fc»i& e>Kjp= uJ/ S-'fe IS? Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY. JOB NO DATE- .SHEET- H" -OF AT w «• 4* iT'7 +" I •? V | .V^ -V |-2,«T 0,000 -= '~*6 L Its* \f J* Line 1 Line I Line 3 Line 4 L,.na 5 Title :BUENA VISTA FUMF STATION Scope .GRADE BEAMS Number:3087H Misc : Dsngr : CP Date:ll-May-33 FECTANGULAR CONCRETE COLUMN DESIGN GPADE BEAM AT LINE E cage 7 O DESCRIPTION DESIGN DATA f' : LOME INC LL. \ 3T EFF LENGTH FACTQF IS COLUMN UNBRACED ' IF UNBRACED, Delta:S = Total Reinf. Area - '. Steel Note: I'/. Mm Actual i~>or, N psi 4 0-4 y/'n y/n COLUMN DATA DEPTH WIDTH COLUMN HEIGHT CALC F:M DIAGRAM F-.EBARS: SET #1 . SET #2 : SET #3 . SET #4 : SET #5 . COUNT 3AF tt 5 £ 5 6 36 x.-i 36 in 13 *t N y/n "d" 31 .n 4 in 4.40 in ^2 C. 34 7. B7. Max APPLIED LOADS MOMENTS: in AXIAL. DL Li_ 3T Ecc. DISTRIBUTED POINT Top Bottom k k k 11 in ttl = #1 - #1 = #2 = DL LL SHORT = ft-K ft-k ft-k DEAD 5.7 LIVE 1.3 SHORT SLoc U f 1 x= klf @ x= k @ x= k @ <= ELoc 13 ft ft ft ft SUMMARY Pu : Ma A Pn * Phi Factored : Capacity <§ Design Ecc Me = Delta:B^M2b + Delta:5*M2S Final Ecc.. Axial *Ecc + Moments Magnification Factor Design Eccentricity Fo * .SO : i short P : Balanced Ecc: Balanced ACI Equation 9-1 9-2 9-3 18.76 18.76 k 1066.32 26.143 57.495 k OK OK OK 207.03 108.37 kft 11.00 132.43 69.32 in 1.000 1.000 1.000 in 12.OO 132.43 63.32 in 2846.06 2846.0 2846.0 K 1472.18 1472.1 1472.1 k 12.45 12.45 12.45 in Ac t ual Beba ULu/Y - SLENDERNESS EFFECTS — 14.44 Elastic 0.85 Modulus = 3E+06 psi ral A is Distance from Edge = Phi Md ^Lu,r to neglect slenderness = Zebs - Sustained / Maximum Moments — ~ ,P = El = ,1s C ( . 2+Ec*Ig+c3*IS'/ l+Beta or- .4 E'. Ig/^l+Beta> 3/1000000 = -:.=AI*EI,ttLu>I = Alpha . Ma/ Fu / t. Fhi * Fc ) = Dalc^.b-Im, <1-Alpha; = Delba.b * Mlb = Delta:s * Mis = 9-1 9-2 19.43 2.99 0.700 0.713 34.0 34.0 9-3 3.26 in 0.728 34.0 1. 0< >G 1. OoO 1. OOU 1.000 1.000 1.000 207.03 108.37 ft 18.75 1.q.76 fi--' Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca JOB NO DATE BY..SHEET-3J OF Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca I T-lflghJBYSUBJECTg> DATE- .SHEET-OF LjT=- I •* 4^- 1,4 ^-z-s-^ifr. nt-S-r/T^ ••- -- °\ TJfr ,*l*^<? + CO 4«* Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RV ^g SUBJECT joe NO DATE .SHEET--73 OF Line 1 Line 2 Line 3 Line 4 Title .BUENA VISTA FUMP STATION Scope :GRADE BEAMS Number:3037H M i sc : Dsngr .CF Date.21-May-93 FECTANGULAF CONCFETE IOLUMN DESIGN •age DESCFIFTICN GFADE BEAM AT LINE D 5 DESIGN DATA O = 6'-V. SEISMIC ZONE '0=wmd>. COMBINE LL •< ST ' Y EFF. LENGTH FACTOF IS COLUMN UNBFACED - N IF UNBRACED, Delta:S = > <-<„> psi 4 0-4 y/n y/n COLUMN DATA DEPTH WIDTH COLUMN HEIGHT CALC P:M DIAGRAM Total Peiiir. Area : 7. Steel Note: 17. Mm , Actual REBARS: SET #1 SET #2 SET #3 SET #4 SET #5 COUNT BAR tt 5 6 =: P. AXIAL: CL LL ST Ecc. DISTRIBUTED POINT k k 14.2 k in #1 = #2 = #1 - #2 = 4.40 m"2 0.34 7. < 37. Max APPLIED LOADS -- MOMENTS: DL LL SHORT 36 in 36 in 25 ft N /, f 11 d"*-* "i32 in 4 IP in in in Top Bottom DEAD 1.4 9.8 LIVE SHORT ft-k ft-k ft-k SLoc klf klf k k ELoc 25 ft ft x = <= 12.5 ft ft SUMMARY F u : Ma'.. Fac t or ed Pn * Phi : Capacity @ Design Ecc, Me = Delta:B*M2b * Delta:S*M2S Final Ecc.: Axial*Ecc + Moments Magnification Factor Design Eccentricity Po # .80 : (short column) F : Balanced Ecc: Balanced ACI Equation 9-1 9-2 9-3 13.38 19.38 V 1392.24 23.760 40.254 k OK OK OK 238.88 153.56 kfi 1.53 144.19 92.69 in l.OOO 1.000 l.OOO in 1.68 144.19 92.69 in 2846.06 2846-0 2346.0 I 1472.13 1472.1 1472.1 V 12.45 12.45 12.45 in Actual Beta kLu/r - SLENDERNESS EFFECTS — 27.78 Elastic 0.85 Neutral A is Distance from Edge = Fhi Ma/. ILu/r to neglect slenderness = reta - Sustained / Maximum Moments = Cm = El = Ma/C (..I*Ec*Ig+Es*l3W(l+Beta-> -o, - .4 E._ Ig/<l+Betal 3/1000OOO •= F: Fi S2 * El / ULu> "2 Alphct . Ma/ Fu / » Ph* * PC ) - Oei ka. D=Cin/ ' 1-Alpha1) = Delta, c * Mlo •= Modulus 9-1 39.25 = 3E+06 psi 9-2 2.97 9-3 3.11 in 0.700 0.712 0.720 34.0 34.0 34.0 1.000 1.000 1.000 1.000 1.000 1.000 233.33 153 56 ft-t Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY. JOB NO DATE .SHEET.-OF = -4- -? « p, / -t- 1.4 r -2*] u ^ * ^ ^ J( ^O fivj. Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RV AiH^._ SUBJECT. JOB NO DATE — .SHEET OF <2Y^S,-=£-^i*, 4- <^*>£t-P UT *• * #• ^ Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY. . ' <*" JOB NO DATE .SHEET--OF — * J / X - t- U/ (_ I VI L^.-ie I -- 5 T^ti Sc Line 5 Number .M 4 sc Dsngr :Date 02-Jun-33 CIFCULAF CDNCFETE COLUMN DFILLED CIEF Pagt DESIGN DATA * ._ - 4,'. )OO p'y = £C , 000 psi 3CI3MIC ZONE d, IOMBINE ST EFT LENGTH FACTOF IS COLUMN UNBFACED " IT UNEFACED, DeltarS = 4 T y/n 1 >/n 1 COLUMN DATA COLUMN DIAMETEF FEBAF IL TO FACE COLUMN HEIGHT USING SFIFAu.3 PEBAF3 TOTAL tt OF 3AFS F,EBAR SIZE 1 CALC P.M DIAGRAM = 11.7'J m"lTotal Pein*. Area '. Steel Mir I'/ As , 3V. Ma'. Mm. Spiral As APPLIED SERVICE LOADS MOMENTS: Top Actual Cage Diameter = Radial Bar Spacing = */. 00 i n 3 in 15 ft Y y/n 1U 10 N >/n 14 in 26 deg = 0.0123 Bot t om AXIAL. DL LL ST EC:. DISTRIBUTED ,-QIIMT = 17S.5 \ k in DEAD LIVE #1 = #2 = ttl = DL LL 3T = 413.4 SHOFT ft-k ft-k ft-k SLoc ELoc klf @ klf @ k @s ft ft ft ft SUMMARY Fu : Ma/ , Fn * Phi Factored Capacity 3 Design Ecc. Me = Delta:B*M2b + Delta:S*M2S Final EC:.. A'ial*Ecc + Moments Magnification Factor Design Eccentricity Fo * CO.80,0.35] t"1 t»hort column; F : Balanced E;c: Balanced ACI Equation 9-1 9-2 9-3 249.9 249.9 160.7 k 1989.55 272.19 164.21 k OK OK. OK 31.24 573.76 578.76 k*t 1.50 27.79 43.23 in 1.180 1.130 1.109 in 1.77 32.SO 47.93 in 2653.31 2653.3 2653.8 k 1089.9 1089.9 1089.9 k 11.13 11.19 11.19 in Actual ILu/r Eeta Neutral A'. 15 Depth Froir Comp. face = PS i *la . k!_u ' to neglect sler.derness = Beta - Su=»»aiiied / Ma.imum Moments = •In = El - Me/Ci.I*Ec*Ig+Es*Is)/Cl+Beta) -or- .4 EC Ig/a +Bet a > 3/1000000 = Fc . Fi I * El /' CkLu; -2 A^p.ia . M«' Fu / t Phi * Fc > •= DSJ. ba. 'c-Cn '1-Alphai = Da* ba b - MZb -= SLENDERNESS EFFECTS 43.00 Elastic Modulus <j. 33 9-1 30.14 = 3,505 ksi 3-2 9-3 9.34 3.00 in 3.750 0.874 0.323 22.0 22.0 22.0 1.000 1.000 1.000 1.000 1.000 1.000 13667.4 28667. 13667. - 1 Q1 .-i -) •) Q"» *^ ~- « Q"> **^-lOw.^. ^.lDw.«. ^.JbOw.d. 0.153 0.153 0.093 1.1301 1.1801 1.1038 I I I I I I I I I I I I I I I I I I I Line Line L-ne Line Line 4.L 3 4 5 Title Sc op e Number Misc Dsngr CIFCULAF CONCFETE Dat s . 01- Jur - 33 COLUMN -7 ^j Del ta. s •* Mis = Z_:iinti ic it/ Ecc. Loads - Mcments = Desiqr, EC:. = Ecc * Delta = 578.76 573.76 ft-> 1 5O 17.79 43.1C in 1.77 31.30 47.93 in Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca . &3£~ A V'BY SUBJECT. JOB NO DATE — .SHEET fytf OF $r I J QsJ7~<S>F Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca JOB NO DATE BY..SHEET-• OF U r.J V/AUUT \ IRobert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY___£Lj2 51'BJECT ^ v JOB NO DATE .SHEET I Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca RY /£4g SUBJECT ^ ^ f>^Jp JOB NO DATE .SHEET OF r. (ZL - * -%°l 4" '.,,j " V^,v2 Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca xl ^9 ^^ \ yQV/ f i <ff ^i |Q |C/*T f^i \rDT L.^ ^ Omji/ov I ^• JOB NO OATP .SHEET.OF M I '\l - • ftx' „ -I II I «-.-z-2» ' tt&*\ 6 lifc^ "^T ^ - **s -r*Bi«*M j i-o \ Robert Hendershot Associates, Inc. Consulting Engineers • Escondido, Ca BY. JOB NO DATE .SHEET -OF i CT •iy - 4-IM uJ/ ¥ I * 8 I HHUlMt (, b 1 a ) 13131 LOS ANGELES STREET IRUIINDALE, CA 91706 PROGRAM: PRESTO -V6.2 by LEAP Software Inc . Tampa. Florida -'HONE - TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) I OF > JOB NO 2007-SU1 DATE 10-26-1992 BY JRM I PROJECT DATA Project Id Task Id PRECAST DATA BUENA VISTA PUMP STATION SW1 REV TO 8 IN PLANK SPAN DATA ( Data save file • 2007-SW1 DAT ) CONCRETE DATA Section Id Type Area,in2 MI ,in4 H.in Yb.in Flng wid.in thk.in Stems, No. top, in bot ,in Shear wid.in Web-extnt ,in Vol /Surf ace TOPPING DATA Dimension Tt Width : Thickness - LOADING DAJA- /X" LL (& 8SC HC 218 00 1515 8 00 3.98 40 00 1 25 1 17.00 17.00 17.00 40.00 1 .30 j ^p ** \ Overall Len Support Loc Release Final Trib wid Type j^_ja0_£t Left .ft Right .ft 0.00 . 0 00 1 67 Inter ALLOWABLE CONCRETE Release Prec-top Bottom Final Topg-top Prec-top Bottom cr tMvttS sw i v 6 YX.R M \ ^ j Comp 1800.0 1800.0 0 00 0 00 1 67 lor STRESSES Tens -328.6 -164.3 Precast f 'c.psi f 'Cl ,PS1 We ,pcf EC , ksi Eci ,ksi fct ,psi Topping f 'Ct ,PS1 Wct.pcf : Ect.ksi 4000 3000 150 3834 3321 0 4000 150 3834 MISCELLANEOUS DATA 1800.0 1800.0 1800.0 -379.5 -379.5 -379.5 Ld Mult Sqrt( f *c) Shoring ohi :Flexure apg-Un/Gap , i n ROBERT HENDERSHOT ASSOCS hear tfjnTgO/ ^TtOO/ ^— -~~ .075 KSF an '-«iargi 0.08 3.00 for 17.00 ^•^)™s o.oo ft to ft 17.00 : 1 .00 : 63.2 : NONE : 0.90 : 0.85 OCT 1 8 1992 REC ft El VED OPENING DATA NONE PRESTRESSED STRAND Size : 3/8 -270K Area : 0.0850 ir»2 Dia : 0.3750 in fpu : 270 ksi fpy : 230 ksi Es : 28500 ksi TENSION STEEL SHEAR STEEL fy : 60 ksi fy : 60 ksi fs : 30 ksi fs : 24 ksi Es : 29000 ksi PRESTRESSED STRAND PATTERN DATA Strands : 6 Type 3/8 -270K - STRAIGHT Pull : 0.70Xfpu =16.1K/Str Stress • 180 ksi release 155 ksi final Pattern Left : 6 § 1 69 in STRAND Group No 1 2 3 GROUPS . NO. of Strands 2 2 2 SHIELDING AND PULL DATA Strand Height ,in Left Depi Right 1.69 1.69 1.69 1.69 1.69 1.69 1.69 1.69 1.69 Pull Frac 0.70 0.70 0.70 Shielding, ft Left Right 0.00 0.00 0.00 0.00 0.00 0.00 Type 1 1^v 1V 1 1 1 ori"ii>«c.rvfc. i E, or wi-ti_ ± r or^ii i n rrioi^c. v o * o > 7Oi~o/ .3 13131 LOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM: PRESTO -v6 2 by LEAP Software Inc., Tampa, Flori PHONE : TOLL-FREE 1-800-451 -LEAP ( TAMPA AREA 813-985-9170 REBAR PATTERN DATA A Precast NONE B Topping NONE UNREINFORCED SECTION PROPERTY ZONE DATA Zone From, ft A,in2 I,in4 H.in Yb.in Beff.in Aeq,in2 No To, ft SW.plf Bf.in Bv.in (gross) SW.plf 1 0 00 218.00 1515 8 00 3.98 40 08 338 2 17.00 227 1 40 00 17.00 125.3 REINFORCED CHECK POINT SECTION PROPERTY DATA LOG, ft> 0.25 1 56 6 80 8.50 10.20 15.44 16.75 Zone 1111111 A,in2 218.0 218.0 218 0 218.0 218 0 218.0 218.0 I,in4 1515 1515 1515 1515 1515 1515 1515 Yb.in 3.98 3.98 3.98 3.98 3.98 3.98 3.98 Ic,in4 3967 3967 3967 3967 3967 3967 3967 YbC.in 5 94 5.94 5.94 5.94 5.94 5.94 5.94 ANALYSIS ( Locations measured from end of precast. Mu = 1 40*DL + 1.70*LL Self wt mult.: Rel=l .00 Fin=l .00 Loc SWrel SWfin DL Topg SO LL Ms Vs 0.25 0.5 0.5 0.0 0.3 0.0 0.5 1.3 5.0 1.56 2.7 2.7 0.0 1.5 0.0 3.0 7.3 4.2 6.80 7.9 7.9 0.0 4.3 0.0 8.7 20.9 1.0 8 50 8.2 8.2 0.0 4.5 0.0 9 0 21.8 0.0 1020 7.9 7.9 0.0 4.3 0.0 8.7 20.9 1.0 15 44 2.7 2.7 0.0 1.5 0.0 3.0 7.3 4.2 16.75 0.5 0.5 0.0 0.3 0.0 0.5 1.3 5.0 Reactions: Supp-L 1.9 1.9 0.0 1.1 0.0 2.1 5.1 Supp-R 1.9 1.9 0.0 1.1 0.0 2.1 5.1 Loc, ft) 0.25 1.56 &W0P 8.50 10.20 15.44 16.75 '~&i RELEASE STRESSES (LOW 4.7X) Top -7 -49 114 124 114 -49 -7 Bottom 141 886 726 715 726 886 141 TENSION STEEL ( in2 ) Top:Rcqd. Prvd. Bot:Reqd. Prvd. FINAL STRESSES ( Loss= 18.3X) Shoring : 0 Topping 8 46 133 138 133 46 8 Top 8 37 326 344 326 37 8 Bottom 101 646 294 272 294 646 101 i i once, i «•— ur > .^i JOB NO 2007-SW1 da DATE 10-26-1992 ) BY JRM g-j Dev len ( Id), ft L-t L-c R-t R-c —Compos ite \ Ieq,in4 He, in Ybc.in Tt , in Bt , in Bg, in 3967 11 00 5.94 3.00 40 00 0.08 Units: Kips, Ft ) Ecc-Topg= 0.00 in Mu Vu Tu 1.9 7.6 0.0 11.1 6.4 0.0 31.9 1.6 0.0 33.2 0.0 0.0 31.9 1.6 0.0 11.1 6.4 0.0 1.9 7.6 0.0 7.8 7.8 2. Ufr" UHl_irUKNiH KMUIMt • t,OiO) 1t>£-Q/3l i Sfttc tIJOB NO 2007-SW1 DATE 10-26-1992 BY JRM I I I I I I I I 13T31 LOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM' PRESTO -V6.2 by LEAP Software Inc , Tampa, Florida PHONE • TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) ULTIMATE STRENGTH ( fpu=270 ksi fse=155 ksi fy=60 ksi Gamma-p=0 40 Ld= 62.6 in Ld-mult=l 0) LOC, ft> 0 25 1 56 6 80 8 50 10 20 15 44 16 75 Mu.Ktt 1.9 11 1 31 9 33 2 31 9 11 1 19 PhiMn.Kft 87 52 0 87.2 87 2 87 2 52 0 87 DhlMn/Mu 4 53 4.69 2.74 2.63 2.74 4 69 4 53 CRACKING LOAD ( ACI Sec 18 8.3 ) Checked at 8 50 ft fr= -474 psi ( ACI Sec 9 5 2 3, Eq 9-9 ) Mn = 87.2 Kft Mcr = 63 3 Kft Mn/Mcr = 1.38 Loc, ft> 0 25 1.56 6.80 8.50 10 20 15.44 16.75 VERTICAL SHEAR AND TORSION ( Ref: Zia & McGee, PCI Journal, Mar-Apr 1974 ) fy=60 ksi VU.K Mu.KF Tu.KF Av,in2/F Al ,in2 S-Max ,in fc= 4 0 ksi Sqfc= 63 7 5 1 .9 0 0 0.00 0.00 6.00 6 4 11 1 0.0 0.00 0.00 6.00 1 .6 31 .9 0 0 0.00 0.00 6.00 Sax2y= 0.0 33.2 0.0 0.00 0.00 6.00 0 in3 xl= 0 1 6 31 .9 0.0 0.00 0.00 6.00 6.4 11 .1 0 0 0.00 0 00 6.00 0 in yl= 0.0 in Omega=0.00 7 5 1 .9 0.0 0.00 0 00 6.00 HORIZONTAL SHEAR ( fy= 60 ksi Lambda =1.00 ) Vnh-req.K 4.1 3 5 0.9 0.0 0.9 3.5 4.1 Ahs,in2/F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,in2/F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CAMBER AND DEFLECTION MULTIPLIERS With Topg: Erect) SW=1.85 Prest=l.80 Fin> SW=2.40 Prest=2.20 SD=3.00 Topg=2.30 CAMBER AND DEFLECTIONS ( BI-LINEAR. ACI Sec 18.4.2(c) and 9.5.2.3 ) LOC, ft> 0 25 1.56 6.80 8.50 10.20 15.44 16 75 Release: >TOTAL 0.01 0.05 0.13 0.13 0.13 0.05 0.01 Erection: >TOTAL O.01 0.08 O.22 0.23 0.22 O.08 O.01 Final >TOTAL 0.01 0.06 O.14 0.15 0.14 0.06 0.01 I 1 I I I I ui- LAL11urcixiH 13131 L-OS ANGELES STREET IRWINOALE, CA 91706 PROGRAM: PRESTO -V6.2 by LEAP Software Inc , Tampa. Florida PHONE TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) SHfcti | OF ? JOB NO 2007SW1A DATE 10-26-1992 BY JRM PROJECT DATA ( Data save file 2007SW1A DAT ) I I I I Project Task Id Id PRECAST DATA Section Id Type Area,in2 M.I ,in4 H.in . Yb.in Flng wid.in thk.in Stems, No. t op,in bot, in Shear wid.in Web-extnt ,in vol/Surface BUENA SW1A 'S VISTA PUMP STATION CHECK FOR ADDED SPAN DATA WALL ABOVE 218.00 1515 8.00 3.98 40.00 1 .25 1 17.00 17.00 17.00 40.00 1 .30 Overal1 Len Support Loc Release Final Trib wid Type 17 00 Left ,ft 0 00 . 0 00 1 67 : Interior ft Right,ft 0 00 0.00 1 67 ALLOWABLE CONCRETE STRESSES Release Prec-top Bottom Final Topg-top Prec-top Bottom Comp 1800.0 1800.0 1800.0 1800.0 1800.0 Tens -328.6 -164.3 -379.5 -379.5 -379.5 TOPPING DATA Dimension Width Thickness Topg,in/Gap, in : 40.OO/ 0.08 CONCRETE DATA Precast f'c.psi : 4000 f'ci ,PSI ' 3000 Wc.pcf 150 EC,ksi 3334 Eci,ksi - 3321 fct ,psi 0 Topping fct.psi 4000 Wct.pcf : 150 Ect,ksi : 3834 MISCELLANEOUS DATA Ld Mult : 1.00 Sqrt(fc) : 63.2 Shoring : NONE phi:Flexure: 0.90 Shear : 0.85 3.00/ 3.00 for 17.00 ft LOADING DATA LL SD-Comp 0.075 0.800 KSF KLF fr at 0.00 0.00 ft ft to to 17.00 0.800 ft KLF at 17.00 ft'Bto^WftUu OPENING DATA NONE PRESTRESSED STRAND Size : 3/8 -270K fpu : 270 ksi Area : 0.0850 in2 fpx * -* 230 ksi Dia : 0.3750 in Es * 28500 ksi PRESTRESSED STRAND PATTERN DATA Strands i 6 Type 3/8 -270K - STRAIGHT Pull : 0.70*fpu *16.1K/Str Stress : 180 ksi release : 159 ksi final Pattern . - Left : 6 8 1 .69 in b~% STRAND GROUPS. SHIELDING AND PULL DATA Group No. of Strand Height, in Pull No Strands Left Depi Right Frac 1 2 1.69 1.69 1.69 0.70 2 2 1.69 1.69 1.69 0.70 3 2 1.69 1.69 1.69 0.70 TENSION STEEL fy : 60 ksi fs : 30 ksi Es : 29000 " Shielding, ft Type Left Right 0.00 0.00 0.00 0.00 0.00 0.00 SHEAR STEEL fy : 60 ksi fs : 24 ksi ksi c J isi-itt iII3t31 LOS ANGELES STREET IRUIINDALE, CA 91706 PROGRAM: PRESTO -V6.2 by LEAP Software Inc , Tampa, Flon PHONE • TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 REBAR PATTERN DATA A Precast NONE B Topping NONE UNREINFORCED SECTION PROPERTY ZONE DATA precast. — — \ \ Zone From, ft A,in2 I,in4 H.in Yb.in Beff.in Aeq,in2 No To, ft SW.plf Bf.in Bv.in (gross) SW.plf 1 0.00 218 00 1515 8 00 3 98 40 08 338 2 17 00 227.1 40.00 17 00 125 3 REINFORCED CHECK POINT SECTION PROPERTY DATA Loc, ft> 0.25 1 56 6 80 8.50 10.20 15.44 16 75 Zone 1111111 A,in2 218 0 218 0 218 0 218.0 218.0 218.0 218.0 I.in4 1515 1515 1515 1515 1515 1515 1515 Yb.in 3.98 3.98 3 98 3.98 3.98 3.98 3.98 I c.l 04 3967 3967 3967 3967 3967 3967 3967 Ybc.lO 5.94 5.94 5 94 , 5.94 5.94 5.94 5.94 ANALYSIS ( Locatioos measured from eod of precast Mu = 1.40*DL + 1 .70*LL Self wt mult.: Rel = l .00 Fio=1.00 Loc SWrel SWfio DL Topg SD LL Ms Vs 025 0.5 0.5 0.0 0.3 1.7 0.5 2.9 11.6 1.56 2.7 27 00 1.5 9.6 3.0 16.9 9.7 6.80 7.9 7.9 0.0 4.3 27.7 8.7 48.7 2.4 8 50 8.2 8.2 0 0 4.5 28.9 9.0 50.7 0.0 10.20 7.9 7.9 0.0 4.3 27.7 8.7 48.7 2 4 15.44 2 7 2.7 0.0 1.5 9.6 3.0 16.9 9.7 16.75 0.5 0.5 0.0 0.3 1.7 0.5 2.9 11.6 React ioos: Supp-L 1.9 1.9 0.0 1.1 6.8 2.1 11.9 Supp-R 1.9 1.9 0.0 1.1 68 2.1 11.9 Loc. ft> 0.25 1.56 6. SO 8.50 10.20 15.44 16.75 RELEASE STRESSES ( LO8S» 4.8%) Top -7 -49 114 125 114 -49 -7 Bottom 141 885 724 714 724 885 141 JOB NO 2007SW1A da DATE 10-26-1992 ) BY JRM oJO Dev len ( Id ),ft L-t L-c R-t R-c A . .— uotnpos ite \ Ieq,in4 He, in Ybc.in Tt , in Bt , in Bg.in 3967 11 00 5 94 3 00 40.00 0.08 Uoits: Kips, Ft ) Ecc-Topg= 0.00 10 Mu Vu Tu 4.3 16.8 0.0 24.6 14.2 0 0 70.7 3.5 0.0 73.7 0.0 0.0 70.7 3.5 0.0 24.6 14.2 0.0 4.3 16.8 0.0 17.3 17.3 TENSION STEEL Top:Reqd. Prvd Bof-Reqd. Prvd. ( 1O2 ) FINAL STRESSES Toppiog Top Bottom 34 18 75 ( Loss= 15.82) 194 93 498 557 495 -179 581 521 -223 Soon 557 495 -179 og : 0 194 93 498 34 18 £ 75 ' I I SHEET 3 OF* JOB NO 2007SW1A DATE 10-26-1992 BY JRM t OF CALIFORNIA PHONE: (818) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM: PRESTO -V6.2 by LEAP Software Inc., Tampa, Florida PHONE : TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) ULTIMATE STRENGTH ( fpu=270 ksi fse=159 ksi fy=60 ksi Gamma-p=0.40 Ld= 61.4 in Ld-mult=l 0) LOG, ft) 0.25 1.56 6 80 8 50 10 20 15 44 16 75 Mu.Kft 4.3 24.6 70 7 73 7 70 7 24 6 43 phiMn.Kft 9 0 53.4 87 2 87 2 87 2 53 4 90 phiMn/Mu 2 11 2 18 1 23 1 18 1.23 2 18 2.11 — — — — — •— »• — »_.— _—.—. _ _ — -— — — — — —..— — ^—i—fc — ^.— .— .^.^..— .^..^..^. __________—»-——.__^__—____^_—._„.^^^^.^.^.^^.^..^^^ .^ ,__ —. — CRACKING LOAD ( ACI Sec 18 8 3 ) Checked at 8 50 ft fr= -474 psi ( ACI Sec 9.5 2 3, Eg 9-9 ) Mn = 87.2 Kft Mcr = 64 7 Kft Mn/Mcr = 1 35 LOG, ft) 0.25 1.56 6.80 8.50 10.20 15.44 16.75 VERTICAL SHEAR AND TORSION ( Ref Zia & McGee, PCI Journal. Mar-Apr 1974 ) fy=60 ksi Vu.K Mu.KF Tu.KF Av.in2/F Al ,in2 S-Max ,in f'c= 4.0 ksi Sqfc= 63 16.7 4.3 0 0 0.00 0.00 6.00 14 2 24.6 0.0 0.00 0.00 6.00 3.5 70.7 0 0 0.00 0.00 6.00 Sax2y= 0.0 73.7 0.0 0.00 0.00 6.00 0 in3 xl= 0. 3 5 70.7 0.0 0.00 0.00 6.00 14 2 24.6 0 0 0.00 0.00 6.00 .0 in yl= 0 0 in Omega=0 00 16.7 4.3 0 0 0.00 0.00 6.00 HORIZONTAL SHEAR ( fy= 60 ksi Lambda = 1.00 ) Vnh-req,K 15.0 12.6 3.1 0.0 3.1 12.6 15.0 Ahs,in2/F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,in2/F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CAMBER AND DEFLECTION MULTIPLIERS With Topg: Erect) SW=1.85 Prest=l.80 Fin) SW=2.40 Prest=2.20 SD=3.00 Topg=2 30 CAMBER AND DEFLECTIONS ( BI-LINEAR. ACI Sec 18.4.2(c) and 9.5.2.3 ) LOG, ft) 025 1.56 6.80 8.50 10.20 15.44 16.75 Release: >TOTAL 0.01 0.05 0.13 0.13 0.13 0.05 0.01 Erect ion: >TOTAL 0.01 0.08 0.22 0.23 0.22 0.08 0.01 Final: >TOTAL -0.00 -0.03 -0.14 -0.15 -0.14 -0.03 -0.00 I I b Uf OHUiruri.Mir. rnu.Nt (, O l a ; 13*31 LOS ANGELES STREET IRUINDALE. CA 91706 PROGRAM: PRESTO -V6.2 by LEAP Software Inc., Tampa, Florida PHONE ' TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) i | OF yJOB NO 2007SW2M DATE 10-23-1992 BY JRM PROJECT DATA ( Data save file 2007SW2M DAT ) Project Id : BUENA VISTA PUMP STATION Task Id • SW2 - CHECK FOR REVISED LOAD OF ONE H-20 PRECAST DATA Section Id Tyoe Area, m2 MI , in4 H.in Yb.in Flng wid,in - thk,in • Stems, No top,in . bot.in Shear wid,in web-extnt .in vol/Surface TOPPING DATA SPAN DATA Overall Len Support LOG Release Final Trib. wid Type TRUCK W/ NO IMP CONCRETE DATA 14 33 ft Left,ft Right ,ft 0 00 0 00 0 00 0.00 1 67 Interior 1 67 ALLOWABLE CONCRETE STRESSES Release Prec-top Bottom Final Topg-top Prec-top Bottom Comp 1800.0 1800.0 1800.0 1800.0 1800.0 Tens -328.6 -164.3 -379.5 -379.5 -379.5 Precast f'c.psi f 'ci ,psi Wc.pcf Ec.ksi Eci.ksi fct.PSl Topping f'ct.psi Wet ,PCf Ect.ksi - 4000 3000 150 3834 : 3321 0 ' 3000 = 150 : 3834 Dimension Topg , in/Gap,in Width : 40.OO/ 0.08 Thickness : 3.00/ LOADING DATA 3!oO for 14.33 ft MISCELLANEOUS DATA Ld Mult : 1.00 Sqrt(fc) : 63.2 Shoring : NONE phi:Flexure: 0.90 Shear : 0 85 . TO LL 10.660 KIP at 7.17 ft OPENING DATA NONE Ti 3 f T OM«Wtt PRESTRESSED STRAND Size : 3/8 -270K-LL Area : 0.0850 in2 Dia : 0.3750 in fpu : 270 ksi fpy : 243 ksi Es % 28500 ksiJLS TENSION STEEL SHEAR STEEL fy : 60 ksi fy : 60 ksi fs : 30 ksi fs : 24 ksi Es : 29000 ksi PRESTRESSED STRftND PATTERN DATA Strands : 6 Type 3/8 -27OK-LL - STRAIGHT Pull : 0.70*fpu =16.1K/Str Stress : 183 ksi release : 167 ksi final Pattern 6 8 1 .69 in STRAND GROUPS. Group No. of No Strands 1 2 2 2 3 2 SHIELDING AND PULL DATA Strand Height .in Pull Left Depr Right Frac 1.69 1.69 1.69 0.70 1.69 1.69 1.69 0.70 1.69 1.69 1.69 0.70 Shielding. ft Left Right 0.00 0.00 0.00 0.00 0.00 0.00 Type *^ I I I I I I I SPANCRETE OF CALIFORNIA PHONE- C818) 962-8751 13f31 LOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM: PRESTO -V6.2 by LEAP Software Inc , Tampa, Florida PHONE J TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) SHEET VOF '> •* JOB NO 2007SW2M DATE 10-23-1992 8Y JRM REBAR PATTERN DATA A. Precast NONE 8 Topping NONE Dev len ( Id),ft L-t L-c R-t R-c UNREINFORCED SECTION PROI \ I\ Zone From, ft A, No To, ft 1 0 M in2 1 I SW 00 218 00 .33 REINFORCED CHECK LOG, ft) Zone A , in2 I ,in4 Yb.'in Ic,in4 Ybc.in ANALYSIS 0.25 1 218.0 1515 3.98 3967 5.94 PERTY 2 Precast , in4 .Plf E 1515 [ONE DATA H.in Yb Jf.in Bv 8 00 3 227.1 40.00 17 POINT SECTION 1 56 1 218.0 1515 3.98 3967 5.94 5 73 1 218 0 1515 3.98 3967 5.94 PROPERTY 7 16 1 218.0 1515 3.98 3967 5.94 ( Locations measured Mu = 1 .40*DL + 1 LOG SWrel SWf 0.25 1 .56 5.73 7.16 8.60 12.77 14.08 0.4 0 2.3 2 5.6 5 5.8 5 5.6 5 2.3 2 0.4 0 .70*LL in .4 3 .6 .8 .6 .3 .4 DL 0.0 0 0 0.0 0.0 0.0 0.0 0.0 Self wt mult . : Topg 0.2 1 .2 3.1 3 2 3.1 1.2 0.2 SO 0.0 0.0 0.0 0.0 0.0 0.0 0.0 \\ , in Be , in ( c 98 .00 DATA 8.60 1 218 0 1515 3.98 3967 5.94 \ iff , in A iross ) 40.08 12 77 1 218.0 1515 3.98 3967 5.94 ieq,in2 I SUI.plf 338 2 125 3 14 08 1 218 0 1515 3.98 3967 5.94 from end of precast . Rel = l LL 1 .3 8.3 30.5 38.1 30.6 8.3 1 .3 ..00 Fin=1.00 Ms 2.0 11 .8 39.2 47.2 39.2 11.8 2.0 Vs 7.8 7.3 5.8 5.3 5.8 7.3 7.8 Compos: eq , in4 Tt ,in 3967 3.00 Units 1 4* 4-k Vte — - \ He, in Ybc.in Bt , in Bg.in 11 .00 40.00 : Kips Ecc-Topg= 0 Mu 3.1 19.0 64.0 77.5 64.1 19.1 3.1 Vu 12.5 11 .8 9.8 9.1 9.8 11 .8 12.5 5 94 0.08 , Ft ) .00 in Tu 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Reactions: SUPP-L SUPP-R LOG, ft) RELEASE Top Bottom 1.6 1 1 .6 1 0.25 STRESSES -10 146 .6 .6 1 0.0 0.0 .56 ( -67 917 0.9 0.9 5.73 LOOtf* 39 814 0.0 0.0 7.16 3. IX) 46 807 5.3 5.3 8.60 39 814 12.77 -67 917 7.9 7.9 14.08 -10 146 12.6 12.6 TENSION STEEL ( Top:Reqd. Prvd. Bot:Reqd. Prvd. FINAL STRESSES Topping Top Bottom 20 8 101 (LOSS= 11.4%) 127 467 584 37 339 398 644 83 -66 Shoring 468 340 82 127 37 644 20 8 101 E 1 1 1 1 1 1 1 1 1 1 'at-HNcrtt 1 1 or UHL. i r U»M>» i « i-nuixt . v 010 ) -/o^-o/oi ante i y or ^t 13T31 LOS ANGELES STREET IRWINDALE, CA 91706 JOB NO 2007SU2M PROGRAM: PRESTO -V6.2 by LEAP Software Inc , Tampa, Florida DATE 10-23-1992 PHONE : TOLL-FREE 1-800-451 -LEAP ( TAMPA AREA 813-985-9170 ) BY JRn /<£. ULTIMATE STRENGTH ( fpu=270 ksi fse=167 ksi fy=60 ksi LOG, ft> 0 25 1.56 5.73 7 16 Mu.KTt phiMn.Ktt phiMn/Mu 3 1 9 4 3 01 19 0 55 5 2.91 CRACKING LOAD ( ACI Sec Checked at Mn = 85 8 LOG. ft> 7 16 Kft 0 25 VERTICAL SHEAR AND fy=60 ksi f Vu.K Mu.KF Tu.KF Av,in2/F Al ,in2 S-Max.in HORIZONTAL Vnh-req,K Ahs,in2/F Ahr ,in2/F CAMBER AND With Topg: CAMBER AND LOC, ft> Release: > TOTAL Erection: > TOTAL Final : > TOTAL *C= 4.0 12 4 3.1 0 0 0.00 0.00 6.00 SHEAR 10.7 0.00 0.00 64 85 .0 8 1 .34 77 5 85 8 1.11 Gamma-P=0 28 8 60 12 77 64 85 1 8 1 34 19 55 1 5 2 91 Ld= 59.4 in Ld-mult=l 0) 14 08 3.1 9 4 3.01 18.8.3 ) ft fr= -474 Mcr = 1 56 69.9 5.73 TORSION ksi Sqfc= 11 .8 19 0 0.0 0.00 0.00 6.00 ( 10.7 0.00 0.00 9 64 0 0. 0. 6. fy= 10 0. 0. ( 63 8 .0 .0 00 00 00 60 .7 00 00 PS1 ( Kft 7.16 ACI Sec Mn/Mcr 8.60 Ref: Zia & Sax2y= 9.1 77.5 0 0 0.00 0.00 6.00 0 9 64 0 0. 0. 6. 9 5 = 1 2 23 12.77 McGee , 3, Eq 9-9 ) 14.08 PCI Journal, Mar-Apr 1974 ) in3 xl= 0 .8 .1 .0 00 00 00 ksi Lambda = 10.7 0.00 0.00 10.7 0. 0. 00 00 11 19 0 0. 0 6. 1 .00 8 .1 0 00 00 00 ) 10.7 0. 0. 00 00 .0 in yl= 0.0 in Omega=0.00 12.4 3.1 0.0 0.00 0.00 6.00 10.7 0.00 0.00 DEFLECTION MULTIPLIERS Erect >SW=1 .85 Prest=l .80 DEFLECTIONS ( 0.25 0.01 0.01 0.01 1 .56 0.04 0.08 0.05 Fin>SU=2.40 Prest=2.20 SD=3.00 Topg=2.30 BI-LINEAR. ACI Sec 5.73 0. O. ON 11 19 fA j 7.16 0.11 0.20 0.12 8.60 0. 0. 0. 11 19 11 18.4.2( 12.77 0.04 0.08 0.05 c) and 9.5.2.3 ) 14.08 0.01 0.01 0.01 13131 LOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM: PRESTO -V6 2 by LEAP Software Inc . Tampa, Florida PHONE : TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) -•rite, i I uh J JOB NO 2007-SW3 DATE 10-26-1992 BY JRM <~ PROJECT DATA ( Data save file 2007-SW3.DAT ) Project Task td Id BUENA VISTA PUMP STATION SW3 INCLUDES W3 1 & W3 2(REV )SIN PLANK PRECAST DATA Section Id Type Area,in2 M I ,in4 H.in Yb.in " Flng wid.in thk.in Stems, No. top,in bot ,in Shear wid.in Web-extnt, in Vol/Surface 8SC HC 218 00 1515 8.00 3 98 40 00 1 .25 1 17.00 17.00 17.00 40.00 1 .30 SPAN DATA Overal1 Len Support Loc Release Final Trib. wid Type 14 33 ft Left ,ft Right ,ft 0.00 0.00 0.00 0.00 1 67 Interior 1 .67 ALLOWABLE CONCRETE STRESSES Release Prec-top Bottom Final Topg-top Prec-top Bottom Comp 1800 0 1800.0 1800.0 1800.0 1800.0 Tens -328.6 -164.3 -379. -379, -379, 5 5 5 TOPPING DATA Dimension Width Thickness Topg, in/Gap,in : 40.OO/ 0.08 3.00/ 3 00 for 14.33 ft LOADING DATA /UU/fPP Lu DL-Prec LL 0.100/KSF fr 0^6^ KSF fr 37SOO KIP at 4.000 KIP at 0. 4, 6, 9, 00 1.6 33 ft ft ft ft to to 14.33 11 .16 ft ft -1,33 CONCRETE DATA Precast f'c.psi 4000 f 'ci ,psi • 3000 Wc.pcf : 150 EC, ksi 3834 Eci .ksi : 3321 fct ,PS1 ' 0 Topping fct.psi • 3000 Wet ,pcf : 150 Ect.ksi : 3834 MISCELLANEOUS DATA Ld Mult : 1 .00 Sqrt(fc) : 63.2 Shoring : NONE phitFlexure: 0.90 Shear 0 85 ,33 OPENING DATA NONE PRESTRESSED STRAND Size : 3/8 -270K Area : 0.0850 in2 Dia : 0.3750 in fpu : 270 ksi fpy : 230 ksi Es : 28500 ksi TENSION STEEL SHEAR STEEL fy : 60 ksi fy ' 60 ksi fs : 30 ksi fs : 24 ksi Es : 29000 ksi PRESTRESSED STRAND PATTERN DATA Strands Pull Stress Pattern Left 6 Type 3/8 -270K - STRAIGHT 0.70*fpu =16.1K/Str 180 ksi release 154 ksi final 66 1 .69 in STRAND GROUPS. SHIELDING AND PULL DATA Group No. of Strand Height,in No Strands Left Depr Right 1 2 1.69 1.69 1.69 2 2 1 .69 1 .69 1 .69 3 2 1 .69 1 .69 1 .69 Pull Shielding,ft Frac Left Right 0.70 0.00 0.00 0.70 0.00 0.00 0.70 0.00 0.00 Type SPANCRETE OF CALIFORNIA PHONE ^818) 962-8751 13131 tOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM: PRESTO -V6.2 by LEAP Software Inc . Tampa, Florida PHONE : TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) SHEET ^ OF ^ JOB NO 2007-SW3 DATE 10-26-1992 BY JRM REBAR PATTERN DATA A Precast NONE B. Topping NONE Dev. len. (Id ).ft L-t L-c R-t R-c UNREINFORCE Zone From.f D SEC \- t A, No To, ft I 0 00 14.33 REINFORCED Loc, ft> Zone A, in2 I ,in4 Yb.in Ic,in4 Ybc.in ANALYSIS 21 TION PROP — — _ o in2 r^ I, SW. 8 00 l ERTY recas in4 Plf 515 227.1 CHECK 0 25 1 218 0 1515 3.98 3967 5.94 POINT 1 .56 1 218.0 1515 3.98 3967 5.94 SECTION ( Locat Mu = 1 .40*DL + 1 Loc SWre 0.25 0. 1 .56 2 5.73 5 7.16 5 8.60 5. 12.77 2 14.08 0. React ions: .70*LL 1 SWfin DL 4 0 3 2 6 5 8 5 6 5 3 2 4 0 Supp-L 1.6 1 Supp-R 1 . Loc, ft> 6 1 0.25 .4 0. .3 1 .6 4. .8 4. .6 4. .3 1 . .4 0. .6 0. .6 0. 1.56 RELEASE STRESSES Top Bottom -9 143 -64 899 2 3 4 7 6 5 2 8 9 5 73 1 218.0 1515 3.98 3967 5.94 ions Self Topg 0.2 1 .2 3.1 3.2 3.1 1 .2 0.2 0.9 0.9 5,73 ( Los«« 42 795 ZONE DATA t ____ H.in Yb Bf.in Bv 8 00 3 40.00 17 PROPERTY 7.16 1 218.0 1515 3.98 3967 5.94 measured wt mult . : SO 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.16 4.955) 49 788 \ , in Beif f , in i , in ( gross ) .98 .00 DATA 8.60 1 218 0 1515 3.98 3967 5.94 40.08 12 77 1 218.0 1515 3.98 3967 5.94 from end of Rel = l LL 1 .4 8.7 27.9 29.1 28.6 9.7 1 .6 5.8 6.5 8.60 42 795 — — — —Aeq,in2 I SU.plf 338.2 125.3 14 08 1 218 0 1515 3.98 3967 5.94 precast . L.OO Fin=1.00 Ms 2.3 13.5 40.9 42.8 41 .9 14.6 Vs 9.0 8.1 4.8 0.0 1 .4 8.9 2.5 9.8 12.77 -64 899 9.2 9.9 14.08 -9 143 Compos: eq,in4 Tt ,in 3967 3.00 Units . ^ A Vi te \ He, in Ybc.in Bt , in 11 .00 40 00 : Kips Ecc-Topg= 0 Mu 3.6 21 .4 65.7 68.7 67.2 23.4 3.9 Vu 14.3 12.9 7.9 0.0 2.1 14.2 15.6 14.6 15.8 Bg.in 5 94 0 08 , Ft ) .00 in Tu 0.0 0.0 0.0 0.0 0.0 0.0 0.0 TENSION STEEL ( in2 ) Top:Reqd. Prvd. Bof.Reqd. Prvd. FINAL STRESSES (Loss= 18.32) Topping 22 133 427 445 Top 16 89 472 502 Bottom 82 527 -78 -121 Shoring : 0 438 148 25 482 101 18 -97 503 78 1 1 1 1 1 1 1 1 1 bKANCKfcFfc UK L.AL1I-UKN1A HHQNE k«18J V62-8751 SHEET J OFj> "* 13131 tOS ANGELES STREET IRWINDALE, CA 91706 JOB NO 2007-SW3 PROGRAM: PRESTO -V6 2 by LEAP Software Inc , Tampa, Florida DATE 10-26-1992 PHONE ' TOLL-FREE 1-800-451 -LEAP ( TAMPA AREA 813-985-9170 ) BY JRM <- ULTIMATE STRENGTH ( fpu=270 ksi fse=154 ksi fy=60 ksi Loc, ft> 0.25 1.56 5.73 7 16 Mu.Kft PhiMn.Kft phiMn/Mu 3 8 2.4 CRACKING LOAD Checked at Mn = 84 4 Loc, ft) 7 .6 7 1 21 51 .4 0 2.38 ( ACI Sec 16 Kft 0.25 VERTICAL SHEAR fy=60 ksi f Vu.K Mu.KF Tu.KF Av,in2/F Ai,in2 S-Max ,in HORIZONTAL Vnh-req.K Ahs,in2/F Ahr,in2/F CAMBER AND with Topg: CAMBER AND LOC, ft> Release: > TOTAL Erection. > TOTAL F i na 1 : > TOTAL •c= 14 3 0 0 0. 6. AND 4.0 2 .6 0 00 00 00 ft . 65.7 84.4 1 29 18.8 3 fr= -474 Mcr = 1 .56 62.5 5.73 TORSION ( ksi Sqfc= 63 12 21 0 0. 0. 6. .9 .4 .0 00 00 00 SHEAR ( 11 0. .5 00 0.00 DEFLECT Erect> DEFLECT 0.25 0. 0. 0. 01 01 01 10 0. 0. .6 00 00 7 9 65.7 0.0 0.00 0.00 6.00 fy= 60 7.8 0.00 0.00 68 7 84 4 1 .23 ) PS1 ( Kft 7 16 Gamma-p=0.40 Ld= 62 6 in Ld-mult=l 0) 8 60 12 77 14 08 67 84 2 4 1 .26 ACI Sec Mn/Mcr 8.60 Ref Zia & Sax2y= 0.0 68.7 0.0 0.00 0.00 6.00 0 2 67 0 23 51 .4 39 .0 87 2 18 2.22 9.5 = 1 2 3, Eq 9-9 ) .35 12.77 14.08 McGee , in3 xl 1 .2 .0 0.00 0. 6. 00 00 ksi Lambda = 0.1 0.00 0.00 1 0. 0. .1 00 00 14 23 0 0. 0. 6. PCI Journal, Mar-Apr 1974 ) = 0.0 in yl= 0.0 in Omega=0.00 .2 15.5 .4 3.9 .0 0.0 00 0.00 00 0.00 00 6.00 1 .00 ) 11 0. 0. .9 12.8 00 0.00 00 0.00 ION MULTIPLIERS SW=1 .85 Prest = l .80 IONS ( 1 .56 0. 0. 0. 04 08 03 Fin>SW=2.40 Prest=2.20 SD=3.00 Topg=2.30 BI-LINEAR. ACI Sec 5.73 0.10 0.19 '•*fl*r vU05 7.16 0.11 0.19 0.05 8.60 0. 0. 0 10 19 05 18.4.2(c) and 9.5.2.3 ) 12.77 14.08 0.04 0.01 O.O8 0.01 0.03 0.01 I I I I I I I I I I I I I I I I I I I SPANCRETE OF CALIFORNIA PHONE (818) 962-8751 13131 LOS ANGELES STREET IRUIINDALE, CA 91706 PROGRAM' PRESTO -V6 2 by LEAP Software Inc . Tampa, Florida PHONE * TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) SHEET \ OF JOB NO 2007-SW5 DATE 10-26-1992 BY JRM Co x -SW PROJECT DATA Project Id Task Id PRECAST DATA Section Id Type Area,in2 M I ,in4 H,in . Yb.in Flng wid,in ' thk.in . Stems, No top,in ' bot,in Shear wid.in Web-extnt ,in Vol/Surface ( Data save file • 2007-SU5 DAT ) 6UENA VISTA PUMP STATION SW5 (W2 W/ WALL ABOVE )SIN PLANK 8SC HC 218 00 1515 8 00 3.98 40 00 1 .25 1 17.00 17 00 17.00 40.00 1 .30 SPAN DATA Overal 1 Len Support Loc Release Final Trib wid Type 14 33 Left,ft 0 00 : 0.00 : 1 67 ft Right.ft 0 00 0.00 1 67 Interior ALLOWABLE CONCRETE STRESSES Release Prec-top Bottom Final Topg-top Prec-top Bottom Comp 1800.0 1800 0 1800 1800 .0 .0 1800.0 Tens -328 6 -164.3 -379.5 -379.5 -379.5 TOPPING DATA Dimension Width Thickness Topg,in/Gap,in : 40.OO/ 0.08 3 OO/ 3 00 CONCRETE DATA Precast f'c.psi : 4000 fci ,psi • 3000 We,pet : 150 Ec.ksi ' 3834 Eci ,ksi • 3321 fct ,psi 0 Topping f'Ct.pSl 4000 Wet ,PCf 150 Ect ,ksi : 3834 MISCELLANEOUS DATA Ld Mult : 1.00 Sqrt(fc) : 63.2 Shoring : NONE phi:Flexure: 0.90 Shear : 0.85 for 14.33 ft LOADING DATA LL LL SD-Comp CSF fr KLF atroo KLF at 0.00 ft to 0.00 ft to 0.00 ft to 14.33 ft 0.225 KLF at 0.800 KLF at 14.33 14.33 OPENING DATA NONE PRESTRESSED STRAND Size : 3/8 -270K Area : 0 0850 in2 Dia : 0.3750 in fpu : 270 ksi fpy : 230 ksi Es : 28500 ksi TENSION STEEL SHEAR STEEL fy : 60 ksi fy : 60 ksi fs : 30 ksi fs : 24 ksi ES : 29000 ksi PRESTRESSED STRAND PATTERN DATA Strands Pull Stress Pattern Left 6 Type 3/8 -270K - STRAIGHT 0.70Xfpu =16.1K/Str 180 ksi release 157 ksi final 66 1.69 in STRAND GROUPS, SHIELDING AND PULL DATA Group No. of Strand Height,in No Strands Left Depr Right 1 2 1.69 1.69 1.69 2 2 1 .69 1 .69 1 .69 3 2 1 .69 1 .69 1 .69 Pull Shielding,ft Frac Left Right 0.70 0.00 0.00 0.70 0.00 0.00 0.70 0.00 0.00 Type 13 I I I I I I I SPANCRETE OF CALIFORNIA PHONE (818) 962-8751 13f31 LOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM: PRESTO -V6.2 by LEAP Software Inc . Tampa. Florida PHONE TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) SHEET 7-OF > JOB NO 2007-SU5 DATE 10-26-1992 BY JRM REBAR PATTERN DATA A Precast NONE B Topping NONE Dev L-t len L-c ( Id), ft R-t R-c I UNREINFORCED SECTION PROPERTY ZONE DATA Zone No 1 From, ft To, ft 0 00 J4-33 \ A , in2 218 00 Kreca I , in4 SW.plf 1515 227 1 st H.in Bf , in 8 00 40 00 Yb Bv 3 17 --N , in , m 98 .00 Beff ,in ( gross ) 40 08 \ Aeq, in2 SW.plf 338 2 125 3 •-compose leg, in4 Tt .in 3967 3.00 ite He , in Bt , in 11 00 40.00 \ Ybc.in Bg.in 5 94 0 08 REINFORCED CHECK POINT SECTION PROPERTY DATA Loc, ft> 0 25 1 56 5 73 7 16 8.60 12.77 14 08 Zone A, in2 I ,in4 Yb.in Ic,in4 Ybc , in 1 218 0 1515 3 98 3967 5.94 1 218.0 1515 3 98 3967 5.94 1 218 0 1515 3.98 3967 5.94 1 218 0 1515 3.98 3967 5.94 1 218 0 1515 3.98 3967 5.94 1 218 0 1515 3.98 3967 5.94 1 218.0 1515 3.98 3967 5.94 ANALYSIS Mu = 1 .40*DL + ( Locations measured from end of precast -70*LL Self wt mult.: Rel=l.00 Fin=l.00 Units: Kips. Ft ) Ecc-Topg= 0.00 in Loc SWrel SUIfin 0.25 1.56 5.73 7.16 8.60 12.77 14.08 Reactions Supp-L Supp-R 0.4 2.3 5.6 5.8 5.6 2 3 0.4 •• 1 .6 1 .6 0.4 2.3 5.6 5.8 5.6 2.3 0.4 1 .6 1.6 DL Topg 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 1 .2 3.1 3.2 3.1 1 .2 0.2 0.9 0.9 SD 1 .4 8.0 19.7 20 5 19.7 8.0 1 .4 5.7 5.7 LL 1 .0 5.6 13.8 14.3 13.8 5.6 1 .0 4.0 4.0 Ms 3.0 17 0 42.2 43 9 42.2 17.0 3.0 Vs 11 .8 9.6 2.5 0.0 2.5 9.6 11 .8 12.3 12.3 Mu 4.5 25.5 63.2 65.8 63.2 25.5 4.5 Vu 17.7 14.4 3.7 0.0 3.7 14.4 17.7 18.4 18.4 Tu 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Loc. ft) 0.25 1.56 5.73 7.16 8.60 12.77 14.08 RELEASE STRESSES (LO38= 5.0%) Top Bottom -9 143 -64 898 42 795 49 788 42 795 -64 898 -9 143 TENSION STEEL ( in2 ) Top:Reqd. Prvd. 8ot:Reqd. Prvd. FINAL STRESSES (Loss= 17.IX) Topping 37 207 512 534 Top 16 77 366 386 Bottom 73 492 -28 -65 Shoring : 0 512 207 37 366 77 16 -28 492 73 SHEET "5 OF 3? JOB NO 2007-SU5 DATE 10-26-1992 BY JRM SPANCRETE OF CALiHUKNIA PHONE- 1818) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM- PRESTO -V6 2 by LEAP Software Inc , Tampa, Florida PHONE ' TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) ULTIMATE STRENGTH ( fpu=270 ksi fse=157 ksi fy=60 ksi Gamma-p=0 40 Ld= 62 1 in Ld-mult=l.0) Loc, ft> 0.25 1.56 5 73 7 16 8 60 12 77 14 08 Mu.Kft phiMn.Kft phiMn/Mu 4.5 25.5 63.2 8.8 52 6 87 2 1 96 2.06 1 38 65 8 63 2 25 5 45 87 2 87 2 52 6 88 1 33 1 38 2 06 1 96 CRACKING LOAD ( ACI Sec 18 8.3 ) Checked at 7.16 ft fr= -474 psi ( ACI Sec 9 5 2 3, Eq 9-9 ) Mn = 87 2 Kft Mcr = 66 7 Kft Mn/Mcr = 1 31 LOC, ft> 0 25 1.56 5.73 7.16 8.60 12.77 14 08 VERTICAL SHEAR AND TORSION ( Ref Zia & McGee, PCI Journal, Mar-Apr 1974 ) fy=60 ksi f'c= 4.0 ksi Sqfc= 63 Sax2y= 0 in3 xl= 0 0 in yl= 0.0 in Omega=0.00 VU.K Mu.KF Tu.KF Av,in2/F A 1 , i n2 S-Max ,in 17.5 4.5 0 0 0.00 0.00 6.00 14 4 25.5 0 0 0.00 0.00 6.00 3 7 63.2 0 0 0 00 0 00 6.00 0.0 65.8 0.0 0.00 0 00 6.00 3.7 63 2 0.0 0.00 0.00 6.00 14.4 25.5 0 0 0.00 0.00 6.00 17.5 4.5 0 0 0.00 0 00 6.00 HORIZONTAL SHEAR ( fy= 60 ksi Lambda = 1 .00 ) Vnh-req,K 16 8 13.7 3.5 0.0 3.5 13.7 16.8 Ahs.in2/F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,in2/F 0.00 0 00 0 00 0.00 0.00 0.00 0.00 CAMBER AND DEFLECTION MULTIPLIERS With Topg: Erect) SW=1.85 Prest=l.80 Fin> SW=2.40 Prest=2.20 SD=3.00 Topg=2.30 CAMBER AND DEFLECTIONS ( BI-LINEAR. ACI Sec 18.4.2(c) and 9.5.2.3 ) Loc, ft> 0.25 1.56 5.73 7.16 8.60 12.77 14.08 Release: >TOTAL 0.01 0.04 0.10 0.11 0.10 0.04 0.01 Erect ion: >TOTAL 0.01 0.08 0.19 0.19 0.19 0.08 0.01 Fina 1 : „„ > TOTAL 0.00 0.01 0.00 -0.00 0.00 0.01 0.00 I i c. or OMUirumx i n i-nuwt k D i O ) I3t31 L-OS ANGELES STREET IRWINDALE, CA 91706 PROGRAM- PRESTO -V6.2 by LEAP Software Inc , Tampa, Florida PHONE •' TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) iarttt i f UK J JOB NO 2007-BUJ2 DATE 10-26-1992 BY JRM PROJECT DATA ( Data save file 2007-BU2 DAT ) Project Task Id Id BUENA VISTA PUMP STATION BW2 ( W/ H20 TRUCK ) PRECAST DATA Section Id Type Area,in2 M I.,in4 H. i n Yb.in Flng wid.in ; thk,in ' Stems, No top,in . bot,in Shear wid.in: Web-extnt,in. Vol/Surface . TOPPING DATA 2418IT6 IT 510 00 21412 24 00 10 84 24.00 18 00 1 13 00 13 00 13.00 13 00 5 31 SPAN DATA Overall Len Support Loc Release Final Trib wid Type SIN PLANK . 23 17 ft Left ,ft Right .ft 0.00 0 00 0.00 0.00 7 50 Interior 7 50 ALLOWABLE CONCRETE STRESSES Release Prec-top Bottom Final Topg-top Prec-top Bottom Comp 1800 0 1800.0 1800.0 2700.0 2700.0 Tens -328.6 -164.3 -379.5 -464.8 -464.8 Dimension Topg,in/Gap,in Width : 16.00/164.00 Thickness : 5.00/ 3.00 for 23.17 ft CONCRETE DATA Precast f'c.psi 6000 f'ci ,psi 3000 Wc.pcf 150 EC, ksi 4696 Eci ,ksi ' 3321 fct,psi 0 Topping fct.psi 4000 Wet ,pcf : 150 Ect ,ksi • 3834 MISCELLANEOUS DATA Ld Mult : 1.00 Sqrt(f'c) : 77.5 Shoring : NONE phi:Flexure: 0.90 Shear : 0 85 i riAP* T Mf*LUAU 1 Nla LL DL-Prec LL LL HAT AUM I H 0 0 16 16 V^t . 1 OO/KSF .065/KSF .000 KIP .000 KIP »•»/. f '^ fr 0 fr 0 at 11 at 17 .UU .00 .00 .00 ft to ft toftft & 23.17 ft 23.17 ft 1' » ^ Tfi * It | i Ife OPENING DATA NONE PRESTRESSED STRAND Size : 1/2 -270K-LL Area : 0.1530 in2 Dia : 0.5000 in fpu #* 270 ksi fpy : 243 ksi Es : 28500 ksi TENSION STEEL SHEAR STEEL fy : 60 ksi fy : 60 ksi fs : 30 ksi fs : 24 ksi Es : 29000 ksi PRESTRESSEO STRAND PATTERN DATA Strands Pull Stress Pattern Left 8 Type 1/2 -270K-LL - STRAIGHT 0.70*fpu =28.9K/Str 181 ksi release 170 ksi final 4 6 2.25 in 4 0 4.25 in I I I I I I I I I I I bHANCKttC Ur UHL.11-UKN1H KHUNt I, a 10 ) Tb^-a/Sl 13131 LOS ANGELES STREET IRLJINDALE, CA 91706 PROGRAM: PRESTO -V6 2 by LEAP Software Inc , Tampa, Florida PHONE TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) =>ntt i c- Ut- $ JOB NO 2007-BW2 DATE 10-26-1992 BY JRM STRAND Group No 1 2 3 4 GROUPS . No. of Strands 2 2 2 ? SHIELDING AND PULL DATA Strand Height, in Pull Left Depr Right Frac 4.25 4 25 4 25 0 70 4.25 4 25 4 25 0 70 2.25 2.25 2 25 0 70 2 25 2 25 2 25 0 70 Shie Left 0 00 0 00 0 00 0 00 Iding.ft Right 0 00 0 00 0 00 0 00 Type REBAR PATTERN DATA A Precast 2 tf 6 bars @ 21 50 in from B Topping NONE Dev. len ( Id ),ft L-t L-c R-t R-c 0 00 ft S to 23.10 ft S 2 10 1 13 2 10 1.13 UNREINFORCED SECTION PROPERTY ZONE DATA Zone From, ft A,in2 I,in4 H No To, ft SW.plf Bf 1 0 00 510 00 21412 24 23.17 531.3 13 REINFORCED Loc, ft> Zone A,in2 I ,in4 Yb.in Ic.in4 Ybc.in ANALYSIS CHECK 1 .33 1 512.9 21738 10 90 57574 15 17 POINT 2.08 1 514 5 21920 10.93 57639 15 18 \ .in Yb.in Beff.in Aeq,in2 ,in Bv.in (gross) SW.plf .00 10.84 64.00 692 9 .00 13.00 595.8 —Compos Ieq,in4 Tt .in 57458 5.00 1 ^ Ate \ He, in Ybc.in Bt.in Bg.in 29. OO 15.14 16.00 48.00 SECTION PROPERTY DATA ( Locat Mu = 1 .40XDL + 1 .70XLL Loc SWrel SWfin DL 1 33 7 2.08 11 9.00 33 9.27 34 11.00 35 11.59 35 12.00 35 13 90 34 21.09 11 21.84 7 Reactions: Supp-L 6 Supp-R 6 Loc, ft> .7 7 .7 11 9 33 .2 34 .6 35 .7 35 .6 35 .2 34 .7 11 .7 7 .2 6 2 6 1 .33 .7 14. .7 21. .9 62. .2 62. .6 65. .7 65. .6 65. .2 62. .7 21. .7 14. .2 11 . .2 11 2 08 RELEASE STRESSES Top Bottom -321 773 -500* 1209 2 4 2 8 3 4 3 8 4 2 3 3 9 00 1 514.6 21925 10.93 57641 15.18 9.27 1 514.6 21925 10.93 57641 15.18 ions measured Self wt Topg 8.7 13.1 38.0 38.4 39.9 40.0 39.9 38.4 13.1 8.7 6.9 6.9 9.00 ( LOSS= 4 -342* 1078 mult . SO 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 27 .IX) -340* 1076 11 .00 1 514.6 21925 10.93 57641 15.18 11 .59 1 514.6 21925 10.93 57641 15.18 12.00 1 514.6 21925 10.93 57641 15.18 from end of precast . : Rel=l LL 38.6 59.2 209.6 214.0 239.7 238.0 236.5 226.3 73.1 47.5 30.0 36 7 11 .00 -330* 1068 .00 Fin=1.00 Ms 69.2 105.3 343.7 349.5 380.4 379.1 377.4 361 .7 119.2 78.0 11 .59 -330* 1068 Vs 49.6 46.9 22.0 21 .0 14.8 3.4 4.8 11 .7 53.6 56.3 54.4 61 .1 12 00 -330* 1068 13.90 1 514.6 21925 10.93 57641 15.18 Units 21 .09 1 514.4 21903 10.93 57633 15.18 : Kips Ecc-Topg= 0 Mu 108.4 165.3 544. 0 553.5 604.5 602.1 599.3 574.3 188.8 123.5 13.90 -340* 1076 Vu 77.9 73.7 35.7 34.2 24.7 5.7 7.9 18.4 85.1 89.2 85.2 96.5 21 .09 -501* 1209 21 84 1 512 7 21721 10.90 57568 15.17 . Ft ) .00 in Tu 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21 .84 -321 773 17 1 1 1 1 1 1 •1 1• 1 SPANCRETE OF CALIFORNIA PHONE (818) 962-8751 SHEET "^ OF > 13131 LOS ANGELES STREET IRUINDALE, CA 91706 JOB NO 2007-BW2 PROGRAM: PRESTO -V6.2 by LEAP Software Inc., Tampa, Florida DATE 10-26-1992 PHONE TOLL-FREE 1-800-451 -LEAP ( TAMPA AREA 813-985-9170 ) BY JRM /<~^ LOG, ft> 1 33 2.08 TENSION STEEL ( l n2 ) Top Reqd — 0 76 Prvd 0 87 Bot Reqd Prvd TINAL STRESSES Topping Top Bottom 91 -62 464 9 00 0.43 0 88 9 27 0 42 0 88 (Loss= 9 9% ) 139 -110 738 492 794 -262 503 812 -284 11 00 0 41 0 83 Shor l 563 897 -396 11 59 12 00 0 40 0 41 0 88 0 88 ng 0 559 896 -393 555 892 -387 13 90 0 42 0 88 531 835 -322 21 09 21 84 0.76 0 84 172 -85 694 112 -46 436 ULTIMATE STRENGTH ( fpu=270 Loc, ft> Mu.Kft phiMn.Kft phiMn/Mu ksi fse=170 1 33 108 4 252 2 2.33 2 08 165 3 390 2 2 36 ksi fy=60 ksi 9.00 544.0 631 2 1 .16 9.27 553.5 631 .2 1 .14 Gamma-p=0.28 11 00 604 5 631 .2 1 .04 11 .59 602.1 631 2 1 .05 Ld= 78.3 in 12 00 599 3 631 2 1 .05 13.90 574.3 631 .2 1 .10 Ld-mul 21 09 188.8 390.2 2.07 t=l .0) 21 .84 123.5 252.2 2.04 CRACKING LOAD ( ACI Sec 18.8.3 ) Checked at Mn = 631 . Loc, ft> 11 .00 2 Kft 1 .33 VERTICAL SHEAR AND fy=60 ksi Vu.K Mu.KF Tu.KF Av,in2/F Al ,in2 S-Max , in HORIZONTAL v"nh-req,K Ahs,in2/F Ahr ,m2/F CAMBER AND With Topg: CAMBER AND Loc, ft> Release: > TOTAL Erect ion > TOTAL Final ' > TOTAL f'C= 6.0 77.9 108.4 0.0 0.05 0 00 18.00 SHEAR 56 1 0.73 0.13 ft fr= -581 Mcr = 438.8 2.08 9.00 TORSION ( ksi Sqfc= 77 73.7 165.3 0.0 0.05 0.00 18.00 ( 53.8 0.70 0.13 35.7 544.0 0.0 0.05 0.00 18.00 fy= 60 33.1 0.43 0.13 PS1 ( Kft 9.27 ACI Sec Mn/Mcr 11 .00 9 5.2. = 1 .44 11 .59 3, Eq 9-9 ) 12.00 13.90 21 .09 Ref: Zia & McGee, PCI Journal, Mai — Apr Sax2y= 34.2 553.5 0 0 0.05 0.00 18.00 0 in3 xl= 0 24.7 604.5 0 0 0.05 0.00 18.00 ksi Lambda = 32.3 0.42 0.13 27.1 0.35 0.13 5.7 602.1 0 0 0.00 0.00 18.00 1 .00 ) 6.7 0.00 0.00 .0 in yl= 0.0 7 9 599.3 0.0 0.00 0.00 18.00 7.9 0.00 0.00 18 4 574.3 0.0 0.05 0.00 18.00 13.6 0.13 0.00 21 .84 1974 ) in Omega=0.00 85.1 188.8 0.0 0.05 O.OO 18.00 67.2 0.87 0.13 89.2 123.5 0.0 0.05 0.00 18.00 69.4 0.90 0.13 DEFLECTION MULTIPLIERS Erect) DEFLECT 1 .33 0.04 0.07 0.02 SU=1. IONS 2.08 0.06 0 10 0 02 85 Prest = 1 .80 Fin> SW=2.40 Prest=2 ( BI-LINEAR. ACI Sec 9.00 0.17 0.30 0.04 9.27 0.17 0.31 0.04 11 .00 0.18 0.32 0.03 18.4.2C 11 .59 0.18 0.32 0.03 c ) and 12.00 0.18 0.32 0.03 .20 SD=3.00 Topg=2.30 9.5.2.3 ) 13.90 0.17 0.31 0.03 21 .09 0.06 0 10 0.02 21 84 0.04 0.07 0.02 I I I SPANCRETE OF CALIFORNIA PHONE (818) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM: PRESTO -V6.2 bx LEAP Software Inc , Tampa, Florida PHONE : TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) SHEET | OF 3 JOB NO 2007-BW4 DATE 10-26-1992 BY JRM at. PROJECT DATA Project Task Id Id ( Data save file 2007-BW4 DAT ) BUENA VISTA PUMP STATION BW4 (W/SW1.SW3 & WALL ABOVE TO COMP SECT ) REV LOADS/SIN SC PRECAST DATA Section Id Type Area,in2 M.I ,in4 H.in . Yb.in Flng wid, in thk.in Stems, No top, in bot , in Shear wid, in Web-extnt , in Vol/Surface 2418IT6 IT 510 00 21412 24 00 10.84 24 00 18 00 1 13.00 13.00 13.00 13.00 5 31 SPAN DATA Overall Len Support Loc Release Final Trib wid Type 31 35 ft Left ,ft Right ,ft 0.00 0 00 0.00 0.00 7 50 Interior 9.33 ALLOWABLE CONCRETE STRESSES Release Prec-top Bottom Final Topg-top Prec-top Bottom Comp 2400 0 2400.0 1800.0 2700.0 2700.0 Tens -379.5 -189.7 -379.5 -464 8 -464.8 TOPPING DATA Dimension Width Thickness Topg, in/Gap . 16.00/164 in 00 CONCRETE DATA Precast f 'c ,psi 6000 f 'ci ,psi 4000 Wc.pcf : 150 Ec.ksi ' 4696 Eci , ksi - 3834 fct,psi 0 Topping f'Ct.psi ' 4000 Wct.PCf 150 Ect , ksi : 3834 MISCELLANEOUS DATA Ld Mult : 1.00 Sqrt(fc) : 77.5 Shoring : NONE phi:Flexurc: 0.90 Shear : 0.85 5.00/ 3.00 for 31.35 ft LOADING DATA LL DL-Prec DL-Prec LL LL LL LL SD-Comp LL SD-Comp »A 0.075 fr 0.065/KSF fr 0.275 KLF at 6 000 KIP at 6.000 KIP at 0.188 KLF at 0.050 KLF at 1.300 KLF at 1.575 KIP at 9.625 KIP at 0.00 0.00 ft ft 3.00 ft to to to 31 31 0 ft > ft/^ 5><LF .35 ft .35 .27 at 20.17 ft 0.00 ft to 0.00 ft to 0.00 ft to 24.QO ft 24.00 ft pu 0 01 .188 KLF at .050 KLF at .300 KLF at 31 31 31 35 < 35 1 ,35 ft - .flV " il* ^^>CC OPENING DATA NONE PRESTRESSED STRAND Size Area Dia •• •• •• 1/2 -270K-LL 0.1530 in2 0.5000 in fpu fpy Es : 270 : 243 : 28500 ksi ksi ksi TENSION fyfs : 60 : 30 STEEL SHEAR STEEL ksi ksi Es : fy : fs : 29000 ksi 60 24 ksi ksi PRESTRESSED STRAND PATTERN DATA Strands : 16 Type 1/2 -270K-LL - STRAIGHT Pull Stress Pattern Left 0.70*fpu =28.9K/Str 176 ksi release 168 ksi final 8 6 2.25 in 8 6 4.25 in 11 I I I I I I I I I I SPANCRETE OF CALIFORNIA fHUNt (,oie> -rto^-B/Dl or-ict i t—ui- > 13131 LOS ANGELES STREET IRWINDALE, CA 91706 JOB NO 2007-BW4 PROGRAM: PRESTO -V6.2 by LEAP Software Inc , Tampa, Florida DATE 10-26-1992 PHONE TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) BY JRM )O^. STRAND GROUPS, SHIELDING Group No of NO 1 2 3 4 5 6 7 8 Strands 2 2 2 2 2 2 2 2 Strand AND PULL DATA Height , Left Depi R 4.25 4 25 4 25 4 25 2.25 2.25 2 25 2 25 4 4 4 4 2 2 2 2 25 25 25 25 25 25 25 25 in ight 4 25 4 25 4 25 4 25 2 25 2 25 2 25 2 25 Pu 11 Frac 0 0 0 0 0 0 0. 0. 70 70 70 70 70 70 70 70 Shiel Left- 0 00 0 00 0 00 0 00 0.00 0 00 6.00 4 00 ding .ft Type — Right 0 0 0 0 0 0 6 4 00 00 00 00 .uo 00 00 00 REBAR PATTERN DATA A B NONE UNRE Precast 2 . * 7 bars Topping @ 21 INFORCED SECTION \ .50 in from 0 .00 ft S to 31 .30 ft S Dev. len. ( Id ),f"t L-t L-C R-t R-c 2 45 1 .31 2 45 1 .31 PROPERTY ZONE DATA Zone From,ft No To,ft 1 0.00 31 .35 A,in2 510.00 I,in4 H.in SW.plf Bf.in 21412 24.00 531.3 13.00 Yb,in Beff.in Aeq,in2 Ieq,in4 He,in Ybc.in Bv.in (gross) SW.plf Tt.in Bt.in Bg.in 10.84 64.00 692.9 57458 29.00 15.14 13.00 664.5 5.00 16.00 48.00 REINFORCED LOG, ft> Zone A,in2 I ,in4 Yb.in Ic,in4 Ybc.in CHECK 0.75 1 511 .9 21627 10.88 57534 15.16 ANALYSIS Mu = 1 ,40*DL + 1 POINT SECTION 2.08 12.54 1 1 515.3 516.2 22005 22109 10.95 10.97 57669 57706 15.19 15.20 PROPERTY DATA 15.68 18.81 1 1 516.2 516.2 22109 22109 10.97 10.97 57706 57706 15.20 15.20 29.27 1 515.1 21991 10.95 57664 15.19 30.60 1 511 8 21613 10.88 57529 15.16 ( Locations measured from end of precast. .70*LL Self wt mult.: Rel=l .00 Fin=1.00 LOG SUre I SUfin OL TQPQ 0.75 6 2.08 16 12.54 62 15 68 65 18.81 62 29.27 16 30.60 6 React ions- Supp-L 8 Supp-R 8 Loc, ft> .1 6 .2 16 .7 62 .3 65 .7 62 .2 16 .1 6 .3 8 3 8 0.75 .1 14 .2 39 .7 153 .3 159 .7 150 2 36 .1 13 .3 20 .3 18 2.08 RELEASE STRESSES Top Bottom -243 617 .8 •**&.6 .5 20.2 .8 78.4 .O 81.6 .6 78.4 .9 20.2 .9 7.6 .1 10.4 .9 10.4 12 54 ( LOSS= -668* -682* 1711 2110 SO 16.6 44.3 181 .6 195.1 195.8 54.9 20.4 22.6 27 7 15.68 6.9X) -663* 2095 LL 23.2 62.2 231 .2 244.6 239.5 57.4 21 .4 31 .5 29.2 18.81 -682* 2110 Ms 68.3 182.3 707.7 745.6 726.9 185.6 69.5 29 27 -668* 1711 US 89.1 82.4 20.5 3.7 19.1 84.0 90.7 93.0 94.5 30.60 -243 617 Units: Kips. Ecc-Topg= 0. Mu 102 273 1060 1117 1089 277 103 .5 .9 .1 .2 .5 .1 .7 vu 133.9 123.8 30.7 5.7 29.4 125.3 135.4 139.6 141 .1 Ft ) 00 in Tu 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' SPANCRETE OF CALIFORNIA PHONE (818) 962-8751 SHEET *> OF > 13t31 tOS ANGELES STREET IRUINDALE, CA 91706 JOB NO 2007-8W4 PROGRAM' PRESTO -V6.2 by LEAP Software I nc , Tampa, Florida DATE 10-26-1992 PHONE LOC, ft> TENSION Top Reqd Prvd Bot Read Prvd TOLL-FREE 1-800-451 -LEAP ( TAMPA AREA 813-985-9170 ) BY JRM /<£>(^ 0 75 STEEL ( — — 2 08 in2 ) 0 97 1 02 — FINAL STRESSES ( Topping 94 Top Bottgm 7 325 250 -10 932 12.54 0.87 1 20 — Loss= 1 1 967 1770 -695* 15 68 0 83 1 20 — 495) 1030 1897 -846* 18 81 0.87 1 .20 — Shor i 1020 1788 -747* 29 27 0 98 0 99 — ng 0 264 -18 929 30 60 — — 99 4 324 ULTIMATE STRENGTH ( fpu=270 ksi fse=168 ksi fy=60 ksi Gamma-p=0.28 Ld= 79.2 in Ld-mult=l 0) Loc, ft)0 75 2 08 12.54 15.68 18.81 29.27 30.60 Mu.Kft 102.5 273.9 1060.1 1117 2 1089.5 277.1 103.7 phiMn.Kft 207 8 560 6 1180.1 1180.6 1180.1 560 6 207.8 phiMn/Mu 2.03 2.05 1.11 1.06 1.08 2.02 2.00 CRACKING LOAD ( ACI Sec 18.8.3 ) Checked at 15 68 ft. fr= -581 PSI ( ACI Sec 9.5.2 3. Eg 9-9 ) Mn = 1180.6 Kft Mcr = 661.8 Kft Mn/Mcr = 1.78 LOC, ft>0.75 2.08 12.54 15 68 18.81 29.27 30.60 VERTICAL SHEAR AND TORSION ( Ref: Zia & McGee, PCI Journal, Mar-Apr 1974 ) fy=60 ksi f'c= 6 0 ksi Sqfc= 77 Sax2y= 0 in3 xl= 0.0 in yl= 0.0 in Omega=0.00 Vu.K Mu.KF Tu.KF Av,in2/F Al ,in2 S-Max ,in 132 102 0 0. 0. 18. 0 .5 .0 57 00 00 123.8 273.9 0.0 0.10 0.00 18.00 30 1060 0 0. 0. 18. .7 .1 .0 10 00 00 5 7 1117.2 0.0 0.00 0.00 18.00 29 1089 0 0. 0. 18. .4 .5 .0 10 00 00 125.3 277.1 0 0 0.10 0.00 18.00 133 103 0 0. 0. 18. 5 .7 .0 58 00 00 HORIZONTAL SHEAR vnh-req,K 96.3 Ahs.in2/F 1.26 Ahr,in2/F 0.13 ( fy= 60 ksi Lambda = 1.00 ) 89.5 23.7 7.6 20.5 93.3 100.2 1.17 CML3 0.00 0.13 1.22 1.31 0.13 0300 0.00 0.00 0.13 0.13 CAMBER AND DEFLECTION MULTIPLIERS With Topg: Erect) SW=1.85 Prcst=l.80 Fin> SW=2.40 Prest=2.20 SD=3.0O Topg=2.30 CAMBER AND DEFLECTIONS ( BI-LINEAR. ACI Sec 18.4.2(c) and 9.5.2.3 ) Loc, ft> 0 75 2 08 12.54 15.68 18.81 29 27 30.60 Release: > TOTAL Erection: > TOTAL Final: > TOTAL 0.05 0.13 0.51 0.53 0.51 0.13 0.05 0.08 0.22 0.91 0.95 0.91 0.22 0.08 -0.05 -0.13 -0.70 -0.75 -0.71 -0.14 -0.05 I t UC OHL. i r UKN 1 A PHUNt 13131 LOS ANGELES STREET IRWINDALE, CA 91706 PROGRAM: PRESTO -V6.2 by LEAP Software Inc , Tampa, Florida PHONE ' TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) [ OF? JOB NO 2007-BW6 DATE 10-26-1992 BY JRM PROJECT DATA ( Data save file • 2007-BW6 DAT ) I Project Task Id Id PRECAST DATA BUENA VISTA PUMP STATION BW6 ( W/ SUI3 & EQUIPMENT PAD) SPAN DATA SIN PLANK CONCRETE DATA Section Id • 2418IT6 Type IT Area,in2 510 00 M.I ,in4 : 21412 H.in , 24 00 Yb.in " * 10.84 Flng wid.in • 24 00 thk.in 18 00 Stems, No 1 top, in : 13.00 bot , in 13 00 Shear wid.in 13.00 Web-extnt ,in. 13 00 Vol /Surf ace - 5 31 TOPPING DATA Dimension Topg, in/Gap, Width : 16.00/164. Thickness 5 OO/ 3. LOADING DATA LL 0.100 KSF fr DL-Prec 0 065. KSF fr DL-Prec 0.5&& KLF at LL 12.000 KIP at LL 12.000 KIP at OPENING DATA NONE Overal 1 Len Support Loc Release Final Trib. wid Type : 23 17 ft Precast Left, ft Right, ft t'c.psi :• o oo o.oo 0.00 0.00 : 7.50 7 50 : Interior ALLOWABLE CONCRETE STRESSES Release Prec-top Bottom Final Topg-top Prec-top Bottom in 00 00 for 23.17 0.00 ft to 0.00 ft to 0.00 ft to 5.00 ft?M Comp Tens 1800.0 -328 6 1800.0 -164.3 f 'Cl ,PS1 Wc.pcf EC ,ksi Eci .ksi fct ,psi Topping f 'Ct ,PS1 Wct.pcf : Ect , ksi 6000 3000 150 4696 3321 0 4000 150 3834 MISCELLANEOUS DATA 1800.0 -379.5 2700.0 -464.8 2700.0 -464.8 ft ^S ' *23.17 ft ft VC 23.17 ft-^ 0.550 KLF at . _. „.-*7 Ld Mult Sqrt( f *c) Shoring phi -.Flexure Shear 23.17 ft — yifttf ? 7^^T /r : 1 .00 : 77.5 : NONE : 0.90 : 0.85 M> ^ J^25* PRESTRESSED STRAND Size : 1/2 -270K-LL Area : 0.1530 in2 Dia : 0.5000 in fpu « 270 ksi fpx s 243 ksi Es : 28500 ksi TENSION STEEL SHEAR STEEL fy : 60 ksi fy : 60 ksi fs : 30 ksi fs : 24 ksi Es : 29000 ksi PRESTRESSED STRAND PATTERN DATA Strands Pull Stress Pattern Left 8 Type 1/2 -270K-LL 0.70*fpu =28.9K/Str 181 ksi release 172 ksi final 4 § 2.25 in - STRAIGHT 4 6 4.25 in I I I I I I I I I I I I I 13>31 LOS ANGELES STREET IRWINDALE, CA 91706 JOB NO 2007-BU6 PROGRAM. PRESTO -V6 2 by LEAP Software Inc , Tampa, Florida DATE 10-26-1992 PHONE TOLL-FREE 1-800-451 -LEAP ( TAMPA AREA 813-985-9170 ) BY JRM o<? STRAND GROUPS, SHIELDING AND PULL DATA Group No. of Strand Height, in Pull Shielding, ft No Strands Left Oepr Right Frac Left Right 1 2 4 25 4 25 4 25 0 70 0 00 0 00 2 2 4 25 4 25 4 25 O 70 0 00 0 00 3 2 2 25 2 25 2 25 0 70 0 00 0 00 4 2 2 25 2 25 2 25 0 70 0 00 0 00 REBAR PATTERN DATA A Precast 2*6 bars @ 21 50 in from 0 00 ft S to 23.10 ft S B Topping NONE UNREINFORCED SECTION PROPERTY ZONE DATA Zone From, ft A,in2 I,in4 H,in Yb.in Beft.in Aeq,in2 No To, ft SW.plf Bf.in Bv.in (gross) SW.plf 1 0 00 510 00 21412 24.00 10.84 64 00 692 9 23 17 531.3 13.00 13.00 595.8 Type Dev. len (Id L-t L-c R-t 2.10 1 .13 2 10 J.ft R-C 1 .13 Composite \ Ieq.in4 He, in Ybc.in Tt.in Bt.in Bg.in 57458 29.00 15.14 5.00 16.00 48.00 REINFORCED CHECK POINT SECTION PROPERTY DATA Loc, ft> 1 33 2 08 9 27 11.59 13.90 21.09 21 84 Zone lllllll A,in2 512 9 514 5 514.6 514.6 514 6 514.4 512.7 I,in4 21738 21920 21925 21925 21925 21903 21721 Yb.in 10.90 10.93 10.93 10.93 10.93 10.93 10.90 Ic,in4 57574 57639 57641 57641 57641 57633 57568 Ybc.in 15.17 15.18 15.18 15.18 15.18 15.18 15.17 ANALYSIS ( Locations measured from end of precast. Mu = 1.40XDL + 1 .70*LL Self wt mult.: Rel=l .00 Fin=1.00 Loc SWrel SWfin DL Topg SD LL Ms Vs 1.33 7.7 7.7 22.1 8.7 0.0 37.7 76.3 54.6 2.08 11.7 11.7 33/4 13.1 0.0 57.9 116.0 51.5 9.27 34.2 34.2 98.3 38.4 0.0 156.6 327.5 9.6 11.59 35.7 35.7 102.3 40^.0 0.0 160.7 338.6 0.0 13.90 34.2 34.2 98.3 36?,4 0.0 156.6 327.5 9.6 21 09 11.7 11.7 33.4 13.1 0.0 57.9 116.0 51.5 21.84 7.7 7.7 22.1 8.7 0.0 37.7 76.3 54.6 Reactions: Supp-L 6.2 6.2 17.7 6.9 0.0 29.4 60.1 Supp-R 6.2 6.2 17.7 6.9 0.0 29.4 60.1 Units: Kips, Ecc-Topg= 0. Mu Vu 118.1 84.6 179.8 79.9 505.5 14.5 522.3 0.0 505.5 14.5 179.8 79.9 118.1 84.6 93.0 93.0 Ft ) 00 in Tu 0.0 0.0 0.0 0.0 0.0 O.O 0.0 Loc, ft> 1 33 2.08 9.27 11.59 13.90 21.09 21.84 RELEASE STRESSES ( LOSS= 4. IX) Top -321 -500* -340* -330* -340* -501* -321 Bottom 773 1209 1076 1068 1076 1209 773 I I I I I I I I I I I I I I I I I I I SPANCR6TE OF CALIFORNIA PHONE ( 818 ) 962-8751 13rsi COS ANGELES STREET IRWINDALE, CA 91706 PROGRAM- PRESTO -V6 2 by LEAP Software Inc., Tampa, Florida PHONE TOLL-FREE 1-800-451-LEAP ( TAMPA AREA 813-985-9170 ) SHEET JOB NO 2007-BW6 DATE 10-26-1992 Loc, ft>1 .33 2 08 TENSION STEEL ( in2 ) Top:Reqd — 0 76 Prvd 0 87 Bot Reqd Prvd 9 27 11 59 13 90 21 09 21 84 0.42 0 40 0.42 0 76 0 88 0 88 0 88 0 84 FINAL STRESSES Topping Top Bottom 89 -10 427 ( LOSS= 9 136 -32 683 368 954 -301 OX) 377 1012 -357 Shor i 368 954 -301 ng . 0 136 -32 683 89 -10 427 ULTIMATE STRENGTH ( fpu=270 ksi fse=172 ksi fy=60 ksi Gamma-p=0.28 Ld= 77.7 in Ld-mult=l 0) Loc, ft>1 33 2 08 9.27 11 59 13.90 21.09 21 84 Mu.Kft 118.1 179 8 505 5 522.3 505.5 179.8 118.1 phiMn.Kft 254 8 394 3 631 2 631.2 631.2 394.3 254.8 phlMn/Mu 2.16 2.19 1.25 1.21 1.25 2.19 2.16 CRACKING LOAD ( ACI Sec 18.8.3 ) Checked at 11 59 ft fr= -581 psi ( ACI Sec 9.5.2.3, Eq 9-9 ) Mn = 631.2 Kft Mcr = 409.6 Kft Mn/Mcr = 1.54 LOC, ft> 1 .33 2.08 9.27 VERTICAL SHEAR AND TORSION ( fy=60 ksi f'c= 6.0 ksi Vu.K Mu.KF Tu.KF Av.in2/F Al,in2 S-Max ,in HORIZONTAL vnh-req.K Ahs,in2/F Ahr ,in2/F CAMBER AND With Topg: CAMBER AND Loc, ft> Release: > TOTAL Erection:> TOTAL F i na 1 : > TOTAL 84.6 118.1 0.0 0.05 0.00 18.00 SHEAR 54.8 0.71 O.13 79 179 0 0. 0. 18. 52 0. 0. DEFLECTION Erect)sw= .9 8 .0 05 00 00 ( .5 68 13 11.59 13.90 21.09 21.84 Ref: Zia & McGee, PCI Journal, Mar-Apr 1974 ) Sqfc= 77 Sax2y= 0 14.5 505.5 0.0 0.00 0.00 18.00 fys 60 6.9 O.OO 0.00 0 522 0 0. 0. 18. ksi 0 0. 0. .0 3 .0 00 00 00 14 505 0 0. 0. 18. in3 xl= 0 .5 .5 0 00 00 00 Lambda = .0 00 00 6 0. 0. .9 00 00 79.9 179.8 0.0 0.05 0.00 18.00 1.00 ) 52.5 0.68 0.13 .0 in yl= 0.0 in Omega=0 00 84 118 0 0. 0. 18. 54 0. 0. .6 .1 .0 05 00 00 .8 71 13 MULTIPLIERS 1. DEFLECTIONS 1 .33 0.04 0.07 0.01 2 08 0. 0. 0. 06 85 Prest=l .80 ( BI-LINEAR. 9.27 0.17 10 0.31 01 -0.01 11 59 0. 0. -0. 18 32 01 Fin>SW=2.40 Prest=2.20 SD=3.00 Topg=2.30 ACI Sec 13.90 0. 0. -0. 17 31 01 18.4.2C 21 .09 0.06 0.10 0.01 c ) and 9.5.2.3 ) 21 .84 0. 0. 04 07 0.01 FOUNDATION RECONSTRUCTION AND SUPPLEMENTAL DESIGN DATA BUENA VISTA PUMP STATION JEFFERSON STREET CARLSBAD, CALIFORNIA JULY 27, 1992 PREPARED FOR: WILSON ENGINEERING, INC. 703 FALOMAR AIRPORT ROAD, 300 CARLSBAD, CALIFORNIA 92009 JOB #1229-91 TABLE OF CONTENTS Page I. INTRODUCTION 1 II. SITE INVESTIGATION 1 III. FINDINGS 2 A. Soil Conditions 2 B. Groundwater 2 C. Laboratory Test Data 2 In-Situ Density 2 Particle Size Analysis 3 IV. CONCLUSIONS/RECOMMENDATIONS 3-5 Attachments: Plate Site Plan 1 Cross-Section x-x* 2 Exploratory Boring Logs 3-5(a) FOUNDATION RECONSTRUCTION AND SUPPLEMENTAL DESIGN DATA BUENA VISTA PUMP STATION JEFFERSON STREET CARLSBAD, CALIFORNIA I INTRODUCTION The property investigated in this work includes an existing pump station located within Buena Vista Creek east of Jefferson Street near the Plaza Camino Real Shopping Center. The project site and its location are depicted on the enclosed plate 1. The facility is a large, cylindrical structure, which extends nearly 20 feet beneath the adjacent ground surface as shown on Cross-Section X-X^- enclosed herein as Plate 2. The building is constructed of reinforced concrete and is thought to be nearly 15 years old. A new electric/generator room is planned for addition to the north side of the structure approximately as shown on Plate 1. Preliminary design data were provided by this office for the addition in a transmittal dated March 25, 1992. Foundation recommendations included provisions to protect the addition in the event of soil liquefaction during a significant earthquake event were given. We understand that similar measures are now desired for the protection of the existing structure. Consequently, the purpose of this transmittal was to provide recommendations for an added foundation system to the existing facility, as well as supplemental design data requested by the project structural engineer. This transmittal will supplement the March 25, 1992 report which includes appropriate preliminary information that applies to the planned site improvements II. SITE INVESTIGATION Geotechnical conditions at the project site were determined chiefly from the excavation of two test borings dug during the previous study in selected areas as shown on Plate 1. This investigation included the excavation of a third boring (B-3) dug along the south side of the existing building as shown on Plate 1. Logs of all three of the borings are enclosed herein as P3ates 3-5. Boring 3 (B-3) was logged by our project geologist and in-situ standard penetration tests were conducted at 5-foot vertical increments to a depth of 75 feet below the existing surface. Selected bulk samples were also retained for laboratory analysis. Resulting data is tabulated in a following section. MV ENGINEERING. INC • 2450 VINEYARD AVENUE, »102 • ESCONDIDO, CALIFORNIA 92029-1229 • 619/743-1214 SOILS TES-- PEBCTEST son. INVESTIGATIONS GEOT^HNICAL INVESTIGATIONS FOUNDATION RECONSTRUCTION AND SUPPLEMENTAL DESIGN DATA PAGE 2 BUENA VISTA PUMP STATION. JEFFERSON STREET JULY 27. 1992 III. FINDINGS A. Soil Conditions The project site is situated within the Buena Vista Creek near the upper extension of the Buena Vista Lagoon. Exposures developed in Boring 3 (B-3) confirm subsurface conditions discussed in the March 25 preliminary report. Underlying soils are natural lagoonal deposits which consist of fine to coarse sandy soils in a loose and inundated condition. A dark-colored clay deposit continues beneath the area as indicated in the enclosed logs and depicted on a Cross Section X-X1, enclosed herein as Plate 2. The data indicate sensitive soil deposits which are likely to liquify in the event of a significant seismic event. Natural bedrock materials occur at an indicated depth of 65 feet below the structure as shown. B. Groundwater At the time of test hole drilling, groundwater conditions beneath the existing surface were recorded at 4 feet. The water is thought to reflect a regional condition that is not expected to fluctuate more than 3 feet higher or lower. C. Laboratory Test Data The following laboratory data was generated in support of this study. The data will supplement laboratory results given in the preliminary March 25 report. IN-SITU DENSITY Existing soil density was evaluated at 5-foot vertical increments utilizing standard penetration resistance tests, conducted in accordance with ASTM Test Method D- 1586-87. Data from the previous boring B-l drilled on the north side of the structure is also reproduced for comparison purposes: Depth 5' 10' 15' 20' 25' 30' 35' 40' 45' : • 2450 B-l SPTfN per foot) 13 6 1 10 8 46 16 39 20 VINEYARD AVENUE, #102 • Decth 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' B-3 SPTfN per 10 3 1 8 24 8 39 37 14 11 14 11 28 93 98 ESCONDIDO, CALIFORNIA 92029-1229 foot) • 619/743-1214MV ENGINEERING, INC SOILS TESTIM. -«T SOIL INVESTIGATIONS QEOTECMWCAL MVCSTKUTIONS FOUNDATION RECONSTRUCTION AND SUPPLEMENTAL DESIGN DATA PAGE 3 BUENA VISTA PUMP STATION, JEFFERSON STREET JULY 27. 1992 PARTICLE SIZE ANALYSIS The grain size distribution of underlying soils at the pro}ect was examined utilizing a mechanical sieve procedure. The percentage of fine-grained soils was of particular interest so selected samples were dried and washed through a number 200 sieve. Results are presented below: Percent (by weight) Sample Site Field Moisture f%) Passing 200 Sieve B-3 @ 5' 21.4 25.1 B-3 £ 10' 35.2 84.9 B-3 § 15' 39.2 77.7 B-3 § 20' 27.4 33.3 B-3 @ 25' 26.9 11.0 B-3 @ 30' 35.2 41.7 B-3 @ 35' 18.3 20.2 B-3 @ 40' 17.6 13.5 B-3 @ 45' 16.6 10.3 B-3 @ 50' 20.8 58.1 B-3 @ 55' 22.0 12.0 B-3 @ 60' 34.4 40.9 B-3 § 65' 17.1 31.2 B-3 @ 70' 12.9 79.7 B-3 @ 75' 13.3 47.4 IV. CONCLUSIONS/RECOMMENDATIONS The foregoing site study confirms the conclusions given in the referenced March 25 preliminary investigation. The project site is underlain by an inundated section of variable alluvial soils which range from unconsolidated coarse sands to clays. Given the indicated soil characteristics, sections of the underlying deposits are thought to be compressible and likely to undergo liquefaction in the event of a significant seismic episode whach may originate along the Elsinore Fault. Based upon site conditions, the most appropriate method of stabilizing the existing facility against detrimental movement is by the installation of extended foundations which penetrate underlying soil deposits and are founded a minimum depth of 5 feet into underlying bedrock materials. Prestressed concrete driven piles are recommended. IV ENGINEERING. INC • 2450 VINEYARD AVENUE, »102 • ESCONDIDO, CALIFORNIA 92029-1229 • 619/743-1214 :>ILS TESTING PStCTEST SOL INVESTIGATIONS O6OTECHNICAI. INVESTIGATIONS FOUNDATION RECONSTRUCTION AND SUPPLEMENTAL DESIGN DATA PAGE 4 BUENA VISTA PUMP STATION. JEFFERSON STREET JULY 27. 1992 The following design parameters are appropriate to the recommended structures at the project. A. Pile Head Deflection The following data applies to various size piles assuming an applied lateral force of 1,000 pounds and a hinged connection. Pile Size 12" square 14" square 16" square Max. Deflection at TOD ( in. ) 0.1075 0.0840 0 0678 Moment M fft - Ibs) 4331 4899 5451 Depth of Max. Moment fft.) 7.85 8.88 9.89 The above date are derived from computer-generated deflection curves which can be provided if required. B. Pile Spacing for Lateral Loads Given the anticipated subgrade reaction, pile spacing should not exceed 8 times the width of the pile in order to realize the full subgrade reaction. If spacing less than this is necessary please contact this office for additional recommendations. C. Allowable Pile Capacity The maximum allowable load for prestressed concrete piles driven a minimum depth of 5 feet into underlying bedrock materials is as follows: Pile Size Allowable Loads 12" square 60 tons 14" square 160 tons 16" square 200 tons D. Pile Groups Pile groups should have a minimum spacing of two pile diameters. Specific pile designs, including pile connections, should be provided by the project structural engineer. rfV ENGINEERING, INC • 2450 VINEYARD AVENUE, *102 • ESCONDIDO, CALIFORNIA 92029-1229 • 619/743-1214 •OILS TESTING PWCTIST SOL INVESTIGATIONS OEOTECHNtCAL INVESTIGATIONS FOUNDATION RECONSTRUCTION AND SUPPLEMENTAL DESIGN DATA PAGE 5 BUENA VISTA PUMP STATION. JEFFERSON STREET JULY 27. 1992 We hope this transmittal will satisfy your needs and aid in the project completion. Should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #1229-91 will expedite response to your inquiries. We appreciate this opportunity to be of,.service to you. MV ENGINEERING, INC. Dennis Middleton CEG #980 RMV/DM/baw Attachments: Plates 1-5(a) MV ENGINEERING, INC 2450 VINEYARD AVENUE, *102 • ESCONOIDO, CALIFORNIA 92029-1229 • 619/743-1214 SOILS TESTING PCTCTEST SOIL INVESTIGATIONS OEOTECHNKAl. INVESTiaATlOMS Structure Planned Construction SITE PLAN PLATE 1 Location of test boring VICINITY MAP N Proposed Structure - 10 • 30 60- - 50 - 70 CROSS-SECTION X-X1 Buena Vista Pump Station Addition Scale 1"=20' 0_Q 1 PLATE 2 MV Engr. Inc DLL RIG Auger (hollow) BORING DIAMETER 6 inches LOGGED BY DM/SS TE DRILLED 1/15/92 DEPTH TO GROUNDWATER 4 feet £ i— ll 0 5 _ - 10 _ _ .e : 20 _ i 1 - 30 - 35 40 _SAMPLE TYPEPENETRATIONRESISTANCEO n i n n o n n n n n L T '4~ DESCRIPTION AND CLASSIFICATION BUENA VISTA PUMP STATION LAGOONAL DEPOSIT AC over subbase Silty fine sand Olive color. Moist, loose From 4 feet, groundwater intrusion into hole. At 7 feet, pebbles. Silty clay Gray color Very micaceous Moist, soft Organic appearance /Silty fine sand to sandy silt. Gray color \ /Moist, loose \ Sand Medium to locally coarse grained with some rocks to depth of 30 feet Pale gray to brown Moist, moderately firm From 38 feet, sand is locally coarse grained. 3 "° 2! 3'Q 4/7/6 4/6/7D 2/3/3 15' E 3 total 13'O 5/6/6 20'H 4/5/5 25'H 6/5/3 SYMBOL1 - v-7 — - ^•-il -- — 16/23/ 23 | 35'n5/7/9 . ...- 40- n - 13/16/ 23 /mJ lIlM 1 EXPLORATORY BORING LOGffff/ff iff/;/ 1 luilili Uillm i ' J\l J\f 1 OCore s«""Pl* QBulk sample ]J Standard Pen sample - --varoAve Suiie '02 PROJECT NO PLATE E -<3~-3 C-M 1229-91 3 3CRING JO B-1 [ILL RIG Auger (hollow)BORING DIAMETER 6 inches LOGGED BY DM/SS TE DRILLED 1/15/92 DEPTH TO GROUNDWATER 4 feet 2 </>LU 01 0. CC DESCRIPTION AND CLASSIFICATION BUENA VISTA PUMP STATION O »-I •»10 C. Oa2> (A n n From 40 feet, sand is uniform, medium grained Pale gray color From 50 feet, squeezing and washing of hole prevents sampling Minor caving BEDROCK 'Sandstone/siltstone. Olive color Firm to hard End boring at 75 feet 40-n L3/16/ 23 45'D 15/8/12 so- no sample ._ i MV ENGINEERING INC 2450 Vinevaro Ave Suite'02 Ssconaao CA 920251330 "hone 619 7-13 i21'i EXPLORATORY BORING LOG n Standard Penetration Test PROJECT NO PLATE 1229-91 BORING NO B-1 IILL RIG Auger (hollow) BORING DIAMETER 6 inches LOGGED BY 1JM/SS TE DRILLED 1-15-92 Depth to Groundwater 4 feet £ f- "h LU 0 — 0 5 _ 10 15 - - — 20 _ - 25 _ i 30 35 - 40 _ LU 2Q. O LUE |? 2 z w< LU LUCO Q. X -— -^O n o D O n n DESCRIPTION AND CLASSIFICATION BUENA VISTA PUMP STATION FILL Silty sand with scattered AC debris Brown Slightly moist, loose Silty fine sand Off-white color Clean Slightly moist, loose LAGOONAL DEPOSIT Sand Pale brown to off-white color Fine to medium grained. Moist, firm From 21 feet, groundwater Silty clay Dark to medium gray color Micaceous Soft, moist. Organic appearance Color is lighter with depthn o n L Silty fine sand Pale gray color Moist From 40 feet, sand is coarse grained *-£ O o a Z 0 1 10/11712 4*8" 10' 14/207 22 12' 15' LI/30/ 33 20' 3/4/10 25' 2/2/2 30' 2/3/4 35' 5/15/ 17 38' 40' 5/5/4 oo5 (A •* * * A O ' " ' * 1 « - - - - ^1L"J —T p__ r^rz: ~ — - - . IliN Km 1 EXPLORATORY BORING LOGiiiiii mill irill rvll //W / V / Ocore Sample Q Bulk Sample ]J Standard Pen Sample CM^IMCCDIKirS IM^ 2450 V'Pevara Ave Suite 102 PPCJcCT NO PLATE- . rf, Qin"^ mn 519/7431214 1229-91 4 BORING _ MO °~* LLRIG ,,£pr fhollo^ BORING DIAMETEF 2| DRILLED 1-15-92 Deth to Groundw p u. 3 5 _ 0 - - - >. 2 ^j UJ (? < £ *55a uj w5 z w< UJ UJw Q. tr 11 n L MV I 6 inches LOGGED BY SS ater- 4 feet DESCRIPTION AND CLASSIFICATION BUENA VISTA PUMP STATION From 40 feet to 42 feet, sand is coarse grained. - From 50 feet, caving of loose sand into hole. End of boring at 51 feet. ~Nlfl/w /w 1 n s«-n ENGINEERING INC nevara Ave Suite 102 PROJE • • CO CA 920"I5 1330 - • • • -e 619/74312H 1229-9 3 ~ eo C 40' H 6/5/4 45- n 4/5/5 0at S </> - — - - — EXPLORATORY BORING LOG lard Penetration Sample CTNO PLATE BORING „ NO B ' <- 3ILL RIG 6" diam auger BORING DIAMETER 6 LOGGED BY S S DRILLED 6-9-92 CO 2 WUJ HIQ. (E DESCRIPTION AND CLASSIFICATION LAGOONAL DEPOSIT AC over subbase Silty fine sand Olive color Moist, loose, from 4', groundwater intrusion. Silty clay. Grey color Micaceous. Moist, soft. Silty fine sand Grey color Clean. Wet, loose @ 30', trace of sea-shells in sample and Grey color Clean, medium grained ncludes some pebbles Wet, loose and. Tan to grey color Coarse grained with pebbles. Jet, loose. TH 4/5/5 (310'2/1/2 push @20'H 1/3/5 (325' 2/9/15 @30'H 1/2/6 @35TIE /14/ 25 (§40'H 3/18/ 19 MV ENGINEERING, INC 2-". meyard Ave Suite 102 - -Jido CA 92025 1330 ie 619/743 1214 EXPLORATORY BORING LOG Standard Pen Sample PROJECT NO 229-91 PLATE BORING B-3 iRILL £ - 6" diam. auger BORING DIAMETER 6"LOGGED BY S S. lATE DRILLED 6-Q-92 40 ui o DESCRIPTION AND CLASSIFICATION o 5*uJ o<T O 45 55 - 60 _ i 65 - . 70 - 75 80 - Continued as above. Fine sand to silty clay. Grey. Wet Minor caving of hole walls Sand. Tan with rust colored seams Medium grained. Wet, loose from 60', color grades to pale green BEDROCK Sandstone/siltstone. Pale green to olive color Hard. END BORING AT 75' (§45 'H 5/6/8 @50'H 5/5/6 @55'H 4/6/8 (§60' 2/3/8 10/13, 15 @70'H A/33/ 60 37/61 MV ENGINEERING, INC "•450 Vineyard Ave Suite 102 'bcondido CA 92025 1330 Phone 619/743 1214 EXPLORATORY BORING LOG H Standard Pen Test Bulk Sample PROJECT NO PLATE BORING NO n_i MV ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 619/743-1214 Fax 739-0343 Job #1229-91 May 6, 1993 Wilson Engineering 703 Palomar Airport Road, #300 Carlsbad, California 92009 Addendum Recommendations/ Buena Vista Pump Station, Carlsbad, California The following are addendum recommendations provided at the request of Robert Hendershot Associates. The report was prepared in accordance with the existing soil conditions as presented in our reports dated March 25, 1992 and July 27, 1992. Preliminary structural loads and plans were provided by Mr. Craig Rush with Robert Hendershot Associates. The study had been focused upon the use of cast-in-place concrete piles of 30 inches in diameter. The maximum allowable deflection at the top of the pile is limited to two inches or less. Based on the above constraints, the following recommendations are presented. 1. Proposed cast-in-place pile should penetrate through the alluvium and be founded at least five feet into the underlying bedrock materials. Based on the exploratory boring logs, the pile tips should be approximately 75 feet and 70 feet below grade in the vicinity of Borings B-l and B-2 respectively. Depth of embedment should be verified by this firm during excavation. 2. Groundwater was encountered approximately four feet below the low pad subgrade and is likely to cause problems during pile excavations and placing of concrete. Tremie should be used in placing concrete. 3. Caving should be anticipated during excavation. Contrac- tor should be prepared to use casings 4. Net capacity of 250 kips could be realized for 30-inch diameter pile embedded at least five feet into the underlying bedrock. 5. The upper 15 feet of the pile should be considered as unbraced length. 6. Appendix A indicates maximum horizontal force and maximum movement that could be applied to the top of the individual piles at the ground level and produce two inches of deflection of the top of the pile. Wilson Engineering, Inc. May 6, 1993 Page 2 Also, Figures 1 through 4 indicate pile deflection and bending moment at specific depth of the pile subject to horizontal force and moment at the ground level respectively. Recalculation would be necessary for different conbination of loading Concrete strength (f*c) of 4,000 psi was used in computing cross-section stiffness of the pile. 7. In order to reduce potential for lateral spreading and slope failure, a layer of 3 5-foot thick by 10-foot wide gravel blanket should be constructed at the toe of the slope, replacing the on-site soil. The purpose of this gravel blanket is to increase horizontal resistance and to relief excess pore water pressure during seismic event (see attached Figure 5). 8. Retaining walls which do not support or attach to other structures could be supported by continuous shallow footings. It should be realized that liquefaction, if it occurs near the toe of the slope, could cause lateral spreading or failure of the slope. 9. Foundation for the retaining wall which will be situated in the slope should be supported on deep foundations that could not be affected by the slope failure due to lateral spreading. 10. Retaining walls should be designed to resist active pressure equivalent to pressure exerted by fluid having density of 33 pcf. At rest pressure of 50 should be used for the restrained wall. 11. The design engineer should prepare the pile installation specifications. MV Engineering, Inc. would be pleased to review documents prior to bidding. This opportunity to be of service to you is appreciated. If you have any questions regarding this transmittal, please do not hesitate to contact this office. Reference to our Job #1229-91 will expedite response to your inquiries. MV ENGINEERING, INC. M [ph M. GE #863 RMV/VT/kmh attachments a:1229-91.add MV ENGINEERING, INC •2450 VINEYARD AVENUE, #102 Singftaner/: -Vitha GE #7 ESCONDIDO, CALIFORNIA 92029-1229 -1214 SOILS TESTWG PGPCTEST SOU. IMVeSTKJATXJMS QEOTECHMCAL MVE3TX1ATIOMS LATERALLY LOADED PILE PROGRAM PILEDG *******(C) COPYRIGHT 1984 GEOSOFT ******* ALL RIGHTS RESERVED BUENA VISTA PUMP STATION INPUT DATA FOR COMPUTING P-Y CURVES ***** **** *** ********* *** ****** NO. OF LAYERS = 6 INPUT DATA FOR LAYER NO =1 SOIL TYPE = SAND DEPTH, DIAM., PHI , INCH. DEGREE PCI GAMMA, DR , BETA, CONST, SLOPE PERCENT DEGREE - FACTOR INCH. 0.000 30.000 10.000 180 000 30.000 10.000 0.000 10.000 0.000 0.500 1.000 0.000 10.000 0.000 0.500 1.000 INPUT DATA FOR LAYER NO. = 2 SOIL TYPE = SAND DEPTH, DIAM., PHI , INCH. DEGREE PCI GAMMA, DR , BETA, PERCENT DEGREE CONST, SLOPE FACTOR INCH. 180.000 30.000 10.000 300.000 30.000 10.000 0.035 10.000 0.000 0.500 1.000 0.035 10.000 0.000 0.500 1.000 INPUT DATA FOR LAYER NO. = 3 SOIL TYPE = SAND DEPTH, DIAM., PHI , INCH. DEGREE PCI 300 000 30.000 33.000 480.000 30.000 33.000 GAMMA, DR , BETA, PERCENT DEGREE 0.060 70.000 0.000 0.060 70.000 0.000 CONST, SLOPE INCH FACTOR 0.500 1.000 0.500 1.000 INPUT DATA FOR LAYER NO. = 4 SOIL TYPE = SAND DEPTH, DIAM., PHI , INCH. DEGREE PCI GAMMA, DR , BETA, CONST, SLOPE PERCENT DEGREE - FACTOR INCH 480.000 30.000 30.000 720.000 30 000' 30 000 0 052 60.000 0.000 0 052 60.000 0.000 0.500 1.000 0.500 1.000 INPUT DATA FOR LAYER NO. = 5 SOIL TYPE = SAND DEPTH, DIAM , PHI , INCH. DEGREE PCI 720.000 30.000 33.000 840.000 30.000 33.000 GAMMA, DR , BETA, CONST, SLOPE INCH, PERCENT DEGREE - FACTOR 0.060 72.000 0.000 0.060 72.000 0.000 0.500 0.500 1.000 1.000 INPUT DATA FOR LAYER NO. = 6 SOIL TYPE = SAND DEPTH, DIAM., PHI , INCH. DEGREE PCI 840.000 30.000 37 000 900.000 30.000 37.000 ITERATION INFORMATION GAMMA, DR , BETA, CONST, SLOPE INCH PERCENT DEGREE - FACTOR 0.065 72.000 0.000 0.500 1.000 0.065 72.000 0.000 0.500 1.000 PILETOP DEFLECTION, IN. 1 2 3 4 1.393107019423039 1.930470875391261 1.974369379854032 1.978416310103592 BUENA VISTA PUMP STATION INPUT INFORMATION = 0 LB = 4200000 LB-IN. = 1 =30 IN. =36 IN. NO. OF INCREMENTS= 25 PILE LENGTH = 75 FT TOLERANCE = 1. 974369379854032D-02 IN. SHEAR MOMENT KODE DIAMETER INCR. LENGTH P - Y DATA DEPTH TO P-Y CURVE, IN. ************ 0.000 0.000 0.000 0.000 0.000 0 000 0.000 0.000 0.000 180.000 180.000 180 000 180.000 180 000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180 000 300.000 300.000 300 000 300.000 300.000 300 000 300 000 300.000 300 000 300.000 300.000 300.000 300.000 300.000 300.000 300.000 300.000 300 000 480.000 480.000 Y,IN. ***** 0.000 0 030 0.075 0.150 0.300 0 498 0.750 2.250 30 000 0.000 0 030 0.075 0 150 0.300 0.498 0.750 2.250 30.000 0 000 0.030 0.075 0.150 0.300 0.498 0.750 2.250 30.000 0.000 0.030 0.075 0.150 0.300 0.498 0.750 2 250 30.000 0.000 0 030 0 075 0.150 0.300 0.498 0.750 2.250 30.000 0 000 0.030 P,LB/IN. ******** 0 000 0 000 0.000 0.000 0.000 0 000 0 000 0.000 0 000 0.000 0.000 0 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 40.320 70.199 93.599 100.799 107 567 116.999 161.999 161 999 0.000 743.394 1294.301 1725.735 1858.484 1983.268 2157.169 2986.849 2986.849 0 000 1858.500 480 000 0.075 3235 781 480.000 0.150 4314.375 480.000 0 300 4646.250 480.000 0.498 4958.212 480.000 0 750 5392.969 480.000 2.250 7467.187 480.000 30.000 7467.187 480.000 0 000 0.000 480.000 0 030 1417.500 480.000 0.075 2467 969 480.000 0.150 3290 625 480.000 0.300 3543.750 480.000 0.498 3781.687 480.000 0.750 4113.281 480.000 2.250 5695 312 480.000 30.000 5695.312 720.000 0.000 0.000 720.000 0.030 2551 500 720.000 0.075 4442 344 720.000 0 150 5923.125 720 000 0 300 6378 750 720.000 0.498 6807 037 720.000 0.750 7403.906 720.000 2.250 10251.562 720.000 30.000 10251.562 720.000 0 000 0.000 720.000 0.030 3504.060 720.000 0.075 6100 819 720.000 0.150 8134 425 720.000 0 300 8760.150 720.000 0.498 9348.331 720.000 0.750 10168.031 720.000 2.250 14078.812 720.000 30.000 14078 812 840.000 0.000 0.000 840.000 0 030 4282.740 840.000 0.075 7456.556 840.000 0.150 9942.075 840.000 0.300 10706.850 840.000 0.498 11425.738 840.000 0.750 12427.593 840.000 2.250 17207.437 840.000 30.000 17207.437 840.000 0.000 0.000 840.000 0.030 4282 740 840.000 0 075 7456.556 840.000 0 150 9942.075 840.000 0.300 10706.850 840.000 0.498 11425 738 840.000 0 750 12427.593 840.000 2.250 17207.437 840.000 30.000 17207.437 900.000 0.000 0.000 900.000 0 030 4672 080 900.000 0.075 8134 425 900.000 0.150 10845.900 900.000 0.300 11680.200 900.000 0.498 12464.441 900.000 0.750 13557 375 900.000 2.250 18771.750 900.000 30.000 18771.750 BUENA VISTA PUMP STATION OUTPUT INFORMATION X,FT 0.00 3.00 6.00 9.00 12.00 15.00 18.00 21 00 24.00 27 00 30.00 33.00 36.00 39.00 42.00 45.00 48 00 51.00 54 00 57 00 60 00 63.00 66.00 69.00 72.00 75 00 Y,IN. 1.98 1.61 1.28 0.99 0.73 0.52 0.34 0.20 0.10 0.03 -0.00 -0.01 -0.01 -0.00 -0.00 -0.00 0.00 0.00 0.00 0 00 0.00 -0.00 -0 00 -0.00 -0 00 0.00 M,FT- 350 00 350.00 350.00 350 00 350.00 350.00 350.00 346 68 337 11 320.04 205.12 91.32 20.19 -8.75 -12.26 -8.25 -3.63 -0.80 0.30 0.44 0.26 0 09 0.01 -0.01 -0.01 0.00 M,FT-KIPS ES,LB/IN*2 P,LB/IN. 350 00 350.00 350.00 350 00 350.00 350.00 350.00 346 68 337 11 320.04 205.12 91.32 20.19 -8.75 -12.26 -8.25 -3.63 -0.80 0.30 0.44 0.26 0 09 0.01 -0.01 -0.01 0.00 0.00 0.00 0.00 0 00 0.00 0.00 90 81 291.20 721.31 29599.34 37169 86 44603.90 52037.94 59471.99 51030.00 56700.00 62370.00 68040.00 73710.00 79380.00 85050.00 124588.80 132375 60 140162.40 147949.20 155736.00 0.00 0.00 0.00 0.00 0.00 0.00 -30.76 -57.85 -69.46 -905.99 10.36 395.12 390.64 235.47 69.57 5.69 -16.55 -16.07 -8.86 -2.90 -0.03 0.86 0.60 0.22 0.01 -0.12 EI,LB-IN.A2 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 0.1430D+12 LATERALLY LOADED PILE PROGRAM PILEDG *******(C) COPYRIGHT 1984 GEOSOFT ******* ALL RIGHTS RESERVED BUENA VISTA PUMP STATION INPUT DATA FOR COMPUTING P-Y CURVES ***** **** *** ********* *** ****** NO OF LAYERS = 6 INPUT DATA FOR LAYER NO. =1 SOIL TYPE = SAND DEPTH, INCH. 0.000 180.000 DIAM. , INCH. 30.000 30.000 PHI , DEGREE 10.000 10.000 INPUT DATA FOR LAYER NO. = DEPTH, INCH 180.000 300.000 DIAM. , INCH. 30.000 30.000 PHI , DEGREE 10 000 10.000 INPUT DATA FOR LAYER NO. = DEPTH, INCH 300 000 480.000 DIAM , INCH. 30.000 30.000 PHI , DEGREE 33.000 33.000 INPUT DATA FOR LAYER NO. = DEPTH, INCH. 480.000 720.000 DIAM. , INCH. 30.000 30.000 PHI , DEGREE 30.000 30.000 GAMMA, PCI 0.000 0 000 2 SOIL GAMMA, PCI 0.035 0 035 3 SOIL GAMMA, PCI 0.060 0.060 4 SOIL GAMMA, PCI 0 052 0 052 DR , PERCENT 10.000 10 000 BETA, DEGREE 0.000 0.000 CONST, 0.500 0.500 SLOPE FACTOR 1.000 1.000 TYPE = SAND DR , PERCENT 10.000 10.000 BETA, DEGREE 0.000 0.000 CONST, 0.500 0.500 SLOPE FACTOR 1.000 1.000 TYPE = SAND DR , PERCENT 70.000 70.000 BETA, DEGREE 0.000 0.000 CONST, 0.500 0.500 SLOPE FACTOR 1.000 1.000 TYPE = SAND DR , PERCENT 60.000 60.000 BETA, DEGREE 0.000 0.000 CONST, 0.500 0.500 SLOPE FACTOR 1.000 1.000 INPUT DATA FOR LAYER NO. = 5 SOIL TYPE = SAND DEPTH, DIAM., PHI , INCH. INCH. DEGREE 720.000 30.000 33.000 840 000 30 000 33.000 GAMMA, DR , BETA, PCI PERCENT DEGREE 0.060 0.060 72.000 72.000 0.000 0.000 CONST, 0.500 0.500 SLOPE FACTOR 1.000 1.000 INPUT DATA FOR LAYER NO. = 6 SOIL TYPE = SAND DEPTH, DIAM , PHI , INCH. INCH. DEGREE GAMMA, DR , BETA, CONST, SLOPE PCI PERCENT DEGREE - FACTOR 840.000 30.000 37.000 0.065 72.000 0.000 0.500 1.000 900.000 30.000 37.000 0.065 72.000 0.000 0.500 1.000 ITERATION INFORMATION PILETOP DEFLECTION, IN 1 2 3 4 1.400276864914747 2.051709741992588 2.01682550879173 2.004960995238789 BUENA VISTA PUMP STATION INPUT INFORMATION ***************** SHEAR = 16500 LB MOMENT = 0 LB-IN KODE = 1 DIAMETER =30 IN. INCR LENGTH =36 IN. NO.OF INCREMENTS= 25 PILE LENGTH = 75 FT TOLERANCE = .0201682550879173 IN. P - Y DATA ********** DEPTH TO P-Y Y,IN. CURVE,IN. ************ ***** P,LB/IN. ******** 0.000 0.000 0 000 0.000 0.000 0.000 0.000 0.000 0.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180 000 180.000 180.000 180.000 300.000 300.000 300.000 300.000 300.000 300.000 300 000 300.000 0 000 0 030 0.075 0.150 0 300 0.498 0.750 2.250 30.000 0.000 0.030 0.075 0.150 0.300 0.498 0.750 2.250 30.000 0.000 0.030 0.075 0.150 0.300 0.498 0.750 2.250 30.000 0.000 0.030 0.075 0.150 0.300 0.498 0.750 2.250 0 000 0.000 0 000 0 000 0.000 0.000 0.000 0 000 0.000 0 000 0 000 0.000 0 000 0 000 0.000 0.000 0.000 0 000 0 000 0.000 0 000 0 000 0 000 0.000 0.000 0 000 0.000 0 000 40 320 70.199 93 599 100.799 107.567 116.999 161.999 300 000 30.000 161 999 300.000 0 000 0 000 300 000 0.030 743.394 300.000 0.075 1294.301 300 000 0.150 1725 735 300 000 0.300 1858.484 300 000 0.49S 1983.268 300 000 0 750 2157 169 300.000 2 250 2986.849 300.000 30.000 2986 849 480 000 0.000 0 000 480.000 0.030 1858.500 480 000 0.075 3235 781 480.000 0.150 4314 375 480 000 0.300 4646.250 480 000 0 498 4958 212 480.000 0.750 5392 969 480.000 2.250 7467 187 480.000 30.000 7467.187 480.000 0 000 0 000 480.000 0.030 1417 500 480 000 0 075 2467 969 480.000 0 150 3290 625 480 000 0.300 3543.750 480 000 0.498 3781 687 480.000 0.750 4113 281 480 000 2.250 5695.312 480.000 30.000 5695.312 720.000 0.000 0 000 720 000 0.030 2551 500 720.000 0.075 4442.344 720.000 0.150 5923.125 720 000 0.300 6378 750 720.000 0.498 6807 037 720.000 0 750 7403 906 720.000 2.250 10251.562 720.000 30.000 10251.562 720 000 0.000 0.000 720.000 0.030 3504 060 720.000 0.075 6100 819 720.000 0.150 8134 425 720.000 0.300 8760.150 720.000 0 498 9348.331 720 000 0.750 10168 031 720.000 2.250 14078.812 720.000 30.000 14078 812 840.000 0.000 0 000 840.000 0.030 4282.740 840.000 0.075 7456.556 840 000 0.150 9942 075 840.000 0.300 10706 850 840 000 0.498 11425 738 840 000 0 750 12427.593 840.000 2.250 17207.437 840 000 840.000 840.000 840.000 840.000 840.000 840.000 840.000 840.000 840 000 900.000 900.000 900 000 900.000 900.000 900.000 900.000 900.000 900.000 30.000 0.000 0.030 0.075 0.150 0.300 0.498 0.750 2.250 30.000 0 000 0.030 0 075 0.150 0.300 0.498 0.750 2.250 30.000 17207 437 0 000 4282.740 7456.556 9942.075 10706.850 11425.738 12427.593 17207 437 17207.437 0.000 4672.080 8134 425 10845 900 11680 200 12464.441 13557.375 18771.750 18771.750 BUENA VISTA PUMP STATION OUTPUT INFORMATION ****************** X,FT Y,IN M,FT-KIPS ES,LB/INA2 P,LB/IN. EI,LB-IN.A2 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 0.1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 1430D+12 0.1430D+12 0.1430D+12 0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30 00 33.00 36.00 39.00 42.00 45.00 48.00 51.00 54.00 57.00 60.00 63.00 66.00 69.00 72.00 75.00 2.00 1.72 1 44 1 16 0.91 0.67 0 47 0 29 0 16 0.06 0.01 -0 01 -0.01 -0 01 -0 00 -0.00 0 00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0 00 0 00 49.50 99 00 148.50 198 00 247 50 297 00 343 08 382 73 413 40 301 73 153.34 47 09 -3.11 -14.32 -11 71 -6 01 -1.85 0 07 0 52 0.38 0 16 0 03 -0 01 -0.01 0 00 0 00 0 00 0 00 0.00 0 00 0 00 67 74 203 47 534 22 22017.35 37169 86 44603.90 52037.94 59471 99 51030 00 56700.00 62370.00 68040 00 73710.00 79380.00 85050.00 124588.80 132375.60 140162.40 147949 20 155736.00 0.00 0.00 0.00 0.00 0.00 0 00 -31.66 -59 58 -83.09 -1317.97 -340.03 390.27 518.88 361.04 128.01 28.56 -14.22 -20.83 -13.53 -5 43 -0.84 0 87 0 85 0.39 0.06 -0.16 0, 0, 0 0. 0. 0. 0. 0 0 0. 0. 0. 0 0 0. 0 0. 0. 0. 0. 0 0. 0. 0. 0. 0. DEFLECTION (IN.)-10 00 10 20i i i i I i i i i I i i i i J > o.cs Q O - LoJm a. o o CO 30 LJ O Q 00 0 °10 LjJ Q BENDING MOMENT (KIPS-FT )-1(o oOJ Ho" LU Q DC . -*• o - Ld - DO - o h- - Q_ - LJo - 0(0 0 o X30i i i i 0i i i i f •! 01 1 1 1 s y 10<1 1 1 1 ^~ DO ^ 2CHtiii ^*~" 30till 30 00 DEFLECTION (IN.) o ~ o ~ tJ Q l ^^^ ™ f ^\ ~ -*•_ O -I Ld I DO - o "in "° - o_ :i • i _ Q : o ~<o _ o ~ 0 ~ 10 i i 0i i • • : '. 0 /// 11 1 / ^ 0/2i t//0 1 1 31 1 0 Of— X< Q_ Lj-l 1 1 1 C } QQ:o 00 LJ- o| 0° rx^ u_o o1— 1 1 11 1 1 ID CD Plfi BENDING MOMENT (KIPS-FT.)-1000 0.0 1000 2000 3000 4000 o.<N O.•IO LU Q ct: - o - LU CD H o D_ -ILU Q o. (0 O00 I I I I I I I I I I I I I I I I I I 1 O o N OIL LJ U Z> Q s* 58l£H<* s o PRELIMINARY GEOTECHNICAL INVESTIGATION BUENA VISTA PUMP STATION ADDITION JEFFERSON STREET CARLSBAD, CALIFORNIA MARCH 25, 1992 PREPARED FOR: WILSON ENGINEERING, INC. 703 PALOMAR AIRPORT ROAD, #300 CARLSBAD, CALIFORNIA 92009 JOB #1229-91 MV ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 619/743-1214 Fax 739-0343 Job #1229-91 March 25, 1992 Wilson Engineering, Inc. 703 Palomar Airport Road, #300 Carlsbad, California 92009 Preliminary Geotechnical Investigation, Buena Vista Pump Station Addition, Carlsbad, California Pursuant to your request, MV Engineering, Inc. has completed the attached investigation of soils and geotechnical conditions at the subject site. The following report summarizes the results of our field investigation, laboratory analyses, and conclusions, and provides recommendations for the proposed additions as understood. From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the proposed additions provided the recom- mendations presented in this report are incorporated into the design and construction of the project. Thank you for choosing MV Engineering, Inc. If you have any questions concerning this report, please do not hesitate to call us. Reference to our Job #1229-91 will expedite our response to your inquiries. We appreciate this opportunity to be of service to you. MV ENGINEERING, INC. Ralph M. Vinje GE #863 RMV/DM/kmh Si i*\2^: Fl V*\^ ,*/-7 TABLE OF CONTENTS Page I. INTRODUCTION 1 II. PROPOSED CONSTRUCTION 1 III. SITE CONDITIONS 1 IV. SITE INVESTIGATION 1 V. GEOTECHNICAL CONDITIONS 2 A. Regional Environment 2 B. Soil Conditions 2 C. Laboratory Tests/Results 2 1. Maximum Dry Density and Optimum Moisture Content 2 2. In-Situ Density 3 3. Moisture Determinations 3 4. Direct Shear Tests 4 D. Groundwater 4 E. Faults/Seismicity 4 F. Liquefaction 7 VI. CONCLUSIONS 8 VII. RECOMMENDATIONS 8 VIII. LIMITATIONS 9 I Attachments: | Platei Site Plan 1 Cross-Section X-X1 2 Boring Logs . 3-4 Fault - Epicenter Map 5 T PRELIMINARY GEOTECHNICAL INVESTIGATION BUENA VISTA PUMP STATION ADDITION JEFFERSON STREET CARLSBAD, CALIFORNIA I. INTRODUCTION The project site investigated in this transmittal includes an existing pump station located east of Jefferson Street within the Buena Vista Creek watershed near the Plaza Camino Real Shopping Center. We understand that an addition is planned including the construction of attached electric and generator rooms. The purpose of this study is to determine geotechnical conditions at the site and their influence upon the proposed addition. The property and its location are depicted on a Site Plan attached with this trans- mittal as Plate 1. The site addition/improvements are depicted on the Site Plan and Cross-Section X-X1 attached hereto as Plate 2 II. PROPOSED CONSTRUCTION Preliminary plans for site improvements have been prepared by Wilson Engineering and reviewed by this office. The plans detail the addition of an electric and generator room attached to the north side of the existing structure approximately as shown on Plates 1 and 2. A new entrance will be provided from the existing roadway as shown. Walls are expected to be masonry block, and masonry retaining walls will provide support for the elevated entrance An open area will remain beneath the new building adjacent to the existing structure. III. SITE CONDITIONS The original pump facility was constructed over 15 years ago. Existing structures include a circular, concrete building which extends nearly 20 feet below the present ground surface and includes two large pumps and associated equipment Surface areas surrounding the building are paved A graded entrance roadway provides access from Jefferson Street into the south portion of the site No evidence of distress or building failure was noted within the existing structures. Minor slumping and surface erosion affect the graded slope which descends onto the site from the entrance roadway. IV. SITE INVESTIGATION Geotechnical conditions at the study site were determined from site inspections conducted by the undersigned, a review of available geotechnical data, and the excavation of two exploratory test borings dug to a maximum depth of 75 feet. Representative bulk and undisturbed soil samples were retained from the borings, and in- MV ENGINEERING. INC » 2450 VINEYARD AVENUE. »102 » ESCOND1DO, CALIFORNIA 92029-1229 • 619/743-1214 fenciesT SOIL INVESTIGATIONS OCOTECMNICAI. INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 2 BUENA VISTA PUMP STATION. JEFFERSON STREET MARCH 25. 1992 situ standard penetration tests were performed at frequent intervals. The borings were logged by our project geologist, and retained soil samples were transported to the laboratory in moisture resistant containers for selected laboratory testing. Results of the laboratory tests are presented in a following section. Boring locations are depicted on Plate 1, and logs of the borings are attached as Plates 3 and 4. V. GEOTECHNICAL CONDITIONS A. Regional Environment: The project site is located within the Buena Vista Creek near the upper extension of the Buena Vista Lagoon. These areas are characterized by a thick succession of fine-grained alluvial soils which occur in a loose and inundated condition. B. Soil Conditions: Natural lagoonal soils beneath the site include fine-grained sands and silts which grade with depth to medium to coarse-grained sands. A distinctive, dark-colored clay deposit was encountered at a depth of 12 to 17 feet beneath the existing ground surface (see Plates 2, 3, and 4). Sandy to silty soils occur in a loose, saturated condition, and the noted clay deposit is soft. Natural bedrock materials which consist of firm sandstone/siltstone units were encountered at a depth of 72 feet below ground surface levels. Fill soils occur at the project beneath the entrance roadway. The fill is locally derived sandy to silty soil and extends to a depth of 15 feet in the Boring 2 (B-2) excavation. Details of the earth materials underlying the project are given on the attached boring logs (Plates 3 and 4) and additionally defined in the following section. C. Laboratory Tests/Results; The following field and laboratory tests were conducted in support of this investigation. 1. Maximum Dry Density/Optimum Moisture; The maximum dry den- sity and optimum moisture content of selected soil types were determined in accordance with ASTM D-1557-78. The results are tabulated below. Maximum Dry Optimum Test Site Density (pcf) Moisture (%) B-l @ 5' 125.8 10.0 B-2 @ 6' 125.3 10.7 B-2 @ 12' 119 6 10 2 MV ENGINEERING. INC • 2450 VINEYARD AVENUE. »102 • ESCONDIDO, CALIFORNIA 92029-1229 • 619/743-1214 SOILS TESTING PEBCTKT SOiL IMVESDOATWW9 OEOTKWflCAL INVESTKUTWMS PRELIMINARY GEOTECHNICAL INVESTIGATION BUENA VISTA PUMP STATION. JEFFERSON STREET PAGE 3 MARCH 25. 1992 2. In-Situ Density; Existing soil density was evaluated at frequent intervals within the borings by Standard Penetration resistance tests conducted in accordance with ASTM Test Method D-1586-87. Test sites and results are presented below. Boring 1 (B-l) Boring 2 (B-2) 5' 10' 15' 20' 25' 30' 35' 40' 45' 20' 25' 30' 35' 40' 45' SPT (N, per foot) 13 6 1 10 8 46 16 39 20 14 4 7 32 9 10 Additional density data was derived from relatively undis- turbed drive samples retained in 2.5-inch diameter brass rings retained from selected horizons within the test borings. Results are presented below and compared with maximum density values for relative compaction levels. Test Site B-l @ 18' B-2 @ 4' B-2 @ 10' B-2 @ 15' Moisture 30.3 14 6 4.5 11.0 Dry Density (DCf) 91.4 104 7 105 1 103 2 Maximum Density (pcf) 125 8 125.3 119.6 119.6 Relative Compaction 72.6% 83.5% 87.8% 86.3% Moisture Determinations: Field moisture levels of underlying site soils were determined at various depths within the test borings. Moisture levels are calculated as a percentage of the total soil sample weight. Results are presented on the following page. MV ENGINEERING, INC 2450 VINEYARD AVENUE, #102 ESCONDIDO, CALIFORNIA 92029-1229 619/743-1214 SOILS T£S"N<»son. IMVESTMATIOWS GEOTECHNICAt. IMVESTK2AT1OMS PRELIMINARY GEOTECHNICAL INVESTIGATION BUENA VISTA PUMP STATION. JEFFERSON STREET PAGE 4 MARCH 25. 1992 (test results) Test Site B-l B-l B-l B-l B-l B-l B-l B-l B-l B-2 B-2 B-2 B-2 B-2 B-2 @e @ @ @ @ @ @ @ e§§§@§ 5' 10' 15' 20' 25' 30' 35' 40' 451 5' 20' 25' 30' 40' 45' Moisture (%) 19.8 23 6 53.0 28.1 22.8 25.7 20.7 19.5 18.6 13.6 20.9 47.1 38.0 19.2 19.9 Direct Shear Test; Direct shear tests were performed on representative site soils for strength parameters in the lateral load and bearing capacity calculations. Three specimens of the soil were prepared by molding them in 2\- inch diameter, l-inch high rings to 90% of the corresponding maximum dry density and optimum moisture content and soaked overnight. The specimens were loaded with normal loads of If 2, and 4 KSF respectively and sheared to failure in an undrained shear. The results are resented below. Location B-I e 3f B-2 @ 10" B-2 @ 35' Wet Density (pcf) 117 1 106.4 120.5 Angle of Int. Fric. <b (degree) 36 31 36 Apparent Cohesion c, (psf) 50 166 70 D. Groundwater; Free groundwater was encountered in both test borings at near-surface levels of four feet below the existing pad surface. E. Faults/Seismicity! Faults or significant shear zones are not indicated on or in near proximity to the property. However, as with most areas of California, the study site is within suffi- cient proximity to active fault zones to be affected by ground MV ENGINEERING, INC 2450 VINEYARD AVENUE, 9102 ESCONDIDO, CALIFORNIA 92029-1229 619/743-1214 SOILS TSSTiNO PMC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION BUENA VISTA PUMP STATION, JEFFERSON STREET PAGE 5 MARCH 25. 1992 shaking during distant earthquake events. These will most likely be generated along well known active faults to the northeast or by various offshore faults to the west. Faults which are thought to most likely affect the region during the lifetime of the project and their relative distance from the property are tabulated in Table I below TABLE I Fault System Elsinore Fault San Jacinto Fault San Andreas Fault Coronado Bank Fault Distance From Site ?6 miles, northeast hO miles, northeast 78 miles, northeast 20 miles, west Recently developed data indicates that segments of the Rose Canyon Fault which affect coastal terrain south of La Jolla Cove have experienced Holocene displacement. Based upon the data, the status of the fault has recently been ungraded to active. However, the seismic history associated with the fault suggests a longer recurrence interval and therefore a dissimilarity between the fault and those more active systems listed on Table 1. Consequently, because of the distance from the fault to the study site (20± miles) and a recurrence interval which goes beyond the lifetime of the project, the influence of the Rose Canyon Fault on the project site has not been considered herein Table II below tabulates postulated earthquake events along the listed faults shown on Table I. The data is based upon fault length measurements as originally compiled by Bonilla in 1970. Subsequent work on individual faults resulted in the tabulated earthquake magnitudes. TABLE II Fault Zone Elsinore Fault San Jacinto Fault San Andreas Fault Coronado Bank Fault Earthquake (M) 7.6 7.5 7 5 7.5 Earthquake (M) 7.3 7.2 7.3 6.7 MV ENGINEERING, INC SOILS TESTING 2450 VINEYARD AVENUE, #102 PERCTEST ESCONDIDO, CALIFORNIA 92029-1229 •^^••••^•^•^^MHM SOIL INVESTIGATIONS • 619/743-1214 QEOTECMNKAl. INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 6 BUENA VISTA PUMP STATION. JEFFERSON STREET MARCH 25. 1992 Relative to eastern areas of San Diego County and many other regions of California, county coastal areas are characterized by low levels of seismic activity. The regional seismic environment of the area is depicted on a Fault - Epicenter Map attached as Plate 5. During a 40-year period (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earth- quakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. More recently, the number of seismic events which affects the region appears to have heightened somewhat. Nearly 40 earth- quakes of magnitude 3.5 or higher have been recorded in coastal regions between January, 1984 and August, 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986 whe'n an earthquake of magnitude 5.3 shook county costal areas resulting in $400,000 in damages and injuries to 30 people The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. The event resulted in moderate to locally high levels of ground shaking in the region. The increase in earthquake frequency in the region remains a subject of speculation among geologists; however, the 1986 event is thought to represent the highest levels of ground shaking which can be expected at the project site. Specific levels of ground shaking or acceleration at a given site depends upon the magnitude of the earthquake, the distance from the causative fault, and the nature of the earth medium through which the energy is transmitted. Attempts to quantify ground shaking levels are somewhat postulatory. However, Seed and Idress have utilized available seismic data and established relationships between earthquake magnitude, distance from causative fault and resulting peak bedrock accelerations. _ Repeatable high levels which average 65% of the maximum acceleration have been shown to be appropriate and are commonly utilized for design purposes associated with faults within a 20- mile distance from a given site. With more distant faults, the repeatable high levels approach 100% of the peak acceleration which are attenuated at the site by the transmitting medium. The following table summarizes ground acceleration levels expected at the project as a result of earthquakes generated along faults shown on Table I. MV ENGINEERING. INC • 2450 VINEYARD AVENUE. »102 • ESCONDIDO. CALIFORNIA 92029-1229 • 619/743-1214 SWUNVKTWATKHIS GEOTKHM.CAL ,NV«TKUTWHS PRELIMINARY GEOTECHNICAL INVESTIGATION BUENA VISTA PUMP STATION. JEFFERSON STREET PAGE 7 MARCH 25. 1992 Fault Elsinore Fault San Jacinto Fault San Andreas Fault Coronado Bank Fault TABLE III Distance From Site (miles) 26 50-' 78 20 Design Bedrock Acceleration 0.22 0 08 0.05 0 17 Consequently, based upon the above analysis, design activities at the project site should consider a 7 3M earthquake event along the Elsinore Fault which results in a 0.22 ground acceleration at the project site for design purposes. F. Liquefaction; Soil liquefaction and related seismically induced ground failures can adversely impact structures located upon thick sections of loose sandy alluvium. Liquefaction is the sudden loss of soil strength in response to ground shaking during an earthquake event. Confirmed episodes of liquefaction have resulted in spectacular failures to man-made structures in seismically active regions of the world. Although the County of San Diego has yet to experience a documented failure resulting from soil liquefaction, many areas of the county are thought to be likely sites where liquefaction could affect new construction. The following factors are significant to the occurrence of liquefaction. (1) soil types, (2) soil densities, (3) initial confining pressure, (4) intensity of ground shaking, (5) duration of ground shaking, (6) groundwater levels. Soils beneath the project site are fine, sandy alluvial deposits which occur in a loose and saturated condition. The soils are expected to liquify in the event of a significant seismic event. The following parameters will influence the occurrence of soil liquefaction at the project: Assumptions: Depth to Groundwater (h1) . . Earthquake Magnitude (M) . . . Design Ground Acceleration (a max) varies 7 3M 0.22 g MV ENGINEERING, INC 2450 VINEYARD AVENUE, #102 ESCONOIOO, CALIFORNIA 92029-1229 • 619/743-1214 SOILS TESTING PEBCTEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 8 BUENA VISTA PUMP STATION. JEFFERSON STREET MARCH 25. 1992 VI. CONCLUSIONS Based upon the foregoing study, the project site is underlain by a thick section of fill/alluvial soils which occur in a relatively loose condition. Groundwater levels are very near the surface. Near-surface soils are characterized by fine grained sands with a distinctive soft clay deposit which grades downward to increasingly coarse deposits. Soil densities generally increase with depth. Site soils are thought to be potentially compressible, and improve- ments supported on conventional foundations will likely be impacted by detrimental settlement. Additionally, our preliminary analysis indicates that soil liquefaction can be anticipated in the event of a significant seismic event along the Elsinore fault. Conse- quently, recommendations given below are consistent with these conclusions and should be considered in future site planning. VII. RECOMMENDATIONS A Additions to the existing facility should be constructed to allow for differential movement between the two structures. B. Based upon the indicated conditions, the most appropriate method of creating a suitable foundation for the new construction will be provided by a series of 12-inch by 12-inch pre-stressed concrete driven piles. The piles should be driven to a minimum depth of 45 feet below the lower paid level to provide an allowable load capacity of 23 tons per pile. If greater bearing values are desired, field load tests will be necessary. Pile top elevations and pile driving resistance should be verified in the field during construction by a representative of this office. Settlement of the loaded foundation system supported by the recommended piles is expected to be less than one-half inch. C. Retaining walls and supporting structures beneath the addition should be laterally tied together at the existing ground surface in order to resist lateral ground movement in the event of a significant seismic episode. D. We understand that local de-watering procedures will be implemented to insure dry conditions across the existing paved surface. This can best be accomplished by a subsurface drain which surrounds the facility and outlets into the adjacent channel south of the project. The drain should extend to a depth of five feet below the existing surface and drain at a minimum gradient of 1.5% into the channel. Details of the MV ENGINEERING. INC ' 2450 VINEYARD AVENUE. »102 » ESCONDIDO, CALIFORNIA 92029-1229 • 619/743-1214 SOUS TESTING PERCTEST SOIL INVESTIGATIONS QEOTECHNICA1. INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION BUENA VISTA PUMP STATION, JEFFERSON STREET PAGE 10 MARCH 25. 1992 MV Engineering, Inc. warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #1229-91 will expedite response to your inquiries. We appreciate this opportunity to be of service tp you. MV ENGINEERING, INC. _ M. Vinje GE #863 Dennis Middleton CEG #980 RMV/DM/kmh Attachments: Plates 1 through 5 a:1229-91.PGI MV ENGINEERING, INC 2450 VINEYARD AVENUE, #102 ESCONDIDO, CALIFORNIA 92029-1229 619/743-1214 SOILS TESTING PERCTEST SOU. INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS Structure Planned Construction SITE PLAN PLATE 1 Location of test boring VICINITY MAP 1ILL RIG Auger (hollow) BORING DIAMETER 6 inches LOGGED BY DM/SS ,TE DRILLED 1/15/92 DEPTH TO GROUNDWATER 4 feet " lil 3 — 0 i _ , 5 — i _ JOi _ - - 20 ~~~ — — 25 20 J - — JO _ -10 UJ z ^ |l UJ C < 0. Uj CO S 2 W< UJ UJfi c. ac O n n n 11 o n n TTI n n DESCRIPTION AND CLASSIFICATION BUENA VISTA PUMP STATION LAGOONAL DEPOSIT AC over subbase Silty fine sand Olive color Moist, loose From 4 feet, groundwater intrusion into hole At 7 feet, pebbles Silty clay Gray color Very micaceous Moist, soft Organic appearance Silty fine sand to sandy silt Gray color \ /Moist, loose \ - Sand Medium to locally coarse grained with some rocks to depth of 30 feet Pale gray to brown Moist, moderately firm From 38 feet, sand is locally coarse grained 2 * cs. — d ° o 2 m 3 » 3'Q 4/7/6 5'H __ D V io?n 2/3/3 ! - t- 1 ^ —P — _is-nt total p-- 13'Oi 5/6/6 20'H 4/5/5 ; 1 I i 25'H' - 6/5/3 1 30'D 16/237 23 35'H 5/7/9 ;- - , 40'n! 13/167. 23 ; i j) • ( . a c? ~ i T~\^-[ jj -2. \ \ 1 i — ! 1 j 1 ' , | I i - / I$W Ifflll 1 EXPLORATORY BORING LOG / / \l / v 1 QCore sample QBulk sample j_[ Standard Pen sample MV ENGINEERING 'NC 2-iSG v.nevaro Ave Suite '02 PROJECT NO PLATE i BORING -618773T21."0 1229_91 3 'NO B-1 rBILL RIG Auger (hollow)BORING DIAMETER 6 inches LOGGED BY DM/SS JE DRILLED 1/15/92 DEPTH TO GROUNDWATER 4 feet 01 DESCRIPTION AND CLASSIFICATION 2 WSH syQ. (E BUENA VISTA PUMP STATION I 5 O <= O CD (A ,0 - n n n 50 - 30- From 40 feet, sand is uniform, medium grained. Pale gray color From 50 feet, squeezing and washing of hole prevents sampling Minor caving /FQRMATIONAL ROCK 'Sandstone/siltstone Olive color Firm to hard End boring at 75 feet 40'n 13/167 23 45'n 50-n no sample MV ENGINEERING INC 2-~.~ ' --•>•,ard Ave Suite 102 '- -c-cro CA 92025 1330 519.743 EXPLORATORY BORING LOG n Standard Penetration Test PROJECT NO 199Q-Q1 PLATE BORING B-1 JlLL RIG BORING DIAMETER LOGGED BY DM/SS VTE DRILLED ' iij 3 £• o — * 5 _ 10 _ 15 - - — 20 _ - 25 _ I - 30 - 35 — -_ 40 LU ZQ. O L1J -*" p O UJ Q: <— i £r t—0. HI CO2 z w< m ujw Q. ir •^^. 0 D O D u - il n n DESCRIPTION AND CLASSIFICATION BUENA VISTA PUMP STATION FILL Silty sand with scattered AC debris Brown Slightly moist, loose Silty fine sand Off-white color Clean Slightly moist, loose LAGOONAL DEPOSIT Sand Pale brown to off-white color Fine to medium grained Moist, firm From 21 feet, groundwater Silty clay Dark to medium gray color Micaceous Soft, moist Organic appearance Color is lighter with depth Silty fine sand Pale gray color ! Moist O In L From 40 feet, sand is coarse grained w — O o 00 "Z, e> 10/117 12 4 '8" 10' 14/207 22 12' 15' LI/30/ 33 20' 3/4/10 25'2/2/2 30' 2/3/4 35' 5/15/ 17 \ 38' 40'6/5/4 oCO en 0 + * ^ C> e* * r * 0 - - t T 1 T, . • :i 3. T ~ * 1 ^Fi - — - _ - 1 ft 1 A A 1 ml HIM 1 EXPLORATORY BORING LOGiiiiisi mill i ri// Hill /jW / V / Qcore Sample Q Bulk Sample JJ Standard Pen Sample MV FN1PINFFRING 'IMC 2450 vmevard Ave Suite 102 DPCJECT NO PLATE BORING — - 619/7431214 1229-91 4 NO " £" }R!LL RIG BORI . )ATE DRILLED ^ DEPTH V(FEET145 _ 50 - -SAMPLE TYPE |PENETRATIONRESISTANCEn n NG DIAMETER LOGGED BY £S DESCRIPTION AND CLASSIFICATION BUENA VISTA PUMP STATION From 40 feet to 42 feet, sand is coarse grained From 50 feet, caving of loose sand into hole End of boring at MV ENGINEERING, INC 2450 Vineyard Ave Suite 102 Escondido CA 92025 1330 Phone 619/743 1214 51 feet o 2 S ~" 3*m H. 40' I 6/5/4 45- n 4/5/5 SYMBOLEXPLORATORY BORING LOG JJ Standard Penetration Sample PROJECT NO 1229-91 PLATE 4(a) BORING NO °-* FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) Map data is compiled from various sources including California Division of Mines and Geology, California Institude of Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." Earthquake Magnitude . 40 TO 49 0 _ ..5.0 TO 59 O -~ - 60 TO 6.9 30 20 10 30 MILES ••J TO 79 PROJECT' Buena Vista Pump Station 1229-91