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Home My WebLink About1911 PALOMAR OAKS WAY; ; CB950205; Permit____ Ooc3- B U I L D I N 'P E R M I T Permit No: CB950205 07/19/95 16:48 Project No: A9500281 Page 1 of I Development No: Job Address: 1911 PALOMAR OAKS WY. Suite:. Permit Type: COMMERCIAL BUILDING ' 2799 07/19/95 0001 01 02 Parcel No: 212-091-08-00 . Lot#: C-PRHT 41.0-11.00 Valuation: 567,867. -, Construction Type: VN '- Occupancy Group: B-2 Reference#: Status: ISSUED Description: 22096 SF COM. BLDG,1 STORY Applied: 02'/06/95 MEZZ. SHELL BUILDINGL Apr/Issue: 07/19/95 Entered By: PD -Appl/Ownr: RENO CONSTRUCTION 619-452-3188 5355 .MIRA SORRENTO PL SAN DIEGO,CA.92121 Fees Required S. ç*(~f /eecoirected& Credits - Fees: 42 ,234.00, Adjustments: / .00 Total Credits: \. .00 S c Total Fees: 42,231.'.O.0 Tofa'l Pa.ymerits: \ 1,200.00 -S---'.)Due:.\ 41,031.00 Fee.description Units F'Unit\ Ext fee Data - .. '.i i Building ± Permit 2244.00 Number fl/ 4it'/. 10608.00 ••.10335. 00 Y 'I Enter Traffic Impact\Fee. .\ •>93.P0 'S / 1936.00 Enter Park Fee(Zone 5,'i.3,16) > 88-38.00 8838.00 05 * BUILDING TOTAL \. (T INCORPORATED / 35539.00 1952 - 1b Enter "1" for Plumbing\ssuyFee > ../ . 20.0.0 Y Each Building Sewer N,1 , ~_, 15..00' 15.00 Each Roof Drain 7.00 28.00 Each Install/Repair.Water Li5ne > 1 7.00\ 7.00 * PLUMBING TOTAL . '70.00 Enter 'Y' for Electric.,Issue Fee > .'10.00 Y Three Phase Per AMP . . > . 800 .50 400.00 * ELECTRICAL TOTAL . ' . S 410.00 Enter 'Y' for Mechanical Issue Fee> N PLDA C ,. .> 1.51 6212.00 H " r F11AVAPPROVAL DATE - CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 P P11CA11ON City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT TYPE From List I (see back) give code of Permit-Type: C011 --------------------------------------------------------- For Residential Projects Only: From List 2 (see back) give Code of Structure-Type: Net Loss/Gain of Dwelling Units PLAN CHECK NO. q s- 7o5 ESTVAL PLAN CK DEPOSIT / /L. 00, VALID. BY t DATE 0618 02/06/95 0001 01 02 C-PRMT 1200.00 PRC1JECTINFORMA11ON FOR OFFICE USE ONLY Address gc 11 'PAI.VMAt OACE> wy Building or Suite No. Nearest Cross Street CAAMI4O '.J iDA- 1DILC LEGAL DESCRIPTION Lot No. Subdivision Name/Number Unit No. Phase No. L-a 13 +-j,17A Ft 53l4 VAR- v14' I IVt 7 Structural Caics I32 Soils Report 0 1 Addressed ASSESSOR'S PARCEL EXISTING USE PROPOSED USE DESCRIPTION OF WORK SQ. Ff. # OF STORIES J tA4Z.- # OF BEDROOMS # OF BATHROOMS T.=3151 IALI PIII(bUN (ii different from applicant) NAME (lastname first) L.4Tq4 Loy , -T1. ADDRESS 1 tO(A) CITY STATE ZIP CODE DAY TELEPHONE APPLICANT U CONTRACTOR Li AGENI FOR CONIRACIOR DOWNER GENT FOR OWNER NAME (last name first) TOM ADDRESS MT14 AaCktTFCr 5565-,lR0(2t2&"iz7 PL CITY 4S44 QI&I.O STATE CPt ZIP CODE C j ( DAY TELEPHONE PROPERTY O1A'NER NAME (last name first) &AC9449 p1 A(Ej/ ADDRESS 2JgZL' -I46i- U4F 9Q CITY 171.0 STATE CA ZIP CODE q2..t30 DAY TELEPHONE . WNLHALIUK NAME (last name first) €fl 'I I Di'7 ADDRESS Ø I e4 CITY/j.. fffr STATE ( ZIP CODE c/2q.2 DAY TELEPHONE STATE UC. # LICENSE CLASS CITY BUSINESS UC. # DESIGNER NAME (last name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # 7. WORKERS' CDMPENSATION Workers' Compensation Declaration: I hereby affirm that I have a certificate of 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 of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE S. OWNER-BUILDER DECLARATION Owner-Builder Declaration: I hereby 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). 0 1 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 [$5001). SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections ZLSPS, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES XL NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? YES JX NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? DYES 9NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CDN11IOL DIsT1UCr. WNSTRLJCI1ON LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(1) Civil Code). LENDER'S NAME LENDER'S ADDRESS APPLICANt CEW11F1CM1ON I certify that I have read the application and state that the above information 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 HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, CDSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA 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 a e t~wrkcommenced for a period of 180 days (Section 303(d) Uniform Building Code). APPUCANTS SIGNATURE7 DATE: Oo(6 07/19/95 16:43 Permit No SE950014 Page- 1 of .1 Bldg PlanCk#:;.CB950205 Job Address: 1911 PALOMAR OAKS WY Suite: I, Permit Type: SEWER - OFFICE/WAREHOUSE 2801 07/19/95 000101 02 Parcel No: 212-091-08-0b. C-PRMT 7983.00 Description: 22096 SF .COM. BLDG,1 STORY .. Status: ISSUED MEZZ. . Applied: 02/16/95 Apr/Issue: 07/19/95 Perrni-tee: BLATCHLEY,TOM 619-452-3188 Expired: 5355 MIRA SORRENTO PL •. . Prepared By: HE, SAN DIEGO,CA.92121 . *** Fees Required .. *.Fes.gllected & Credits Fees: 7,983.00 -( \ / Adjustments: . (oo ¼ Toal..Cr'dits: .00 . S. F 4.. I Total Fees: 7,983.00 TotalPyments: . .00 B.a-l-anceDue:\ 7,983.00 Fee description / Ext fee Data Enter Warehouse Squar6VFdota Total EDUs Sewer Fee 7983.00 Enter Sewer EDUS anU -,Benefit,.Area .42 0 ' SEWER TOTAL 7983.0,0 INCORPORATED 1952 . . . SEWER PERMIT CITY OF CARLSBAD • 2075 Las PalmasDr., Carlsbad, CA 92009 (619) 438-1161 CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB950205 FOR 12/08/95 DESCRIPTION: 22096 SF COM. BLDG,1 STORY MEZZ, SHELL BUILDING TYPE: COM JOB ADDRESS: 1911 PALOMAR OAKS WY APPLICANT: RENO CONSTRUCTION PHONE: CONTRACTOR: PHONE: OWNER: PHONE: INSPECTOR AREA TP PLANCK# CB950205 0CC GRP B-2 Come R. TYPE VN STE: / LOT: REMARKS: MW/BILL/4.31-9788 INSPECTOR SPECIAL INSTRUCT: AM PLEASE TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS SE950014 SWOW ISSUED AS950053 ASC ISSUED FS950014 FIXSYS ISSUED FAD95027 FADD. ISSUED FAD95031 FADD ISSUED CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural 29 PL Final Plumbing ***** ***** 39 EL Final Electrical 49 ME Final Mechanical INSPECTION HISTORY DATE DESCRIPTION ACT INSP 120695 Final Combo CO TP 112195 Final Combo CO TP 111795 Final Combo NS PK 111495 Ftg/Foundation/Piers AP TP 111395 Ftg/Foundation/Piers CO TP 110795 Frame/steel/Bolting/welding CO TP 110695 Frame/Steel/Bolting/welding P1 TP 110295 Frame/steel/Bolting/Welding AP TP 110295 Frame/Steel/Bolting/welding AP TP 110195 Rough Electric AP TP 110195 Const. Service/Agricultural AP TP 102495 Frame/Steel/Bolting/welding P1 TP 102395 Frame/Steel/Bolting/Welding P1 TP 102095 Frame/steel/Bolting/welding NS MP 101895 Frame/Steel/Bolting/welding CO TP 101795 Frame/Steel/Bolting/Welding CO TP 101695 Frame/Steel/Bolting/Welding NR TP 101295 Rough Electric AP TP 092795 Ftg/Foundation/Piers AP TP 092795 Roof/Reroof AP TP 092695 Ftg/Foundation/Piers CO TP 092695 Roof/Reroof CO TP COMMENTS DOOR @ COORD & SHORT HNDRAIL NOT COMPLETE, SIGNOFFS RES PER PK. PARK LOT LITES STANDS LENGTH OF REINF,CLN FTNS ROOF FRAME REV NEEDED NOT COMPLETE 1 HR CORRD @ STAIRS MEZ FLOOR SHEATING FLUSH CANS @ SOFFIT EXT SVC GEAR CONF ON 1 HR STR CORR CONF ON 1 HR STR ISSUE RESCHEDULED FOR 10/23/95 STR CORRD FRN U/G 'FOR PARK LOT LIGHTS SEE INSP NOTES SEE INSP NOTES POUR STRIP STEEL MISSING MISSED NAILING 01/23/96 INSPECTION HISTORY LISTING FOR PERNIT# CB950205 DATE INSPECTION TYPE INSP ACT COMMENTS 12/08/95 Final Combo RI RI MW/BILL/431-9788 12/08/95 Final Combo TP AP 12/06/95 Final Combo RI RI MW/BILL/431-9788 12/06/95 Final Combo TP CO DOOR @ COORD & SHORT HNDRAIL 11/21/95 Final Combo RI RI MW/BILL/431-9788 11/21/95 Final Combo TP CO NOT COMPLETE,SIGNOFFS 11/17/95 Final Combo RI RI MW/BILL/431-9788 11/17/95 Final Combo PK NS RES PER PK 11/14/95 Ftg/Foundation/Piers TP AP PARK LOT LITES STANDS 11/13/95 Ftg/Foundation/Piers RI RI BJN/BILL/431-9788 11/13/95 Ftg/Foundation/Piers TP CO LENGTH OF REINF,CLN FTNS 11/07/95 Frame/Steel/Bolting/Wel RI RI MW/BILL/431-0788 11/07/95 Frame/Steel/Bolting/Wel TP CO —ROOF FRAME REV NEEDED 11/06/95 Frame/Steel/Bolting/Wel RI RI RS/BILL/431-9788 11/06/95 Frame/Steel/Bolting/Wel TP P1 NOT COMPLETE 11/06/95 Interior Lath/Drywall RI RI RS/BILL/431-9788 11/02/95 Frame/Steel/Bolting/Wel RI RI MW/BILL/431-9788 11/02/95 Frame/Steel/Bolting/Wel TP AP 1 HR CORRD @ STAIRS 11/02/95 Frame/Steel/Bolting/Wel TP AP MEZ FLOOR SHEATING 11/01/95 Const. Service/Agricult TP AP SVC GEAR 11/01/95 Rough Electric RI RI MW/BILL/431-9788 11/01/95 Rough Electric TP AP FLUSH CANS @ SOFFIT EXT 10/24/95 Frame/Steel/Bolting/Wel RI RI BJN/BILL/431-9788 10/24/95 Frame/Steel/Bolting/Wel TP P1 CONF ON 1 HR STR CORR 10/23/95 Frame/Steel/Bolting/Wel RI RI RS/BILL/431-9788 10/23/95 Frame/Steel/Bolting/Wel TP P1 CONF ON 1 HR STR ISSUE 10/20/95 Frame/Steel/Bolting/Wel RI RI BJN/BILL/431-9788 10/20/95 Frame/Steel/Bolting/Wel MP NS RESCHEDULED FOR 10/23/95 10/18/95 Frame/Steel/Bolting/Wel RI RI BJN/BILL/431-9788 10/18/95 Frame/Steel/Bolting/Wel TP CO 10/17/95 Frame/Steel/Bolting/Wel TP CO STR CORRD FRM 10/16/95 Frame/Steel/Bolting/Wel RI RI MW/BILL/AN IF POSSIBLE 10/16/95 Frame/Steel/Bolting/Wel TP MR 10/12/95 Rough Electric RI RI MW/BILL/431-9788 10/12/95 Rough Electric, TP AP U/G FOR PARK LOT LIGHTS 09/27/95 Ftg/Foundation/Piers RI RI 09/27/95 Ftg/Foundation/Piers TP AP -SEE INSP NOTES 09/27/95 Roof/Reroof RI RI MW/STEVE/431-9788 09/27/95 Roof/Reroof TP APSEE INSP NOTES 09/26/95 Ftg/Foundation/Piers RI RI NW/STEVE/431-9788 09/26/95 Ftg/Foundation/Piers TP CO POUR STRIP STEEL MISSING 09/26/95 Roof/Reroof RI RI MW/STEVE/431-9788 09/26/95 Roof/Reroof TP CO MISSED NAILING 09/21/95 Ftg/Foundation/Piers RI RI MW/STEVE/431-9788 09/21/95 Ftg/Foundation/Piers TP CO STEEL MISSING @ POUR STRIP 09/11/95 Ftg/Foundation/Piers RI RI MW/STEVE/431-9788 09/11/95 Ftg/Foundation/Piers PK PA LOADING DOCK FTG 08/31/95 Ftg/Foundation/Piers RI. RI MW/STEVE/431-9788 08/31/95 Ftg/Foundation/Piers TP AP EXT G.B.& PREM FTN 08/30/95 Ftg/Foundation/Piers RI RI MW/STEVE/431-9788/AM IF POSS 08/30/95 Ftg/Foundation/Piers TP HR 08/25/95 Ftg/Foundation/Piers RI RI MW/STEVE/431-9788 08/25/95 Ftg/Foundation/Piers PK PA PANELS 2-1/W-2/N-3 HIT <RETURN> TO CONTINUE... CITY OF CARLSBAD INSPECTION REQUEST PEPNIT# CB950205 FOR 12/08/95 INSPECTOR AREA TP DESCRIPTION: 22096 SF COM. BLDG,1 STORY PLANCK# CB950205 MEZZ. SHELL BUILDING ; 0CC GRP B-2 TYPE: CON CONSTR. TYPE VN JOB ADDRESS: 1911 PALOMAR OAKS WY STE: LOT: ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS 092195 Ftg/Foundation/Piers CO TP STEEL MISSING @ POUR STRIP 091195 Ftg/Foundation/Piers PA PK LOADING DOCK FTG 08319.5 Ftg/Foundation/Piers AP TP EXT G.B.& PREM FTN 0.83095 Ftg/Foundation/Piers . NR TP 082595 Ftg/Foundation/Piers PA PK PANELS 2-1/W-2/N-3., 082,595 Shear Panels/HD'S PA PK S-2/W-4 081895 Shear Panels/HD's . AP TP PANELS S4&5,N1,2,4E1,W1&3 080895 Ftg/Foundation/Piers AP TP SLABS 080495 Ftg/Foundation/Piers AP TP LINE 1&5,G.B'S,INT.PAD FTNS LII7T#AI/flI) "4 NOTE: FOR ITEM NOT NOTED $E __¶t,c rLAJ CiU41 INaE A\ FIELD JO: I614 clANELI LANE, coN4co CA tEL (I) 14-4fl . FAX (I) 146-14 TE I PRIME 1u q STRUCTUML DA1j - ENGINE ERS I HQLQNN AR$ - U)L1 IN FLP ZE #& MAX. GRAPE A-)Ø . . . MN. 30 P) NON- WINK GROUT FULLY -- - AOUND CONNECTION. GROUT TO ExTFND MIN. 6,1% I-Ø CQvRAGE TOOUTSIPEALL AIOUNID CONNECTION. • /•- / NL 45 LJU..T IN FIELD WE '8 GRADE A-106 NJ -. INCF 4E SLOCKQUT -- SIZE AS REQUIRED 'l' 4>< •- - FIN. FLOOR TO/OR 5E m - CI8.1 OR CØ.3 CHANNEL NELt' PER ( #-4OLIXN eAR NECIIQI'1 COINEJNI.ERE I 5X • I, IA PRIME"' ' -I-' I STJ(UCTUflAL DA ____ L.. ENGYNEiR3 OLIDONN 5ARS - ....-- A5 15UILT IN FIELD -. .. INCREASE LOCKOUT SIZE 8 MAX.SIZE ,AS REQUIWEP GRADE 4-1 .. lI4)< / - FIN. FLOOR IL' PER > - - ..•; . -j . 6FAM 7? TQF OF GR4EIE E s" I 51 C',<IS 1' OR CIØ>I5 . JO • A 1 LJAtO PHL5 45 BUILT .... 0 IN FIELD SIZE N& MAx. fi #4 Pot JOJ $tIISIJK, GRADE 4-1Z . •0 I-JOLC'ONN IBAR CONNECTION NI-EE SINGLE 54R 1-1I54LLIGNE ex 61, 42 1 F'c 0 0 . ------------------------- ------------ S A STRUCTURAL I\TE..71 . ENCINrns FILLER 15LOCK EA. 51E* BOLTED TO C3LB PE 5X1 " 3.1 -,p ..-2 - "P )< t' LC SCREW 4) c5XII) I .-i.-.- ON GLB cPREDRILL HOLES 1 L I FO ø% OF 5PANK. Lia CtR. .._. _ 1 J il 1-. NOTCHED GL5 TO eF,4R FULL. Y ON NAILER fE ?O NOT OVERCUT // IJ AT NOTCH T. • jl - .-.. MR PINS ~INL THK .jhT91 ~0) 0) ®r), i 1fF - r -. r.'... T.'-FV!L -. ELAN 4 ELEY. FOR ITEM NOT V \ 4'. '" .: . ........ . - - A PRIM '°_____ ?/i5 ENGNEIIRS 1 'A35' CL EA. J$T, N J615 PR $X4 / . - 4>14 501. ID BI-K'(,-*- PER DETAIL CUT 10 REQD I-I I-IT N. XIT. PANEL -1 • . .... NOTE -.---' FOR VEIAIL5 NOT NOTED 5EL S><4 r . .n ......... ,:...,. .: . .. . -------------------------------------------- . -, -. - 'A~,' CLIP EA. JIT, E4, SIDE STCI, 3X NAILER IR • >1 PANEL k4R1I4 rt R ciF1A1L. T(J RVCPAL DATE /$4 ENCINEE',IS CHT L/% -r - 2)d4 JIT5 Q 9411 O.C. / EA. 61ME OF P4NEL Ni 'La' I-4CR TO FULIN OTHER ENE, CUT JOISTS 10 REWD I.4FJGI-1. .,N, TO 4xI4 t'rF. \\ -- 4X SOLIILKI Ni 2 RCN .N. Al DIAPHRAGM 4, A3I CtJP.EA. IIOE TO NAILER EA. CLOCK AND EA, SIDE TO JST, CUT LK TO REQ1c WEIGHT EXIST. PANEL FRAMING C'EIAIL 41 PANEL S-I '"1 .......' .' .' • ...... C54 ffFf 'ft ff Ji "4 -4A5 .SIDE u LINE T)°P. >. ? U,O.N. " __ ___ • .....___ ..___ • ___..... ..___ .-- \. ___ __ •_. ___ •___ . ___•___ PARTIAL REVISED ROOF FRAMING FLAN N.T.8. FOR ITEl1$ NOT NOTED BEE ROOF FRAM PLAN ON 6-4 '. •, .......... . •...... . .. . . • 0 ----- .....- _•__T - ---- - /STSUCTUJt.nATa1 r:GN1z(ns SH MTT!e. STRAP REM-ACING MNc HALL AC-O)5 NAtL NI 24-)c TO 4X 5UPURLN ANCHOR to NEH 344 R1-4E4P 4X $T1E' ' 4e oc ETh4EEN 2X '5 PER NOTE ON PLAN EXT. LEIX PER PLAN 4 * /4"4 f4P16ET E4E4C SELF PILLING 4NCO SFECIAL INPECTON REQ'P. MN, EMD. P.C. PANEL PER PLAN 4 ELV, REPLACEMENT OF MISSIN5 HALL ANCHOR6 AT . .. CONSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA • OXNARD • RENO • SEATTLE 2414 VINEYARD, Ste G 3540 OAXDALE RD Ste A2 490 E. PR NCE.AJ4D Ct #7 1645 PAC1)1C AVE #105 32 GLEI4 CARRAN CR. 309 S. CLOVDALE-D30 ESCONDIDO, CA 92029 MODESTO, CA 95355 CORONA, CA 91719 OXNARD, CA 93033 SPARKS. NV 89431 SEATrLE, WA 98108 (619) 746-4955 (209) 551-2271 (909)371-1890 (805) 486-6475 (702) 3314503 (206) 767-1820 FAX (619) 746-9806 FAX (209) 551-3593 FAX (909) 371-2168 FAX (805) 486-9016 FAX (702) 331-2667 FAX (206) 762-8751 ENGINEERING, INC. CERTIFICATE OF COMPLIANCE PROJECT NAME: LOT 18 PLAN FILE #: ---------------------------------------------------------------- PROJECT ADDRESS: BUILDING PERMIT #: 950-205 1911 PALOMAR OAKS WAY OTHER: ---------------------------------------------------------------- CTE PROJECT #:101389 ARCHITECT: ---------------------------------------------------------------- ENGINEER: - ---------------------------------------------------------------- CONTRACTOR: BILBRO & GIFFIN TYPE OF INSPECTION: WELDING AND CONCRETE WORK INSPECTION, JOB PROBLEMS, MATERIAL IDENTIFICATION PROGRESS, WORK REJECTED, REMARKS, ETC. ALL WELDING AND CONCRETE INSTALLATIONS MONITORED BY CONSTRUCTION TESTING AND ENGINEERING, INC. WERE PERFORMED IN CONFORMANCE WITH PROJECT PLANS AND SPECIFICATIONS. Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. DISTRIBUTION: 1) BILBRO & GIFFIN 1) SMITH CONSULTANTS 1) RENO CONSTRUCTION 1) THE BLACKMORE COMPANY 1) •-FILE/COPY/101389.CER 'Vaj //-/S-9,S Thomas A. Gaeto, RCE #040182 Date GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA • OXNARD • RENO • SEATTLE 2414 VINEYARD. Ste G 3540 OAXDALE RI) Ste A2 490 E PRINCELAND Ct #7 645 PACIfIC AVE. #105 32 GLEN CARRAN CR. 3095. CLOVER DALE. ESCONDIDO, CA 92029 MODESTO. CA 95355 CORONA, CA 91719 OXNARD, CA 93033 SPARKS, NV 89431 SEATTLE WA 98108 (619) 7464955 (209) 551-2271 1909) 371-1890 (805) 486-6475 (702) 331-0503 (206) 767-1820 FAX (619)746-9806 FAX (209) 551-3593 FAX (909) 371-2168 FAX (805) 486-9016 FAX (702) 331-2667 FAX (206) 762-8751 ENGINEERING, INC. REPORT OF COMPRESSION TESTS PROJECT: BLACKMORE AIRPORT CENTRE PROJECT NO.: 101389 PROJECT ADDRESS: 1911 PALOMAR OAKS WAY, CARLSBAD TO BE BILLED: RENO CONSTRUCTION CONTRACTOR: RENO CONSTRUCTION ARCHITECT/ENGINEER: BUILDING PERMIT NO.: 950205 , PLAN FILE NO.: SAMPLE DATA REPORT OF:X CONCRETE _MORTAR GROUT _OTHER SUPPLIER: PREMIX PLACEMENT DATE: 9-1-95 MIX DESCRIPTION: 4000 PSI F' PUMP TICKET NUMBER: 80927 MD( NUMBER: 506870 TIME IN MIXER: 39 MIN. SLUMP: 3.75" ADMIXTURE: -- TYPE CEMENT: U AIR CONTENT: - CONC. TEMP.: 82° DESIGN STRENGTH: 3000 LOCATION OF PLACEMENT:. GRADE BEAM LINE 2 FROM F TO C. SPECIAL TEST INSTRUCTION OR REMARKS: I 0 7, 2 @ 28. REQUIRED STRENGTH (F'C)3000 PSI AT 28 DAYS SAMPLES MADE BY: CTE DATE REC'D IN LAB: LABORATORY DATA AGE Lab Control Number Date Tested Dimensions Inches Test Area SQ Inches Max Load Pounds Compressive Strength PSI 5 A 9-8 6 X 12 28.27 102,500 - 3630 B 9-29 6 X 12 28.27 133.000 4710 C 9-29 6 X 12 28.27 134,000 4740 REVD BY: DA ( All sampling and testing conducted th cor dance with ASTM Standard Designations C31-91, C39-86. C138-92, C143-90, C172-90, C173-93, C470-93a. C511-92, C617-87, C10772, C1231. E4-93, E171-87 CONFORMS: ZYES - NO DISTRIBUTION: 1) RENO CONSTRUCTION 1)THE BLACKMORE AIRPORT CENTRE C/O BILBRO & GIFFIN 1) SMITH CONSULTANTS 1) JOB FILE 95-28 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA • OXNARD • RENO • SEATTLE 2414 VINEYARD Ste G 3540 OAKDALE RD Ste A2 490 E PRINCELAND CT t7 1645PACERCAVE#105 32 GLEN CARRAN CR. 309 S. CLOVDALE.D ESCONDIDO, CA 92029 MODESTO, CA 95355 CORONA, CA 91719 OXNARD, CA 93033 SPARKS. NV 89431 SEATTLE, WA 98108 (619) 7464955 (209) 551-2271 (909) 371-1890 (805) 486-6475 (702) 331-0503 (206) 7674820 FAX (619) 746-9806 FAX (209) 551-3593 FAX (909) 371-2168 FAX (805) 486-9016 FAX (702) 331-2667 FAX (206) 762.5751 ENGINEERING, INC. REPORT OF COMPRESSION TESTS PROJECT: BLACKMORE AIRPORT CENTRE PROJECT NO.: 101389 PROJECT ADDRESS: 1911 PALOMAR OAKS WAY, CARLSBAD TO BE BILLED: RENO CONSTRUCTION CONTRACTOR: RENO CONSTRUCTION ARCHITECT/ENGINEER: BUILDING PERMIT NO.: 950205 PLAN FILE NO.: SAMPLE DATA REPORT OF:X CONCRETE MORTAR _GROUT OTHER SUPPLIER: PREMIX PLACEMENT DATE: 8-28-95 MIX DESCRIPTION: 1" ROCK PUMP TICKET NUMBER: 79624 MIX NUMBER: 509417 TIME IN MIXER: -- SLUMP: -- ADMIXTURE: -- TYPE CEMENT: II AIR CONTENT: -- CONC. TEMP.: -- DESIGN STRENGTH: 3000 LOCATION OF PLACEMENT:TILT UP PANEL #W-2. SPECIAL TEST INSTRUCTION OR REMARKS: 2 0 28, 1 HOLD. REQUIRED STRENGTH (F'C)3000 PSI AT 28 DAYS SAMPLES MADE BY: CTE DATE REC'D IN LAB: LABORATORY DATA AGE Lab Control Number Date Tested Dimensions Inches Test Area SQ Inches Max Load Pounds - Compressive Strength PSI 4A 9-25 6X 12 28.27 118,500 4190 B 9-25 6 X 12 28.27 122,000 4320 HOLD C DEFORMED REVIEWED BY: 4A o0b DATE: ) 7 ' _S All sampling and testing conducted in accordance with ASTM Standard Designations C31-91. C39-86, C138-92. C143-90, C172-90. C173-93, C231-91b. C470-93a, C511-92, C617-87, C1077-92, C1231, E4-93, E171-87 CONFORMS: V4ES - NO DISTRIBUTION: 1) RENO CONSTRUCTION 1)THE BLACKMORE AIRPORT CENTRE C/O BILBRO & GIFFIN 1) SMITH CONSULTANTS 1) JOB FILE 95-27 * GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC CONSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA • OXNARD • RENO • SEATTLE 2414 VINEYARD Ste G 3540 OAKDALE RD Ste A2 490 a PRINCaAND Ct #7 1645PACTICAVE#105 32 GLEN CARRAN CR. 309 S. CLOVERDALE-030 ESCONDIDO, CA 92029 MODESTO. CA 95355 CORONA, CA 91719 OXNARD, CA 93033 SPARKS, NV 89431 SEATtLE, WA 98108 (619) 746-4955 (209) 551-2271 (909) 371-1890 (805) 486-6475 (702) 331-0503 (206) 767-1820 FAX (619) 746-9806 FAX (209) 551-3593 FAX (909) 371-2168 FAX () 486-9016 FAX (702) 331-2667 FAX (206) 762-8751 REPORT OF COMPRESSION TESTS PROJECT: BLACKMORE AIRPORT CENTRE PROJECT NO.: 101389 PROJECT ADDRESS: 1911 PALOMAR OAKS WAY, CARLSBAD TO BE BILLED: RENO CONSTRUCTION CONTRACTOR: RENO CONSTRUCTION ARCHITECT/ENGINEER: BUILDING PERMIT NO.: 950205 PLAN FILE NO.: SAMPLE DATA SUPPLIER: MIX DESCRIPTION MIX NUMBER: SLUMP: REPORT OF:X CONCRETE MORTAR _GROUT _OTHER PREMIX PLACEMENT DATE: 8-22-95 1" ROCK PUMP TICKET NUMBER: 78240 509417 TIME IN MIXER: -- ADMIXTURE: -- TYPE CEMENT: II AIR CONTENT: CONC. TEMP.: -- DESIGN STRENGTH: 3000 LOCATION OF PLACEMENT:TILT UP PANEL #W-6, SPECIAL TEST INSTRUCTION OR REMARKS: 1 a 7, 2 0 28, 1 HOLD. REQUIRED STRENGTH (F'C)3000 PSI AT 28 DAYS SAMPLES MADE BY: CTE - DATE REC'D IN LAB: LABORATORY DATA AGE - Lab Control - Number Date Tested ' - Dimensions Inches Test Area SQ Inches Max Load Pounds Compressive Strength PSI 3 A 8-29 6 X 12 28.27 93,000 3290 B 9-19 6 X 12 28.27 128,000 4530 C 9-19 6 X 12 28.27 126,000 4460 HOLD D REVIEWED BY:..L—i Z'J'LJ) : DATE: ,) All sampling and testing conducted in accordance with ASTM Standard Designations C31-91, C39-86. C138-92 C143-90, C172-90, C173-93, C231-91b. C470-93a, C511-92, C617-87, C1077-92, C1231, E4-93, E171-87 CONFORMS: X YES - NO DISTRIBUTION: 1) RENO CONSTRUCTION 1)THE BLACKMORE AIRPORT CENTRE C/O BILBRO & GIFFIN 1) SMITH CONSULTANTS 1) JOB FILE 95-27 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC. CONSTRUCTIONTESTING& ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA • OXNARD • RENO • SEATTLE 2414 VINEYARD Ste 0 3540 OAKDALE RD Ste A2 490 E PRINCELANI) Ci #7 1645 PACIFIC AVE #105 32 GLEN CARRAN CR 309 S. CLOVERDALE-D30 ESCONDIDO, CA 92029 MODESTO, CA 95355 CORONA. CA 9179 OXNARD, CA 93033 SPARKS. NV 89431 SEATtLE, WA 98108 (619) 746-4955 (209) 551-2271 909)371-1890 (805) 486-6475 (702) 331-0503 (206) 767-1820 FAX 6(9) 746-9806 FAX (209) 551-3593 FAX (909) 371-2168 FAX (805) 486-9016 FAx (702) 331-2667 FAX (206) 762-8751 REPORT OF COMPRESSION TESTS - PROJECT: PALOMAR OAKS WAY (1911) LOT 18 PROJECT NO.: 101389 PROJECT ADDRESS: - CARLSBAD, CA TO BE BILLED: BILBRO & G1FFN CONTRACTOR: RENO CONSTRUCTION ARCHITECT/ENGINEER: SMITH CONSULTANTS BUILDING PERMIT NO.: PLAN FILE NO.: SAMPLE DATA REPORT OF:X CONCRETE _MORTAR GROUT OTHER SUPPLIER: PREMIXED PLACEMENT DATE: 8-7-95 MIX DESCRIPTION: -- TICKET NUMBER: 74700 MIX NUMBER: 50-6870 TIME IN MIXER: 1 HR. 25 MIN. SLUMP: 3" ADMIXTURE: POZZ TYPE CEMENT: II AIR CONTENT: -- CONC. TEMP.: -- DESIGN STRENGTH: 4000 LOCATION OF PLACEMENT:. GRADE BEAMS ALONG C-4 TO 5. SPECIAL TEST INSTRUCTION OR REMARKS: 2 0 7. 2 0 28, 1 HOLD. REQUIRED STRENGTH (F'C)3000 PSI AT 28 DAYS SAMPLES MADE BY: CTE DATE REC'D IN LAB: LABORATORY DATA AGE Lab Control Number Date Tested Dimensions Inches Test Area SQ Inches Max Load Pounds Compressive Strength PSI I A 8-14 6 X 12 28.27 97,000 3430 B 814 6 X 12 28.27 94,000 3330 C 9-4 6 X 12 28.27 130,000 4600 D 9-4 6 X 12 28.27 129,500 4580 HOLD E (l () . __________ I J - REVIEWED BY: (J K41AI1Th DATE: T173-3, 12 All sampling and testing conducted in accordance with ASTM Standard Designations C31-91, C39-86, C138-92, C143-90, C172-90, C 231-91b, C470-93a, C511-92, C617-87, C1071-92, C1231, E4-93, E171-87 CONFORMS: YES - NO DISTRIBUTION: 1) BILBRO & GIFFIN 1) SMITH CONSULTANTS 1)JOB FILE DK 95-25 1) BLACKMORE AIRPORT CENTER C/O BLACKMORE COMPANY 1) RENO CONSTRUCTION GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION .fr I •i .. CONSTRUCTION TESTING & ENGINEERING,IN . H S ESCONDIDO CORONA ' MODESTO • OXNARD ' ENGINEERING, INC. INSPECTION LYINSPECTION PAGE OF -/ CT JOB # I0-079ó i REPORT# PROJECT NAME: ia 1 ADDRESS: /, gzgg 4-/o 0z ME / i •:NC ARCHITECT gmmw 't ______________ .30 ENGINEER________________ /2 (4)FIEI3D WEW REBARGRAD& CONTRACTOR A ,1 o I I (SHOP WELDINbSTRWMEEL&J INSPECTION DATE / 8/ S ARRIVE DEPARTED m 1_. i MW WgUl 'W0501 MV 0 IN PLAN FILE: - NEW BLDG PERMIT: 150,zas OTHER:_— MaterialSampling (CONCRETE . ( ) MORTAR • ( ) GROUT ( ) FIREPROOFING' ( ) MASONRY BLOCK ( ) REBAR (')STRUCTURAL STEEL. ( ) BOLTS , I IIc. • & L/'/ 1J)3/J)3p, _ io_ c_Jc.i/A3J.9 V4i,qv,. c j /,iize' s'6 j . - 0 , Certification' äf Compliance: All work, unless otherwise noted complies with the approved plans and specifications, and the, uniforni.b'üildinqdóde. 7';.' ' q ., ' ., 'O • , , S NAME: (PRINT) D fl14 SIGNATURE: CERTIFICATION NO.: 593O.5_ GEOTECHNICAL&CONSTRUCTIONENGINEERING TESTING&INSPECTION 0 - , 2414 VINEYAkD AVENUE SUITE G ESCóNDIbO, CA 92029 (619) 746-4955 FAX (619) 746-9806 '• 0 CoNSTRUCTION TEST1NG & IINGINEERING, INC.' 4j J\ ESCONDIDO • CORONA •.MODESTO'OXNARD ENGINEERING. INC. INSPECTION REPORT PAGE 1 OF _L . CTE JOB t REPORT# - PROJECT NAME: IN t I ti , , ,,IDDENTMf ADDRESS /9/i r ci 4/pm L/I9 ItS 0 SIC AR Z-1 A c -. t - z I ARCHITECT gn L7L,* 7d# C ENGINEER 1 CONTRACTOR A ')O_L oAd. It üc 74o/)105 INSPECTION DATE Q/Z2/Q$REP ING ARRIVED __ DEPARTED /O to ..PLAN FILE: BLDG PERMIT: '190 2-os Material Sampling (1 CONCRETE MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS • • clro___jkdx . Now- 1 w Ron _4k9IcI,Jkr'g1-- WRAMN09 0:0,04, _ ., • • ••• • • • • • 1 • e ••• • • • • : •. • •' • • • certificatiorof Corppliánde; noted; complies with the approved plans and specifications and the uniform building cde L NAME: (PRINT) D_i1,Iii1 _ SIGNATURE: CERTIFICATION NO.: s • • • • • • • GEOTECHNICAL &CONSTRUCTION ENGINEERING TESTING&INSPECTION • • • 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 74-9806 • .1_-.-.' CO'NSTRUCTIONTESTING & ENGINEERING, INC. GINEERING, INC. INSPECTION REPORT ;;;;;= 2 == = = = = =====;;;=;;;;; = = === = = = = = PRP.TEC ADDRESS: BUILDING PERMIT #: jaiI - D- P-*X Lu R ________ CTE PROJECT #: - SAMPLES #: C) Al, ARCHITECT: }Y a DESIGN STRENGT ENGINEER: MATERIAL SOURCE: O ------------- -------------------------7rk) INSPECTION DATE: REQUIRED STRENGTH: 1 ---- == ============ ======= ===== 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 & INSPECTION 13i3 vTNYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 . : j-_•. CONSTRUCT'10~NTES G & ENGINEERING, INC. 4' ESCONDIDO• CORONA *MODESTO ° OXNARD ETGEERThG, INC.. INSPECTION REPORT PAGE OF CTE JOB # __ c Za~_ REPORT#. PROJECTNAME: - - - INSPECJON MAT1R1AF ADDRESS:own- g tu7 VZ ARCHIT CF____________ 12 ENGINEER f41-m- _____ P•1 L EBR CONTRACTOR L-J- J aU INSPECTION DATE___L7h __ HIM, W ______ ARRIVED DEPARTED ) - PLAN FILE -. ON BLbG PERMIT:—S __O 29 MaterialSampling - - - - ( ) CONCRETE - ( ) MORTAR ( ) GROUT ()FIREPROOFING ( ) MASONRY BLOCK ( )REBAR - ( ) STRUCTURAL STEEL ( ) BOLTS - - - - - - -- 'V NSIERFORMEDJOB PRoBl!:EM MATERIAL1OENTIFICTION, ROGIESSWORK REJECTED REMARKS S fjc ( ( q,I,-;/>;/- /9z2 &• c-A iz- ir i : ;i/- -. A / hS •-• -i62-7 3' ? f-3 tQiL Certification of Compliance All work unless otherwise noted complies with the approved plans and specifications and the t ünifóUildjöe--4"E NAME (PRINT) Iu SIGNATURE - CERTIFICATION NO.: - - ' - - GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION . - - - 2414 VINEYARD AVENUE SUITE G ESCONDIDO. CA 92029 (619) 746-4955 FAX (619) 746-906 - - -. - 1c (4--),Y) - tT I CONSTRUCTIN TESTING & ENGINEERING, INC. ESCONDIDO • CORONA • MODESTO • OXNA ENGINEERING, INC. 1DLC"F1tThI%J REPORT, LYA -' 'a PAGE OF CTE JOB # + 0 . REPORT # 1' 3 PROJECT NAME: L ADDRESS: 9I1 I 0. fl)4.it H ARCHITECT: _52e-f,; i ± / ENGINEER: m L ç fu I ,-I H CONTRACTOR: E . 0 INSPECTION DATE: cc ARRIVED: __CI'- DEPARTED:__________ PLAN FILE: - BLDG PERMIT: _15o -o = OTHER:________________________________ Material Sampling ( ) CONCRETE (')MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) STRUCTURAL STEEL ( ) BOLTS 'I 0, Certification of Compliance All work unless otherwise noted complies with the approved plans and specifications and the uniform building code ..I I NAME: (PRINT) L(/( I V-L, SIGNATURE: CERT1F1CAT10N&Q.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION , - 2414 VINEYARD AVENUE SUITE 0 ESCONDIDO. CA 92O29 (619) 746-4955 FAX (619) 746.9806 REBAR CONSTRUCTION TESTING & ENGINEERING, INC. iC J ESCONDIDO. CORONA. MODESTO. O)UARD ENGINEERING, INC. INSPECTION REPORT PAGE OF - . CTE JOB # REPORT# 42 - PROJECT NAME: LACKmO 4IUbi C-Tv, ADDRESS:11(1 - o41<c' W,4/' :t ARCHITECT: f7irH corw& A&H. ENGINEER: PR!M. vrC1141,,- CONTRACTOR: .6002 C-OfYDT7A/b INSPECTION DATE: ARRIVED: /00 DEPARTED:1bIOO PLAN FILE: BLDG PERMIT: c75 OTHER: . . MatriaI Samplinl ,( ) CONCRETE ( ) MORTAR ( )'GROUT ( ) FIREPROOFING ( ) STRUCTURAL STEEL () BOLTS ( ) MASONRY BLOCK ( ) REBAR 4 OyEO, /Np,-rg2 Wpj,iJ, 'F T1FFEN Pi-A AIV61,0 AKAC675 TO OF E/i71 i4L4Wb t-1,11E 6 MV/fl C TO E '-F/Ldi- WELD Om-P-t' 1V O,j- i''/±Si WE-L_61,01(o Of 4IV(L.E ,1-/P A-i- flfEZZ tez4. /f'vi5 74L-Oiv(,, 1,1 Al AWfri- fl7 E, .AWi f1'O'c7 11-W WLL7, C0fr7P1 i/ir// 05 TAU-. - b941/77, dv. WQ,0i /2/ & 07y, M67-7— 5E A'kn Cj / 12 7V 5+1V 67L, ,T- Lf,t/, WL-D4 C7m rt/ PThie. ...... . . .- I I 4 Certificatiôh-ôfCóiiipIiánce:AlI rk,unss otherwise-noted, complies with the-approved plans and specifications and the unifdrm büiiñgódé.- . T- .- - . • . -NAME: (PRINT) • • • • . - - SIGNATURE: -. . CERTIFICATION NO.: '5)-'T3 GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING &.INSPECTION . - 2414 VINEYARD AVENUE SUITE 0 ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CONSTRUCTION TESTING & ENGINEERING, INC o.. ESCONDIDO • CORONA. MODESTO.OXNARD ENGThR(G, Th4C. : INSPECTION REPORT ' PAGE OF L CTE JOB # /0 - I 'W REPORT# PROJECT NAME: ak91CMpa .A i PEC RRr i - - ADDRESS: (Cf II Pw,1A )AKL41A1 'rig m so _V 0111 ARCHITECT: I _rH 60 om 1- 01 CONTRACTOR: jQEIUC eA IT 010 N INSPECTION DATE: (OLI1NG IN ARRIVED 7`00 DEPARTED__1/ .067 PLAN FILE 0AEX-VMW- Rot". ____________ -- BLDG PERMIT: _q5e.2 c2 (OTHER4% OTHER: Material Sampling • t ( ) CONCRETE. ( )MORTAR. ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK (.)REBAR (•) STRUCTURAL STEEL ( ) BOLTS - PLJi-L- 7'rL9 R&BM #tQiV' 1iV 6 C1fAi' HVD,QAUti Ykk 'L -'-' _"" _EQu(RErflEMr_o _,'/ - - OBjevE, iwP-r Ale o /-Mp OX, f4i\JEj-, 4-I, W-/1 b'-).,. 1v-31 i • - - I JFLD4, '()1P14'* k// 7t/ :74(i Certification of CómpIiance Al dk,Uñlès OtherwFse?ibted; complies with the approved plans, and specifications de. and the uiforbUildiro ., - - - NAME: (PRINT) L -. SIGNATURE: -' -- CERTIFICATION NO.: 3 -- - - GEOTECHNICAL &CONSTRUCTION ENGINEERING TESTING & INSPECTION - - . 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CONSTRUCTION TEST'ING & ENGINEERING, INC.., ESCONDIDO • CORONA • MODESTO • OXNARD ENGINEERING, INC. INSPECTION REPORT PAGE OF CTE JOB # REPORT# PROJECT NAME: NAME: k2IeT ci-:, ADDRESS:/9'!, PAWnW OM' /ñ/" ARCHITECT: 9/)j ITIf &)N4Lfl.riNE ENGINEER: fR?FIIE TRU(TVRA CONTRACTOR: 1EiV7 CON a,(,77AJ(j, INSPECTION DATE: 9'— i59t ARRIVED: DEPARTED: PLAN FILE: BLDG PERMIT: 5O]LQ OTHER: Material Samnlin ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ) STRUCTURAL STEEL ( ) BOLTS 4TlikNJfJr- 4V&2 c,gpui-,nj&, of () A-70k fAiS t'LS AL-00b '—/A16 1., Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. . NAME: (PRINT) 74L 4c:.A SIGNATURE: ai CERTIFICATION NO.: 5)133q GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 PROJECT NAME: iiWCtI'öNT ADDRESS MSONR ARCHITECT . ENGINEER r) CONTRACTOR +4 ()SHOPWEIE ' INSPECTION DATE C7 I ARRIVED: DEPARTED: -1..• PLAN FILE BLDG PERMIT__C/L50 ;. o5 OTHER:______________________________ S . • Material Sampling CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING I , ) STRUCTURAL STEEL ( ) BOLTS ' r- 4NSP PERFORMEDJOBPROBLEMMATERIAL-lDENTIFICATION FROG .5 ()MASONRY BLOCK • ONSTRUCTION IESTING & J2JNGINEERI]NG, INC.. ESCONDIDO • CORONA • MODESTO' OXNARD ENGINEERING, INC.. INSPECTION REPORT FAG CTEJOB#/0 ,j •,_, ,. ï /_' 4_ REPORT # - - .•• . [ cc Ottiërwisê.noted, cdrnpIies with the approved plans and specificaons and the uniformbuilding code - NAME (PRINT Ck(Ls SIGNATURE:______________ CERTIFICATION NO.: '/ ' 32 7 • . GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3540 OAKDALE ROAD MODESTO, CA 95357 (209) 551-2271 FAX (209) 551-3593- _ ENGINR1NG, ThC. PROJECT NAME: ADDRES:/q((P ARCHITECT: L,74 jjj//w1 ENGINEER: o-Ap (J,c4'/ CONTRACTOR:. F,CJ (ftuc L -1 NSPECTION DATE: (J / ARRIVED: O DEPARTED: PLAN FILE: BLDG PERMIT:S-i - th'HER:____________________________ Material Sampling . (j CONCRETE ( ) MORTAR ( ) GROUT• ( ) FIREPROOFING ( ) STRUCTURAL STEEL ( ) BOLTS lNSPPERFORMEDJOBPROBLEM-MATERIAt lDENTlFlCATlONPROGI )- - \3- b ' (-) MASONRY BLOCK ( ) REBAR CONSTRUCTIONTESTING.&E NGINEERINGg-INC. ESCONDIDO • CORONA • MODESTO • OXNARD / 0) INSPECTION REPORT - PACIEI OF I CTE JOB # REPORT# 11-7 //FA /fi,-74JJ ( E AJ/L',W - NS,ic (12 .4I IIW,6 EZ(cj'S &7L S/4, ra 4 LJs 1, Jd &_ vtsdô , OJOIM4 oiet. -Xd'J - - I Certification of Compliance All Work,-.unless otherwise lies wit noted m h cop the approved plans and specifications and the [ uniform building code NAME (PRINT) fl SIGNATURE CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION -2414 VINEYARD AVENUE SUITE GESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 1• CONSTRUCTION TESTING & ENGINEERING, INC. r . ESCONDIDO . CORONA• MODESTO • OXNARD ENGINEERING, INC. IN I' rriiij D i' n ni' - .A1_VL PAGE OF CTE JOB #/O—/3. 'REPORT #7 £ PROJECT NAME: 13&Amc f1o7 Nam c7 - " V ADDRESS__ PO4I 94A L464 ) €ONCRETECONC MIX#/PSI__.. ML64 Mr 11 IRS ARCHITECT:3iliirH Mc4. . V ENGIN 010. EER: Tfl)t1VRAL V. tiziffloKTAK CONTRACTOR I EM7 COA/ThAc' IV & WE INSPECTION DATE: / fil"'.Tel 1141 BO ARRIVED:,7' 7 DEPARTED 37 RY mum PLAN FILE: .AN V () EXP AN€HORELECrRODE _ BLDG PERMIT_______________ -OTHER: _____V _V MIN M AW .' • V Material Sampling V - V • - ( ) MORTAR ( ) GROUT, ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR I '..V(TRUCTURAL STEEL• ( )BOLTS - 77oO V •V , - t • - p INSFPERFORMEO q-- "00 DE PROGRESS'WOFK REJEC1EDEMA!KS V__ V Itf N/7DIf Af7 01/2t4 /28r70it/ or 4000 co4Jft-.. VS r Vt4 4fi1' OC7D C . - V • V Tb V ow, t-IpJ c V '.5 V 1ZJO4J b 4L ZERO LIZ V V V • V ftV 7 . V / r_ FORr67 7/t/6 PLEP ,_V . V iDR fW' I • • V V * 4 V V V V V V V • V Certificatiônof Compliance: Al!.work, unless otherwisenôted, complies with the approved plans and specifications and the - . uniform buildi:code.S V • • VV V - - V.. NAME: (PRINT) ,4t. SIGNATURE CERTIFICATION NO.:,g179. V V - - V • V V V C T. : • GEOTECHN1AL & CONSTRUCTION ENGINEERING TESTING & INSPECTION V • - V V 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 74-9806 V CONSTRU'CTIONTESTING & ENGINEERING, INC. ENGINEERING, INC. ESCONDIDO. CORONA. MODESTO • OXNARD INSPECTION REPORT A ri CTE.JOB#/O-CK) ("i & REPORT# PROJEcT-NAME ADDRESS: 191/ fGQ ARCHITECT: 5 - ENGINEER:. I pq CONTRACTOR: INSPECTION DATE: f ARRIVED:J2/8b__DEPARTED: PLAN FILE BLDG PERMIT:____________ OTHER: :. Material Sampling (.)CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING STRUCTURAL STEEL ( ) BOLTS _ - - -t - .4 .4. . Certificatidn of ComianäéAIIwork,'ünIéss othé*ise hbtèd, áornplies with the approved plans and specifications and the . uniform buiIdiñ -:- NAME: (PRINT) . CERTIFICATION NO.: j -• - GEOTECHNICAL .& CONSTRUCTION ENGINEERING TESTING & INSPECTION - 241 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-906 MASONRY BLOCK ( ) REBAR j CONSTRUCTION TESTING & ENGINEERING, INC. 4'i, j IV ESCONDIDO • CORONA... MODESTO • OXNARD GRThG . . INSPECTION REPORT : PAGE / OF I i CTE JOB # REPORT# PROJECTNAME:________________________ 'WPM .5 - -. - -'5 ADDRESS: 19/1 M1' ,z/ a- k2m.12IN AV -..ARCHITECT:,_fthJ ' fl MORT () P 0' *AR ENGINEER_nIi7't 33 R. _.- ) FIELDWELD- 50 0112, REAR OR CONTRACTOR INSPECTION DATE____________ - (ILE DRI Mir DEPARTED ML PLAN FILE: ZD ILI BLDG PERMIT: Rrl Material Sampling (- ) CONCRETE (.)MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( )REBAR , (')STRUCTURAL STEEL ( ) BOLTS . . INSP WORKREJECTED s.REMARKS)k 3c3 ic 417 - tt,/( - - .- -: IrLJI 7 7i ,J2'5J - .' /7 .- 2i'Z7 1~6 iit' 'i •' 5- 5 , 47 I Certification df,Co liancè.Aii.wokUñless-:öthérwise noted, compiles with theaproved -pians and 'specifications and the 'S ', 5•5 4,'' " , " ' . ' ' " ,. uniform building code L s . NAME: (PRINT) ' '5 ..CERTIFICATION NO.: - ' - GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION . - ' , 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 7464955 FAX (619) 7469806 • , S ( )REBAR - , CONSTRUCTION TESTING & ENGINEERING,I N. N€ - ESCONDIDO • CORONA. MODESTO . OXNARD ENGBEERG, INC. INSPECTION REPORT PAGE / OF -' - • CTEJOB-# /2 REPORT# t.. PROJECT NAME: / /9 ADDRESS: IF'/ / cK ,ZcY 04 (4) €RFTEN Pe -O-N( M1X#)PS Al - ARCHITECT: 5,I,TA c Rvagg VIN ENGINEER RIN MW CONTRACTOR: -,1' c'V5J I I -40 INSPECTION DATE: 1el Z 9.4 ARRIVED ? DEPARTED " , PLAN FILE - Vial W6 BLDG PERMIT: Material Sampling • - - ( ) CONCRETE •( ) MORTAR ( ) GROUT ()FIREPROOFING- ( ) MASONRY BLOCK - ( ) STRUCTURAL STEEL ( ) BOLTS - - rINS PERFORMED1JOB REMA -, - J4?2IC9 /' ••z,-;;;L) - - / - - - - - , - - - - - - - - - ~ Cq§rtifibatiowof C6dip*liAnqe: All oknless oth&wisa noted, complies with the approved pins ari# specifications and the uniform building code - IZZNAME: (PRINT) SIGNATURE: - - - N CERTIFICATION N57_- -. - - - GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING-&INSPECTION • 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (6. 9) 746-9806 - PLAN FILE: BLDG PERMIT: - OTHER: ARCHITECT: ENGINEER: CONTRACTOR: INSPECTION DATE: lo ARRIVED: /'e' C DEPARTED:2 -'Jo PROJECT NAME: ,/e'T 15 ADDRESS:/ rl/ 13/w, 94'J/ ,'f) ~,4,~®r PA ENGINEERING, INC. CONSTRUCTION TESTING &ENGINEERING, INC ESCONDIDO • CORONA • MODESTO • OXNARD INSPECTION REPORT PAGE / OF / CTE JOB # REPORT # Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS £.(d'1;• / ;;;;;- I- , 11ig , Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. , .-, NAME: (PRINT) - SIGNATURE: CERTIFICATION GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE 0 ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9306 GERAD C. GRIFFITH REGISTERED SPECIAL. INSPECTOR 7962 ECOCHEE AVENUE SAN DIEGO, CA 92117 Phó (619)274-8579 / FAX (619)274-8580 SPECIAL INSPECTOR'S REPORT Covering work performed which requires approval by the special inspector of: SHOP WELDING INSPECTION PROJECT: Lot 18 FlLE:R5115 ADDRESS: 1911 Palomar Oaks Way REPORT DATE: 9/15/95 PERMIT NUMBER: 95-0205 Material Type, Grade, Source: A706 & A36 Steel & E70T-7 Electrode. INSPECTION DATE REPORT 9/14/95 Performed Shop Welding Inspection @ Corkys Welding, .3463-B Harris Street, Lemon Grove Individual components inspected for compliance with shop and approved drawings include: - Floor beams with the follOwing designations: 6A, 6C, 7A, 7B, 7C, 8A, 8B, 9A, IOA and lOB - Fillets at stiffeners. * *Work inspected conforms with approved plans and specifications * * * Inspection Performed by:GejaØ C. Griffith / '- / '',-f 7 279 Signature of ISpecial lØctoI Certification # cc:Corkys Welding City of Carlsbad Reno Construction File GERAD C. GRIFFITH REGISTERED SPECIAL INSPECTOR 3962 ECOCHEE AVENUE SAN DIEGO, CA 92117 Phor (619)2148519 / FAX (619)214-8580 SPECIAL INSPECTOR'S REPORT Covering work performed which requires approval by the special inspector of: SHOP WELDING INSPECTION PROJECT: Lot 18 - FlLE:R5108 ADDRESS1911 PamarOaks - REPORT -DATE:-9/8/95----- PERMIT NUMBER: 95-0205 Material Type, Grade, Source: A706, A500 & A36 Steel: E70T-7 Electrode. INSPECTION DATE REPORT 09/05/95 Performed Shop Welding Inspection @ Corkys Welding, 3463-B Harris Street, Lemon Grove Individual components inspected for compliance with shop and approved drawingsinclude: - Fabrication of tube steel columns with the following shop designations; One each of columns marked 4A, 413, 40, 4E, 4F, 5A, 5B, 5C, 5D, 5E and 5F. Two each of columns marked 4C and 4G. 09/06/95 Performed Shop Welding Inspection @ Corkys Welding, 3463-B Harris Street, Lemon Grove IndividUal components inspected for compliance with shop and approved drawings include: - Fabrication of roof beams designated 12A, 12B, 12C, 11 A, 11B and 11 C. * *. *Workinspected conforms with approved plans and specifications * * * Inspection pejfprmed by:Gerad C. Griffith 279 Signature of Certification # cc:Corkys Welding City of Carlsbad Reno Construction File Jul 19,95 359N0.00101 — TEL: Post4t' Fax Note 7672 i'o opaes / lodayR Date Time To From CompAny company V Loation 0 Location Dopl. aigo Fax I Te?ephoe * Fax Teephote Cmmer,. Origiial r1Call tor pickup 0 L)potiOfl: 34TT442 — V 1- CT 'cx1 C OF CM. IME STRUCTURAL ENCINEES A • W( NO - • 2o 14 CeIANELLI LANE, E5CONOIO, CA S2025 •....................- TEL (I) 14-4H FAX (oI)14-14 0 • ____ ____ __.._._.•_ . _._.:Lt-J_ 0 .- 0 INSPECTED BY k. INSPECTED BY: DATE INSPECTED: (LJI0 (cs APPROVED DATE INSPECTED: APPROVED DISAPPROVED DISAPPROVED INSPECTED BY: DATE • INSPECTED: APPROVED DISAPPROVED FINAL BUILDING INSPECTION DEPT:BUILDING ENGINEERING 1I PLAN NING U/M - :PLANCHEcK# CB950205 .. -PERM]T#.P'CB950205 ;•-PROJECTNAME: 22096 SF COM. BLDG,1 STORY.,Y . MEZZ SHELL BUILDING ADDRESS: •. Lot # ',coNTAcTpERSoN/PHONE#: BILL/431-9788 SEWERcDIST: CA WATER DIST: CA WATER • DATE: 11/17/95.' PERMIT TYPE: COM NOV 2 0 1995 COMMENTS: • FINAL BUILDING INSPECTION DEPT: BUILDING GINEERI FIRE PLANNING• U/M WATER PLAN CHECK# CB950205 DATE 11/17/95 PERNIT#.:CB950205 . . PERNIT TYPE: COM PROJECTNANE: 22096 SF COM. BLDG,1 STORY MEZZ SHELL BUILDING RECEIVED ADDRESS. 1911 PALOMAR OAKS WY Lot # JMN I 1 p995 cONTACT PERSON/PHONE#: BILL/431-9788 SEWERDIST: CA WATER DIST: CA CI TY OFCARLSBAD LENGINEERING DEPARTMENT INSPECTED 7 - DATE >-. / BY: 1KJQ/Ii. INSPECTED: /21h9s APPROVED V DISAPPROVED INSPECTED . . DATE BY: . INSPECTED: S APPROVED - DISAPPROVED INSPECTED . S DATE S S BY: S INSPECTED: APPROVED. — DISAPPROVED - COMMENTS: . FINAL BUILDING INSPECTION DEPT BUILDING (NGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: CB950205 , DATE: 11/17/95 PERNIT#.1 CB950205 PERMIT TYPE COM PROJECTNANE 22096 SF COM. BLDG,1 STORY 1 MEZZ SHELL BUILDING - RECEIVED ADDRESS 1.I17PALOMAR OAKS. 'WY,- j Lot# CONTACTPERSON/PHONE#: BILL/431-9788 NOV I 7 095 SEWER DIST: CA WATER DIST: CA =========================================-,===-_:======== CITY OF CARLSBAD INSPECTED DATE ' 'INSPECTED: 12//9i. APPROVED I. V DISAPPROVED BY: INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED - INSPECTED S , DATE BY: INSPECTED: APPROVED - DISAPPROVED - ------------ CONENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE LANNINTJ U/M AJILAN CHECK#: CB950205 RMiT#.: CB950205 PROJECT NAME: 22096 SF COM. BLDG,1 STORY MEZZ. SHELL BUILDING ADDRESS:El%ll—PALOMAR-OAKS Y P'P •. Lot# CONTACT PERSON/PHONE#: BILL/431-9788 SEWER DIST: CA WATER DIST: CA. WATER DATE: 11/17/95 PERMIT TYPE: COM BY: INSPECTED BY:. INSPECTED BY: DATE INSPECTED: APPROVED —`_'DISAPPROVED - DATE INSPECTED: APPROVED - DISAPPROVED - DATE INSPECTED: APPROVED - DISAPPROVED - COMMENTS: f e4--: -e spcic- sçt c1tj , 1);/ 12/7 - c49pr4cJ' rec ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: April 4, 1995 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-205 PROJECT ADDRESS: 1911 Palomar Oaks Way SET: III U PLAN REVIEWER U FILE PROJECT NAME: Office /Warehouse - Blackmore Airport Centre 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 deficiencies identified below 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 Corporation until corrected plans are submitted for recheck. The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: Telephone #: REMARKS: All sheets of the plaIust be signed by the California licensed architect or engineer. Please include the smp or seal, the license expiration date and the date the plans are signed. Include the mech74,ical, plumbing and electrical plans. By: Abe Dólientë Enclosures: Esgil Corporation GA CM LI PC 4/3/95 trnsmti dot ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: March 28, 1995 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-205 PROJECT ADDRESS: 1911 Palomar Oaks Way SET: II U APPLICA RISDICTIO Cl-FULAN-R-E-VTE-WER U FILE PROJECT NAME: Office /Warehouse - Blackmore Airport Centre 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 deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficienàies identified on the enclosed check list and should be correctad and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Tom Blatchley; Smith Consulting Architects 5355 Mira Sorrento Place, San Diego, CA 92121 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: REMARKS: By: Abe Doliente Esgil Corporation GA LICM F] PC ) Telephone #: Enclosures: 3/21/95 trnsmtl.dot Carlsbad 95-205 II March 28, 1995 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 95-205 PROJECT ADDRESS: 1911 Palomar Oaks Way SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 3/21/95 March 28, 1995 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state lavis regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or. other departments. The following items need clarification, modification or change. All items must be satisfied before the plans will 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. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. 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 describe them and where they are located on the plans. Have changes been made not resulting from this list? UYes U1r Carlsbad 95-205 II March 28, 1995 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 or; Please make all corrections on the original tracings and submit two new sets of prints, to: The jurisdiction's building department. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. a PLUMBING, MECHANICAL AND ENERGY CORRECTIONS JURISDICTION: Carlsbad DATE: 3/28/95 PLAN REVIEW NUMBER: 95-205 SET: II PLAN REVIEWER: Glen Adamek Show 1/4 inch per foot minimum slope on horizontal main roof drainage lines and overflow roof drainage lines, or the horizontal drain lines are undersized for 3.5 inches per hour rainfall rate. UBC, Section 3207, and UPC, Appendix 'D', Table D-2. NOTE: A shell building does not include interior improvements (rooms, interior walls, T-bar ceilings, and other tenant improvements). This is not a shell building permit. Show the size, location and type of all heating and cooling appliances or systems. Provide mechanical ventilation in all rooms capable of supplying a minimum of 5 cubic feet per minute of outside air with a total circulation of not less than 15 cubic feet per minute per occupant. Section 605 and 705, UBC. Detail access and working clearances to HVAC equipment. Carlsbad 95-205 II March 28, 1995 Detail disposal of main condensate drainage from air conditioning units. (UMC Section 510) Detail overflow (secondary) condensate discharge from air conditioning units that are in a ceiling space. (UMC Section 1205) Provide smoke detection in supply and return air ducts for required automatic shut-off controls as per UMC, Section 1009. Provide plans, calculations and worksheets to show compliance with current energy standards. 20. Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131(c). The light switching shown does not comply with the daylit area control requirements.. 21. Provide automatic shut-off controls for lighting as per Title 24 Part 6 Section 131(d). Shut-Off controls override. 0 If an automatic time switch control device is installed to comply with Section 131(d)1. it shall incorporate an override switching device that: Is readily accessible; and Is located so that a person using the device can see the lights or the area controlled by that switch, or so that the area being lit is annunciated; and Is manually operated; and Allows the lighting to remain on for no more than two hours when an override is initiated; and Controls an area not exceeding 5,000 square feet. 22. On the plans show the wall and roof insulation as per the energy design. Provide the ENV- forms for proposed envelope energy design. The corrected, completed and signed .ENV-1, and MECH-1 forms must be imprinted on the plans. Complete energy plan check will be done when complete corrected energy designs are provided. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 95-205 II March 28, 1995 TITLE 24 DISABLED ACCESS 1. Since 58 parking spaces are being provided, 3 spaces are required to comply with the requirements of the Disabled Access. Clearly show these spaces on the plans. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: February 21, 1995 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-205 SET: I PROJECT ADDRESS: 1911 Palomar Oaks Way O APPLICAN LAN REVIE 0 FILE PROJECT NAME: Office/ Warehouse - Blackmore Airport Centre The plans transmitted herewith have, been corrected where necessary and substantially comply with the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below 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 Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Torn Blatchley; Smith Consulting Architects 5355 Mira Sorrento Place, San Diego, CA 92121 R Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by LI REMARKS: ) Telephone #: By: Abe Doliente Enclosures: Esgil Corporation GA E] CM EPC 2/9/95 trnsmtl.dot Carlsbad 95-205 February 21, 1995 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 95-205 OCCUPANCY: B-2 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: 24,000 SF ISPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: February 21, 1995 JURISDICTION: Carlsbad USE: Office /Warehouse ACTUAL AREA: Office -. 5546 SF Warehouse - 16,550 SF STORIES: 1 + mezz HEIGHT: 271-6" OCCUPANT LOAD: 86 DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/9/95 PLAN REVIEWER: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building 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. Code sections cited are based on the 1991 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will 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, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1991 UBC) comforw.dot Carlsbad 95-205 February 21, 1995 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 or; Please make all corrections on the original tracings and submit two new sets of prints, to: The jurisdiction's building department. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 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 Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1991 UBC, UMC and UPC and 1990 NEC. The exterior walls less than 10 feet to a property line or an assumed property line, shall be one hour fire-rated construction. Section 2203, UBC. Exterior walls shall have a 30 inch parapet when less than 10 feet to a property line or an assumed property line. The uppermost 18" of such parapets shall be noncombustible. (see exceptions, Section 1710.) 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).. Show two sources of power for the lamps at exit signs. Section 3314(d). Carlsbad 95-205 February 21, 1995 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. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS JURISDICTION: Carlsbad DATE: 2/17/95 PLAN REVIEW NUMBER: 95-205 SET: I PLAN REVIEWER: Glen Adamek Show main roof drainage sizing and overflow roof drainage sizing as per UBC, Section 3207, and UPC, Appendix 'D'. The horizontal drain lines look undersized for 3.5 inches per hour rainfall rate. 12: Show the size, location and type of all heating and cooling appliances or systems. Provide mechanical ventilation in all rooms capable of supplying a minimum of 5 cubic feet per minute of outside air with a total circulation of not less than 15 cubic feet per minute per occupant. Section 605 and 705, UBC. Detail access and working clearances to HVAC equipment. Detail disposal of main condensate drainage from air conditioning units. (UMC Section 510) Detail overflow (secondary) condensate discharge from air conditioning units that are in a ceiling space. (UMC Section 1205) Provide smoke detection in supply and return air ducts for required automatic shut-off controls as per UMC, Section 1009. Provide plans, calculations and worksheets to show compliance with current energy standards. Show bi-level lighting controls as per Title 24, Part 6, Section 131(b). Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131(c).. Carlsbad 95-205 February 21, 1995 21. Provide automatic shut-off controls for lighting as per Title 24 Part 6 Section 131(d). Shut-Off controls override. If an automatic time switch control device is installed to comply with Section 13 1(d) 1. it shall incorporate an override switching device that. Is readily accessible; and Is located so that a person using the device can see the lights or the area controlled by that switch, or so that the area being lit is annunciated; and C) Is manually operated; and Allows the lighting to remain on for no more than two hours when an override is initiated; and Controls an area not exceeding 5,000 square feet. 22. On the plans show the wall and roof insulation as per the energy design 23. Provide a note on the plans stating "All new glazing (fenestration products) will be installed with a certifying label attached, showing the U-value." 24. The corrected, completed and signed ENV-1, LTG-1, and MECH-1 forms must be imprinted on the plans. 25. Complete energy plan check will be done when complete corrected energy designs are provided. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. TITLE 24 DISABLED ACCESS 26. Provide note and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. ADDITIONAL 27. Note on the plans that "This is a shell building. No occupancy will be allowed until provisions for sanitary facilities, HVAC, Title 24 Disabled Access Regulations and energy conservation requirements are met. 28. Complete and recheck all the callouts and cross references of the details. Carlsbad 95-205 February 21, 1995 Complete structural calculations for the sub-purlins, purlins and girders. Recheck the tilt-up panel calculations. The allowable deflection is exceeded in some of the panels. Refer to sheets 31, 33 and 39 of the structural calculations. Show panel types for the panels at grid line 5. Refer to sheet S-5 of the plans. Show the required base plate for the steel column at grid 4.4 - C.7 (3/4" X 10 X 10) as called out on sheet 53 of the structural calculations. Show that wind does/does not govern lateral force design. Section 2311; Section 2334, UBC. Show the required reinforcements of the grade beam at line D.2 at the mezzanine (G-4) as called out on sheet L-41 of the structural calculations. (448 at bottom and 248 at top). Refer to the grade beam schedule on sheet S-I of the plans. To speed up the review 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 describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: 11 Yes El No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. DEPARTMENT OF STATE ARCHITECTURE-NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS SCOPE: The. following disabled access items are taken from the 1991 edition of California Administrative Code Title 24, applicable as of April 1, 1994. Per section 110 B, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with physical disabilities as follows: Carlsbad 95-205 February 21, 1995 Any building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public. Any sanitary facilities which are made available for the public, clients, or employees in such accommodations or facilities. Any curb or sidewalk intended for public use that is constructed with private funds. All existing accommodations when alterations, structural repairs or additions are made to such accommodations. GENERAL: To assure that barrier-free design is incorporated in all buildings, facilities, site work and other improvements, these standards apply to all additions, alterations and structural repairs. These standards incorporate the requirements covered in Title II and Ill of the Americans with Disabilities Act of 1990. Items preceded with an asterisk (*) are examples of changes that have occurred since the previous regulations. NOTE: All Figures and Tables referenced in this checklist are printed in California Administrative Code, Title 24. DISABLED ACCESS PARKING SPACES 1. *The required number of accessible parking spaces in new facilities *(or in existing. facilities where a change of occupancy occurs) is as follows per Table 31A: *1 for each 25 spaces up to 100 total spaces. 1 additional space for each 50 spaces for between 101 and 200 total spaces. . SINGLE ACCOMMODATION FACILITIES 2. *As per section 3105A(b)3.B., there shall be a sufficient space in the toilet room for a wheelchair measuring 30" x 48" to enter the room and permit the door to close. No door shall be permitted to encroach into this space. There shall be a clear floor snace at least 60" in diameter. or a T-shaøed snace as shown in Figure 31-12 (a) and (b). Doors are not permitted to encroach into this space. Carlsbad 95-205 February 21, 1995 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 95-205 PREPARED BY: Abe Doliente DATE: February 21, 1995 BUILDING ADDRESS: 1911 Palomar Oaks Way BUILDING OCCUPANCY: B-2 TYPE OF CONSTRUCTION: V-N BUILDING PORTION BUILDING AREA (sq. ft.) VALUATION MULTIPLIER VALUE ($) Shell Building (Office & Warehouse) 22,096 SF 24.00 530,304. Air Conditioning Fire Sprinklers 22096 SF 1.70 37,563 TOTAL VALUE . 567,867 Building Permit Fee: Plan Check Fee: Comments: $ 2,243.50 $ 1,458.28 Sheet 1 of I valuefee.dot City of Carl sbad BUILDING VPLANCHECK CHECKLIST DATE:7 /67ts PLANCHECK NO.CB BUILDING' ADDRESS: /9// --'5 449' i- .rj PROJECT DESCRIPTION: 'e"--' jr gr ,3/') - -'9 40 'M T"6 Oi ASSESSOR PARCEL NUMBER: c/oZ— e'/4 EST. VALUE * V* ENGINEERING DEPARTMENT . . DENIAL - , APPROVAL Please see the attached report of deficiencies marked - '-The item you have submitted for review has been with 0 Make necessary corrections to plans or approved: The approval Is based on plans, information specifications for compliance with applicable codes and and/or specifications provided in your submittal; therefore standards. Submit corrected plans and/or specifications any changes to these items after this date, Including field to this office for review. .— modifications must be reviewed by this office to insure - - - - continued conformance with applicable codes.. Please —1 tivlt) f/44 e$5 review carefully all comments attached, as failure to " V . • comply with Instructions In this report canresult In By: Date: 7'/5 - V V suspension of permit to build. V . U A Right-of-Way permit is required prior to constrution By: V V Date:_________ of the following improvements: - V • •.• By: V V V Date: V V ATTACHMENTS V V ENGINEERING DEPT. CONTACT PERSON • V V . 0 Dedication Application . • V V V O Dedication Checklist 0 Improvement Application U Improvement checklist - . V NAME:_______________________________ Future Improvement Agreement , City of Carlsbad V V O Grading Permit Application V V • •V 7/ V ADDRESS: 2075 Las Palmas Dr., Carlsbad, CA 92009 V 0 Grading Spbmittal Checklist,. .7SU/ PHONE:(619) 438-1161, Ext. V • V h10 t ff,'e-,'-i 4 s:•S flight of Way Permit Application U Right of Way Permit Submittal Checklist V V V - V •" • and Information Sheet V • V V V V V V V 0 Sewer Fee Information Sheet A-4 P \DOCS\CHKLST\BP0001 FRM - ' REV 05/11/94 2075 Las Palmas Dr. -'Carlsbad, CA 92009-1576. (619)438-1161 . FAX (619) 438:0894 - / - "I - • " BUILDING PLANCHECK CHECKLIST ' / SITE PLAN . /ndv' 3rd,/ LJ 0 0 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 0 0 2. Show on site plan: Drainage Patterns C. Existing Topography Existing & Proposed Slopes 0 3. Include note: "Surface water to be directed away from the building foundation at a 2% ' gradient for no less than 5' or 213 the distance to the property line (whichever is less)." [Per 1985 UBC 2907(d)5]. 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.). El" 0 0 4. 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 for each different use, existing sewer • permits showing square footage of different uses (manufacturing, warehouse, office, etc.). previously approved. • . - - .- / • EXISTING PERMIT NUMBER DESCRIPTION •• . . P:\D0CS\CHKLST13P0001.FRM Page lof4 REV 05/11/94 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE \jtv' 2n5iQ 3rd' V 0 5. Project does not comply with the following Engineering Conditions of approval for I " Project No. . Pip q9—q -' , 2- - Conditions were complied with by: Date:__________________ DEDICATION REQUIREMENTS 4j 0 0 6. Dediôation for all Street Rights-of-Way adjacent to the building site and any storm drain 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 18.40.030. Dedication required as follows: Attaôhed 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 12 0 0 7a. 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\CHKLS1R8P0001.FRM Page 2 of 4 REV 05/11/94 ., BUILDING PLANCHECK CHECKLIST - 1 SW 2nd./ 3rd./ El 0 0 7b. Construction of the public improvements may be deferred pursuant to code Section 18.40. 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:_______________________________ 00 0 Improvement Plans signed by: Date:___________ Enclosed please find your Future Improvement Agreement. Please return signed and notarized Agreement to the Engineering Department. Future Improvement Agreement completed by:_______________________________ Date:__________________ No Public Amprovements required. SPECIAL NOTE: Damaged or defective improvements found adiacent tobuilding site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. O 0 0 8a. Inadequate information available on Site Plan to make a determination on grading requiremónts. Include accurate grading quantities (cut, fill import, export). O 0 0 8b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be Submitted together with the completed application form attached. L'J iouai u, ju a OU11U11 ug ri 11111. Grading Inspector sign off by: Date: EJ 0 0 8c. No Grading Permit required. jy f /) e) /2# 1frC&,et7FiA II P:\DOCS\CHKLS1\BP0001.FRM Page .3 of 4 • REV 05/11/94 BUILDING PLANCHECK CHECKLIST I) MISCELLANEOUS PERMITS 1 04V 2nd' 3rd-v/ . I1 0 0 9., 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, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for ___________________________ A separate Right-of-Way permit issued by the Engineering Department is required for the following: O 0 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee // is noted in the fees section on the following. page. s". 0 ii. 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 -' Date P:\DOC$\CHKLS1\BP000I.FRM ' Page 4 of 4 • • • ' REV 05/11/94 /Y3é ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION FEE CALCULATION WORKSHEET Estlmuft based on w.conflrm.d Informedon from áppllc'd. Co1on bes.d on building planch.cic plan submittal. Address_J 9/1 /% 'e 64y Bldg. Permit t.io._1 932o$ Prepared by: _/2 Oats: checked by: 0ati_________________ EDU CALCULATIONS: Ustypes and square footages ford uses. ,,z00 . / 5-2n/4.4S'6"° Types of Use:4ic,— /'/K Sq. RJUnftE/SW '/o EDU'& 7' Total EDLrs_ ADT CALCULATIONS: List types and square footages for all usss. . Types of Use: O PI • Sq. RJUnfts __"ao AbVs. Total A 2-V1f6 I' FEES REQUIRED: PUBLIC FACILITIES FEE REQUIRED 'YES 0 NO (Sos Building Department for amount) WITHIN CFD: IVES (no bridge & thoroughfare to., ONO ,• reduced Traffic Impeot Fe.) AO 1.PARK4N.UEU FEE PARK AREA:________ FEEIUNIT: X NO. UNITS:______ 2.TRAFFIC IMPACT FEE ADVs/UNITS:j.fl•' X FEE/ADT: BRIDGE AND THOROUGHFARE FEE AD Vs/UNITS: X, FEE/ADT:_______ FACILITIES MANAGEMENT FEE ZONE:_______ SoFr.: 2 0Z. o' . X SQFr.: 9v 9,5- SEWER FEE PERMIT No EDU'E 4r 'I'Y x ____ BENEFIT AREA: DRAINAGE BASIN:_____ EDLrs h-r31_ . X FEEIEDU: -9 6. DRAINAGE FEES RDA C ACRES: t- 9'/ 14 '. SEWER LATERAL ($2,500 DEPOSI1) 8. WATER FEE HIGH _JLOW____ X FEE,ACL X FEE/EDU:_______ reeet 3O TOTAL OF ABOVE FEES $ *NOTE.* This celcujalion sheet Is NOT a complete list of all fees which may be due. Dedications and improvements may also be required with Building Permits. PLANNING a-aaisr Plan Check No. 95 Address /'7// Pko iAl4P; O/.itI- ci Planner VAN LYNCH Phone 438-1161 ext. 14325 (Name) APN: 2(2 O?/06 Type of Project and Use /dLtYP- L- w/'-I) "6 Zone P 6". Facilities Management Zone 7 (&Ote t) #2 (i property in, comp[ete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Item Complete DO Item Incomplete - Needs your action 1,2,3 Number in circle indicates plancheck number where deficiency was identified Environmental Review Required YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval DisaetionazyActiou Rpired. YES NO _ TYPE _P ' APPROVALJRESO. NO. DATE: 1-2- V-9r PROJECT NO. OTHER RELATED CASES: Compliance with conditions of approval? If not, state conditions which require action' Conditions of Approval k '/ i 't,L cirdPi'Ij PPc.ANr@ -t3)1 ,c,1C-9 c, P4 L-ovA / , if2-72 California Coastal CnmE,n Permit Require± YES - NO&. DATE OF APPROVAL. San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 921084725 (619) 521-8036 S Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Setbacks: Front: Int. Side: Street Side: Rear: 0 . 2. Lot coverage: it 3. Height: 4.. Parking: C§~u 0 inclusionazy Housing Fee required: YES ___ NOX (Effective date of Inclusionary Housing Ordinance May 21, 1993.) Site Plan:- rA. I. / / Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed tructures, streets, existing street improvements, right-of-way width, dimensioned', * setbacks and existing topographical lines. 2. Provide legal description of property, and assessor's parcel number. Required Shown Required Shown Required Shown Required Shown Required Shown Required Shown Spaces Required Shown Guest Spaces Required Shown S - k TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Y (-t/W(TL_- DATE ) City of Carlsbad 95005 Fire Department Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Tuesday, July 18, 1995 Reviewed by: AL.L_. Contact Name Smith Consulting Arc Address 5355 Mira Sorrento P1 Ste 750 City, State San Diego CA 92121 'Bldg .DëNCBO\ Planning No. PIP 94-04 Job Name Blackmore Air Cntr Job Address 1911 Palomar Oaks 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. 0 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# 95005 Fiie#___________ 2560 Orion Way Carlsbad, California 92008 0(619) 931-2121 City of Carlsbad 95005 Fire Department o Bureau of Prevention General Comments: Date of Report:Tuesday, July 18, 1995 Contact Name Smith Consulting Arc Address 5355 Mira Sorrento P1 Ste 750 City, State San Diego CA 92121 Bldg. Dept. No. CB 95-205 Planning No. PIP 94-04 Job Name Blackmore Air Cntr Job Address 1911 Palomar Oaks Ste. or Bldg. No. 2560 Orion Way Carlsbad, California 92008 0 (619) 931-2121. STRUCTURAL CALCULATIONS th 0 Lu H OF c A0 qs. I A - . STRUCT:R,i 1, CATEII EC'. . E R._SHTJ....J —-f A' z'c' • I LJ A1or • •, • ° A,c5 : PrtIr'j4M.-4 - I j t• f"L I• r7 r7 o rs WL1'i1Lt- ( 'ir- • \\ -' z'r- fiJfljçl4 v) oQ 2'iJ OA • - N°AkJ1. 'r c- • - ur • 0 _• M + LO • • 0 • - 1:7A(t.1I1IrJ Ld 0 • - QL-' (' rr : • 0 - ( JOB ATC i2 STRUCMRAL DATE ENGINEERS gp. PURVLIJ5 e Ul-4 Jt 48 —I, A C s')( 'id) 2. o So.c o) < fz WI-DE C~kf Lc 2. X 4 ri- (ct,O(, )(.ii) (L ,Z4-5 247 fpJ A0,01 T. A. (84o') 2L 22K OB 23 kAn RJ4 k( 11 o.ol 7A a. 1- ?4K - 'L= ±' 245 <25 • • RJS - & Ole-,- : •5PM• TtA - 25 2 t2Q o8 • -, 0 L4)' .128 • - 0 .Z40 • 0 0 PRIMEJ089l STRUCTURAL DATE '2 ''M - - ENGINEERS . 4.. RooF Rf fl 4010 iO 44' 619. k 4o L &X)( .oi) 4.2 . I ' ____ 40~T • 4 ), ! 4L.> I2 K )( o(9) 4-o4- v r2 0)? .1 = 400' 40 Tk ( FD 4(L rL(BY'X.0) 1105 2 P 12- • (4i,04) . t lo• D r1Z o 44 )I PaL )(44-)o 4 /0.4 rA PRIME J03 I STRUCTp I DATE / Z - ENGIEER51 - --------- ROOF CT s TA. 'p r J 004 2 6.45 (°y 4a.)(.0) A , 55£ PA,J 524.Il.I B ?0. ;4-p.J F10 L rz _f?1_ - L ( •°') '1K,() )(01 I. 37.,a fD S. 4. 1< 6 2.4 1, S STRUCT URALDAT/Z/5k ENGINEE RS OOf 7 - S 43V# ' ±:_t 3S4- S549 ol .0(L) . . • .51 = 7.A. = . Y)(o4) P P D +(z r oe4 ):_2 3I I zi I PC8)( .oIS Sø Z8 '' 2.f - S o(45) 2 S j ft I /0.08 t_• • -- • 5, 4 'T TRU rJr CTURALoMEJ7J ENCINEERSSIff VJi TA 4- I 7:cK t)' Zr II S lk C2 1. .5 '5 P17 jopc - i1 II r x -/- / s/ S S S I L Qr - r A MU ME zir' - ' 1 AV STRUCTURAL TJ T - • A S 8Uslp12v1s0b4148TBEAM ANALYSIS OGRAMsIovub4ST SPAN LENGTH :27.33 f (Si mple Soan) V UNIFORM LOADS (k/ft& -f 11) - S l Ii - X2 • 0.210 0.000 0:00 27.33 POINT LOADS Ct & V. Pd P X V 2.028 2,340 6.00 V 2.028 2.340 14.00 V 1.028 2,340 22.00 V V •, V REACTIONS (t. LOAD L EP Dead 5.K7 - Live V 3,424 3.596 5 5 V Total 9.261 532 -- V 5 MAIJIIUM FORCES V V V V ma .58 k 0 27:33 ft 1= 74, k ft 0 4 .0 0 it . V V DEFLE3TIONS (El '-2' • • LOAD Deli • •V • V Lye 3733012/El 13.63 V Dead 5971350/El • oson V S V V V Sciv. Defleci.on Total L24u • V • V V Requi red 1 242-in iC •26 ry 36 ts . • V V STRESSES (ISI) . Fv = 1440 tv = 2.44 17 22.76 tb = 22.17 37 ; . V .DEFLECTIONS (in) V V V S Total = 1.10 L / 298 81 X V V Live. .= 0,43 L / 767 47 V Dead 0,67 V V - • V V V V ( •• •• • V V 1 8Uslp12v1s0b4148TEA ANALYSIS PROGRA1s9y0 SPAN LENGTH = 16.00 f (Simple Span) UNiFORM LOADS (k/ft & ft - 0.2j0 ).0 O() POINT LOADS (k & t) PG P1 1.606 1.382 2.71 1.606 1.981 7.42 2.028 2.496 15.42 REACTIONS t LOAD LEFT RIGHT Dead 3.949 4551 S Live 2.800 3.660 Totai 61746 5.212 MAXIMUM FORCES - V max = 8.31 k 8 16.00 It M max = 27.33 'k ft @ 7.42 ft DEFLECT!ONS (El kin" 2) LOAD Defi (in) X 0 Tot;1 1167005/El 7.76 Live 4/8U it Deao 892842/El miosDan TOTAL Def I El LI 18( 1034067 L / 240 1458756 L •/360 2188135 LIVE Defl El S L / 240 592256 L / 360 88394 L/ 480 1184512 / RS-2 Pfl1MEJOO 8Uslpl2v!s0b4148TBEAti DESIGN PROGRAMs19v1s41T i. Gov. Deflection Tta1 = Required 1 Co ;n"4 N Wi114 :35 ;': STRESSES si) Fv = 14,40 fv = 3.49 24 Fb= 23.76 fb = 22.06 3 DEFLECTIONS (in) - r . ,t - - . 4J - I 4..j .i - (ilq - 1t04. 35 ( S .4...:.. S AENG, C 8Us1D12y1sOb4146i8EAM ANALYSIS POSRnp v:u4:3T - SPAN LENGTH = 15.00 ft (Simple Span) UNIFORM LOADS (k/f; -S d wl X - 42 0.210 0.000 0.00 15.00 O1TLOAS X 1.977 3.042 7,42 5 EACTON3 k) S LOAD LEFT Dead 2.574 2.553 Live 1.531 1.505 S Total 4,111 4,058 5 NAthIUN IORCES - 4.11k @0.uOft 11 zax 24.72 kf 1.42 It DEFLECTION3 (El LOAD - Defi Ini (It) S Total 848917/El 7.48 5 5 Live 369547/El 7.47 5 Dea 79368fEi micpan TOTAL 32f1 El L / 180 848517 5 E J03 - ASTR CTU A MITE - IX 8Us1p12v1s0b4148TBEAfi ANALYSIS FRUGRAf1s1p9v1t;i'T SPAN LENGTH 22,60 it (Simple Span) UNIFORM LOADS (k/ft 2 0,236 0.040 0.00 22.60 REACTIONS k LOAD LEFT Ri6.T. 0 Dead 2.667 2.667 0 LIVC J.',. 0 .452 Total 3.I3 3.113 MAXIMUM FORCES V max = 212 k 1 0.00 ft Vd ma:, = 2.67 k 6 cOO 1; .M max = 17.62 k 3 11.20 ft Md max = 15.07 kit 6 11.30 ft DEFLECTIONS tEl = kiw'2) LOAD Defi (in) X ft) Total 1620039/El 11.30 Live. 234788/El 11.30 Dead 1385250El midsan . ) !i:y, D2acton Totai L1240 Repuirax 1 43 "4 Wl2x14 Fy:36kj STRESSES (ksi) - Fv = 14.40 iv = 1.21 3 Z Fb = 23.76 fb 14.13 60 X DEFLECTIONS (in)- Total = 0.63 L /430 56'h Live = 0.09 L /2968 12 If Dead 0.54 RB-S I07:3 PRIME I STRUCTtJRALDATE _q 8UslpI2v1s0b4i48TBEAM ANALYSIS SPAN LENGTH = 16.50 ft (Simple Span) S UNIFORM LOADS (k/ft & ft: wi - U 0.236 0.040 0.00 16.50 REACTIONS (k LOAD LEFT RIGHT Dead 1.947 1,947 S Live 0.330 u,330 Total 2,277 2.277 MAXIMUM FORCES V max 2.28 k a 0.00 ft Yd mat- L95 k @ 0.00 ft M ax .39 kit 8.25 it Md max 03 kft 6 8.25 it DEFLECTIONS (El = sin:2) LOAD Defi (in)(It) Total 460286/El 8.25 Live 66708/El 8,25 Dead 393578/El aidspan 12l4 Fy:3ksi STRESSES (KCi) Fv = 14,40 Iv = 0.96 7 Fb = 23.76 ii 7,56 .32 DEFLECTIONS (in) . Total = 0.18 = L /1105 Live = 0.03 = L/7626 Dead = 0.15 A PnINIC J03 - STRUCTUALDATL/c. ENGINEERS____ ,1 1.) ( - R do' 7 1' qi 4') - 9oc) ç47 1Jooi - (S4P7 1I-T; 4)" - Ôç Yj :ec 1 i'5 YL • - -J S -4~4 o'1 I -. .'L-'t - $,L)1-5 • • ' •l _J-,) C'7I/ - 'vi't - • 5 7. L (J?1) a1 )) C )-•, I ' • l r3!ovi; n1DnLsi • _____________ tor3dd VJ • PRIME8 SThUCTURALDATE_J5I B-1 ENGINEERS 1' SHT J 9Us1p12v1s0b414BTBEAM ANALYSIS ,4:);tj .:1:' SPAN LENGTH 25.23 ft tSiaale Span) UNIFORM LOADS ti/ft & t) wd, wi 11 - 12 1.140 1.174 0.00 25.23 1 REACTIONS (k) LOAD LEFT RIGHT Dean 14.381 14.381 Live 14,810 14.810 Total 29.191 29.191 MAXIMUM FORCES V max 29.19 k. 8 0.00 ft N max :• 4 84.12'0t @ 12.61 ft DEFLECTIONS. (El kiri A2) • • LOAD Def1 (n,) X (ft), Total 21096713/El - 12.61 - Live 10703347/El 12.61 Dead 10333370/El mspan Gov. Deflection Total :L/24 Required 1 : 577 n'4 W2x50 Fy:36k5I STRESSES_Usi) Fv:14.40 (j: 3.69 261. • Fb = 2376 (Ii = 23.8 98 X • - ' DEFLECTIONS (in) • Total 0.74 : L / 410 59 7. Live .0.38 : L / 807 45 7.: Dead 0.36 •' PR1ME8 STRUCTUaAL TE______ - L 94-250 ENGINEERS / 3Us1!2vis0b4148TBEAM A)ALSi - SPAN LENGTH = 13.77 ft 0 - (Simple Span) - UNIFORM LOADS (k/ft . ) d. wl Xl- - A2 1.130 1.507 0.00 13,77 - - EACTIOWS (if) LOAD LEFT RI6i1 - S - Dead 7,780 7.780 - Live 10.376 10.376 - Tote! 18.156 MAXIMUM FORCES - - - V max = 18.16 k 9 0.00 ft - - M max: = 62.50 tft S 3.89 It- - - BEFLECT13S (El LOAD - Deil (in) X (ft) Total 2133185/El 6.89 . Live 1213078/El 6.83 - Dead 914107/El iudspan - - - - Gov. Deflection Toa1 L/240 - -- Required 1 107 inn S S - W16x26 Fy:36ksi STRESSES (ksi) -. Fv = 1,4.40 f - 4.63 32 7. Fb 23,76 fb 19.53 82 7. DEFLECTIONS (in) - - Total = 0.24 = L / 676 35 7. - Live = 0.14 = L /1183 -30 7. - - S -- - Dead = 0.10 - ( A. PRIME J09 STRUCTURAL DATE ENGTNEERS SHY ç/).7 8Us1p12v1s0b4148TBEAP1 XNABSIS FRO6RAMs31sOb4148T A. V BUS00% 001120401 ( SPAN LENGTH :2'3:lOf (Sipie Spar) UNIFORM LOADS(k/ft & (U wd wi Xi - 0.320 0.144 0,00 2, 10 POINT LOADS 1k & ft) Pc. P1 1 14.380 14.810' 3,25 REACTIONS (U LOAD 'LEFT RIGHT Dead ;4.'355 .733 Live Total 7,E.bb MAXIMUM FORCES : Vax = 27.67 k 8 0.00 ft H Miax = 212.45kft8 5-.25ft DEFLECTIONS LOAD Deil (in) I (It) Total 27346665/El 13.41 Live 12411876/El 13.28 Dead ' !4850103/E! midspan 6ov, CeTiection': Total L!240 Required 1:6451n'4 ( W24x35 Fv36ksi STRESSES Q&) - Fv:14,4() fv: 2.7 217. Fb 23.76 ib 22.36 94 DEFLECTIONS (in) - Total 0,70 = L/ 500 48 X Live = 0.32 = L /1101 33 X Dead = 0.38 STRUCTURALDATE 8Us1p12vis0b4i48TBEAM. ANALYSIS PRO6RAMsipSv14143T . SPAN LENGTH 21.50 ft S (Simple Spin) UNIFORM LOADS (k/ft & ft) wd wi Xl - 12 0.231 :1.064 0.00 21.50 REACTiONS (k) LOAD LEFT RIGHT rr Dean 2,483 2,483 Live 0.888 0.638 Total 3.171 3.171 MAXIMUM FORCES 0 Vmax 3.17k. @ 0.00 ft 0 0 Vd max = 2.48k. @ 0.00 ft M aax = 17.05 kft 8 10.75 ft 0 - Md max = 1335t 8 10.75 ft DEFLECTIONS (El kin'2) 0 LOAD Dell (in) X 0 Total 1418268/El 10.75 0 0 Live 307692/El 10,7 S Dead 110576/EI midspan . 0 5 Gov. De f I ec,t i N Total L/240 S Required 1 45 in'4 W 12 x 14 Fy 36 ksi STRESSES (ksi) 0 . I- -- - 'V) v - h.'.0 - L, ,j..t . 0 -. Fb 2376 lb 13.73 58 - 0 0 - 0 • DEFLECTIONS (-in) Total 0.55 L / 467 51 1 Live 0.12 L /2154 171 Dead 0.43 0 'Ic Cncrete 3,000 psi ' Mm Vert Steel 7.: 0.0025 Fy : Rëinf. = 60,000 psi )MinHoriz Steel 7.: 0,0025 > Phi: : 0.90 Max. Vert. Spacing 17.71 in .> Seismic Factor 0.3 Max. Hor:z.Spacmr > Wind Load 12.4 paf Beta 1 0.35 > Reveal pepth 0.75 in 0.6 x Rho-Baianced 0.0122 > Reveal to Bottom 15.5 ft Shall Uniform LL Be Used With Wind/Seismic Loadings Y:1 N=O DESIGN DATA (Enter All Loads UN-FACTORED Clear Wall Ht. 27.5 ft > Eccentric.-Dead Load 44 211 > Total Wa ll Nt. 30 ft > Eccentric Live Load— Ht / Thk Ratio 47.1 > Loan Eccentricity 6 in (default = t'2 + 3 > Wall Thickness Tin > Rebar Size '*' : 5 > Rebar Sacing 14 in > Depth To Steel : 3.5 :n (default = t/2) > Point Laterai Load =0 > Axial Uniform DL = 0 plf > X-Dist. from Bottom =U it > Axial Uniform LL = 0 pIt ? Seismmic1, Wind:2 Steel a each face: 1 (1 for single layer, 2 for couo.e ixyr; DESIGN SUMMARY SEISMIC WIND N-n * Phi : MOMENT CAPACITY 50,601 in-* 50,6C in1 Mn * Phi > Ncr O.K. M-u : APPLIED MOMENTS 46,473 in-t 18,072 ii( OVERSTRESS 0.0 HEIGHT /l SERVICE DEFLECTION : 365 2,196 SERVICE LOD DEFL.@CONVERGENCE = 0.90 in P/A <0.04 f f 1 c, O.K. DESIGN SUMMARY at REVEAL N-n * Phi : MOMENT CAPACITY : 50,150 in-4. 50,150 :rY Mn *Phi > 'Mc r O.K.. Mn * Pm ,' Ncr O.K. N-u ': APPLIED MOMENTS : 47,336 in-u 7,774 in* OVERSTRESS 0.0 7. 0.0 HEIGHT /SERVICE DEFLECTION 293 2,011 SERVICE-LOAD DEFL.@CONVEPSGENCE : 1.127 in P/A c 0.04 * f'c, O.K. ) Unifora Lateral Load= C pIt X-Dist. to Bottom = ) X-Dist, to Top - :> seismlc:1, Wind:2 --> PRE-CAST CONCRETE WALL PANEL DESIGN I STRUCT:;AL..:J.- Considerinq P-Delta Effects SEAOC 'Green Book' To iterate P-Delta effectx to converoer:e DESCRIPTION :PANEL DESIGN ALLOWA8LE STRESSES I 4 '•\ / Ile - - U 4.1 io - - I(S'° f 7tf F PRME 3 JC3t' STRUCTURAL DArE/'/-c7 ENGINEERS SI{T I rAL frJ i'DAIrJ I7ofr, I4 I I I I (Io ) (o'; 25, e & - 1ILo, L5 () ( A 41 j I Lt( () eA- A PRIM.E JOB STRUCTURAL DATE /l-/19 ENC(NEERSSHT____ FAJ6t' 7J —'rJr oAHtJ1 - 1L aPui uJ1 I !II - 1/tv. 1'H& rAL k-/7 () 1-L-°( (A frA) F(- L41 ( ('%) rr• cT.1 pr 4, 119.)o —sfl AiJ- OUTP,J7 i' rr j'4i° Ib2 -- • • rr I" (I. Ot11LJTh(L ur17U1 (v) ( f•. PRE-CAST CONCRETE WALL PANEL ij 3ESiSN Considering P-Delta Effects SEAOC Green Book To iterate P-Delta effect; to corvernec DESCRIPTION :PIER l AT LOADING DOCK ALLOWABLE STRESSES Concrete 3.000 osi Min Vert Steel L 0.0025 Reini. Mm Norm: Steel 7. 0025 > Phi: : 0.90 Max. Vert. Socino 13.05 Soismic Factor Na Hor .8oacir: > Wind Load 12,4 psf Beta I 0.85 Reveal Depth, 0.75 mn 0.6 x Rho-Balanced= 0.0128 Reveal to Bottom 15.5 it Shall Uniform LL Be Used With Wind/Seismic Loadings 7 Y1 N:0 0 DESIGN DATA (Enter All Loads UN-FACTORED Clear Wall Nt. 27.5 f t Eccentric Dean Loae 44 Total Wall Nt. = 30 ft Eccentric Live Loac t / INk Ratio 34,7 > Loao Eccentrmcitv 0 (default = t12 + 3 Wall Thickness 9.5 in Rebar Size '' 5 Uriforn Lateral Loac Rebar 5pacmnQ 6 in ) f - Diet. to Bottom = ) X-Dist. to Too 3o ft Death To Steel 7 in Seismic=!, Wind:? (default = ti?) ) Point Lateral Lo hil Uniform DL : 6318 01 7 .Dmst, from Gotten > Anal Uniform U o 1; S e1;mmc:1, teei at each face: 2 (1 for smnome layer, for QOUQIC e- ES11jN SUMMARY SEISMIC WiNe ti-n k Phi MOMENT CAPACITY 297,628 in-* 297,628 in.': In f Phi ) Ncr O.K. N-u : APPLIED MOMENTS i63,754 in 18,430 r' OVERSTRESS 0.0 0.0 HEIGHT / SERVICE DEFLECTION = 325 5,387 SERVICE LOAD DEFL.@CONVERGENCE P/A ( 0.04 t f'c, Oh ESIGN SUMMARY at REVEAL ----------------------- u-n * Phi : MOMENT CAPACITY 298,257 in-* 298,257 intl Mn * Phi > Ncr O.K. Mn a Phi Ncr O.K. N-u : APPLIED MOMENTS : 165.097 in-k 10,116 in* OVERSTRESS : 0.0 1, 0 HEIGHT I SERVICE DEFLECTION : 319 j, SERVICE LOAD DEFL.CCNVERGENCE 1u35 0,0* PIA U..4 fr, [A PIME"°9 flRUCTUL'L C1\16 /-?( ENGNiM r ,krrRUCTURAL DAM-2 L ENGINEERS W, LATERAL LOADINGS -------------- all Wt @ 150 pcf 118.8 psf Wind Load * 1.275 Lateral Wall Wt = 35.6 psf Lateral Wt * 1.403 51,1 es; VERTICAL LOADINGS At revel P-Axial : 6,362 D 6,362 pit -Wali : 1,620 1,722 0.04* 1 P/A 70 psi 77 psi 120 psi Pu-Axial: 6,680 Of 6,680 olf Pu-Wall : 1701 11808 vu-Total: 8,381 plf 8,488 p11 ANALYSIS VALUES s(ef1) :(Pu:tot+ (As*Fy) IfFy 0,760 n2iit 1 ;r. (As*Fy + Pit) I(.85*t1c*12) '..430 in hi : Capacity Reduction Factor 3,9 çln= As(eff) *Fy* (d-a/2) 330,637n-4 331357 :-x Mu Mn * Phi - 297,628 in a 98,257 57,000 * (f'c.5) 3.IE+06 psi :2.iE.90 29,000iE 3.29 3.29 Mod. of Rupture : 5+ f,5) 273.3 ps 273.3 3s: Section Mod'1us : (Gross) 180.5 inA 3 toeent Capacity @ Cractinp S t Fr 43.432 oaent 01 Inertia f r o s s 4 r'3 moment of Inertia : (Cracked) Unfactored seismic wind eaction at supoort level = 2065.1 p11 202.91 p1t Reaction at Base = 856.35 p1t 169.09 pIt Meax at 16.36 ft 13.64 ft. from base Cross check based on 1991 U.B.C. DETAn = 5*Hn*hc2/(4B*Ec*Icr) = 4.046 in DETAcr :5fMcr*hcA2I(48*Ec*la) = 0.209 in Mu Wu*hcA2/8 + Pule/2 + (Pu1+Pu2)*DETAn: 124193 in-t C.. W*hcA2/8 t Pie!? + P1+P2)*DETs 133,536 (L61Ax=ci DETAs = 1.36 in DEF..2,r:, ) LE N PRIM-J l TRUCTU URA L OATh_L15 I: ENGNR5IT7j PRE-CAST CONCRETE WALL PANEL DESIGN -------------------------------------------- Considering P-Delta Effects SEAUC 'Green Book' To iterate P-Delta effects to converoerc DESCRIPTION :PIER *3 AT LOADING DUCK ALLOWABLE STRESSES ------------------ f'c : Concrete = 3,000 ps .. 1n Vert Steel h 0.L5 :> Fy : Reinf. = 60,000 psi ) Min Noriz Steel 0,0025 Phi: : 0.90 Max. Vert. Spacing 13,35 seismic Factor = 0. 3 Max. Hor.Ssacnc i.0S ' Wind Load = 12.4 psi Beta I 3.55 Reveal Deptn (11 :r 0.6 1. Rno- Baar:sc: > Reveal to Bottom 15.5 ft Shall Uniform LL Be Used With Wind/Seismic Loadings 1 t0 DESIGN DATA (Enter Al! Loads UN-FACTORED ------------ > Clear Wall Nt. 27.5 ft 7 Eccentric Dead Load 4 ph 7 Total Wall Ht. 30 ft Eccentric Lxve Load C Nt / INk Ratio 34,7 Load Eccentricity (default t/2 2 7 Wall Thickness 9.5 in > Rear Size ';' 5 7 Unifors Lateral ac 7 Rebar 3pacng i.5 n 7 1-Dist. to Bottom 7 1-Dist. tO Top = 7 Depth To Steel Seisic=i, Wind=2 (default = t12) Point Lateral Load Axial Uniform DL 7128 Of7 X-Dist. from Bottom 0 7 Axial Uniform LL 0 pit .7 Seisthic=1, W1r.d=2 --7 Steel at each face: 2 (1 for sinqle layer, 2 for douz..x: DESIGN SUMMARY SEISMIC WIh M-n * Phi : MOMENT CAPACITY = 223,239 r —* 222239 Mn * Phi ) Ncr O.K. N-u : APPLIED MOMENTS = 188,281 in-4 i8499 in;lli ;OVERSTRESS = 0.0 0,3 7. HEIGHT / SERVICE DEFLECTION 192 3,365 SERVICE LOAD DEFL.@CONVERGENCE . 1,72 3.05 P c 0,04 * f'c, U.K. DESIGN SUMMARY at REVEAL N-n f Phi : MOMENT CAPACIF 23,54o Ifl— 223,343 irs; Mn *Phi )Ncr O.K. Mr. *Phi >Mcr O.K. 14-u: APPLiEDMOMENTS 192,087 in-* 15,317 r*I OVERSTRESS = 0.0 X HEIGHT / SERVICE DEFLECTION = 187 5.614 I SERVICE LOAD DEFL.@CONVERGENCE 1.767 ir A. P/A <0.04 * f'c, 3,,, [A PR1ME°?'V UCT.JRAL CATr.____ ENGINE.S c.1T:2ç LATERAL LOADINGS ---------------- Wall Wt @150 pcf = 118.8 psf Wind Loao * 1.275 Lateral Wall Wt = 35.6 Osf Lateral Wt * 1.403 50.0 cs VERTICAL LOADINGS At revel P-Axial 7,172 pIt 7,172 p11 P-Wall : 1,611 1.722 U 77 ox: 34,7 051 Lv - rU-,iXlai . C1 if ,. P. Pu-Wall : 1,691 U 11308 Pu-Total: 9,222 pif 9,339 p I ANALYSIS VALUES AT RE'/EAL As(eff) [ Pu:tot + (As*Fv) I / Fy 0.650 W2/ft 0.652 'a' = AsFy + Pu) R.65*f'c*12) 1.274 in 1c': 'a' / .85 1.439 in Phi Capacity Reduction Factor 0.9 Mn As(eW * Fv * ( d - a/2 MnMu * Phi 223,239 :n-t 23,P;( n-i; E : 57,000 * if'c,5) = 3.1E+06 os: 3,1E+06 n : 29,000/ Ec = 9.29 5.25 Fr Moo. of Rupture i 5f f'c',S) 273.9 ox: Section Modulus : (Gross) :30.5 Moment Capacity 8 Crackinq =S * Fr 49,432 1n- 1.35 Moment of inertia : (Gross) 357.4 :r.4 Moment of Inertia : (Cracked) 196.1 ir'4 Ontactored se:sn:c Reaction at support ievel = 2254.6 pit 202.91 sIt Reaction at Base = 903.71 pit 169.09 pit Hoax at 16.44 ft 13.64 ft. from base Cross check based on 1991 U.B.C. DETAn = 5*Hn*hc'2/(48*EcI!cr) = 4.596 in DETAcr =5*Mcr*hc2/(48*Ec*Ig) = 0.209 in Mu:Wu*hcA2/8 + Pule/2 + (Pu1+Pu2)fDETAn: 205025 in-f MsW*hcA2/8 + P1e/2 + (PI+P2)*DETs = 144089 ih- ETA/15o:: DETAs 2.32 in 6EFL.EXOEE PRIME1 STRiJCTLJ R.A L T1_ I ENGINE E Ri ____ PRE-CAST CONCRETE WALL PANEL DESIGN Considerinq PDeIta Effects SEAOC Green Book To iterate P-Dei;a effects to con IGO.:x DESCRIPTION :PIER 42 AT LOADING DUCK 5/ ALLOWABLE --------------- STRESSES > f'c Concrete =. 3,000 psi fun Vert Steel : 0.0025 Fy Reinf. = 60,000 psi > Min Horiz Steei X0.0025 > hi: 0.90 Max. Vert. Spaci ng = 13.05 In /,,-Seismic Factor 0.3 Max, Horiz.SpaclnQ i3.5 .> kind Load 12.4 psf, Beta I = 0.5 >evar Depth v Ij jr 0.6 x Khow-Baianca O.02 > Reveal to Bottom 15.5 ft 3fai1 Unifor m LL Be Used With Wind/Seisec Loadinos ? Y=I =(; --V: DESIGN DATA (Enter All Loads UN-FACTORED ) Clear Wall Ht. 27.5 ft > Eccentric Dead Load 44 31 > Total Wall pit. = 30 ft > Ecentric Live Load / Thk Ratio = 34,7 >Load Eccentricity (default t/2 + Wall Thickness -3.5 i Roar Size ;' 5 Uniora Lateai L.3C= ) Reoar Spacinq 12 in > X-Dist. to Bottom i4 lo TOP : Depth To Steel 7 in > Seismicl. Wind:") --> i-- (default t/2) - Point Lateral Load = 4 Ax ial Uniform DL •- 3931 plf. ) 1-Dist. from Bottom Oft > Ax ial Uniform LL : 0 Of > Seismicl, Wind:2 - Steel at each face: 2(1 for single layer, 2 frjr coubie i'verx DESIGN SUMMARY SEISMIC wiND ML m Phi MOMENT CAPACITY 145,740 i n-# 1145,74 Mn * Phi ) Ncr O.K. N-u APPLIED MOMENTS 113,020 in-* 18,235 - OVERSTRESS 0.0 X 0.0 HEIGHT /SERVICE DEFLECTION = 350 5,442 . • SERVICE. LOAD DEFL.@CONVERENCE 0.34 in 0.06 in P/A < 0.04 * f'c, U.K. ESfl3N SUMMARY at REVEAL S --------------------- * Phi MOMENT CAPACITY : 145,379 Mn5 * Phi Ncr O.K.. . fin * Pfii fic; OK, 11—u. APPLIED MOMENTS 115,801 in -4 • 16346 In. OVERSTRESS 0.0 Il O.; • HE6HT /,SERVICE DEFLECTION = . 318 51 269 SERVICE LOAD DEFL.CONVERGENCE : 1.037 in 0,063- P/A IN 0.04 1 f'c, O.K. ClTUML TE±- NEERS &TENG J LATERAL LOADINGS ---------------- Wall Wt @ 150 cf = 118.8 psI Wind Load 1,275 l5.3c; Lateral Wall Wt = 35.6 pst Lateral Wt * 1.4013 50u o VERTICAL LOADINGS At revel P-Axial : 3,375 c -Wall : 1681 1722 P/A 49.6 psi 54.3 psi si Pu-Axial: 4,174 pu 4!74 D. 1, f / Fu-Wall 1,765 1,808 Pu-Total: 5,939 oil 5,382 pi ANALYSIS VALUE A i REVEA. s(ef f) = ( Putot + (As*Fy) I / Fy 0.409 in2/ft 'a' (AsiFy+Pu) /L85*f'c*12) 0.5021n 0.S03n 'a' / .85 = 0.943 in Phi : Capacity Reduction Factor Mn As(etf) * Fy * C - a/2 ) = 161,934 ifl* t98 Mu Mn * Phi 145,740 ml 145,373 n- E 57,000 (f'c.5) 3.IE+06 psi 3.1E06 osi n : 29.000 / Ec 3.29 9.23 Fr Mod. of Rupture 5*( f'c.5) 273.3 ps 22.% Sect 'n Modulus (P ross) - I Moment Capacity@ Cracking S * Fr 43,432 in-4 4132 Moment of Inertia : 16ross) 857. n4 7 4 Mment of Inertia : (Cra:ked) 142.7 in4 ilC.5 ir'4 Unfactored seismic . wind Reactioi at support level = 1324.0 pIt 20291 pIt Raactión at Base = 671.07 pH 169.09 ii Meax at 15.84 ft F3.64 it. from ose Cross check based on 1991 U.B.C. DETAn 5*Mn*hc2/(48*Ec*Icr) = 4.123 lfl DE1Acr 0.209 in S Mu:Wu*hcA2/8 + Pulel.2 + (Pu1+PU2)fDETAn 26673 n- C.. Ms=W*hc"2/8 + P1e/2+ (Pl+P2)*DETs 953 ; EA DETAs 5- 1.68 in DEFL.C. - rA. PRIMEJO:3 STRUCTURAL DATE ENGINEERS PRECAST CONCRETE WALL NEL 0E5I0 Considering P-Delta Effects .. SEAOC 'Green Book' To iterate P-Delta effects to orveri,e 0 DESCRIPTION :PIER *5 AT LOADING DOCK ALLOWABLE ,STRESSES S > t'c : Concrete 3,000 Ds ) Mxn Vert Steel 1 i 0025 Fy : Reinf. : 60.000 psi Ythn Horiz Steel 1 0.0025 > Phi: : 0.90 Max. Vert, Spacing ,: 13.05 in Seismic Factor 0;3 Max, Horiz.Spacinq 13.05 S > Wind Load 12.4 psi Beta I . = 0.85 5 5 ' Reveal Depth = 0.75 in 0.6 x Ri ow- 8a1arce= u,:.:26 Reveal to Bottom 155 ft S S Shall Uniform LL Be Used With, Wind/Seismic Load os ? Y=I h:0 --> U DESIGN DATA (Enter All Loads UN-FACTORED Clear Wall Ht. = 27.5 ft Eccentric Uea Loa 44 p 5 Total Wall Ht, . 30 ft ) Eccentric Live Load C S Ht / Thk Ratio 24.7 > Load Eccntrici; S S (default : t/? + Wall Thickness . : 9.5 in S S S / Rebar She 'V 5 , Uniform Lateral Load: 106.8 p . : Rebàr Spacing = 6 in )"X-Dist. to Bottom. 14 S / A1) rtI.St, ._ij Depth To Steel = in > Seismici, W:rO2 -- .-- S (default = t/2) S > 'Point Lateral Load . 0 > Axial Uniform DL =. 5832 plf > X-Dist. from Bottom Axial Uniform LL . 0 cl / SeIsmic:!, ir=2' tel at each face: 2 (1 for singie layer, 2 fr GJLblE iayeio; -------------------------------------------- DESIGN SUMMARY . . SEISMIC WIND S N-n * Phi' : MOMENT CAPACITY . = 254103 In-fl 254.103 i . S Mn * Phi > Ncr O.K. S S. N-u APPLIED MOMENTS 159,029 in-* 18,390 n4 S OVERSTRESS •' . : 0.0 , 0 HEiGHT / SERVICE DEFLECTION. SERVICE LOAD DEFL.CONVERGENCE ' 1.26 i n U,06 In. S S P/A 0,04 * 1': 0J. 0 ----------------------- DESIGN SUMMARY at REVEAL N-n * Phi MOMENT CAPACITY 254,605 i n-# 254,605 . 2 ' Mn * Ph ) Ncr O.K. Mn x ?iìi 01c, 0.. 17-u : APPLIED MOMENTS . 161,406 in- . 16,227 I OVERSTRESS = S 0. X . C. • ' ' 0 ' S HEIGHT. / SERVICE DEFLECTION '' 234 31 502 0 ' SERVICE LOAD DEFL.GCONVERGENCE = 1.300 in 0.060 S P/A 0.04 i. "c,Q.K. 55,0, S 1. c" DAT____ ENNEEPc4i4 ..TS::AL LUADINt -------------- Wt @ 150 cf = :S.3 pst o flC oac t :.275 :I A It II I — '_IC ç .— 01 V*aLI ht — b — . * i c :E'TCAL LOADI NGS. At eve1 . ,_.,. ' JII -i,. '. _,e c -;' ilAlac JOi ,. . H4 al, i 1,626 ,722 0, 04 9 C . . . . . c P/A 65.8 psi 714 10 pa: -. F -Aa1: 6,l7uoit .,17Uo1 .707 1.308 . ?u-Total: 7 87 7 plf 7,978 cf A NA LYSiS VALUES . . -you,L/ Q' - (h*Fy i Pu)/(.85*f'.:*lL; 1.2. 0 hATI ' 'a' .85 = 1 Sapaci:v Reduction Futw c.. fir, Aa(EN: * v *1 i ..) M2, 32f AN d2,54 = Mn Phi 254J3 •'- 5'.:5 11E46 psi 1 AM w . 19.000 / Ec 2 1 c. qf Rupture : 50. NQ VII psi 2712 :. acton Mbdulus 1 (urcas) . i P., 'T -3aing inertia r:as; ._ . E57•; ii 4 .......... 1cient cf ierta (Cracace; •= 2:;.; ic ; ; Cniactore aeisinic ;')1cc . . . a; aupa-crt 1eIe.= 34 ;1.f 152.%i :h . - aaztcr at Base . 327.55 • . 16-3.0: pi . . ,7; ; ,, , ' '. . . -,_ 1164 ' . . . . check D85E cn 1991 S.E.C. 'JSS . . . JETAn 5tcct/f3fE,-*1cyt : 4.35 :r . DET,:r 5*11crhc'2/(48*Ec*JQ) (,..2i5 c, • . MKINAM * Pule/2 f0002.DETAr= :.-,:. ink .... . * (Pl+PIfI)ET; 126,Si.il -i .... ...... 5.• . . •' . . -. DETAs 172 n 3,. . pr:03 ST"JCT\1L' LIS -i I -- - 1157 o &*01 70- • ________ brl to.1•O -- • 4Qt_,44 H ?•c7 ISI H&1c2 :'° p-TV'?/ iic 7i!èi ç&I c-7. - oc rp F- —1 -. to I- I • If f,o M—•1 - it€' TUBE COLUMN DES!6N (1.2) - !( / UPqItLI* 94-359 .. COL AT LE, 2-B LDF = 1U0 - NlTS = INCH-KIPS U.O.N CUL,HTS Lx: 27.00 FIS :CL,HIS Lv= 27.0 FIS LIJAD FRO FLOOR A6UvE = 4c,43P - ?ID, PIL, 21 0.00 0.00 0.00 F2D, P-H, e2 0.00 0.uO 0.00 P3D, P21, e3 0.00 .000 P40, P4L.- e4 0.00 0,00 0.00 '- :M: 0.00 iNC1fKIPS v: 0.00 !NCH-KTPS 46.00 S! . Kb 100 •. 1(0 1.00 Cx,Cmv 0.60 0.60 - ALLOwl. BEAR ING:I., 400 K LOAD CAD LOAD - LOAD, CASE CSE2 04363 CASE C4SE 40.43 r'x= (1.00 ,ij OUt; 0,00 - . Is 7.0x 7.uo.375 IS E.0 6.000.25o0 N E.0 S.);0,2 : 17.08 22.42 LOAOCASE= fa 6.05 6.14 Fox: 27.60 27.60 . fox: 0.00 U.O 7by: 27.50 . 27.60 27,60 fy: 0.00 0.00 000 IA 0.74 •• 16 : A7 - SSE 0.25 :3,000 ; 13.000 FOR IS Ol, 7,OXO, 1875 0.62-5 12.000(i4,00j 'FOR T 8.0 6.OP.350- • • 0.625 x 2. 000 12. 000 FOR IS6,0i I L -r STRUCTURAL TUBE COLL'MN DESIGN .3.: PRIMEJW / TrflUCTUPL DATE_/ ( 34-350 . COL AT LINE 3-B, .4-B, 2-c,, 41 LDF :1.00 UNITS = !NCH-KIPS U.O.N 0L.HTS L= :6.25 FIG S COLHTS Lv:. 28.25 FIB • LOAD FROM FLOOR ABOVE = 36,75KIPS PD P11, el 0.00 C.0u .00 S P20, P2L, e2 0.10 0.01) 0,OC 0 0,uo P4D, F4L, 0.00 C.00 'j.00 '.•00 1NCH71103 - • My 0.01) INCH-K IPS s • N 46. 60 KSI . S N - Crn,Cv : ),60 01', 60L 'S • ALLOW. BE4R1Nb=i.400 KS! LOAD LOAD LOAD -JAD LCA9 CASE I CASE 2 CABE CASE S N - :- ' -'c —' ic -c- - •- -0, -5 fly: 0,00 0.00 0.00 0. . -• - TB 70 X 7.00. 1875 TB 8.0) 6.OAC,250U r,vA .. 6T: 17.08 22.42 LOAD CASE: I •. I . . 9,58 7.61 fa' 7.32 5.58 'S. 6.5.7 .. 5 .27.60 . 27,60 27.60 5 5 fbx:, .0:00 0,00 Fbv . 27.60 27.60 0.00 . 0.00 . . 000 5 : - A U.7h i.73 0 -;-':.. . • • = 0.27 0.20 - o.24 S S SE FL :0,500 X 13.000 X 13.000 FOR TB 7.0 7,00.R75 • - '. •• 0 Soy f P 00 0, 14,000 FOP TS 80.0.1' b ¼c 0.625 12.000) 12.000 FOR IS 6.0) £.0X0,2500 S ( PR1ME 8 4E TE_/- ( • NC4EES 2- 6 rRUCTURAL TUBE COLUMN DESIGN (1.3) 34-351) '• COL AT 4 - 0.7 •- -• UNITS INCH-KIPS IJ.O.N COL.HTS Lx: 12.00 ITS COL.HTS Ly: 12.00 ITS 'Al) FROM FLOUR ABOVE 21.67KIPS PlC. PIL, el = 7.78 10.40 3,00 P20, P2L, e2 = 0.00 0.00 0.0') S P30. P31, e3 = 2.48 0.70 3.00 '4D, P4L. e4 = 2.48 0.70 3.00 M: 0.00 INCH-KIPS •• (y: 0.00 INCH-KIPS Fr: 46,00 KSI • cb :1.00 K.Ky : 1.00 1.00 0.60 0.60 LOAD. , LOAD LOAD •• - -ASEi I::ASE2 WE WE T: 46.21 45.51 25.11 45.51 - ?x: 54.54 54.•54 23.34 54.54 2334 My= 0.00 2.10 2.10 2.10 i.. - . • •• • (• 1-S 5.ox 5.01.0.2500 • - • Ei6HT: 15.62 - • LOAD CASE: 2 • • - Pa: 18.33 - '3.32 , • - Fbx: 30.36 • tbx= 8.04 Ibv: 27,60 'by: 0.31 1A : 0,79 per ALSO 1,6-1a - • -' S 0.64 per AlSO 1.6-lb • EiASE-PL : 0,750 0 11.000 011.000 A STRUCTURAL TUBE COLUMN DES1N U.3 94-250 V V V COL AT6 - Ci V V V V V V LDF 1 .60 IrVH-K1PS u,O. V V V V OL.HTS Lx: 12.u0 7TS V V V V COL,HTS LV: 12.0) FTS V V L3' FROM FLO0R ABOVE ),1KPS V V V V 1PID, PIL, el 8.70 V V V V / P2D1 P2L, e2 = 0.00 V 0.00 V CoO P3D, P3L, e3 ?.04 3.20 300 V V ND, P4L, 24 o:oo V V V ix: 0,00 INCH-1PS V V V V V y- '!WC.H-JPS V 46.00 KS V V V C 1.00 V V V 0AY = 1.00 1,00 C0x,Cy = 0.60 0.60 V V V V V 2.00 KS, V V V ALLOW. BEARitJfi=1.400 KS! V V V V V - LOAD LOAD LOAD L01 A V VV LV V. V V CASEI CAS) E2 !-'ASE AS VA2E4 FI T •30.39 3(,39 27VV V - : 45.ut 45.00 6. ; .45.uc •E.. V V V - •_V_ .• V_V tVV. V -V V V IS 5.0X 5.0XO.1875 IS 6.OX 4.010,1 375 IS 4.oA I WsT 11,97 11.97 1 -3.Ei V V V CASE= - I V V 19.12 fa 8.63 V 8.63 . 557 V V V V Fbx 3036 V 30.36 V V V V V X: 3.40 7V75 9,39 V V V V V Iby: 17.60 V 27.60 V V thy: 2.93 3.37 V 2.28 V V IA : 0.79 V 0.86 0.93 oer AiSC a . V V V lB = 0.70 0.69 0:68 oe'r -AlSO 1 V SASE FL : 0.625 X 11.000 X 11.000 FOR IS 5,030.V875 V V 0,625 A 10.000 i2000 FOR T(' 1 4.i .197r V V V 0625 X 10.000 X 10.000 FOR IS 4.0 4.OXO.3125 V V I Aauc 1 / STRUCTURAL TUBE COLUMN DESION (1.3) - COL AT 6-C.9 AND/6-D.4 WOE : 1.00 UNITS = INCH.-KIPS U,O.N CUL.HTS Lx: 5.00 ETS CJLJTS Lv: 5.00 ETS L3D FROM FLOOR ABOVE 16.0IKIPS P10, PIL, el = 14,36 12,11 3.00 P20, PR. e2 = 5.20 3.70 U.00 P30, P3L5 e3 = 0.00 0100 0.00 (40, P4L, e4 0.00 0.00 0.00 Mx: 0,00 iNCH-K! PS 0.00 INCH-KIPS - 46.00 KSi kxKy : 1.00 1.00 0.60 160 LOAD LUAU LOAD LOAD 3hb CASE: CASE CASE CASE 4 CASE J: 52.58 48.88 39.87 4 8, Z $: 83.01 83.01 44,88 83.1 Nv: 0.00 0,00 0.00 cuu 020 H IS 5,01 0X0,250 -- --- 0 U WEIGHT= 15.62 LOAD CASE: 1 \\ :2495 (a 11.46 0' Fbx: 30.36 fbx: 12.24 Eby: 27.60 by: 0.00 1A = 0.72 per AISC 1.6-la lB = 0.82 per AISU 1.6-1b /_ ç\ ASE PL : 0.750 X 11.000 fll.000 13 FA C STRUCTURAL TUBE COLUMN DESIGN (1,3) I S 3-350 S S COL AT LINE 4.6-E 1.00 5 UNITS INCH-KIPS U.O.N ' CO_.HTS Lx: 5.00 ITS S COL.HTS Ly: 5.00 113 5 / '• .5 . LOAD FROM FLOOR ABOVE 5.4OKIPS ..• • S Pip, PIL, el = 8.41 8:42 3.00 P20, P2L, e2 = 3.65 3.07 3.00 P3p, P3L, e3 0.00 0,00 u.00 P40, P4L, 94 0.00 0.00 0.00 0.00 INCH-KIPS 0.00 INCH-KIPS 45,003! Kxky 1.00 1.00 0.60 0.6) S S LOAD LOAD LOAD LOAD LOAD - CASE I CASE 2 CASE CASE "t CASE PT: 29.01 25.94 20.53 25.34 4: 39.72 5.25 33.72 . 25 :4: 0,00 S • • C.0 :-,Sf. • S • • - : 75 4.0 4.010.2500 -5) -EI6rfl: 12.21 •• • LOAD CASE: 2 - . : .' .J 24.01 S) - 5L: 7.23 5- Fbx:30.36 5 •- .5 5 .-- S fb x= 3.66 • / . •. S by: 27,60 .: toy: 0.00 '. •• IA 0.51 - ocr AISC 1.6-la lB 0.58 per AISC 1.6-lb • S • S ( .55 BASE FL : 0;625X 10.000 110.000 • . . • :•. PRIME C3_____ As STRUCTURAL TUSE ;::OLLlrN DESIGN :.3) ZHT 94-350 • :O AT 6-0,9 1 00 0 - UNITS 1CH-KiPS J.C.N COL. HTS Lx: 12.00 FTS COL.HTS L : 12.00 FTS LOAD FROM FLOOR ABOVE = 16,fF3 1D, PIL1 el :.36 P2D. P2L, e2 5.20 ' 3.70 3.00 72D, 831 , e3 : 0.00 -. o.00 0.ou F4D, e4 : .,•.o(:; i .00 .00 My= fjo C.K-IPS 0.00 i Ni-K. i3 ry 46.KSI C 1.00 0.60 0.60 2.50 KS! ALLOW. BEAjNIj 1, 150 KS 1 hr CAH . •. - •..h:: V FT 52.58 48.88 / 39.37 48.8R-39.37 :67.41 - 1S.'2 H, 67.4; - ;V: o.00 coo .ou ,0C 1.016 n. 1675 T3 7.07 5.o0 :875 5. 5. ISo: • • • VUAL 0h:3:: I : • 0, • : 12.31 12.31 • iI,46 : 27.60 - 30.36 30.16 : 7.10 • 6.61 2.3: • ny: 27.60 . 27.60 • • 27,60 • - fbi:.. 0,00 • 0.00 • 0.81 0.81 ,89 A 71 Ir 18:• O,7 •• 0.66 • :6-:; - ISASE P-1 ..750 :2,000 :2.0u0 • V 0.750 7 11,000 X 13.000 FOR 127.01 3.010.1375- 0.750 711.000 I 11.000 FOR TS 5.01 5,070,25i V . - • 0 V • V 0 V 3TRth ftr J L tSTRUCTULDATEf N EE RS SHT { ..;4-350 '.IL AT £-D,4 AND 4.1-E 1.OU J!T3,: !NCHX1PS U.U.N . COL.HTS Lx 12,00 S COL.HT.S Ly= 12.00 FTj LOAD FROM FLOOR ABOVE 12.321PS - RID, NL, el :382 2.9; 3.0 /. R2D, P2L, 42 2,7:: LOS P31), F3L, e3 = 0.00 0,00 41), P4L. e4 = 0.0u 0iU Mx = 0.0 1N:-KIPS. - 1v 0.0 I:-!F'S . t .4 K', Ls KnKy 10 1x.Cy 160 0.an S D L A Di L 0 & .2A[ - CSE2 CUE 4 :AS2 T: 431 ,- ••,. ,.- • 41. M: 6S,Ø .72.33 3012 72,32 3,i2 IS 6.OX 6.OXO, 1575 5 . E:oHT 14,53 LOAD CASE F0 21.13 10.07 0 Fb27.60 - fbx: 5.71 • Fby: thy: 0.00 - • !A 0.73 per AISC 0 1.6-1 0 • 5 5 0.68 per 'USC 1.6-lb . - - S S • SASE PL 0.625 12.0u0 AI.( 0 0 S TRUC STRUCTURAL TUBE,-COLUMN DESIGN (1.3 Un 4-350 COL AT LINE 4.4C,7 LOF : 1.00- UNITS : INCH-KIPS U.U.N COL.HTS L 11.00 FTS COL.HTS Ly: 12,00 FTS LOAD FROM, FLOOR ABOVE. 47.40PS ND, PIL, el = 0.00 0. :)0 (1, 00 I- P2D, P2L, e2 z 0 0.00 P3D, Ph, e3 = 0,00 0.00 0;00 4D i P4L, e4 = 00 Mx: 0.01) INC -KIPS li: 0.00 :CH-KIFs j• 46.00 KS! Oh :1.00 Kx,Kv 1.00 1.00 • - • Oip xCv LUD • LOAD LOAD LOAD OL CASE SE 2 OASE 3 OASE osa .4! 47 ;.'::O • lix: Quo u.0u 0.uo ,.00 Ily: 0.00 :10 • O.Ou IS 4.0X 4,u102500 •. . • WEIGHT= 12.21 - • LOAD CASE: I • :' - Fa:13.28 . • fa Fbx: 30.36 - fbx: 0.601 • • Fby. 27.60. - - thy: 0.00 • IA : 0.86 per AISC 1.6-la . • 18 : .0.48 per AlSO 1.6-lb S - 3ASE PL 0.750 o. 000 10. O0u 5 5 A PRIME" STRUCTURAL DATE 1'9C S1RUCTURAL TUBE COLUMN DESIGN .2 ENGINEERS SHT '1 94-350 COL AT 6-E : . LDF: 1.00 UNITS = INCH-KIPSU.O.N S S COL.HTS Lx: 12.00 FS' COL.dTS Lv= 12.O(' LUND. FON FLOOR ABOVE ;. 2 4 K P : PlO. P:L, xl : 3.47 8.4 .3W; 2D. Pa,°1 0.00 0.01 0 P3D, F3L, e3 = 2.45 0.69 P40. P4L, 4 = O,. Mx 0.00 INCH-KIPS My: 0.00 INCH-K IPS Fv 46,00 K SI . . . . ... o :1,00 . 1,00 v.60 0.60: - - fc 2,50 (5 . -- ALLOW. BEARiNG=i,750 KS! : LOAD LOAD LUD Lob CAS I OASE2 -'-ASE CASE i WE .. iT: 28.30 Ls.3v 9.13 276: M: 50.67 5o.67 25.41 5OA7 Miy j. 51111 9.51 7.44 IS 5.6Z 5.000.1875 IS 6.)0 4.00.1875 55 .4,UX 4,(W,2:125 GT: 11.97 .11.97 .14.53 CASE: . -\ Ra: .13,12 - 16.60 14.32 . fa : 9.04 10 6.40 . Vbx: :30.35 -. 30.36 was fbx: 9.45 -. 8.72 10.58 . Fbv= (27,60 27.66 -27,20 5 ftv: 1.77 2.04 IA 0.74 0.73 . 0.66 Ur 18 = 0.67 0,65 0. b& oe A!SC i.E-1. S -S S - 0m; X Ii ')' U X )v *FOR TS 5 0.625 X 10,000 X 12,000 5CR 55 6.' v, :375 5 0.6250 10,000 0 10.000 FOR'T.5 4:00 4,OAU..3122. S • S S pplmc PAD FOOTINGS .. SPREAD FOOTING PROGRAM (3,3o) . (C! 2.50 ksi wc 0.15 kci f = 60.00 ksi sur = 0.00 KSf 2,50 kst col = 6.00 in b (ft h (in.! P (k) Pu ft 4 k n2) N-Siz 2.u0 12.00 9.40 14. 10 0,52 5 3 2.25 12.00 11.90 17.85 250 12.00. 14.,69 Ql 2.75 12.00 17.77 26.66 0.71 74 3 HooF. 3.00 12.00 21.15 31.73 0.78 4 4 3.25 l2 O0 24.82 37.23 0,84 5 1 H 3.50 12.00 28.79 43.13 .3.75 12:00 33.05 49.57 0.97 5 4 4.00 12.00 37.60 56.40 1.04 4,25 12.00 .42,45 63.57 1.0 ( 5 01 I L 4 - i.• .. -n ••-. - -. -n 4.75 L2.00- Ce- 5.00 15.00 57.81 86.72 1.62 9 4 5.25 15.00 63.74 95.61 1,70 9 5.50 .15.00 69.95 104.93 1.78 944 5.75 15.00 76.46 114.69 , 1.h 104 4 6.00 15,00 83,25 124.88 -J / iR STRINGER 7- JOB JOB 8Uslp12v1s0b4148TBEAM ANALYSI S RRO5iy•4I4ET .. ::::!F /. STflUCTU J L DATE /P< ENCNEERS SPAN LENGTH = 11.00 ft (Sip1e.Span) UNIFORM LOADS tk/Tt & ft) Jd ul XI - 0.010 0. in o.oc REACTIONS (, LOAD LEFT RIGHT Dean 3.055 0,055 Live 0.550 0.550 Total 0.605 0.605 MAX iUM FORCES V .Dax = 0.605,. 0.00 M max 1,664 ir 6 C. ft DEFLECTiIJt6 () z LOAD Deft (in? Total . 36236/El 5.50 L ' 32942/El 5.50 Dead 3294/El u so. an 0 IC... .J ------------------ Desian OCr i991 NDS Dooas F - Lar STRESSES (os) 0 3 0 0.526 0.75 ft SS IV: 56 1107 ft 986 SS .iV2LDr:i.00, P,eoetjxiie tjae rlernoer DEFLECTIONS u -i; fE 1600 ks) Total = 0.25 = L / 531 Live = 0.23 = L / 584 Dead = 0.02 0 00 /0 LANDING iTS' A p:ME°3 DATE I 8Us1p12v1s0b4148TEAPi ANALYSIS SPAN LENGTH = 8.00 ft fSiple SDan) UNIFORM LOADS (k/ft wd wi 11 - U 0.041 0.133 0.00 8.00 REACTIONS c) LOAD LEFT R16PT Dead 0.165 0:165 Live 0.533 u,533 Total 0.699 01699 MAXIMUM FORCES V max = 0,699 k 9 0.00 it ' N sax = 1.337 kit 9 4,00 ft DEFLECTIONS ' LOAD Deft n. T fit al 16097/El 4.00 L:ve 12288/El 4,c;0 Dead 3809/El sidsoan . Soy. Def1ec;ior. Live :L/360 Recuired El .= 46073 A9 - 2.10 4 21 , .. (' . Actual . .1 Desiqn oer 1391 N D S Doualas Fir-Larch STRESSES _(psi)_. 0 Shear @ 1 d' V = 0.36 k 9 0.77 'ft Fv 35 1V 61 64 7 ) 1107 ft .784 71 t Live LDF = i.0, Cf I.i0 Repetitive Use Member DEFLECT1ONS '(in)(E _1600ksi) Total 0.10 = LI 944 25 11 Uve t),08 =L./,1237 297. • • Dead = 0.02 A PMIL'0 1STruJCTUrL A;aJg! ENCiN5 r - DIAPHRAGN N-S BET I AN -' - - -------------------------- 8Us1ol2vls0b4I48TBEAM AMLYSiS RRA1sip9v-.2T •. SPAN LENGTH = 48.00 ft (Simple SDan) UNIFORM LOADS (k/ft & ft) d l. 0.730 0.000 0.00 48.00 - 0.077 0.000 O,(HO 4.00 REACTIONS (03 LOAD LEFT RIGHT Dead :3.361 f3.361 L:ve .000 0.000" Total '3 36 36 MAXIMUM FORCES V max = 3.36k @ o.o it Vd max = 19,36 k 9 0.00 ft N max = 32.33 kft 9 24.00 ft Nd max 232.33ft 9.24.00 ft DEFLECT IONS (El :n2) LOAD Defi (in) 0 Itt) Total 96351728/El 24.00 • Live 0/El.., 0.00 • Dead 96351728/El midspar TOTAL Defl El • - • L / 180 30103316 L / 240 40146552 • • -• L/360 60219832 •KlA 9'?_-— - • •o ob-o - • tW± .• A DIAPHRAGN N-S SET, AND 4 - \ I C.% ------------------------- 8Us1p12v1s0b4148TBEAM ANALYSIS PRUGRAMs1p9v1s0b4146T 43. SPAN tENGIN :96.00 ft • (Simple Span) UNIFORM LOADS (kift ft) d. wl - 0.730 0.000 0.00 96.00 0.162 .0.000 0.00 96.00 REACTIONS (k) . LOAD LEFT R16HT I Dead 42. 79.7 42.797 Live 0.000 0.000 Total 42.797 42.737 MA.iMUfl FORCES V max = 42,80 k 8 0.00 ft Vd max = 42.80 0.00 f N max = 1027.12 kft 8 48.00 ft Md max = 1027.12 k f t 8 48.00 ft DEFLECTIONS (El kW'!) LOAD Defi (in) X (ft) Total 1703873340/El 48.00 • . Live 0/El 0.00 • Dead 1703373664/El misaar ol 14\(. (l4-oO TOTAL Defi El ___ - •.•j L / 180 266230208 • • L / 240 354973600 -jf J4— L/360 • 32460416 COO • • \- TL1'-3 - DiAPHRAGN -S Et 4 AND S ( ,vor- 8Uslpl2vl's0b4l48TBEAM ANALYSIS PROGRAMmIp9vl50b41481 C SPAN LENGTH 32.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd WI - 1.199 0.000 0.00 32.00 REACTIONS (k) LOAD LEFT RIGHT Dead 19.184 19.184 Live 0.000 0.000 Total 19.184 19.184 MAXIMUM FORCES V max 19.18k 8 0.00 ft ( Vdmax 19.18 k 8 0.00 ft M Max 153.47 kft8 l.00 ft Nd max 153.47 kIt 6 16.00 It - DEFLECTIONS (El = kin2) LOAD Dell (in) X (It) Total 28287959/El 16.00 . II Live 0/El 0.00 6 Dead 28287959/El midspan TOTAL Defi El L / 180 13255981 L / 240 17679976 5 5 -L / 360 26519562 , S S -V DIPHRAGN N-S ET ' D 5 C i.4-------------------------- %1' £ L.'3qJ7 -- 8Us1p12vls0b4148TBEAM ANALYSIS PROGRANs1p9v1s0b448T tit,U2vs)o SPAN LENGTH = 32,00 ft N (Simole Span) UNIFORM LOADS (k/ft & ft) wd wl XI - X 0,621 u.000 0.00 32.00 REACTIONS (k) LOAD LEFT RI6I1 Dead 9.936 9.936 Live 0. 000 0,000 Total 9.936 9.936 MAXIMUM FORCES ' V max = 9.94 k @ 0.00 ft Vd max = 9.94 k 8 0.00 ft N max = 79.49 kIt 8 16,00 it Nd ax 79.49 kIt 8 16.00 ft DEFLECTIONS (EI ,= kinA2 LOAD Defi (in) X0110 • Total 4651228/El 16,00 Live • 0/El 0.00 Dead 14651228/El midsoan • TOTAL Detl El D L /180 6867763, L / 240 9157018 L / 360 13735526 • - •c, •• • ( •• ( PRIMEJ03. £'/4-11:L*' •1' L r --r 0 9 v7O kg-f A D , t 6~y1O -. O b: O ,i , ) ,& 0t6ö &eG (2& • )( I o )C, . ; ' vt PL Ttk 4 P6 - 5O a— : wo c* 7 L1 1L_I L)sv 7 - • • • . ( 0b • / • PaIME _____ L __u_t_AND_ i.!; 'r' 8IJslo12v1s0b4i48TBEAM ANALYSIS PO p/l;O- •i, . SPAN LENGTH :48.00 ft (Simple Span) UNIFOR LOADS (k/ft & ft) d 0.730 0.000 0.00 48.00 0.00 48.00 •' . REACTIONS (k • LOAD LEFT .RI6i1T Dead .26i 1 9.36l S Live 0.000 0,00 Total 9. 36 . 13.361 . . MAXIMUM FORCES V max : 13.36 k 8 0,00 It Vd max : 19.36 k @ .0.00 ft N max : 232.33 kft 8 .24.00 ft Nd man = 232.23 kf 8 24.00 It DEFLECTIONS (El : kin2) . . LOAD Dell (in) X (ft) Total 96351728/El 24.00 LV2 • 0/ci 0.00 Dead 96351728/El midspar • S TOTAL Dell L / 180 30103316 L / 240 40146552 L/360 • 60219832 oil k -•I i • • •: • S i& •?c S 1-• 7ç • - ' • rTTT -- DPHNi BET. 1 AND 4 i,STC. tiCT Jt:iI ------------------------- 8Us1p12v1s0b4148T8EAM ANALYSIS PRO6RhMs1p9v1s0b4I48T SPAN LENGTH = 96.00 ft ' (Simple Span) UNIFORM LOADS (k/ft & It) wd wl Xi - X2 0.730 0.000 0.00 96.00 ' 0.162 0.000 0.00 96.00 REACTIONS (k) LOAD LEFT RIST 'Dead 42.797 42.797 Live '0.000 0.000 Total 42.797 42.757 MAXIMUM FORCES V max : 42.80k @ 0.00 ft Vd max : 42,80k @ 0.00f 'I N max = 1027.12 kft 8 48.00 ft ' • MO max 1027.12 kft 8 48.00 ft DEFLECTIONS (El: kin-2) " LOAD ' Dell '(in) I (It) ' ' • : Total' 1703873340/El 48.00 Live WE 0.00 ' • Dead 1703373664/El miaspar ' - ••. TOTAL Defi El •pt e.'' L / 180 256230208 L / 240 354973600 : , ULil'_— ' L i 360 15 32460416 k- r DAPHRASN -S BET 3 AND S /E \CNLJ'J:4L._J ------------------- 8Us1p12v,1s0b4148TBEAM ANALYSIS .PROGRAM1p9v150b41 416T .jOUW2'( SPAN LENGTH 32.00 ft (Simple Span) - UNIFORM LOADS -(k/ft & ft) vo wi Xi - X 1.199 0.000 0.00 32.00 REACTIONS (k) - LOAD LEFT RIGHT Dead 19.1184 1 9.184 Live 01000 0.000 Total 19.184 19.184 MAXIMUM FORCES V max = 19.18 k @ '0.00 ft - Vd•max = 19.18 k 8 0.00 ft N max = 153.47 'g-.ft 9 16.00 it Nd max = 153.47 kft 16.00 ft DEFLECTIONS (El kin2) LOAD Dell (in) I (It) S Total 28287959/El 16.00 Live u/El 0.00 - COWP) - - - Dead 28287959/El midspan TOTAL Defi El L / 180 13259981 L / 240 17679976 LI 260 26519952 :E1: - 8Us1p12v1s0b4148T8EAM ANALYSIS PROGRAMs1p9v1b4148 SPAN LENGTH = 32.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd l 0.621 0,000 0.00 32.00 REACTIONS (k) LOAD LEFTI j3HT Dead 9.936 9.936 Live. 0.000 0.000 Total 9.936 9.936 MAXIMUM FORCES V max = 9.34 k 8 0.00 ft Vd max = 9.34 k 8 0.00 ft H max = 79.49 kft 8 16.00 ft Nd max = 73.49 k f t 8 16.00 ft DEFLECTIONS (El kin2) LOAD Deft (in) X (ft) Total 14651223/El 16,00 Live 0/El 0.00 Dead 14651228/El midsan • TOTAL Dell El • • L / 180 6867763 L / 240 9157018 L / 360 13735526 (p( A Prt jo3____ g, -------------------- 8Uslpl2v1;0b4148TBEAP1 ANALYSIS PRO6RAM;1p9v1s0b41T SPAN LENGTH = 75.00 ft (Simple Span) UNIFORM LOADS (k/ft &ft) d wl XI - 12 0.840 0.000 0.00 75.00 REACTIONS (k) LOAD LEFT RlfjHT Dead 31.500 31.500 Live 0.000 0.000 Total 31.500 31.500 MAXIMUM FORCES V max = 31.50 k @ 0.00-ft Vd max = 31.50 k @ 0.00 ft 1 max = 59062 kft @ 37.50 ft max = 590,62 kft @ 37.50 ft \ DEFLECTIONS (El kin2) LOAD Defi (in) 1 (ft) Total .598007772/El 37.50 Live. 0/El 0.00 Dead 598007709/El midspan TOTAL Def I El L / 180 119601552 L / 240 159468736 L/ 360 239203104 . V 01 (,Q PRizfa 3 DIAPHRAGN E! BET L AND r C' Px'°(' Ji, 8UsIp12v1s0b4148TBEM ANALYSIS ?RiA.;'il •. :. •. SPAN LENGTH = 69.50 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl XA - 0.984 0.000 0.00 69.50 REACTIONS (k) LOAD LEFT RIGHT Dead 34.194 34.194 Live 0.000 0.000 Total 34.194 34.94 MAXIMUM FORCES V max = 34.19 k @ 0.00 ft / Vd max = 34.19 k 8 0.00 ft M max z 594.12 kft 34.75 ft Md max = 594.12 k f t 34.75 ft DEFLECTIONS (El = kin"2 LOAD Defi (in! X(ft) Total 516555306/El 34.75 Live 0/El 0.00 Dead 516555306iEl midspan TOTAL Del, El L/ 150 111486752 • • L/240 148649008 HAv ftyLo ________ 7• L I .0 22,29 7 3504 • '• - o 12 r o • . ___ f A PflIM- DIAPHRAGN E-W BET E AND F 01/:0195 i-( ---------- 94_3 ; £NCEEj5 _;:Lo 9Us1p12v1s0b4148TBEAM ANALYSIS PRO6RAMs1p5v1s0b4148T SPAN LENGTH = 43,00 ft LEFT CANT = 18.50 ft RIGHT CANT = 0.00 ft UNIFORM LOADS (k/ft & ft) . . . wd vi 11 - 12 0.384 0.000 -18.50 43.00 REACTIONS (k) LOAD . LEFT RIGHT Dead 16.888 6.726 Live . .0.000 0.000 Total 16.888 6.728 MAXIMUM FORCES . . . . . V max 9.78 k 8 0.00+ft . Yd max . 9.78 k 8 0.00+ft N max = 58.94 kft 825.48 ft MO max = 58.94 kft 8 25.48 ft N mm -65.71 kft 8 0.00 ft Md mm -65.71 kft 8 o!oo ft ., . . . . N: Okft@ 796 ft . DEFLECTIONS (El kin-2) 2 - LOAD . Defl (ml 1 (ft.) Total 16627091/El 23,56 -841477/El L.C. . .., Li ve 0/El 0.00 . .0/El L.. Dead . 16416294/El midspan . . -841477/El L.C. . Main Span Cant.(iocal) L.# TOTALOefl El L I 180 5800148 3938777 L/ 240 7733531 5251703 L /360 11600296 7877554 L PRIME 08 OA STRUCTU!tALCATE ENGINEERS SHT f (f( ('3 v (3y r . 11.ot [44- VA 7 0. 4 )Q Kf r - ctfrr - de c1 Le e - ry7 AS I:aJC TrSUCTUALCATE _1 ENG Lt'3 z:r_____ CONCRETE.SHEAR WALL DESIGN (PER SEC.2625 1331 UBC) DESCRIPTION: PANEL Si AT LINE 'C W = 0.63 kips/ft uniform l oads 0 P1 = 0.00 kips --------------- P2: 0.00 kips i1 v-------: Pl LI: 0.00 ft L2: 0.00 ft L 27.00 ft H LI V V hi : 2.00 ft H: 25.00 ft V = 103.10 lips Wall INK : 7.00 in fr: 3.00 isi Load factor: 4t Sf1 THK : 7.00 in fy: 60 ,06 ki HIL - 2268.iJ0 n'2 8*Ac*SQRTU'c) =39•.7 L:.s Vn = 712.87 kips Phi*Vn = 0.60n: 427,72 tics 402.35 lips Phi*Vc : 0.5fVc = 241.41 lips Vu = 144.34 itos Vu>Acv*SQRT(fc),HO0K HORI. REIN, Vs = 0.00 kips Vu 0.6* Yn U.K. shear rein 1. As req'd, 0.21 in2/FT *48 11.00 in o.c. SHEAR REINF. #58. 13.00 in O.C. -. 6.8 18.00 in o.c. #78 18.00 in o.':. CHECK HOLDOWN REQUIREMENTS. U : 1.4E t 0.9* DL Uniform load = 17.05 kips = Wall wt : 63.79 kips Paint loads : Q.00 kips Sum P = 80.84 lips Holdown at left end = 99.11 lips As: 1.84 inch1'2, 4oldown aiqht end: 99.11 lips As: 1.84 incV2 Holdown Bars'left end right end 15 re-bars : 6.00 6.100 -. #6 re-bars 5.00 5.00 : : : 3.00 31 00 CONCRETE SHEAR WALL DESIGN (PER SEC.2625 11 uBc: DESCRIPTIONS PANEL Si AT LINE C Check Boundary Member Requirement. COot load: 13.50 ft. from left end C: 0.00 ft I oross = 1.98E+07 inch-4 at left end at riqht end Mu = 3608.50 3608.50 ft-tips S = 122472.00 122472.00 inchA3 - (t ' c U - V. U • fa = 0.04 0.04 ksi fb + fa 0:39 0.39 ksi Boundary Member not required Flexural Desiqn 3608.50 ft-kips Asreo'd = 2,56 sq.in As min : 7.42 sq.in (200/fy * b * d As max 35.61 sq.in (Rhc'w bal * 0.75 * b * .i) Beta = 0.85 Rhow bal = 0.02 As req'd * 4/3 provided As *4 re-bar req'd 18.00 3.60 sq.in *5 re-bar reqid: 11.00 3.41 sq.in *6 re-bar req' 8.00 3,52 sq.n *7 re-bar req'd 6.00 3.60 sq.in *8 re-bar req'd 5.00 3.95 sq.in *9 re-bar reqJd: 4.00 4.00 sq.in *4 dowels at slab on grade Avf req'dvu/(0.6fPhi*fy) = 4.72 in'2 - 44 dowels at 14 o.c. 35 AT LINE C pr C3, / STnUCT'JALL E GRADE BEAM ANALYSIS PROGRAM (4.02) Footing LENGTH = 47.00 ft Footing WIDTH = 4.75 ft Footinq DEPTH = 3,00 ft Conc Weiqht = 0.5 kcf Surcharge = 0.00 ksf S Footina + Sjrch. 2.14 kIt ç(1 1 t S UNIFORM LOADS (LIft 2 Xl - 12 5 2.994 3.834 10.00 37.00 p 5. 5. POINT LOADS (k & ft) S 1 2 X -106.90 -106.90 10.00 5 106.90 106.90 37.00 S S RESULTANTS (k, ft &ksf) S CASE I 2 Ft !8130 203.98 X 39.42 37.65 a max 3.36 3.06 . 2c/3 0 mm 0.00 0.00 S MAXIMUM FORCES (k, kit) S CASE 1 2. 5- V max 103.02 98.14 . N max 608.09 533.90 N nm -106.88 -106.88 AT LINE C TflUcTUJ\L AS GRADE BEAM DESIGN PROGRAM (4,02) DESIGN DATA f'c = 3.00 ksi b = 57.00 in fy 60.00 ksi h = 36.00 in Load Factor 1.40 d = 33.00 in SHEAR DESIGN . Veax = 103.0 k Vc = 206.1 k Vn = 169.7 k Vs = 0.0 If / Ay = 0.57 si/ft Seax = 16.50 in Vs = 0, stirrups are qtional Stirrup 1 *4 Stirrup @ 8.4' 2 * 4 Stirrups 8 16.5 FLEXURAL 6ES16N Beta 1 = .0. 85 As mm 6.27 si As max = 30.16 Si M+ max 608 ktt H- mm -107 kIt Mn+ = 946 kft Mn- = -166 itt As 5tr = 5.95 si As str = 1.01 si As = 6.27 si As = 1.35 si Bottom Steel Top Steel Bar No. Space No. Space et'-°" V * 4 31.4 1.6 .6.8 5 20.2 2.4° 4.4 7.3° 10.2 . * * 6 14.3 3.4° 3.1 12.9 * 7 10.4 4.6° 2.3 11.0° * 8 7.9 6.4° 1.7 25.5' * 9 6.3 7.3 1.4 25,5K *10 4.9 10.2K 1.1 25.50 #11 4.0. 12.8° 09 - & STRUCTuNEaALcA;af.qc _•\_. ENGIERS1 (-"71 e cocb o(b 4f4V3 771 / • 2r - c 0 3piT f)Lf' L / • • •• • • _s• 4 • ( AS-r PR E IM RUCT1j ENGINEt ALD,\TE____ CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: PANEL WI AND W3 AT LIE 2 W : 0.22 kips/.ft uniform Ioads) P1= 0.00 kips P2 = 0.00 kips hi L V------- > P1 Li = 0.00 ft L2 = 0.00 ft L 25.83 ft H LI L2 V. hi': 2.5' ft H = 27.50 ft V = 33.10 kios Wall IHK = 7.00 in f'c 3.00 ksi Loaø tactor: Eu. THK = 6.25 in fy: 60.00 k;I. 1L = Av : 1937.25 in2 8fAcv*SQRT(f'c) = 848.86 kipt. Va = 608.91 kios Phi*Vn : 0.6fVn = 365.35 k VC = 292.78 kips PhifVc = 0.6*Vc = 175,67 kips Vu = . 47.46 kips - -Vs 0.00 kips Vu <0.6 * Va 01. K. shear reinf. As req'd 0.21 inA2/FT *4@ 11.00 in 0.1. - SHEAR REINI. *5 @ 18.00 in o.c. *6 @ 18.00 in o.c. *7 @ 18.00 in o.c. CHEC', HOLDOWN REQUIREMENTS, U 1.4E t 0.9* DL Uniform load =• 5.68 kips Wall wt: ,= 67.80 kips Point loads .0,00-kips SUN P 73.49 kips .Holdovnat left end: 17.80 kips As: 0.33 incfi2 Holdown at right end: 17.80 kips As: 0.33 inc hA2 Holdown Bars left end riqht end *5 re-bars : 2.00 2.00 #6 re-bars = 1.00 1.00 *7 re-bars: 1.00 1.00 *8 re-bars = 1.00 .u0 A STRUCTUr1J\LDATE EUGINEERS -f CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION- PANEL Wi AND W3 AT LINE 2 Check Boundary Member Reauirernent. C.S of load: 12.92 ft. from left end e 0.00 ft I gross = 1.55E+07 inch A4 at left end at right end Mu = 1305.15 1305.15 ft-kips S = 100078.33 100078.33 inch A3 S lb = 0.16 0.16 ksi f = •' 0.04 0.04 is i S fb + fa : 019 KS1 , Boundary Member not required • Flexural Design Mu 1305.15 ft-kips As req'd = U.% sq.in S As min : 7,09 s.in (200/fy a bad) As max = 34.12 sq.in (Rhow bal a 0.75 a b a Beta: 0.85 Rhow bal 0.02 As req'd a 4/3 provided As #4-re-bar req'd: 7.00 1.40 sq.in • - *5 re-bar req'd 5.00 1.55 sq.in *6 rebar req'd: • 3.00 1.32 sq.in * • 'ij) * *7 re-bar req'd: 3.00 • 1.80 sq.in *8 re-bar reqsd 2.00 1.58 sq.in *9 re-bar req'd: 2.00. 2,00 sq.in *4 dowels at slab on grade Av( req1d:Vu/(0,6IPhiL1y) = 1.55 in2 S 4 dowels at 39 l S S S - S • V A PRIME JOB -E A .STRUCTUtAL DTaJffl V V ENC 1 JEERS CONCRETE SHEAR WALL DESIGN V V V (PER SEC.2625 1991 USC) V V DESCRIPTION: PANEL W2 'A T UNE 2 V W : V 0.22 kips/ft uniform loads V V V P1 = 0.00 kips -::::-_::::::::::::_:::: V P2 0.00 kips. hi V V V V V V------->: Pt F. Li: 0.00ft V V V L2 V 0.00 ft V V L 17.21 ft H LI V L2 V V V V V hi: 2.50ft V V V H: 27.501t V V 12.0 kips V V V V ------------- V Wall THK = 7.00 in t'c: 3.00 ksi Load factor:. V Eff. THK 6.25 in fy: 60.00 ksi H/L V Av.: 1290.75 in2 8*ACV*SQRT(fP C): 565.58 kips V V Vn : 348.85 kips V Phi*Vn : 0.6*Vn = 209.31 k i.cs Vc : 119.34.kips Phi*Vc : 0.6*Vc= 71.60 i P s V V V Vu : 18.06 kips V V V V Vs : 0.00 kips Vu 0.6 Vn O.K. shear reinf. As,V.req'd: 0.21 in2/FT V V *4 @ 11.00 in o.c. V SHEAR REINI. V *5 @ 18.00 in o.c. V V V *6 9 18.00 V'fl G. C. •• V V *7 @ 18,00 in o.c. - V CHECK HOLDOWN REQUIREMENTS.. U = 1.4E t 0.9* DL V Uniform load : 379 kips V V V V V Wall wt : 45.18 kips VV V V V Point loads : 0.00 kips : V V Sum P = V 48.96 kips V Noldown at left end 7.03 tips As: 0.13 inch2 V V Holdown at right end: 7.036P5 As: 0.13 i nch - V V V Holdown Bars left end V right end • V - V V - *5 re-bars : V V 1.00 V • 1.00 V V V • V V V V *6 re-bars : 1.00 1.00 V V *7 rebars = 1.00 1.00 V V • V *8 re-bars: 1.00 i.0 '- V V V • V VJ V V V - V - V As='ENGINEERSSW PR1MtJC3 TflUCTL'RLDAT _ _____ CONCRETE SHEAR WALL DESISN (PER SEC.2625 1991 UBC) DESCRIPTION: PANELW2 AT LINE 2 Check Boundary Member Requirement. C.6 of load: 8.61 ft. from left end e :. 0.0t) ft I gross : 4.59E+06 inch'4 at left end at right end Mu = 496.65 496.65 ft-kips S = 44427.62 44427.62 inch3 f.b = 0.13 0.13 ksi fa = 0.04 0.04 ksi ik 4 fa I) 17 (i 17 tci Boundary Member not required Flexural Desian Mu = 496.65 ft-kips As req'd = 0.55 sq.in As min 4.68 sq.in (200/fy * b * di As max: 22.51 sq.in (Rhow bal * 0.75 * b * d) Beta = 0.85 Rhow bal = 0.02 As req'd f 4/3 provided As *4 re-bar req'd= 4.00 0.80 sq.in *5 re-bar req'd: 3.00 0.93 sq.in #6 re-bar req'd: 2.00 0.88 sq.in *7 re-bar req'd 2.00 1.20 sq.irt *8 re-bar req'd: 1.00 0.79 sq.in *9 re-bar req'd 1.00 1.00 sq.in : #4 dowels at slab on grade Avf req1dVu/(0.6*Phi*fy) = 0.59 inA2 *4 dowels at 48 o.c. AT LINE 2 01' 1,01915 STRUCTURAL C.*ITE CNGccr5 1,--v GRADE BEAM ANALYSIS PROGRAM (4.02) Footing LENGTH = '70.85 ft Fo6ting WIDTH = 2.00 ft Footinq DEPTH = 2.00 ft Conc Weiqht 0.15 kcf Surcharge = 0.00 ksf Footing + Surch. 0.60 klf UNIFORM LOADS (k/ft & ft) 1 Xl - X2 ' 3.020 1.00 69.85 ' POINT LOADS k & (U ' • ' ' ' 1 I 36.10 1.00 -15.50 2682 • ' ' 15.50 440 -36.10 6.85 ' • RESULTANTS (k, ft & ksf CASE I ' • P' '5044 ' '26.57 Q S • ax 09 9 min 0.44 ' S• • S MAXIMUM FORCES' (k, kft) S • S CASE 1 - S S V.max 36.42 • S S S M max 297.32 S ' 5 5 M mm -218.20 5 5 5 5 SS S S. PRIMEJC393cI AT LINE 2 0i/iUr5 AS ENCINEEp GRADE BEAM DESIGN PROGRAM (4.02) DESIGN DATA H Pc :3.00 ksi b = 24,00 in fy = 60.00 ksi h = 24.00 in Load Factor: 1.40 d = 21,00 in SHEAR DESIGN Vmax z 36.4 k Vc = 55.2 Yn : 60.0 k Vs : 4.8 k Av mm = 0.24 si/ft S max 10.50 in Av str 0,05 siijt Av 0,24 si'ft o/ I * 3 Stirrup 8 10.5 1* 4 Stirrup 8 10.5" FLEXURAL DESIGN Beta 1 = 0.85 As min. 1.68 si As max = 8.08 si M+ max : 297 k f t M- mm : -218 kIt S Mn+ 463 kIt Mn-. -339 kft As str : 4.98 si As str 3.52 si As : 4.98 si As : 3.52 si Bottom Steel Top Steel. • Bar No. Space * 6 11.3 - No. 80 Space 2.3" • * 7 8.3 2.0" 5.9 3.0' *8 63 26' 45 36' *9 50 36' 35 4.5' 0 *10 3.9 4.5' 2.8 6.0" A. PRIME--'03 1 STRUCTU!AL DATE____ ENGNEERSSHTJ_-2 a,cb 4po ev • 1LkI' cQ/, LX 7 I" f? IcN?-x v fC fP çiV •P ( e?'1.i• • '24 1 kJ- pi • i H • r • S A PRlME STttucTur.ALe. i1. ENGlNEES -'ç CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: AT LINE W = 0.26 kips/ft uniform loads ) Pt z 0.00 kips ------------------------- P2 : 0:00 kips hi V ------- )t P1 Li 0.00 ft L2 = 0.00 ft L = 25.00 ft H LI L2 hi : 2.00 ft H: 28.00 ft S L V : 1935 kips Wall THK : 7.00 in f'c: 3.00 ksi Load factor: 1,40 - EU. THK : 6.25 in fy: 60.00 ksi H/L : S Ay : 1875.00 in2 8fAcv*SQRT(f'c) = 821.58 kips Vn = 589.34 kips Phi*Vn : 0.6iVn = 353;61 tips VC : 263;30 tips PhifVc : 0.6*Vc = 157.98 kips Vu : 27.93 kips Vs : 0.00 tips Vu <0.6 * Vn O.K. shear reinf. As req'd: 0.21 i nA2/FT 4 @. 11.00 in o.c. SHEAR REINF. *5 8 18.00 in o.c. *6 8 18.00 in o.c. *7 8 18.00 in o.c. • CHECK HOLDOWN REQUIREMENTS. U : 1.4E t 0.91 DL Uniform load : 6.60 kips S Wall wt 65.63 kips S Point loads : 0.00 tips Su; P 72.23 tips oldon at left end = 0.00 kips As: 0,00 i nchA2 Holdown at right end: 0.00 kips As: 0.00 i nchA2 Hoidown Bars left end riqht end' *5 re-bars : 0.00 0.00 5 *6 re-bars = 0.00 0.00 *7 re-bars: 0.00 0.00 • S, *8 re-bars : 000 000 MUCT iT 'cs's * CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1391 USC) DESCRIPTION: AT LINE I 's Check Boundary Member Requirement. .....C.G of' load: 12.50 ft. from left end. e: 0100 it S - I gross = 1.41E+07 inc h4 at left end at right end Mu = 782.04 782.04 ft-kips S = 93750.00 93750.00 inh3 fb = - 0.10 0.10 ksi S fa = 0.04 0.04t ksi lb + fa = 0.14 . -. 0,14 ksi . S Bo'undary Member not required Flexural Design Mu :, 782.04 It-kips As req'd 0.59 sq.in As mm = .6.86 sq.in (200/fy ib Id) S S. As max 33.00 sq.in (Rhow bal" 0.75 f b I d) Beta: 0.85 . Rhow bal = 0.02 5 * • As req'd * 4/3-provided As . *4 re-bar req'd - 4.00 0.80 sq.in •* S •• - *5 re-bar req'd: ' 3,00 0.93 s.in *6 re-bar req'd= 2.00 0.88 sq.in S ( *7 re-bar req'd: . . 2.00 1.20 sq.in *8 re-bar req'd 2.00 1.58 sq.in S 19 re-bar reqd:, 1.00 1.00 sq.in - *4 dowels at slab on -grade * S AvI req'dVu/(0.6*Phi*fy) = 0.91 in A2 • S *4 dowels at 48 o.c. - S S S S. - - -5- I r AS P1UME3'rrtucTurALc.TI-fc ENClNEE15T L CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1391 UBC) DESCRIPTION: PANEL S-4 AT LINE F W = 0.04 kips/ft uniform iads ) P1 : 0.00 kips --------------------------- P2 0.00kips hi V--------: P1 P2 Li 0.00 ft L2: 0.00 ft 1 = 32.29 ft H Li L2 - U hi .. 2.00 ft H: 28.00 ft ------------ V: 26.80 kips .. Wall THK = 7.00 in f'c= 3.00 ksi Load factor: 1,40 Eff. THK: 6.25 in fy: 60.00 ksi H/I: Av = 2421.75 inA2 8*AcvfSQRT(f'c) : 1061.16 kips Vn = 761.20 kips Phi*Vn : 0.6*Vn = 456.72 tips = VC = 430.95 tips PhifVc : 0.6*Vc = .258.57 kips Vu : 37.52 kips Vs = 0.00 tips Vu <0.6 * Vn O.K. shear .reinf. As req'd: 0.21 ifl A2/FT *4 11.00 in o.c. SHEAR REINF. *5 @ 18.0( in o.c. *6 @ 18.00 in o.c. *7 @ 18.00 in o.c. CHECK HOIDOWN REQUIREMENTS. U : 1.4E t 0.9* DL Uniform load = 1.42 kips - Wall wt : 84.76 tips - - Point loads : 0.00 tips - Sum P 86.18 kips Holdon at left end :- 0.00 tips As: 0.00 inch.) Holdown at rightend: 0.00 kips As: 0.00 inchA2 Holdovn Bars - left end right end - *5 re-bars = - 0.00 0,00 *6 re-bars = 0.00 . - 0.00 tire-bars : - - 0.00 0.00 -- *8 re-bars: 0.00 PflIME03 SThUCTUrIAL _Ir ENGINECP,ST V7 CONCRETE SHEAR WALL DESIGN (PER SEC. 2625 1991 USC) C' DESCRIPTION: PANEL 9-4 AT LINE F Check Boundary Member Requirement. C.Gof load: 16.15 ft. from left end e = 0.00 ft I gross = 3.03E07 inch A4 at left end at right end Mu 1050.56 1050.56 ft-kips S : 156396.62 156396.62 inch A3 fb = .0.08 0.08 ksi 0 fa = 0.04 0.04 ksi fb + fa z 0.12 0.12 ksi Boundary Member not required Flexural Design ) Mu : 1050.56 ft-kips As req'd = 0.61 sq.in As min : 8.90 sq.in (200/fy *b I di ' As max: 42.82 sq.in (Rhow bal 10.75 * b t C) 0 5 Beta : 0.85 Rhow bal z 0.02 0 As req'd I 4/3 provided As 5 0 *4 re-bar req'd: 5.00 1.00 sq.in *5 re-bar req'd: 3.00' 0.93 sq.in 16 re-bar re-bar req'd: 2.'00 0.88 sq.in I *7 re-bar req'd: 2.00 1.20 sq.in *8 re-bar req'd: 2.00 - 1.58 sq.in *9re-bar req'd: 1.00 1.00 sq.in *4 dowels at slab on grade Avfreq'dVu/(0.6lPhilfy) : 1.23 in"2 S *4 dowels at 48' 0 o.c. • •. ' 0 (1 PPIME J03______ UCTUrkALDAT 1- ) CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991UBC) DESCRIPTION: PANEL S-3 AND S-2 AT LINE F 0.04 kips/ft uniform loads (w) P1 = 0.00 kips P2 = 9.40 kips hi V-------> P1 Li: 0.00 ft' L2: 16.00 ft L = 24.00 ft H Li L2 v hi = 2.00 ft H: 28.00 ft L V = 14.80 kips Wall THK : 7-.00 in Pc: 3.00 ksi Load factor: 1.40 Eff. THK : 6.25 in fy: 60.00 ksi Av = 1800.00 in2 8*Acv*SQRT(f'c) : 788.72 kips Vn 565.77 kips Phi*Vn : 0.6*Vn : 339.46 kips Vc = .238.93 kips Phi*Vc 0.6*Vc : 143.36 kips Vu = 20.72-kips, Vs: 0.00 kips Vu < 0.6 * Vn O.K. shear reinf. As req'd: 0.21 i nA2/FI *4 @ 11.00 in o.c. SHEAR REINF. *5 8 18.00 in o.c. *6 8 18.00 in o.c. *7 8 18.00 in o,c, CHECK HOLDOWN REQUIREMENTS. U : 1.4E t 0.9* DL jUniform load 1.06 kips Wall wt = ",63. 00 kips Point loads = 9.40 kips Sum P : 73.46 kips Ho1down at left end = 0.00 jps As: 0.00 inch"' Holdon at right end: 0.00 kips As: 0.00 inch2 Holdovn Bars left end - right end e-bars 0.00 0.00 :re-bars : 0.00 0.00 *7 re-bars = 0.00 0.00 *8 re-bars = 0.00 0.00 - A PfllME03 STRUCTURa\L0ATE i ENGINEERS CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: PANEL 3-3 AND S-2 AT L NE F, Check Boundary Member Requirement. C.G of load: 12.51 ft. from left end e : (J.5 f' I gross : 1.24E+07 inch4 at left end at right end 542.56 617.76 ft-kips S = 86400.00 86400.00 inch-3 fb : 0.08 0.09 ksi fa = 0.04 0.04 ksi fb + fa = 0.12 0.13 ksi Boundary Member not required Flexural Design .580.1d ft-kips As req'd = 0.46 sq.in As min = 6.58 sq.in (200/fy * b * d) As max : 31.65 sq.in (Rhow bal * 0.75 * b * d) Beta = 0.85 Rhow bal : 0.02 As req'd 1 4/3 provided As *4 re-bar req'd 4.00 0.80 sq.in *5 re-bar, req'd= 2.00 0.62 sq.in f 4 *6 re-bar req'd: 2.00 0.88 sq.in *7 re-bar req'd: 2.00 1.20 sq.in: : 48 re-bar req'd: 1.00 0.79 sq.in *9 re-bar req'd: 1.00 1.00 sq.in *4 dowels at slab on grade Avf req'dVu/(0.6*Phiffy) : 0.68 inA2 ( *4 dowels at 48 aOC / CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 USC) DESCRIPTION AT LINE 0.2 W = 0.55 lips/ft uniform ios () P1 = 0.00 lips P2 0.00 lips 1 - V-------- Pt L1 0.00ft L2: O,00ft - 'l').J l.ñ U - J • I L4 I V hi 0.00 ft H: 13.00 ft ------------ 29.30 lies Wall THK = 7.00 in fc: 3.u0 Elf. INK: 7.00 in fy: 60.00 ksi Av = 1134.00 in"2 8*Acv*SQRT(f'c) = ,69 Vn = 356.44 kips PhifVn = 0.6*Vn : )13,85 Vc = 157.38 lips Phi*Vc :0.6fVc Vu: 41.02 kips Vs :, 0.00 lips Vu <0.6 * Vn O.K. shear reinf. As req'd: 0,21 in2/FT *4 @ 11.00 in o.c. SHEAR REINI. *55 18.00 in o.c. *6 5 18.00 in C..:. #75 18.00 in o.. CHECK HOLDOWN REQUIREMENTS. U 1.4E t 0.9* DL Uniform load 7.41 kips Wall wt = 15.36 lips 0 Point loads = 0.00 lips Slum P 22.77 lips Holdown at left end 30.38 lips As: 0.56 nch' Holdown at right end: 30.38 lips As: 0.56 ;nci'2 Holdown Bars : left end r i c h t end *5 re-bars = 2.00 2.00 *6 re-bars: 2.00 2.00 *7 re-bars = 1.00 1.00 *8 re-bars : i 1 OYI 0 CLKS T:% IC, CONCRETE SHEAR WALL DESIGN (PEP SEC z625 11 LBC DESCRIPTION: AT LINE D.2 Check Boundary Member Requirement. - of load: 6.75 ft. from left end e 0.0 ft I gross : 2.48E+06 inch4 at ieit'enc at riqht enc Mu : 53.z6 :i3.26 ft-ps 5 30618.00 30618.00 incV3 ( V fb: 0.21 0.1 ksi 0.02 0.02 isi V 23 0 22 Boundar V Member not r2qUi,.red ieeurai DesiQn V V Mu z 533.26 ft-tips As req'd = 0.77 sq,in As min - 3 .64 sq., 'n' i 200/fy 4 ,b As max = 17,511 sq in tRw bal * U V5 * b *dd Beta : 0.85 V Rhow bal = 0.02 . A; r'cq'd * 4/3 oroviea As 44 ',e-bar reqd 6.00 1.20 so.in V *5 re-bar req Jd 4.00 1,24 sq.in V V #6 re-bar req'd - 2.00 1.32 sq.:n 44- # 7 re-bar req'd V 2.00 1.20 sq.in * V *8 re-bar req'd 2.00 1.58 sq.in V re_bar reqid: •V V 2.00 2.00 sq,ir V '*4 dowels at slab on grade c V Of req1 d:Vu/(0.6*Phi*fy) 1.34 in'2 V n 4 dowels at O.C. V V • V V V V I A Jc3 '3 :' AT LINE D. 2 .•. L::::::1 GRADE BEAM BEAM ANALYSIS PROGRAM (4.02) Footing LENGTH 25.50 ft Footing WIDTH 3.00 ft Footing DEPTH = 2,00 ft Conc Weight 0. 15 kcf . . Surcharge 0.00 ksf Footing + Surch. 0.90 klf UNIFORM LOADS • (k7ft & ft) 1 2 2 4 Xi -Xl 0.549 0.549 q.409 1.409 4.00 17.50 POINT LOADS (k & ft) 1 3 4 -28.20 28.20,1 .-28.20 28.20 4,00 2820 -8.20 28.20 -28.20 17.50 13.25 13.25 27.59 27.59 17.50 RESULTANTS (k, ft & ksf) CASE 1 2 Pt . 43.61 43.61 69.56 6,56 X . 22.59 5.12 19.56 8.61 a max 3.32 .1.89 2.60 L79 Q min 0.00 0.00 0.00 0.02 MAXIMUM FORCES (k, kft) . . . CASE 2 2 V max 36.09 16.14 41.24 16.26 H max 192,94 34.26 182.64 33.64 H mm • -7.20 -28.80 -7.20 -8.69 • . V max = 41.24 k . . H max = 192.94 kft . . .M mm n -28.80 kft . • I / S A • CT'JCTU'JLD,7a AT LINE 0.2 ------------ GRADE BEAM DESIGN PROGRAM (4.02) DESIGN DATA f'c = 2,50 ksi b = 36.00 in fy = 60.00 ksi h = 24.00 in Load Factor 1,40 d = 21.00 in SHEAR DESIGN Vmax = 41.2k Vc 7.6 k Vn = 67.3 k Vs = 0.0 k Av. 0.36 si/ft S max 10.50 in Ys 0, stirrups are optional I * 3 Stirrup @ 7.3° 2 * 3 Stirrups @10.5° I * 4 Stirrup @ 105°. FLEXURAL DESIGN Beta I = 0.85 As min = 2.52 si As max = 10.10 si M+ max = 132.9 kft M- mm -28,8 tft Mn+ = 300.1 k f t Mn- k ft • As sty = 3.03 si As sty 0.43 si As = 3.03 si As 0.57 51 • Bottom Steel Top Steel Bar No. Space No. Space * 4 15.1 1.9° 29 10.00 * 5 9.8 3.0° 1.8 150' * 6 6.9 4.3' 1.3 15.0° * 7 5.0 5.0° 1.0 - *8 3.8 7•5Q 0.7 - * 9 3.0 10.0° .0.6 - *10 2.4 10.0° 0.5 - *11 1.9 15.0° 0.4 - • / - .-7 bdt7 PIfrj1 Kkf i d7.çi 4ufH r A PRIME / ST1WCTuRAIc, _-3c ENGEERSCIT/4 PL2) r-f qJ co< 2c - or •p \ •• ,c_( $ fi 4: zco 7 . 1L ri 1('2 I7J • rA f7( • ;•; I ( CA - • • ( -4. I , -S. - A PR1?iE 4 _1± STRUCTUrALD.J.! ENGINE EflS CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) L DESCRIPTION: AT LINE 1 ' W = 0.26kips/ft uniform loads (w) P1 = 0.00 tips P2 = 0.00 tips hi V-------> P1 LI 0.00 ft '. 1 L2 z 0.00 ft L = 25.00 ft , H LI L2 v hi : 2.00 ft 28.00 ft L V= 19.95 kips ' Wall' THK 7.00 in f'c: 3.00 ksi Load factor: 1.40 Elf. THK 6.25 in fy: 60.00 tsi H/L Av = 1875.00 in 8fAcv*SQRT(f'c) = 821.58 kips Vn = 583.34 tips Phi*Vn : 0.6*Vn : 353.61 kips ' Vc = 263.30 tips Phi*Vc = 0.6*Vc = 157.98 kips Vu : 27.93 tips Vs = 0.00 kips Vu <0.6 * Vn OK. shear reinf. As req'd: ' 0.21 inA2/FT *4 @ 11.00 'in o.c. S SHEAR REINF. *5 8 18.00 in o.,c. *6 8 18.00 in o.c. *7 8 18.00 in p.c. CHECK HOLDOWN REQUIREMENTS. U = 1.4E t 0.9* DL Uniform load 6.60 kips S Wall wt 65.63 tips Point loads , 0.00 tips Sum P ' 72.23 tips Ho1don at left end : 0.00 tips As: 0.00 inch2 0 Holdown at right end: 0.00 tips As: 0.00 0 0 Bars inch2 Holdown left end right end *7 re-bars = 0.00 0.00 ' 0 *8 re-bars : 000 000 YO 0 PPJME 03 - AS TflUCTUflALC.T____ ENGINEEP.S 1 L3' 0 CONCRETE, SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: PANEL 5-4 AT LINE F Check Boundary Member Requirement. C.G of load: 16.15 ft. from left end e 0.00 ft I gross : 3.03E+07 inch A4 at left end at right end Mu = 1050.56 , 1050.56 it-kips S = 156396.62 156396.62 inch A3 fb 0.08 0.08 ksi fa : 0.04 0.04 ksi fb + fa = 0.12 0.12 ksi 0 Boundary Member not required 0 Fiexuril Design 0 Mu : 1050.56 ft-kips 0 0 As req'd = 0.61 sq.in 0 - As min : 8.90 sq.in (200/fy * b * d) As max: 42.82 sq.in (Rhow bal * 0.75 * b * d) Beta : 0.85 0 Rhow bal 0.02 As req'd * 4/3 provided As 0 0 #4 re-bar req'd: 5.00 0 1.00 sq.in 0 *5re-barreq'd: 3.00 0.93 sq.in A- • 0 *6 re-bar req'd 2.00 0.88 sq.in * *7 re-bar req'd: 2.00 1.20 sq.in 0 0 *8 re-bar reqld: 2.00' 1.58 sq.in 0 0 0 *9 re-bar req'd: 1.00 1.00 sq.in • 0 0 0 O *4 dowels at slab on grade ( 0 Avf req'd=Vu/(0.6*Phi*fy) = 1.23'in"2 0 *4 dowels at 48 o.c. 0 - PP1ME CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) c ( DESCRIPTION: PANEL S-3 AND S-2AT LINE F W = 0.04 kips/ft uniform toads (w). P1 = 0.00 kips P2 = 3.40 kips hi Ii Dl-------\' V / Li,: 0.00 ft : L2: 16.00 ft L = 24.00 ft H Li 1 L2 V. .v hi 2.00 ft H:'. 28.00 ft H L 14.80 kips Wall THK = -7.00 in tIc: 3.00 ksi Load factor: 1.40 Eff. THK = 6.25 in fy: 60.00 ksi H/L :1.17 Av = 1800.00 in', 8*AcvfSQRT(f'c) = 788.72 kips Vn = 565.77 kips Phi*Vn = 0.6fVn = 339.46 tips Vc = .238.53 tips .Phi*Vc = 0.6*Vc z 143.36 tips Vu = 20.72 tips Vs = 0.00 tips. Vu <0.6 * Vn '0K. shear reinf. As req'd: 0.21 i nA2/FI *4 @ 11.00 in o.c. SHEAR REINF. . *5 8 18.00 in o.c. *6 8 18.00 in o.c. #7 8 .18.00 in o.c, CHECK HOLDOWN REQUIREMENTS. U = 1.4E t 0.9*1L Uniform load = 1.06 kips . . Wall wt = 63.00 kips Point loads : 9.40 tips - Sum 'P . 73.46 kips .Hoidown at left end = 0.00 kips As: 0.00 inch"? Hôldown at right end: 0.00kips As: 0.00 inc h2 ' Holdown Bars' left end right end 1 A ST DA UC URM PATE I ENCINEPS vJ CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 USC) . S DESCRIPTION: PANEL 9-3 AND 5-2 AT LINE F ( Check Boundary Member Requirement. - ) C.6 of load: 12.51 ft. from left end e: 0.51 ft I gross 1.24E+07 inch4 0 at left end at right end Mu = 542.56 617.76 ft-kips S : 86400.00 86400.00 inch-1 fb : 0.08. 0.09 ksi fa : 0.04 0.04 ksi fb + fa : 0.12 0.13 ksi S Boundary Member not required Flexural Design S Mu 580.16 ft-kips 0 0 A req'd : 0.46 sq.in 0 As min = 6.58 sq.in (200/fy * b * d) As max : 31.65 sq.in (Rhow bal * 0.75+ b * d) Beta = 0.85 1 . S Rhow bal : 0.02 5 As req'd * 4/3 provided As $4 re-bar req'd s4 ØQ 0.80 sa.in *5 re-bar req'd= 2.00 0.62 sq.in x .. *6 re-bar req'd: 2.00 0.88 sq.in S *7're-bar req'd: 2.0.0 1.20 sq.in S *8 re-bar req'd: 1.00 0.79 sq.in : #9 re-bar req'd: 1.00 1.00 sq.in • S *4 dowels at slab on grade . • Avf req'd:Vu/(0.6*Phi*fy) : 0.68 i nA2 . *4 dowels at 45a o.c. . • • 0 • • STUC • __ • £Nc:::E3T PV • • • kJp t-op, 7(c/ c. P r \ PL \ • • • • • • ____ \ I • • • \1 D/ow OCVl Tlf i TrWCT.JL'AL L..T/99 ks' S ENG1E11j i____ • CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1391 UBC) : 1 DESCRIPTION: Al LINE. D.2 ' W Li 55 sips/ft nuorin i P1: 0.00 kips ------------- .• 2 :, 0.00 kips P :s::z:z; hI . V------- L 1 : 0.00 ft L2: 0.00 ft .1 . L : 13.50 ft ' H Li L2 H V hi 0.00 ft . H: 13.001t / ------------- V : 29.30 kics Wall THK 7.00 in ('C: 3,01) 5i Elf, THK 7.00 in: fy: 60.00 ksi ,Av = 1134.00 in2 8*Acv*SQRT(t'c) = 496,B9ks . YR = 356.44 kips Phi*Vn = 0,6tVfl = 8b k' Vc = 137,38 kips Phi*Vc = 0.60c =118.43 Vu = 41.02 .k:ps . . . 'Vs = 0.00 kips Vu. < 0.6.* Vn 0. K., . . . shear reinf. As reg'd: . 0.21. inA1/FT *4 @ 00 in o.. . 5, SHEAR REINF. *5 8 18.00 in o.c. 46. 8 18.00 *7 8 18.00 in . S • . S. CHECK HOLDOWN REQUIREMENTS. U = 1.4E t 0.9* DL Uniform load .7.41 kips . S • , , :, Wall wt 15.36 kips • Point loads : 0.00 tips • S be P: 277 tips Holdovn at left end ' 30.38 tips As= 0,56 i ncii"2 • , • 5 5 Hoidown at riaht end: 20.38 tips As: 0.56 ncfi...2 Hol down' Bars left end , rtoht end *5 re-bars = 2.00 2.00 *6 re-bars = 2.00 2.00 5 . ' *7 re-bars = . 1.00 1.00 5 *8 re-bars = 1.00 1.00 5 , 14 A 4STtUCTUAL0Lu1 ENCNEEt.S i_1J CUNCRETE SHEAR WALL DESIGN (RER SEC.2625 191 U8C) - DESCRIPTION: AT LINE D.2 -. ( Check Boundary Member Requirement. C.13 of load: 6.75 ft. from left end e 3,00 it gross 2.48E+06 inch4 at left eno at riqht ens 523.26 533.26 ft-lips S - 30618.00 30b18 o nch 3 — fb: 1 ksi ti- fbtfa: 0.23 0.23 Boundary Member not required IL '- ieiurai Design S hu = 533.26 ft-kips 0 As req'd = 077 sq.in, As min : .3.64 sq.in (200/fy ± b 0 As max = 17.51 sq.in I.Rhow bal f 0.75 b Beta = 0.85 Rhow bal : 0,02 A;reQ'd + 4/3 orovided As 44 re-bar req'd: 6.00 . 1.20 sq.n #5 re-bar req'd 4.00 1,24 s.in 0 46 re-bar req'd: 2.00 1.32 sq.n #7 re-bar req'd= 2.00 1.20 sq.in I . b re-oar req'o 2.00 1.58 s o n 43 re-bar read= 2.00 • 2.00 sq. in. #4 dowels at slab on orade - • 0 • Avf reqtdVu/(0.6+Phi*fy) : 1.34 in'-2 • 44 dowe1s a; 23 o.c. • • S - - S • / - A WK - ITCi::.ALe7: _i- c'r AT LINE GRADE BEAM ANALYSIS PROGRAM (4.02) Footing LENGTH 25.50 ft Footing WIDTH 3.00Jt Footing DEPTH 2.00 ft Conc Weight 0.15 k c f Surcharge = 0.00 ksf Footing + Surch. 0.90 klf S ¼ UNIFORM LOADS (k/ft ft) 1 2 2 4 II -42 549 0.549 K 409 1:409 4.00 17.50 POINT LOADS (k t-; ft) 2 3 4 '1 -28.20 28.20 72B.20 28.20 4,00 28.20 -8.20 28.20 -28.20 17.50 13.25 13.25 27.59 27:5K 17.50 RESULTANTS (k, ft & ksf) 5- ) CASE I 2 3 - 4 Pt 43.61 43.61 69.56 69.56 X 22.58 5.12 19.56 9.61 0 max 3.32 189 2.60 1.79 0 min 0.00 0.00 0.00 0.02 5 MAXIMUM FORCES (k, kit) - CASE 1 2 3 4 V max 36.09 16.14 41.24 16.26 N max 192.94 34.26 182.64 33.64 N inn -7.20 -28.80 -7.20 -9.63 • V max = 41.24 k M max • 192.94 kit N mm -28.80 kft S • \ AS--) PncJ03 TUCTU LO:: i_____ AT LINE D.2 GRADE BEAM DESIGN PROGRAM (4.02) DESIGN DATA f'c = 2.50 ksi b = 36.00 in fy = 60,00 ksi 11 =24,00 in Load Factor = 1.40 d = 21.00 in SHEAR DESIGN Veax 41.2 k Vc = 75.6 1 Vn 67.3 k Vs = 0.0 k Av 0.36 si/ft S max = 10.50 in Vs 0, stirrups are optional 1 # 3 Stirrup @ 7.3° 2 * 3 Stirrups B 10,5- I * 4 Stirrup B 10.5° FLEXURAL DESIGN Beta I = 0.85 As mm 2.52 si As max = 10.10 xi M+ max = 192.9 kft N- mm -28.8 kft Mn+ = 300.1 kft Mn- = -44.8 it As sty = 3.03 xi As sty = 0.43 s As = 3.03 si As = 0.57 xi Bottom Steel lop Steel Bar No. Space No. Space #4 15.1 1.9° - 2.9 10.0° * 5 9.8 3.00 1.8 15.0° * 6 6.9 4.3° • 1.3 15.0 * 7 5.0 5.0° 1.0 - * 8 3.8 7.5° 0.7 - a 9 3.0 10.0' 0.6 - *10 2.4 10.00 0.5 *11 1.9 15.00 0.4 - IN A Ni E r/STaUChr __ ENGIEERSITLLf - DU co'< - or • \c* ________ • .. __________ - • 0 -- c -r -4-a' •- _________ -j : 17,1 _J_'---•• • - Cr cL H 4 f7o La.\ T pp ENGINEERS SHT 6T14 p,(ze(17) f o Lt P21' !'ç /Z j2A7e 4° P&*-(_ F° - wi r-Ll ______ • ?4 _______ • 44'2 . e 0 0 • 45 • A~t bf/7t °tf \_ - I-t '' • H • • 0 0 c_ • • •• P767 f7 7 )'''zfIi/ A PRIMEJC3 L T TL 0.TE ENCINCERSSHT / (L .9l i'• _1 ! 1 7 I v .. ' A-0 ¼1 ccv (6I:I) /(.I oCh 4I o,ec oo 0 J ge, ol T - AIA oHt2 K I !7 ).• c - 4 r A' PR1 I is 7 - OESCR[F1IOu :i LINE A AND 0 irin:r Bc1t 75 In:h Des; a n Loads., a, it, :. ;- :: :on Gn- vity sacin .F4 1 +L 0.75 AS It -n u : 0 = 1)acno: LDr*I2:/R A ri A 0.075 .. 0• , =lp e-h—SC, tiT I ~,N E r- R - PRELIMINARY GEOTECHNICAL INVESTIGATION, PROPOSED COMMERCIAL COMPLEX, LOT 18 OF CARLSBAD TRACT NO. 81-46, AIRPORT BUSINESS CENTER,UNIT NO. 1, CITY OF CARLSBAD, CALIFORNIA LEIGH"TON AND ASSOCIATES Geotechnical and Environmental Engineering Consultants 1994 LEIGHTON AND ASSOCIATES, INC. Geotechnkal and Environmental EnghieeringConsultants PRELIMINARY GEOTECHNICAL INVESTIGATION, PROPOSED COMMERCIAL COMPLEX, LOT 18 OF -CARLSBAD TRACT NO. 81-46, AIRPORT BUSINESS CENTER,UNIT NO. 1, CITY OF CARLSBAD, CALIFORNIA November 2, 1990 Project No. 8901406-01 - Prepared For: BLACKMORE DEVELOPMENT COMPANY 4370 La Jolla Village Drive, Suite 400 San Diego, California 92122 5421 AVENIDA ENCINAS, SUITE C, CARLSBAD, CALIFORNIA 92008 .(619)931-9953-- FAX (619) 931-9326 LEIGHTON A ND ASSOCIATES, INC. Geàtechnical and Environmental Engineering Consultants November 2, 1990 Project No. 8901406-01 To: Blackmore Development Company 4370 La Jolla Village Drive, Suite 400 San Diego, California 92122 Attention: Mr. Alan Blackmore Subject: Preliminary Geotechnical Investigation, Proposed Commercial Complex, Lot 18 of Carlsbad Tract No. 81-46, Airport Business Center, Unit No. 1, City of Carlsbad, California In accordance with your authorization, we have conducted a preliminary geotechnical investigation of the subject site.. Our investigation consisted of a review of pertinent geotechnical literature and aerial photographs, subsurface field exploration, laboratory testing and geotechnical analysis of the data obtained. This report presents a summary of our investigation and provides conclusions and recommendations relative to site development. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Randall K. Wagner Senior Staff Geologist 1/\ \d"Ci"k? 5t---A- Michael R. Stewart, CEG 1349 (Exp. 6/30/91) Chief Geologist Stan Helenschmidt, GE 2064 (Exp. 6/30/92) Chief Engineer/Manager RKW/MRS/SRH/bje Distribution: (6) Addressee I 5421 AVENIDA ENCINAS, SUITE C, CARLSBAD, CALIFORNIA 92008 - (619) 931-9953 FAX (619) 931-9326 8901406-01 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION ............................1 1.1 Site Description and Proposed Development ..........I 1.2 Purpose and Scope of Services .................1 1.3 Subsurface Investigation and Laboratory Testing .......3 2.0 GEOTECHNICAL CONDITIONS ........................5 2.1 Regional Geology ........................5 2.2 Site Geology .........................5 2.2.1 Scripps Formation (Map Symbol - Tsc) .........5 2.2.2 Artificial Fill (Map Symbol - Afi) ..........5 2:3 Geologic Structure ......................6 2.4 Ground Water ..........................6 2.5 Faulting ...........................6 2.6 Seismicity ..........................7 2.6.1 Lurching and Shallow Ground Rupture ............10 2.6.2 Liquefaction and Dynamic Settlement ..........10 2.7 Existing Slope Conditions ..................10 2.8 Expansion Potential .....................11 2.9 Reactivity ...........................11 3.0 CONCLUSIONS ............................12 3.1 Summary of Geotechnical Conclusions .. . . . ... . . . . . . . 12 4.0 RECOMMENDATIONS ..........................13 4.1 Earthwork ...........................13 4.1.1 Compacted Fill .....................13 4.1.2 Overexcavation and Recompaction ............13 4.1.3 Temporary Excavations .................14 4.1.4 Trench Excavation and Backfill .............14 4.2 Foundation and Slab Design Considerations . . . . . . . . . . . 14 4.2.1 Foundation and Slab Design ..............14 4.2.2 Moisture Conditioning .......... ......... 15 4.2.3 Foundation Setbacks ..................16 -1- LEIGHTON AND ASSOCIATES, INC. 8901406-01 TABLE OF CONTENTS (Continued) Section Page 4.3 Settlement 16 4.4 Lateral Earth Pressures and Resistance ............16 4.5 Type of Cement for Construction ................19 4.6 Exterior Concrete Flatwork ..................19 4.7 Pavement Design ........................19 4.8 Graded Slopes .........................20 4.9 Surface Drainage and Lot Maintenance .............. 20 4.10 Oversteepening of Existing Slopes ...............20 4.11 Construction Observation ....................20 Appendices Appendix A - References Appendix B - Boring Logs Appendix C - Laboratory Testing Procedures and Test Results Appendix D - General Earthwork and Grading Specifications LIST OF TABLES AND ILLUSTRATIONS Tables Table 1 - Seismic Parameters for Active and Potentially Active Faults .....................9 Figures Figure 1 - Site Location Map .........................2 Figure 2 - Geotechnical Map ..........................4 Figure 3 - Regional Seismicity Index Map ................... 8 Figure 4 - Subdrain Drainage Detail ..................18 _ LEIGHTON AND ASSOCIATES, INC. 11 8901406-01 1 1.0 INTRODUCTION I 1.1 Site Description and Proposed Development The site is located in the City of.Carlsbad northwest of the intersection I of Palomar Oaks Way and Camino Vida Roble (Figure 1). It is bounded by sheet-graded lots to the north and west, Palomar Oaks Way on the east and open space and a small park with a number of picnic benches to the south. An approximate 60- to 70-foot high, 2:1 (horizontal to vertical) fill slope .1 descends from the pad and park site on the south to the open space area. The subject site known as Lot 18 of the Airport Business Center Unit No. 1 I i (Carlsbad Tract No. 81-46) consists of an approximately 1.5-acre pad which was sheet-graded between November 1985 and November 1986 by Templeton Construction. Geotechnical observation and testing during grading I operations were performed by Moore and Taber and summarized in the Report of Geotechnical Services dated February 25, 1987 (Moore and Taber, 1987). According to the report and based on data accumulated during our subsurface I exploration program, the site was graded as a cut-fill transition pad. A 1 maximum of approximately 35 feet of fill was placed in the southeast portion of the pad, while a maximum of approximately 35 feet of cut was made in the north portion. However, our subsurface exploration program I indicated a maximum of approximately 18 feet of fill was placed within the limits of the proposed commercial building. The cut-fill transition line generally transects the sheet-graded pad in an east to west direction from i the northeast corner to the middle of the pad on the west side. Topographically, the sheet-graded pad ranges in elevation from 209 to - 214 feet (mean sea level) with a gradient sloping to the southeast. I The sheet-graded pad is sparsely vegetated with minor weeds and small brush. The perimeter of the lot and the slopes have been planted with trees, flowers, and other shrubs and are currently irrigated. i Based on the site development plan, the proposed development will consist of a two-story office with attached one-story warehouse, driveways and I parking lot. In addition, we anticipate site development will include concrete flatwork, landscaping and associated improvements (i.e., utility lines). 1 1.2 Purpose and Scope of Services ,I This report presents the results of our preliminary geotechnical investigation of the subject lot. The purpose of our preliminary investigation was to identify and evaluate the geotechnical conditions present on the site and to provide geotechnical recommendations relative to Ii the proposed development. Our scope of services included: Review of available geotechnical publications and maps (including the I Report of Geotechnical Services during grading) pertinent to the site (Appendix A). r1l1jiJi LEIGHTON AND ASSOCIATES, INC Ponto -t 92009 W1 I S IT I. >1. 4. 1A11N. _- t.Ia.cCnuIo.. R..d. çU1.4 M.. IOU ZCAHLSBA - cs2oo8 C. SITE LOCATION MAP BLACKMORE/LOT 18 Project No. 8901406-01 Palomar Airport Center Unit No. 1 Date 11/02/90 Carlsbad, California 1040 889 Figure No. 1 8901406-01 I • Review and analysis of aerial photographs to identify the pregraded geologic conditions of the site (Appendix A). I . Limited subsurface exploration consisting of the excavation, sampling and logging of six small-diameter borings. Logs of. the borings are presented in Appendix B. I • Laboratory testing of representative bulk and undisturbed samples 'obtained from our subsurface exploration program (Appendix Q. I.. Geotechnical analysis of the data obtained (including existing geotechnical site conditions). I . • Preparation of this report presenting our findings, conclusions, and recommendations with respect to the proposed site development. The presentation of the geotechnical data (Geotechnical Map - Figure 2) was by utilizing' a reduced copy of the Site Development Plan U accomplished dated September 25, 1990. 1.3 Subsurface Investigation and Laboratory Testing Our subsurface exploration program consisted of the excavation, logging, I and sampling of six small-diameter borings to a maximum depth of 26 feet. Four of the borings were excavated to evaluate the proposed building location while the remaining two were placed in the parking areas 'to evaluate the subgrade soils. The location of the borings are presented on the Geotechnical Map (Figure 2). Logs of the borings are presented in Appendix B. The borings were logged by a geologist from our firm who obtained representative (bulk and undisturbed) samples of the soils Ii 'encountered for, laboratory testing. Subsequent to. field exploration, all excavations were backfilled. I Laboratory testing was performed on the representative soil samples and included moisture/density determinations, maximum dry density, remolded direct shear, expansion potential, soluble sulfate content and R-value ' testing. A discussion of the tests performed and a summary of the laboratory test results are presented in Appendix C. The density and moisture content of the undisturbed samples from the borings are shown on the boring logs (Appendix B). 1 , LE!GHTON AND ASSOCIATES, INC LEGEND At ArübcalF Tsc Terty Scrj,ps F 'c ApproLts off Borgbcabon TD-2 / /Tse PARK/PICNIC AREA r 11 Af p Tsc I TD-2€ ONE-STORY WAREI-OUSE Af L •. -1I TWO-STORY OFFICES Af I Tfl-1I f~(~s~cn \ \ - AD PALOMAR _ OAS_ Based on reduced copy of - the Site Development Plan dated 09/25/90 GEOTECHNICAL MAP Project No. 8901406-01 Scale Lot 18 of Palomar Airport Center Unit No. 1 Engr.fGeol. SRF4/RKW TT Carlsbad, Callfornja Drafted By ( 1042 889 Date 11/02/90 Figure No. 2 2.1 I 2.2 I 1 8901406-01 2.0 GEOTECHNICAL CONDITIONS Regional Geology The subject site is situated in the coastal section of the Peninsular Range Province, a California geomorphic province with a long and active geologic history throughout southern California. Through the last 54 million years, the area known as the "San Diego Embayment" has undergone several episodes of marine inundation and subsequent marine regression. This has resulted in a thick sequence of marine and nonmarine sediments deposited on rocks of the southern California batholith with relatively minor tectonic uplift of the area. Site Geology Based on our subsurface exploration (Appendix B), aerial photographic analysis, and review of pertinent geotechnical literature (Appendix A), the soils underlying the site consist of the sedimentary, Tertiary-aged Scripps Formation and documented fill soils. This site-specific geology is depicted on the Geotechnical Map (Figure 2). A brief description of the geologic units encountered on the subject lot is presented below. 2.2.1 Scripps Formation (Mal) Symbol - Tsc) The bedrock unit underlying the site is the Tertiary-aged Scripps Formation. The unit consists of massive to poorly bedded sandstone with interbedded clayey siltstone. The sandstone encountered consisted primarily of pale gray, light brown, and light yellow- brown, dense, silty, fine- to occasionally medium-grained sandstone. The sandstone was generally friable, slightly micaceous and massive. The siltstone consisted of medium brown and olive-brown, stiff, clayey siltstones that were fissile to indistinctly bedded and contained abundant yellow limonite and iron-oxide staining. The units were not differentiated on the Geotechnical Map (Figure 2). 2.2.2 Artificial Fill (Map Symbol - Afi) Compacted fill was plated during grading of the site generally in the southern portion of the lot. The fill soils encountered generally consisted of intermixed silty to clayey sand with occasional zones or layers of sandy clay. The soils appeared to be relatively well mixed and relatively tight. Borings that extended down into bedrock beneath the fill indicated that surficial topsoil and/or colluvial soils were removed or benched to competent formational material prior to fill placement. 5 _ LEIGHTON AND ASSOCIATES, INC. I I I 1 I I 8901406-01 2.3 Geologic Structure Our geotechnical investigation indicates that the sedimentary formational I units are generally massive to poorly bedded. Geologic observations during grading of the site (Moore and Taber 1987) indicated the general dip of bedding on the project was 4 to 12 degrees to the south-southeast. I Jointing was not noted in the as-grade report, however, based on our experience with similar materials on nearby sites, jointing is generally sparse, randomly oriented and relatively steeply dipping. $ 2.4 Ground Water Ground water was not encountered during our subsurface exploration program nor was any anticipated. In addition, seepage was not observed in the fill slope on the south side of the lot. The ground water table is anticipated to be relatively deep and may fluctuate over time in response to seasonal and climatic changes and is not considered a constraint to site development. 2.5 Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation and state policies' concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 2,000,000 years). This definition is used in delineating Special Studies Zones as mandated by the Alquist-Priolo Geologic Hazards Zones Act of 1972 and as subsequently revised in 1975, 1985, and 1988. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. The subject site is not included within any special study zones as -created by the Alquist-Priolo Act (Hart 1988). A review of geotechnical and geologic publications, maps, and aerial photographs pertaining to the site indicates that there are no known faults crossing the site (Appendix A). Evidence of onsite faulting was not encountered, during our investigation nor noted in the As-Graded Report of Rough Grading (Moore and Taber 1987), although several faults have been mapped in the Carlsbad area (Hannan 1975 and Eisenberg 1985). These I inactive faults do not appear to transect the site. - The nearest known active, regional faults are the offshore extension of the I Coronado Banks fault zone located approximately 22 miles to the west and the Elsinore fault zone located approximately 23 miles northeast. The nearest potentially active fault is the Rose Canyon fault mapped by the I California Division of Mines and Geology as being offshore approximately 6.5 miles southwest of the site. This fault is presently classified by the State of California as a potentially active fault'. 0-0. - R—o' n. ,a MLM~:~Y r-, - LEIGHTON AND ASSOCIATES, INC. I I I 8901406-01 I The seismic hazard considered most likely to impact the site is ground shaking due to a large earthquake on a major active regional fault. Figure 3 indicates the location of the site in relationship to known major I faults in the southern California region. Included on Figure 3 are the approximate epicentral area and magnitude of earthquakes recorded during the period of 1769 to 1973. 2.6 Seismicity I The subject site can be considered to lie within a seismically active region, as can all of southern California. Table 1 (rear of text) indicates potential seismic events that could be produced by maximum I probable earthquakes. A maximum probable earthquake is the maximum expectable earthquake produced from a causative fault during a 100-year interval. Site-specific seismic parameters included in Table 1 are the I . distances to the causative faults, Richter earthquake magnitudes, expected peak/repeatable high ground accelerations (RHGA), and estimated period and duration of ground shaking. 1 It should be understood, however, that as a result of recent studies in the San Diego area, the California Division of Mines and Geology i's currently re-evaluating the classification of the Rose Canyon fault. Based on the I results of recent studies the Rose Canyon fault may be reclassified by the State as an active fault. Therefore, we are also providing seismic design parameters for the. Rose Canyon fault zone. As indicated in Table 1, the Elsinore fault zone is considered to have the most significant effect at the site from a design standpoint. A maximum probable earthquake of Richter Magnitude 6.7 on the Elsinore fault zone could produce a peak horizontal bedrock acceleration of approximately 0.16g.' Therefore, a design RHGA of 0.16g should be utilized. If the Rose Canyon fault is reclassified, the values indicated on Table 1 should be utilized. Since the site is within 20 miles of the Rose Canyon fault zone, for design purposes an RHGA of 65 percent of the anticipated peak acceleration may be assumed. The effect of seismic shaking may be mitigated by adhering to the Uniform Building Code or state-of-the-art seismic design parameters of the Structural Engineers Association of California. Secondary effects associated with severe ground shaking which affect sites following a relatively large earthquake include ground lurching and shallow ground rupture, soil liquefaction and dynamic settlement. These secondary effects of seismic shaking are discussed below. LEIGHTON AND ASSOCIATES, INC. I IL i SAN -. I AV I I POIiA 4 sa -- .,1____ 0 La - • RI R $ P \. " NI.S ORANGE V L. 11 N 7+ / I 1937 ago — ANZA - ... *54 j•..j. .. \ —,••. Nt' ..... '— ROSE CANYON \ FAULT ZONE SITE ( • *SI CORONADO BANKS t i FAULT ZONE \\ S 01 \ *41 1 t 1936 1942 N L *15 \ DIEGO CAL \.'x U NACION I FAULT ZONE B K I.OM(TCS m • 0 SO Mt ItS MAJOR EARTHQUAKES AND RECENTLY ACTIVE FAULTS IN THE SOUTHERN CALIFORNIA REGION EXPLANATION ACTIVE FAULTS EARTHOUAXE LOCATIONS it" Approximate epicentrol area of earthquakes that Q occurred 1769-1933. Magnitudes not recorded Total length of fault zone that freaks Holocene deposits N 7+ by instruments priorto 1906 were estimated orthat has hod seismic activity. from damage reports assigned on Intensity VU (Modified Mercoli scale) or 'eater; this is roughly Fault segment with surface rupture during on equivalent to Richter II 6.0. 31 moderate historic earthquakes, 7 mapr and or teat earthquake eorlhquoke, or with oseismic fault peep. (1857) were reported in the 164-year period 1769-1933. Earthquake epicenters since 1933, plotted fit Nil inpraed instruments. 29 maderote and three o Holocene volcanic activity major earthquakes were recorded in the 40-)e (Amboy. Ptsgoh. Cerra Prieto and Solton t$es) period33973 Sol Law, bemiaw, P,scNv ppqt S 4ItIBII stpIsisisa of ow. as C.è r-.-------d,hoes bf %. 5fr,ctw,1 C.ld.ros 4tfme I qre@l ISrIhI.IkI B We 1W IsiIIKr.qoiI.ds.4 71,4si9rnt.r; IDlY • s4sisusia.7. Cciuçilsd by RicId J pvosov tv t, pihib*d and uvpb4ishid dote of ft CgJl/pi Aiiskw of tsez aw' nM,çy- C*nW A'si.s 9f WItr RrSOOM 8w/kim //6-Z (1964) witchons from b&etiM of IN C,oleicw/ and Stha'S.cm'FNsdA.mca; from C.FRiditr, - (h.d's/07 SevimMyy ( I95e); sod ft fr1w.o/ Ax, p6. REGIONAL SEISMICITY IProject No. 890140601 INDEX MAP 1Project Name_Blackmore/ Lot 18 LE Date 11/02/90 Figure No_3 2095 788 - - - - - - - - - - - - - - - - - - - 8901406-01 TABLE SEISMIC PARAMETERS FOR ACTIVE AND POTENTIALLY ACTIVE FAULTS Blackmore Lot 18/Carlsbad . • - . Maximum Credible MAXIMUM PROBABLE EARTHQUAKE (Functional Basis Earthquake) Peak Bedrock/ Duration of Distance Earthquake Repeatable Predominant Strong Potential From. Fault Horizontal Period at Shaking at Causative To Site Richter Richter Ground Acceleration** Site in Site in Fault (Miles) Magnitude Magnitude (Gravity) Seconds Seconds Elsinore 23 NE 7.5 6.7 0.16 0.32 17 Coronado Banks 22 SW 6.5 6.0 0.10 0.26 7 (offshore) San Jacinto 47 NE 7.5 7.2 . 0.08 0.43 12 San Andreas • 66 NE .8.5 8.3 0.08 0.62 . 5 San Clemente 54 SW 7.5 7.0 0.06 0.42 7 (offshore) . Rose Canyon* 6.5.5W 7.1 6.2 0.32 (0.24) 0.27 15 (offshore) . . • * This fault is considered "potentially active," based on our current knowledge of the geologic conditions of the San Diego County area. . . ** For design purposes, the repeatable horizontal ground acceleration may be taken as 65 percent. of the peak acceleration for the site within approximately 20 miles of the epicenter (after Ploessel and .Slosson, 1974). • I 8901406-01 2.6.1 Lurching and Shallow Ground Rupture Soil lurching refers to the rolling motion on the surface by the passage of seismic surface waves. Effects of this nature are likely to be significant where the thickness of soft sediments vary appreciably under structures. Damage to the proposed development due to lurching should not be significant due to the relatively dense characteristics of the fill and formational soils. Ground rupture generally is considered to occur along pre-existing faults. Due to the absence of onsite faults, cracking due to shaking from distant seismic events is not considered a significant hazard although it is a possibility at any site, in seismically active southern California. 2.6.2 Liguefaction and Dynamic Settlement Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement while the stability of silty clays and clays is not adversely affected by vibratory motion (Seed 1982). Liquefaction is typified by a total loss of shear strength in the affected soil layer, thereby causing the soil to flow as a liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. The Scripps Formation is not considered liquefiable due to its high density characteristics. The onsite fill soils also are not considered liquefiable due to their generally unsaturated condition, fine-grained nature and relatively dense characteristics. 1 1 2.7 Existing Slope Conditions Existing 2:1 (horizontal to vertical) slopes have been created around the I perimeter of the sheet-graded pad. The slopes consist of fill, fill-over- cut and cut slopes. Fill placement was limited to the southern portion of the lot, therefore, the south-facing and south end of the west-facing I slopes of the lot are fill slopes constructed during rough and fine-grading operations in 1985 and 1986. During grading, geologic mapping of Carlsbad Tract No. 81-46 (Moore and Taber, 1987) indicated that the generalized dip of the formational soils wasto the south-southeast, creating potential slope stability problems in south-facing slopes. However, grading of the south-facing fill slope south of Lot 18 and the park area provided an adequate horizontal fill thickness to stabilize the out-of-slope bedding. The slopes on the northwest and north sides of the lots were constructed as cut slopes exposing formational bedrock. The formational soils in these slopes (which are west-facing and north-facing) have generalized bedding QVI 1.1 - 10 - LEIGHTON AND ASSOCIATES, INC. I I [1 [I] L H I ji Li 8901406-01 I attitudes that dip into-slope. During rough grading, geologic mapping indicated these slopes were not adversely affected by bedding. 2.8 Expansion Potential I The formational soils at the site which are predominately silty sands with some interbedded silty clay to clayey silts, based on our visual classification, range from low to medium expansive. The fill soils derived from the onsite formational soils are similar. Expansion testing I (Appendix C) of a representative sample of the soils anticipated to' support the building foundation was found to possess a low potential for expansion. 2.9 Reactivity A representative sample of the soils anticipated to be at finish grade was tested to determine the soluble sulfate content. Soluble sulfates, if present in significant amounts, can be damaging to conventional Typel/Il cement. The test result (Appendix C) indicates that the soluble sulfate content is considerable. LEIGHTON AND ASSOCIATES, INC. [I] 8901406-01 I 3.0 CONCLUSIONS 3.1 Summary of Geotechnical Conclusions Based on our preliminary geotechnical investigation, it is our opinion that the proposed property development is feasible from a geotechnical standpoint provided the recommendations of this report are incorporated into the design and construction of the property. The following is a summary of those significant geotechnical factors which may , affect development of the site. Laboratory test results and visual observation indicates the engineering I characteristics of the onsite soils include a low expansion potential, considerable soluble sulfate content, and relatively high shear strength. 1 • Our subsurface exploration program indicated fill thicknesses beneath the proposed building range from 0 to approximately 18 feet. Anticipated differential settlement is estimated to be on the order of I 1 inch, provided the recommendations of this report are incorporated into the design and construction of the project. ' S Field exploration of the site indicated the pad is a cut-fill transition lot. Based on preliminary site plans, the proposed commercial structure will be located on this cut-fill transition. Due to the varying I. densities of the fill and formational material, differential settlement is potentially a problem when a structure is placed over a cut-fill transition. Therefore, remedial measures (i.e., overexcavation of the building pad) will be required. Recommendations concerning the I overexcavation of the building pad are discussed in Section 4.1.2. Based on visual observations of the fill and formational soils I encountered, the site may be excavated using conventional heavy-duty construction equipment. In addition, based on laboratory studies, the soils are suitable for use as structural fill. I I • Ground water was not encountered during our subsurface exploration program. I . The most significant seismic hazard is ground shaking due to a major earthquake. The closest active faults are the offshore extension of the Coronado Banks and Elsinore fault zone located approximately 22 miles to the west and 23 miles to the east, respectively. Estimated peak I horizontal bedrock accelerations are provided in Table 1. I I -12- LJ 7, P u A I ~ ;'~ LEIGHTON AND ASSOCIATES, INC. I 8901406-01 I 4.0 RECOMMENDATIONS I 4.1 Earthwork Prior to grading of the lot, the pad should be cleared of surface I vegetation and debris and disposed of off site. Grading and earthwork should be performed in accordance with the requirements of the City of Carlsbad, the recommendations of this report, and the General Earthwork and Grading Specifications included in-Appendix D. Based on our preliminary I investigation and review, grading of the site should not produce oversized rock. I 4.1.1 ComDacted Fill We recommend the upper 3 feet of the building pad consist of soils I . with a low expansion potential (expansion index of 50 or less per UBC 29-2). This material should extend a minimum of 5 feet beyond I the perimeter of the building and other sensitive structures. Onsite soils are generally suitable for use as compacted fill provided they are free of organic materials, debris, trash, and I oversized rock (greater than 12 inches in dimension). All fill soils should be brought to near optimum moisture content and compacted in uniform lifts to at least 90 percent relative I. compaction (based on ASTM Test Method D1557-78). I i fill The optimum lift thickness required to produce a uniformly compacted depends on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in thickness. Placement, and compaction of fill should be I performed in accordance with the requirements of the City of Carlsbad and this report. Testing and observation should be performed by the geotechnical consultant during grading. General Earthwork and Grading Specifications are provided in Appendix D. 4.1.2 Overexcavation and Recompaction I . Due to the cut/fill transition condition and a fill thickness differential of approximately 18 feet, we recommend that the building pad (to a distance of 5 feet outside the building I foundation) be overexcavated a minimum depth of 4 feet below finish grade and replaced with compacted fill. We recommend that the I .. entire building pad be overexcavated so as to create a uniform fill under the building foundation. Prior to fill placement the overexcavated bottom should be scarified 6 to 12 inches, moisture conditioned and properly compacted. The fill soils placed should I have adequate moisture (i.e., at least optimum moisture content) and be compacted to a minimum 90 percent relative compaction (based on I. I . 13 LEIGHTON AND ASSOCIATES, INC. 1 8901406-01 1 American Standard of Testing and Materials (ASTM) Test Method D1557-78). 4.1.3 Temporary Excavations I :Temporary excavations should satisfy OSHA requirements, and excavations deeper than .5 feet should be shored or slopes laid back to 1:1 (horizontal to vertical) if construction workers are to enter i the excavation. 4.1.4 Trench Excavation and Backfill I It is anticipated that trench excavations can be accomplished with light backhoe equipment. The onsite soils may be used as trench I backfill provided they are screened of organic materials, oversized rock (if any) and debris. Trench backfill should be compacted in uniform lifts (not exceeding 8 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (based 1 on ASTM Test Method D1557-78) and in accordance with Appendix D. 4.2 Foundation and Slab Design Considerations Foundations and slabs should be designed in accordance with structural 1 . considerations and the following recommendations. These recommendations assume that the soils encountered within 4 feet of pad grade have a low potential for expansion. Additional expansion tests should be performed during grading to verify that the expansion potential does not change after II site grading. 4.2.1 Foundation and Slab Design Conventional shallow spread footings may be used to support the load of the proposed structure provided the recommendations concerning overexcavation and recompaction are adhered to. Continuous building footings should be designed using the II following parameters: Allowable Bearing Pressure - 2,500 psf I Minimum Footing Depth - 18 Inches Minimum Footing Width . - 15. inches Minimum Footing Reinforcement - One No. 4 rebar top and bottom I I ~- I I -14- I.. . LEIGHTON AND ASSOCIATES, INC. 8901406-01 I • Square building footings should be designed using the following parameters: I. Allowable Bearing Pressure - 2,500 psf Minimum Footing Depth - 24 inches Minimum Footing Width - 24 inches I Minimum Footing Reinforcement - Four No. 4 rebars, two each direction The allowable bearing pressure for continuous or spread footings may I be increased by one-third for wind or seismic loads. Footing embedments should be measured from lowest adjacent grade. In order to help mitigate the potential for misalignment of the proposed bay I door opening(s), we recommend a grade beam be provided across the bay door opening. This grade beam should be designed in accordance with the structural engineer's requirements and have a minimum I reinforcement of two No. 4 rebars (one top and bottom) and minimum embedment of 18 inches. All building slabs should be a minimum of 4 inches thick. Slabs I should have a minimum reinforcement consisting of No. 3 rebars at 18 inches on center (each way) or No. 4 rebars at 24 inches on center (each way) placed midheight in the concrete. Additional I reinforcement may be recommended at the completion of remedial grading when finish grade soil samples can be tested for expansion potential. A moisture barrier consisting of a 6-mil Visqueen layer I properly lapped and covered by a minimum 3-inch layer of sand above and 1-inch layer below should be provided beneath floor slabs. Care should be taken not to puncture the moisture barrier during construction. The potential for slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack-sensitive floor covering is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. 4.2.2 Moisture Conditioninci I it is recommended that the subgrade soils in the building pad area be presoaked prior to slab and foundation construction to minimize the effects of the expansive soils. This is usually achieved either by pondi.ng or sprinkling. Ponding or sprinkling of the pad area is I recommended tocontinue until the moisture content of the subgrade soils meets the following criteria: It I It -15- LEIGHTON AND ASSOCIATES, INC. I 8901406-01 I Expansion Potential Presoak Level Low 1.2 .x optimum moisture @ 12 inches I The optimum moisture content of the finish grade soils was determined in the laboratory (ASTM Test Method D1557-78). Once the I . presoaking criteria is reached, the top few inches of the pad soils may be overly soft for convenient foundation trenching and utility installation. The contractor may consider scheduling the work such I ,that presoaked pads could be left for two to three days until a working crust develops. After the foundations are cut to grade and a 2-inch blanket of sand is placed on the pad area, the sand should be moistened to make up for moisture deficiency which may have affected the top few inches of the subgrade. I 4.2.3 Foundation Setbacks We recommend a minimum horizontal setback distance from the face of I slopes for all structural footings. This distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum ofH/2, where H is the slope height (in feet). The setback should .not be less than 5 feet and need not be greater than 10 feet. Please'note I that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback I area may be subject to lateral movement and/or differential - settlement. Potential distress to such improvements may be mitigated by providing a deepened footing to support the I ! improvement. The deepened footing should meet the setback as described above. I I 4.3 Settlement I The fill thickness differential in the building area observed during our subsurface exploration program is approximately 18 feet. Anticipated differential settlement is anticipated to be on the order of 1 inch. The majority of this settlement is expected to occur in the southern portion of the building pad. Total settlements are anticipated to be less than 1 inch I for the proposed structure founded on compacted fill. Differential settlement may be roughly estimated by multiplying the difference in fill, thickness by 0.5 percent. The structural engineer should consider this I , settlement in design of footings, slabs, walls, and other building elements. Ii 4.4 Lateral Earth Pressures and Resistance I Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall 'can yield under load. If the wall can yield Ii LEIGHTON AND ASSOCIATES, INC. I 8901406-01 I enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure I will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. I For design purposes, the recommended equivalent fluid pressure for each - case for walls founded above the static ground water table and backfilled I with nonexpansive soils is provided below. Equivalent Fluid Weight (pcf) I Condition Level 3:1 Slope 2:1 Slope Active 35 50 55 I At -Rest 55 60 65 I (Maximum Passive .- 300 200 150 of 3 ksf) (Sloping Down) Down) (Sloping The above values assume nonexpansive backfill and free-draining I conditions. If conditions other than those assumed above area anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. I All retaining wall structures should be provided with appropriate drainage. Typical drainage design is illustrated in Figure 4. As an alternative, a drain board may be utilized behind the retaining wall in I addition to normal waterproofing. This system may consist of Miradrain 6000 (or Geotech Systems Drainage Board) lined with filter fabric. At the wall base, we recommend that -a minimum of the bottom 24 inches of the drain board and a 6-inch perforated PVC drain be surrounded by I approximately 4 cubic feet of clean gravel per foot of wall length and wrapped in filter cloth (Mirafi 140N or equivalent). The pipe should be I sloped to drain to a suitable outlet. The back cut for walls less than 5 feet in height can be made near vertical from the heel of the walls. For walls greater than 5 feet in I I height, but lessthan 15 feet in height, the back cut should be flattened to a gradient of not steeper than 1:1 (horizontal to vertical) slope inclination. For the back cut in excess of 15 feet in height, specific IIrecommendations should be requested from the geotechnical consultant. As previously mentioned, the walls should be backfilled with granular, nonexpansive material. The granular material backfill should be brought Ii up to a height of approximately 2 feet below the top of the walls and capped with compacted fill consisting of native soils. The granular and native backfill soils should be compacted to at least 90 percent I relatively compaction (based on ASTM Test Method D1557-78). The granular fill should extend horizontally to a minimum distance equal to one-half the wall height behind the walls. The walls should be constructed and LEIGHTON AND ASSOCIATES, INC. SOIL BACKFILL. COMPACTED TO 90 PERCENT RELATIVE COMPACTION* RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS ----__ FINISH GRADE ---------------------------- ---------------------------- ---------------------------- -COMPACTED--------------------- FILL WALL FOOTING OVERLAP' FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)** o o o V MIN. 3/4'-1-1/20 CLEAN GRAVEL o o 0 • 4(MIN.) DIAMETER PERFORATED o -.... PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS 00 , ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET 1 - 30 MIN. -'-,-COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL SPECIFICATIONS FOR CALTRANS CONSULTANT CLASS 2 PERMEABLE MATERIAL . U.S. Standard *BASED ON ASTM 01557 Sieve Size % Passing its 100 **IF CALTRANS CLASS 2 PERMEABLE MATERIAL 3/4" 90-100 (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/8' 40-100 3/40-1-1/20 GRAVEL, FILTER FABRIC MAY BE No. 4 25-40 DELETED. CALTRANS CLASS 2 PERMEABLE No. 8 18-33 MATERIAL SHOULD BE COMPACTED TO 90 No. 30 ' 5-15 PERCENT RELATIVE COMPACTION* No. 50 0-7 No. 200 0-3 Sand Equlvalent>75 NOT TO SCALE Project No. 8901406-01 RETAINING WALL Scale Blackmore/ Lot 18 Engr./GeoL SRH/RKW DRAINAGE DETAIL Drafted By 1k 1042 889 Date 11/02/90 Figu-e No. 4 11 I 8901406-01 backfilled as soon as practical after back cut excavation. Prolonged exposure of back cut slopes may result in some localized slope instability. I Soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for I sliding resistance, a friction coefficient of 0.30 may be used at the I concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. I The total resistance may be taken as the sum of the frictional and passive resistances provided the passive portion does not exceed two-thirds of the total resistance. I To minimize differential uplift due to soil expansion on wall footings, such as for retaining and free-standing walls, the footings should penetrate the soil zone that is most likely prone to volume change. It is I recommended the footings be embedded at least 24 inches below lowest adjacent finish grade. In addition, the wall footings should be designed and reinforced with structural considerations. 4.5 Type of Cement for Construction I A representative sample of soil anticipated to be near finish grade was obtained and tested for soluble sulfate content. The test result (Appendix C) indicates the soil possesses a soluble sulfate content of I approximately 0.25 percent (or 2,500 ppm). Based on California Cement Industry Technical Committee (CCITC) guidelines, a considerable potential for sulfate attack exists for sulfate contents of greater than 0.20 percent. Therefore, sulfate. resistant cement (i.e., Type. V or I I equivalent) is required. I I4.6 Exterior Concrete Flatwork To reduce potential cracking, exterior concrete flatwork should be a I minimum of 4 inches in thickness, reinforced with 6x6-10\10 welded wire mesh placed at midheight.. Construction or sawcut joints should be provided at horizontal intervals not exceeding 10 feet. Sidewalks or walkways should have the construction or sawcut joints at intervals not I exceeding the walkway width. Exterior flatwork should be underlain by a 4-inch thick layer of clean sand (sand equivalent of 30 or greater) or nonexpansive fill soils. II 4.7 Pavement Design In order to provide the preliminary pavement design for the parking areas and driveways, a representative sample of the anticipated subgrade soil was R-value tested (Appendix Q. For preliminary design purposes, we have utilized an R-value of 11 and a traffic index of 4.0 (based on the expected truck traffic and City of Carlsbad minimum standards). The II AN] 19 U LEIGHTON AND ASSOCIATES, INC. 8901406-01 recommended structural pavement section is 3 inches of asphaltic concrete (A.C.) over 6 inches of Caltrans Class II aggregate base. The upper 12 inches of subgrade soils should be scarified, moisture conditioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557-78. If fill is required to reach subgrade design grade, fill placement should be performed in accordance with the recommendations presented in Section 4.1. The aggregate base material should be compacted to 95 percent relative compaction. The R-value of the subgrade soils should be retested at finish grade to check the adequacy of the pavement section. 4.8 Graded Slopes In order to reduce the potential for erosion and surficial sloughing and/or slumping, the ground cover vegetation and deep-rooted vegetation already planted on the slopes should be maintained. Watering of the landscape areas should be limited to that amount necessary to maintain plant vigor. Over-watering of slope areas should be avoided. 4.9 Surface Drainage and Lot Maintenance Surface drainage should be controlled at all times. The subject structure should have appropriate drainage systems to collect roof runoff. Positive surface drainage should be provided to direct surface water away from the structure and toward the pavement or other suitable collective drainage facilities. Surface waters should not be allowed to pond adjacent to footings. Planters should not be designed below grade adjacent to the structures unless provisions for drainage such as catch basins and pipe drains are made. We recommend positive drainage away from slopes be provided and maintained so that run-off over the slopes does not occur. 4.10 Oversteepening of Existing Slopes Oversteepening of existing slopes should be avoided during fine grading and construction unless supported by appropriately designed retaining structures. Retaining structures should be designed with structural considerations and appropriate soil parameters provided herein. 4.11 Construction Observation The recommendations provided in this report are based on the subsurface conditions disclosed by widely spaced borings. We recommend all excavations be geologically mapped by an engineering geologist for the presence of adverse geologic conditions during grading. All foundation excavations and grading operations should be observed and/or tested by a representative of this firm so that construction is performed in accordance with the recommendations of this report. 20- LEIGHTON AND ASSOCIATES, INC. it. IH .Ii I' I 1.1 I I I ii ii ij (;nI • ••• ___ zz >< • • • 0 • • z ui • •<• • 8901406-01 APPENDIX A References Abbott, P.L., ed., 1985, On the Manner of Deposition of the Eocene Strata in Northern San Diego County; San Diego Association of Geologists Fie.ldtrip Guidebook, April 13, 1985. .Albee, A.L., and Smith, J.L., 1966, •Earthquake Characteristics and Fault Activity Southern California lin Lung, R., and Proctor, R., Eds., Engineering Geology in Southern California, Association of Engineering Geologists, Special Publication, dated October 1966. Bolt, B.A., 1973, Duration of Strong Ground Motion, Proc. Fifth World Conference on Earthquake Engineering, Rome, Paper No. 292, pp. 1304-1313, dated June 1973. Bonilla, M.J., 1970, Surface Faulting and Related Effects, in Wiegel, R., Ed., Earthquake Engineering, New Jersey, Prentice-Hall, Inc., pp. 47-74. Eisenberg, L.I., 1983, Pleistocene Terraces and Eocene Geology, Encinitas and Rancho Santa Fe Quadrangles, San Diego County, California, San Diego State University Master's Thesis (unpublished), p. 386. 1985, Pleistocene Faults and Marine Terraces, Northern San Diego County in Abbott, P.L., editor, On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of Geologists, Field Trip Guidebook, pp. 86-91. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration From Earthquakes in California, California Division of Mines and Geology, Map Sheet 23. Hannan, D.L., 1975, Faulting in the Oceanside, Carlsbad, and Vista Areas, Northern San Diego County, California in Ross, A. and Dowlen, R.J., eds., Studies on the Geology of Camp Pendleton and Western San Diego County, California, San Diego Association of Geologist Field Trip Guidebook, pp. 56-60. Hart, 1988, Fault-Rupture Hazard Zones In California, Aiquist-Priolo Special ' Studies Zones Act of 1972 With Index to Special Study Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. Ii Hileman, J.A., Allen, C.R., and Nordquist, J.M., 1973, Seismicity of 'the Southern California Region, 1 January 1932 to 31 December 1972: ii California Institute of Pasadena, California. Technology Seismological Laboratory, .1 A-i I 1 8901406-01 References (Continued) Joyner, W.B., and Boore, D.M., 1982, Prediction of Earthquake Response Spectra, in Proceeding 51st Annual Convention, Structural Engineers Association of California; Also U.S. Geological Survey Open-File Report 81-977, p. 16. Lamar, D.L., Merifield,, P.M., and Proctor, R.J., 1973, Earthquake Recurrence Intervals on Major Faults in Southern California, in Moran, D.E., Slosson, J.E., Stone, R.O., and Yelverton, C.A.., Eds., 1973, Geology, Seismicity, and Environmental Impact, Association of Engineering . Geologists, Special Publication. Moore and Taber, 1987, Report of Geotechnical Services, Carlsbad Tract No. 81-46, Airport Business Center Unit No. 1, City of Carlsbad, California, Job No. 285-256, dated February 25, 1987. Ploessel, .M.R., and Slosson, J.E., 1974, Repeatable High Ground Accelerations From Earthquakes -- Important Design Criteria, California Geology, V. 27, No. San Diego Geotechnical Consultants, Inc., 1988, Supplemental Geotechnical Investigation, Carlsbad Airport Center, Unit 2, and Off-Site Fill Area, Carlsbad, California, Job No. 05-4879-011-00-00, dated July 29, 1988. RI Schnabel, R., and Seed, H.B., 1973, Accelerations in' Rock From Earthquakes in the Western United States, Bulletin of the Seismological Society of America, V. 63, No. 2, pp. 501-516. ii Seed, H.B., and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes, Monogram Series, Earthquake Engineering Research Institute, Berkeley, California. Seed, H.B., and .Idriss, .I.M., and Kiefer, R.W., 1969, Characteristics of Rock -Motions During Earthquakes, Journal of Soil Mechanicsand Foundations Division, ASCE, V. 95, No. SM5, Proc. Paper 6783, pp. 1199-1218. Weber, F.H., Jr., 1982, Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California, California Division of Mines and Geology, Open-File Report 82-12LA. Wilson, K.L., 1972, Eocene and Related Geology of a Portion of the San Luis Rey and Encinitas Quadrangles, San Diego, California. II II A-2 ii. 8901406-01 References (Continued) MAPS California Division of. Mines and Geology, 1975, Fault Map of California, Scale 1"=750,000'. Bodas Engineering, Inc., Undated, Topographic Map, State Farm Insurance Service Center, Carlsbad, California, Scale 1"=20'. United States Department of the Interior Geologic Survey, 1968, 7.5-Minute Encinitas Quadrangle, Scale 1:24,000, Photo Revised 1975. AERIAL PHOTOGRAPHS Date Source Flight Photo No. Scale 1953 USDA AXN8M 72, 73, 99 and 100 11'=2,000' A-3 APPENDIX .B [- LEIGHTON AND ASSOCIATES, INC. =Aft,at - Im s i owl' OWN (J (10 C) C) C) (71 - ". 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(fl Va CD - Di —a c-5-a, c-i- (fl.a.a-a- c+ (D CD I c-I- < a- _____________ a I I- (.0 a, -1 0 CD o - 5_a c-i- CD 0 RD - On _i on AN -low - - — -' - -. - - - 4...). Depth C,, 0 I , (Feet) I Graphic Log Attitudes 0• Tube _______________________ Sample No. I 1 I I j I Blows Per Foot 1 Dry Density I (pcf) Moisture I Content, % S Soil Class. : o 4: rCD(1W; C) - 3 0)OCDO L Un r oc-s- '-.0 - - CD CD 0. 2 C) c- - Cl' 0. o o - -I, CD —J -..O() 0) CD CD 5 1 - - CD C,' V 3 0. v Ci3 lo. cii z r CI'CD CD- G) CD 0.. '.-0 . C+. .. -fl . P1 0- C) c-P c-f- 0. Cl) =r 0 0 CD 0) I- 0) - 1< Cl) c-P c-f- = -i 0. -ii 0. C+. CD -- 0) -.- 03 M CD 1 C+- II M 0 Cr ... 3 3 C-. c_) -. CD < 0 0.-s CD - —4 CD -o r- -1 I-' CD CD 0 2 I . $ t C C... CD .• 0) c-i. CD C+-... 1 - (.0 M 0 C/) Cl) (I' c-i- 0 C-+ 0 LA -Ti CD (0 C) (0 CD 0 CD (ii 0 0 0 .. c-P C) 0(DCD 0 0 <3- C ca_ rP 5-ii (D (D CD -- CD - -.• o o. .o c-i c-I- c-P '< - ..J.=r C_f, (/) CD CD -f, Cc-P Cc-P C) -1 (0 I I 3 - 3 - -n _5 I (< '-(CD - 0- 0) c-f- (0 (0 CL C)-53 - '1 CD C+030 030 - CD 0.3CD CD .•(D'. c-P 0. (D r+ CDc+0 0... 0... • -.3.... 3 (01(0 ("CD (J)CD (0 • 0- . C+ -1 c-f- c-i-C c-PC '<3 '<3 _ c-i CD - - 0 - 0 0) - CD c-i. CD . C) c-i. 3 CD C) —4 c-i. 0 o CD o - -'C 00 0 CD o C) 0. 91) 1+ - 0 0' 0. C,, CD 0 CD CD CI '-P 0 Cr CD -.5 '-.0 C- - (.0 (.0 CD Date October 9, 1990 Project Blackmore/Carlsbad Drilling Co. Geodrill Hole Diameter ±8" Elevation lop of Hole ±209 GEOTECHNICAL BORING LOG Drill Hole No. B-6 Project No. - Type of Rig - Drive Weight 140 lbs. Ref. or Datum See Geotechnical Ma Sheet 1 of _ 8901406-01 Hollow Stem Auge Drop 30 - in. >., GEOTECHNICAL DESCRIP1 ION )L 0 v) - Logged by JF • ' JF . Sampled by 0-.. . - ___________________________ • SM ARTIFICIAL FILL: -ï Light to medium brown, slightly moist, medium dense, fine- to medium-grained, silty sand - @ 3' Brown, slightly moist, medium dense. 5 very silty, fine-grained sand -_ (2) 10 1 31 103.2 17.3 Total Depth = 11 Feet . 4; • Geotechnically Logged to 11 Feet No Ground Water Encountered • Backfilled 10/9/90 . 15 20- • 4 . • • • . - 25- . 30- Leighton and Associates, Inc. I I I APPENDIX c i $ I I LEIGHTON AND ASSOCIATES, INC. I 8901406-01 APPENDIX C Laboratory Testing Procedures and Test Results Moisture and Density Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads, a motor-driven, strain-controlled, direct- shear testing apparatus at a strain rate of 0.005 inches per minute. After a travel of 0.300 inches of the direct shear machine, the motor was stopped and the sample was allowed to "relax" for approximately 15 minutes.. The "relaxed" and "peak" shear values were recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of 'pore pressures set up in the samples due to application of shearing force. The relaxed values are therefore judged to be a good estimation of effective strength parameters. The test results were plotted on the "Direct Shear Summary". Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM 01557-78 (five layers). The results of these tests are oresented in the test data. Expansion Index Tests: The expansion potential of selected. materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 29-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium isreached. The results of these tests are presented in the test data. Soluble Sulfates: The soluble sulfate contents of selected samples were determined by the California Materials Method No. 417. "R"-Value: The resistance "R"-value IIMethod No. 301 for base, subbase, j prepared and exudation pressure and graphically determined "R"-value at IL was determined by the California Materials and basement soils. Three samples were I "R"-value determined on each one. The exudation pressure of 300 psi is reported. C-i 11 Ii Si I IL I EXPANSION INDEX TEST RESULTS TEST- NO. SAMPLE LOCATION INITIAL MOISTURE (%) COMPACTED DRY DENSITY FINAL MOISTURE VOLUMETRIC SWELL (%) EXPANSION INDEX EXPANSIVE POTENTIAL 1 B-i #1 10.4 107.3 23.3 . .044 44 Low @0-i' MAXIMUM DENSITY TEST RESULTS SAMPLE SOIL DESCRIPTION MAXIMUM DRY DENSITY (PCF) OPTIMUM MOISTURE CONTENT (%) 8-5 # D Olive-brown, silty sand . 122.0 11.5 @5' TEST METHOD: UBC No. 29-2 and ASTM Test Method 01557-78. EXPANSION INDEX AND MAXIMUM DENSITY TEST RESULTS Project No. 8901406-01 Project Name Blackmore/Lot18 Date_ 11/02/90 Figure No. C-2 SOIL TYPE OR LABORATORY SAMPLE LOCATION SOIL DESCRIPTION R-VALUE B-6 # Light brown, silty to clayey sand TEST METHOD: ASTM Test Method D2844-69 R-VALUE TEST RESULTS Project No. 8901406-01 Project Name Blackmore/Lot18 Date 11/02/90Figure No. C-3 SOIL TYPE OR SAMPLE 0 POTENTIAL DEGREE LOCATION DILUTION READING PPM % SULFATES OF SULFATE ATTACK B-i # 1 20:1 2500 0.25 Considerable TEST METHOD: . Caltrans Test No. 417 0 Project No. 8901406-01 SOLUBLE SULFATE NORMAL STRESS. psi Average Moisture Contents Sample Location Symbol Before After Friction Angle Cohesion B-5 # 1 @ 5' 0 10.7% N/A 260 330 psf Remarks DIRECT SHEAR TEST RESULTS Project No. 8901406-01 Project Name Blackmore/Lot 18 1i{11 Date iiJU2L9flFigure No. C5 30151088 I I I APPENDIX D OCIATES, INC 1 8901406-01 I APPENDIX D General Earthwork and Grading Specifications Ii 1.0 General Intent These specifications are presented as general procedures and I recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the I geotechnical report and shall be superseded by the recommendations in the I geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations I )which could supersede these specifications or the recommendations of the geotechnical, report. It shall be the responsibility of the contractor to read and understand these specifications as well as the geotechnical report IJ and approved grading plans. 2.0 Earthwork Observation and Testing I Prior to the commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations. of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is -aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations in the geotechnical report and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to be performed in general accordance Society for Testing and Materials evaluate the degree of compaction should with the latest version of the American test Method ASTM D1557. 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots, and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies, and the geotechnical consultant. il D-1 I 8901406-01 I General Earthwork and Grading Specifications (Cont'd.) The geotechnical consultant removals depending on specific than 1 percent (by volume) of these materials and nestina of should evaluate the extent of these site conditions. In general, no more the fill material should consist of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor/civil engineer should be utilized. - 3.4 Moisture Conditioning: Overexcávated and processed soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a I uniform moisture content near optimum. 3.5 Recompaction: Overexcavated and processed soils which have, been I properly mixed, screened of deleterious material, and moisture- conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet' wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches,, should be evaluated by the geotechnical consultant prior to fill placement. 4.0 Fill Material - 4.1 General: Material to be placed as fill should be sufficiently free of I organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of' poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical-consultant or mixed with 1 1 other soils to achieve satisfactory fill material. ji . ' D-2 , . I I I 8901406-01 I General Earthwork and Grading Specifications (Cont'd.) I 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 6 inches, should not be buried or placed in fills, unless the location, materials, and I . disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. I Oversize materials should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 Import: If importing of fill material is required for grading, the import 'material should meet the requirements of. Section 4.1. I . . Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. 5.0 Fill Placement and Compaction - 5.1 Fill Lifts: Fill material should be placed in areas prepared and .previously evaluated to receive fill, in near-horizontal layers I approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material I and moisture throughout. 5.2 Moisture Conditioning: Fill soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture-conditioned, and mixed, it should be uniformly compacted to I1 not less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven I J reliability, to efficiently achieve the specified degree and uniformity of compaction. II 5.4 Fill Slopes: Compacting of slopes should be accomplished, in ] additional to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation I .gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill out to the slope face should be at least 90 percent. Ij 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed by the geotechnical consultant. The location and frequency of tests should be at the I consultant's discretion based on field conditions encountered. In j general, the tests should be taken. at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In I .. addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of the slope. I 8901406-01 I General Earthwork and Grading Specifications (Cont'd.) I 6.0 Subdrain Installation Subdrain systems, If recommended should be installed in areas previously I :evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown On the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant, however, 'may I recommend changes in subdrain line. Or grade depending on conditions encountered. All subdrains should 'be surveyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient I time shall be allowed for the surveys, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by arepresentative of the geotechnical consultant (as necessary) during grading. 'If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and/or remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and/or. determining the limits of overexcavation, a licensed land surveyor/civil' engineer should be utilized. D-4' KEY AND BENCHING DETAILS FILL SLOPE -------------- PROJECT 1 TO 1 LINE FROM TOE OF SLOPE ,z:s-t-: TO COMPETENT MATERIAL - EXISTING --- - - --- - GROUND SURFACE ---:-- REMOVE UNSUITABLE ::: " MATERIAL - --:---:-:-:- BENCH ---42sMIN.j 2 MIN. 15' MIN .___H KEY LOWEST DEPTH BENCH (KEY) -- QUPACTED- FILL—OVER—CUT SLOPE IJ EXISTING -. GROUND SURFACE --_- - - = - ---- - BENCH - - - MIN REMOVE UNSUITABLE 2' MIN. BENCH MATERIAL KEY (KEY) DEPTH 44t. CUT SLOPE (TO BE EXCAVATED - PRIOR TO FILL PLACEMENT) - EXISTING GROUNDSURFACE / / -'---- - CUT SLOPE CUT—OVER—FILL SLOPE /. " (TO BE EXCAVATED - / PRIOR TO FILL -- PLACEMENT) REMOVE _---..-- UNSUITABLE PROJECT 1 TO 1 ..-:--:--:- - MATERIAL LINE FROM TOE - OF SLOPE TO OMPAC --- COMPETENT - MATERIAL - ..- BENCH --2% MIN.— 5' MIN. 2'141N 4 . LOWEST - KEY DEPTH BENCH NOTE: Back drain may be recommended by the geOtechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. TRANSITION LOT DETAILS . CUT—FILL LOT . .: EXISTING 'GROUND SURFACE L .. IN AND RECOMPACT I ,. ------- -..- a ____________L • 4 - ------ COMPETENT BEDROCK. OR MATERIAL EVALUATED BY THE GEOTECHNICAL CONSULTANT CUT LOT EXISTING - GROUND SUR FACE - . REM 0 V E . PACTED ------ - -(OVEREXCAVATE 'IAIM 11 AND RECOMPACT . COMPETENT BEDROCK . MATERIAL EVALUATED . . BY THE GEOTECHNICAL • CONSULTANT *NOTE: Deeper or laterally more extensive overexcàvatlonand recompaction may be recommended bythegeotechnical consultant based on actual field conditions encountered and locations of proposed improvements . • RETAINING WALL DRAINAGE DETAIL SOIL BACKFILL. COMPACTED TO O PERCENT. RELATIVE COMPACTION* -------------- ------------- OVERLAP' FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT) o • o 1" MIN. 314-1-1/2 CLEAN GRAVEL o o 0 • 4.(MINJ DIAMETER PERFORATED • PVC PIPE (SCHEDULE 40 OR • := EQUIVALENT) WITH PERFORATIONS o 0 ORIENTED DOWN AS DEPICTED 0 MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET 3 MIN. RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS FINISH GRADE ----------------------------- ---COMPACTED FILL ----------------------- ------------- WALL FOOTING.iILIP. 01 SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size S Passing 10 100 3/40 90-100 3/8 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivalént>75 COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT *BASED ON ASTM D1557 **IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3I4_11I2 GRAVEL, FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION! NOT TO SCALE SIDE HILL STABILITY FILL DETAIL FINISHED SLOPE FACE PROJECT I TO 1 UNE FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY OVERBURDEN OR UNSUITABLE MATERIAL... 2%MI: rn at 2' J15• MIN.I MIN. LOWEST KEY BENCH DEPTH (KEY) EXISTING GROUND . SURFACE ..- , —FINISHED CUT PAD .V1,J I 1 I ) IH'14 II PAD OVEREXCAVATION DEPTH ViA AND RECOMPACTION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BENCH . BASED ON ACTUAL FIELD CONDITIONS ENCOUNTERED. —COMPETENT BEDROCK OR ,' MATERIAL AS EVALUATED j ( BY THE QEOTECHNICAL ,, CONSULTANT - NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions SEE 1-CONNECTION 6 MIN DETAIL OVERLAP 3/4-1-112 CLEAN GRAVEL UINJ..,( 1 MIN. 4 COVER 4-0. /< 'i - PERFORATED PIPE% - PIPE FILTER FABRC-__"SM& f ENVELOPE (MIRAFi MIN. 140N -OR APPROVED BEDDING EQUIVALENT)* SUBDRAIN TRENCH DETAIL STABILITY FILL / BUTTRESS DETAIL --- 'I OUTLET PIPES 4 0 NONPERFORATED PIPE. 100' MAX. O.C. HORIZONTALLY. - 30 MAX 0.C. VERTICALLY ------ - BACK CUT ' 1:1 OR FLATTER I' - BENCH SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD XdJUD / BE SITUATED AS LOW AS / POSSIBLE TO ALLOW - SUITABLE OUTLET KEY DEPTH I -MH MIN - :2 S M4 KEY WIDTH AS NOTED ON GRADING PLANS 15' MIN. ERFORATED MIN. PIPE - EACH SIDE NOk-PERFORATED CAP OUTLET PIPE T-CONNECTION DETAIL *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 314 -1-1/2' GRAVEL. FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size % Passing 1" 100 3/4" 90-100 3/8" 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No: 50 0-7 No. 200 0-3 Sand Equivalent >75 NUT t: For buttress dimensions, us* g.ot.chnlcai r.port/plans. Actual dimensions of buttress and subdrain may be changed by the g.otechn$cal consultant based on field conditions. SUBDRAIN INSTALLATION -Subdraln pip, should be Instilled with perforations down as depicted. At locations recommended by the g.ot.chnlcal consultant, nonperfrated pipe should be Instilled SUBDRAIN TYPE—Subdraio type should be Acryionitrll. Butadi.ne Styrene CA.B.SJ, Polyvinyl Chloride (PVC) or approved equivalent. Class 125,SDR 32.5 should be used for maximum fill depths of 35 feet. Class 200,SDR 21 should be used for maximum fill depths of 100 foot. SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size S Passing 1" 100 3/4" 90-100 3/8" 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivalent >75 CANYON SUBDRAIN DETAILS EXISTING GROUND SURFACE - --------- - - _:----:CO MPACTED BENCHING ----------------------- -- -: - - REMOVE --UN 3 WTA BLE :--: UATER1AL SUBDRAIN TRENCH SEE BELOW SUBDRAIN TRENCH DETAILS FILTER FABRIC ENVELOPE ,-6 MW. OVERLAP So MW. OVER (MIRAFI 140N OR APPROVED E 8' MIN MW BEDDING I GRAVEL V4 1/2' CLEAN /ft. MINJ 3/4-1-1/2' CLEAN' GRAVEL (91101ft. MW.) —6' 0 MIN. - PERFORATED PIPE DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH GRADE SUBDRAIN - -:--:-:-:-:-:-.. TRENCH _- SEE ABOVE O,WA1'ED .-:- _________ :•.: :: 16' MIN is MIN. PERFORATED I 6'j6 MIN. PIPE I-, 'NONPERFORATED 6' 0 MIN. *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'-1-1/2' GRAVEL. FILTER FABRIC MAY BE DELETED 8ubdraln should be constructed only on competent material as evaluated by the g.ot.chnlcal consultant. SUBDRAIN INSTALLATION Subdrain pipe should be Installed with perforations down as depicted. At locations recommended by the g.ot.chnlcal consultants nonp.rforat.d pipe should b. Installed. SUBDRAIN TYPE-8ubdra1n type should b. Acrylonitril. Butadl.n. Styrene (A.B.S.). Polyvinyl Chloride (PVC) or approved equivalent. Class 125, SDR 32.5 should be used for maximum fill depths of 35 feet. Class 200, SOR 21 should be used for maximum flit depths of 100 feet. FINISH GRADE ROCK DISPOSAL DETAIL 1 P L SLOPE FACE = .Y -COMpACTEDFLL. ttt- OVERSIZE WINDROW :--- GRANULAR SOIL (S.E.> 30) TO BE DENSIFIED IN PLACE BY FLOODING DETAIL TYPICAL PROFILE ALONG WINDROW Rock with maximum dimensions greater than 6 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever is greater), and 15 feet horizontally of slope faces. Rocks with maximum dimensions greater than 4 feet should not be utilized In fills. Rock placement, flooding of granular soil, and fill placement should be observed by th geotechnical consultant. Maximum size and spacing of windrows should be In accordance with the above details Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). Rock should be placed In excavated trenches. Granular soil (S.E. greater than or equal to 30) should be flooded in the windrow to completely fill voids around and beneath rocks. I I I I I I Ii 1.1 JUL 11 '95 07:24 SMITH CQiSULT. ARCH. -- JUL -ll-&ouI LJH 48 IdlY LOHM DE FAX NO 4380 P.6/6 TO ON•- RE$!DENTIAL LAND OWNEfl: PLEASE IAD THIS OPTION AGREEMENT CMEFULLY AND BE SURE YOU THOROUGHLY UNDERSTAND THE OPTIONS BEFORE SIGNING, THE OP1ON YOU CHOOSE WILL AFFECT YOUR PAYMENT OF Th DVLOPED SPECIAL -FAX ASSESSED ON YOUR PROPERTY THIS OPTION IS AVALABLE ONLY AT THE TIME OF BUILDING PERMIT ISSUANCE, PROPERTY OWNER SIGNATURE IS REQUIRED BEFORE A BUILDING PERMIT WILL BE ISSUED. ktv \L Name of Owns .. Addss ISO .__:_ City State Zip Code zt. - c&O igz- ittt Telephone .9.cbAr L&/ Project Address I Carlsbad , CA ... City State Zip Code Ass9ssors Parcel Number, or APN and Lot Number. -- V... . Oas # Building Permit # As cited by Ordinance No. NS-155 and adopted by the City Councilof the City of Carlbad, California, the City is authorized to levy a Special Tax in Community Faciti8s District No, 1. All Non—Residential Property, upon the issuance of the first buiIinQ permit shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX - ON—TZME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a pe1iod not to exceed twenty—five (25) years, Please indicate your choice by sinin below: IS T-IE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UN1ERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Option (1): I elect to pay the SPECIAL DEVELOPMENT TAX now, as a ONE—TIME payment. Amount of One—Time Special Tax: $.. 9 ' glt Land Date (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty—five (25) years. Maximum Annual Special Tax: 411 $ The Pity of Carlsbad has not independently verified the information provided by you Of thl developer upon your behalf. Therefore, we accept no responsibility as to the accuracy or completeness of this information. CITY OF CARLSBAD — COMMUNITY FACILITIES DISTRICT NO. 1 SPECIAL TAX CALCULATION WORKSHEET FOR THE DEVELOPMENT OF NON-RESIDENTIAL PROPERTY " PLEASE PRINT " ONE PER EACH BUILDING PERMIT " BUILDING INITIALS: PLANNING INITIALS: INITIALS: DRAFT:- ENGINEERING INITIALS: FINANCE INITIALS: FINAL: BUILDING: q PLAN CHECK NUMBER AND/OR BUILDING PERMIT NUMBER: q 'Z.&s PROPERTY OWNER(S) AS LISTED ON TITLE: ASSESSORS PARCEL NUMBER (S) OR APN AND LOT NO'S FROM RECORDED FINAL MAP: i 'Z.-•'- oR ( - C 0) DESCRIPTION OF WORK: '7_1_0 1 r, qf ACA-_l t.G, c5o y I.A)L&c , s-(a Ct PLANNING: DATE OF INITIAL PARTICIPATION IN CFO: 5 7-9/ GENERAL PLAN DESIGNATION(S): (BOXES PROVIDE FOR THREE DIFFERENT USES. EXPAND AS REQUIRED.) Fl) e. 7 F3) NET DEVELOPABLE ACREAGE THAT WILL REMAIN BY GENERAL PLAN USE AFTER THE STRUCTURE(S) IS BUILT: [G 1) A IG2) " A4 G3) '." AC TYPE OF LAND USE CREATED BY THE ISSUANCE OF THE BUILDING PERMIT: (FROM SPECIAL TAX TABLE) IHI) I ID II]-1L H2) H3) ENGINEERING: SQUARE FEET OF BUILDING PER USE INDICATED IN (H) ABOVE: I1 ss ius4E SOF1I .9fiCc SOF1 SQF .J) IMPROVEMENT AREA (CHECK ONE): WITHIN THE BTO — IMPROVEMENT AREA I (J) OUTSIDE THE BTO — IMPROVEMENT AREA II LEGAL D5.SV IPTION: (REQUIRED ONLY WHEN G ABOVE IS ZERO(0).) PARCEL (CIRCLE ONE) _JJ_OF PARCEL MAP IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, FILED IN THE OFFICE OF THE SAN DIEGO COUNTY RECORDER ON (IF THE ABOVE IS NOT ADEQUATE A FULL LEGAL DESCRIPTION MUST BE ATTACHED.) BUILDING: FINANCIAL PORTION TO SE FILLED OUT BY MIKE PETERSON OR FAX TO BARBARA HALE 298-3783 FINANCE: SPECIAL DEVELOPMENT TAX — ONE-TIME, RATE PER SQUARE FOOT:(FROM SPECIAL TAX TABLE.) RI) L2) L3) Is $ $ M)SPECIAL TAX — ONE-TIME (I XL): MI) M2) M3) $ s • $ OBLIGATION FOR UPCOMING YEAR: IF THE PARCEL IS ISSUED A BUILDING PERMIT BETWEEN MARCH 2ND AND JUNE 30TH. AN OBLIGATION FOR THE UPCOMING YEAR IS CREATED AND WILL BE LEVIED IN THE FOLLOWING FISCAL YEAR. TOTAL PAYOFF-OPTION .1 :-. --JJSUM OF (M) ABOVE. THE SPECIAL TAX LIEN ON THIS PROPERTY. WHEN CHOSING OPTION 1, WILL BE RELEASED WHEN ALL OUTSTANDING OBLIGATIONS HAVE BEEN PAID IN FULL. IF THERE IS A OBLIGATION FOR T H E UPCOMING YEAR, UNDEVELOPED SPECIAL TAX WILL BE LEVIED IN THE UPCOMING FISCAL YEAR. AFTER PAYMENT OF WHICH THE LIEN WILL BE RELEASED. IF THERE IS ONLY THE CURRENT YEAR'S OBLIGATION OUTSTANDING, THE LIEN IS RELEASED WHEN BOTH INSTALLMENTS HAVE BEEN PAID. OPTION 1: $ /j -- DISTRIBUTION OF PAYOFF: ACCOUNT NO. 430-810-1340-8032 "7 / 'S S / PASSTHRU OPTION 2: :. •.. IjSUM OF(M) ABOVE TIMES 13.61%. THE AMOUNT SHOWN IS THE MAXIMUM ANNUAL SPECIAL TAX LEVIED FOR A PERIOD OF TWENTY-FIVE (25) YEARS. IF THERE IS AN OBLIGATION FOR THE UNPCOMING YEAR, THE UPCOMING YEAR'S TAXES WILL REFLECT THE OBLIGATION OF UNDEVELOPED LAND TAX. THE TWENTY-FIVE YEAR ANNUAL SPECIAL TAX WOULD BEGIN IN THE FOLLOWING FISCAL YEAR. OPTION 2: $ , r &I(1 a( 3 UI LD I N G: N) TRANSFER THE ABOVE AMOUNTS ONTO THE NON-RESIDENTIAL CERTIFICATE AND OBTAIN THE SIGNATURE OF HE :'PROPERTY OWNER BEFORE. ISSUING A BUILDING PERMIT. )ISTRIBUTION: - A COPY OF: FINAL CALCULATION SHEET, BUILDING PERMIT, AND SIGNED CERTIFICATE CFO NO. I INCOMING BOX A COPY-OF: FINAL CALCULATION SHEET, BUILDING PERMIT. AND SIGNED CERTIFICATE FINANCE (HELGA) A COPY OF: FINAL CALCULATION SHEET, AND SIGNED CERTIFICATE - PROPERTY OWNER ALL ORI•GINALS BUILDING PERMIT FILE FEBRUARY 10. 1994 VAUD UNTIL CERTIFlCATlON OF COMPLIANCE CITY OF CARLSBAD Plan Check No. DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DR., CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fee s f o r a p r o j e c t a n d t o v e r i f y that the project applicant has complied with the school fee req u i r e m e n t s . N o b u i l d i n g permits for the protects shall be issued until the certification is s i g n e d b y t h e a p p r o p r i a t e school district and returned to the City of'Carlsbad Building Depa r t m e n t . SCHOOL DISTRICT: '$ Carlsbad Unified 801 Pine Avenue Carlsbad, CA 92009 (434-0610) Encinitas Union 101 South Rancho Santa Fe Rd. Encinitas, CA. 92024 (619) 944-4300 ____San Marcos Unified 1290 West San Marcos B1'id. San Marcos, CA 92024 (744-4776) San Dieguito Union High School 710 Encinitas Boulevard Encinitas,, CA 92024 (753-6491) Project Applicant: CwAe. - APN: Project Address: f LJ1t RESIDENTIAL: SQ. PT. of living area number of dwelling units___________ SQ. FT. of covered area - SQ. FT. of garage area- COMMERCIAL/ INDUSTRIAL! SQ. FT. AREA21o'6 Prepared by Date Lc1c- --------------------------------------------------------------------------------- - - - - - - - - - - FEE CERTIFICATION / (To be completed b the School District) j,LAppiicant has complied with fee requirement under Governmen t C o d e 5 3 0 8 0 -- Project is subject to an existing fee agreement _Project is exempt from Government Code S3080 Final Map.approval and construction started, before September 1 , 1 9 8 6 . (other school fees paid) - Other $_1lbased on sq. ft. 0 i7indust Fee Levied (I F(.~3ased on 3 sq. ft. @_______________ Sc tlooi . Title Date 2. AB 2926 and SB 2 1 are ap I AB .2926 is capped t'.. ersq . . - Hazardous Materials (I SAN DIEGOREGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE Al PIIJJITIN C=M= DITET Management Division COUNTY SP 8*8 01180 Business Name Contact Parson Telephone T CAOf~€ CD. ,LL{ jc4ce 7'a— (2J a Mailing Address City State Zip Plan File# -2 ( 2. Cc' 44 Ib44 W FF-M efiqN - fro -Pjfro CA 92130 Site Address City ,., State Zip Plan File# Th(-OMMZ (jA.j CAQ.LAP CPr' q 2-00 g rMn U U; rinc LJLrnn I IVILIM I - flMP',flLi%JI_iO •VUfl I UflIflL.J IVUPIflLiLIVILI1 I Lit V U.flJI'.. ,J¼,%,Lir flIN I I.Lfl .).JIrI%_.IIIS II Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If a n y o f t h e i t e m s a r e circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. - I. Explosive or Blasting Agents 4. Flammable Solids 7;Pyrdphorica 10. Cryogenics 13. Corrosives Compressed Gases 5; Organic Peroxides 8. Unstable Reactivee 11. Highly Toxic or Toxic Materials 14. Other Health Hazards Flammable or Combustible Liquids 6.- Oxidizers - 9. Water Reactives- —12. -Radloactives - - - PART II: COUNTY OF SAN DIEGO HEALTH DEPARTMENT- HAZARDOUS MATERIALS MANAGEMENT QlVISlON OFFICE USE ONL: 0 RMPP Exempt Data Initials 0 RMPP Required Date Initials 0 RMPP Completed Date Initials CONTINGENCY PLAN REVIEW; It the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Man a g e m e n t Division, 1255 Imperial Avenue, 3rd Floor, San Diego, CA 92186-5261.'Telephone (619) 338-2222 prior to the issuanc e o f a building permit. FEES MAY BE REQUIRED Yes No . . .. Is your business listed on the reverse side of this form? - Will your business dispose of Hazardous Substances or Medical Waste in any amount? 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? Will your business use an existing or install an underground storage tank? S. r-i I Will your business store or handle Acutely Hazardous Materials? 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 D r i v e , S a n D i e g o , C A 9 2 1 2 3 Telephone (6 19) 694-3307 prior to the Issuance of a building permit; YES NO •' JJ Will the intended occupant in or use any of the equipment listed on the Listing of Air Pollution Control District Permit Categories, on the reverse side of this form? (ANSWER ONLY IF QUESTION 1 IS YES.) Will the subject facility be located within 1,000 feet of the outer boundary of a s c h o o l ( K t h r o u g r 12) as listed in thcurrntDirectory of School and Community CoIIeg Districts, published by the San Diego County Office o f E d u c a t i o n e r i c the currant California Private School Directory, compiled in accordance with provisions of Education Code Section 33190? Briefly describe nature of the intended business activity: - cJ€912i12,171100 oç C&/UA2069 1VtL47C14&t FE'lL FCJrU2& L&. Name of Owner or Authorized Agent; 13 L-ATCc-L L'8.-( / a4A( E 4b- V 11TW UL-1()n A/~,c4( i7t5Cf' --4S'l- I Signature of Owner or Authorized Ient: I declare under penalty of perjury that to the best of my knowiedge arid belief the responses made her e i n a r e t r u and correct.'7ii._._ Date: Do not write bob this line S FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:____________________________________________________ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ BY: Date: - EXEMPT FROM PERMIT REQUIREMENTS COUNTY-I-IMMD APCD APPROVED FOR BUILDING PERMIT BUT NOT OCCUPANCY COUNTY-HMMD APCD APPROVED FOR OCCUPANCY COUNTY-HMMD APCD tavronrneotal Hclth Scriccs Date .41Z Z2 Signature: ,b- 1 INDUSTRIAL. WASTE DISC APPLICATIO FEB . .... BUSINESS NAMET&' Ga&easy I ZZL M(11 &.LfF P. 5TE40 SITE ADDRESS Vt e4M.AA4L . CONTACT PERSON (at business). AUH 'k9CZi..tOCa PHONE NUMBER ... . Type of Business (check all that apply) O Agricultural D Assembly .. 0 Automotive DChemicai Handling O Electronics E] Food O Government O Laboratory O Laundry O Manufacturing O Medical O Metal Work DOffice 0 Photo Lab O Retail O Service Station O Warehouse Ii'Other /)RC/kP41Y S4EL Ot(,t7II4(4 DESCRIBE WASTE OTHER THAN DOMESTIC (Chemicals, Particulates, etc.) - DESCRIBE BUSINESS ATIVflY:_c-t.)LrJ& &&. ço GENEFt8L DESCRIPTION OF ONSIrE WASTEWATER PROCESSING: (chemical & physical characteristics)_ .N/4. . . --3 Is business presently in operation at site? 0 YES RNO Has Wastewater Discharge Permit been applied for through the Enôina Water Authority? 0 YES 1JI NO Applicant's Namfl L 4L&)/'1sI1tlO A- Phone 4&31. Z Please Print Agency: EXEMIT "Li NOT EXEMPT Date forwarded to Encina_______________________ .• OOcf B U I L D I N G P E R M I T .PCR No: PCR95033 07/19/95 16:45 Project No: 99500281 Page 1 of 1 - •' Development No: Job Address: 1911 PALOMAR OAKS WY . Suite: Permit Type: PLAN CHECK REVISION - 2800 07/19/95 0001 01 02 Parcel No: 212-091-08-00 Lot#: C-PRMT 21800 Valuatioii: • 0 . p Construction Type: VN Occupancy Group: - Reference#: CB950205 Status: ISSUED Description: REVISE ROOF FRAMING MEMBERS - Applied: 06/22/95 FROM METAL TRUSSES4TO WOOD TRUSSES •.Apr/Issue: 07/19/95 Entered By: PD Appl/Ownr : BAKER, GARY . . 619-4523188 5355.MIRA SORRENTO PL SAN DIEGO,CA.9212 ... **•* Fees Required .& Credits • - Fees: • 2 1. 00col " .. Adjustments: /700 - Tota-lCredits:- .00 8.. -'-- •\ •.,.- '. Total Fees: 210.0 Total Payments:- . .00 . S • Balance Due : 218.00 .• Fee description :. Ext fee Data ---------------- Pan Check • 218.00 1952 H ©:_ I. - CITY OF CARLSBAD 2075 Las Palmas Dr, Carlsbad, CA 92009 (619) 438-1161 I - ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: July 6, 1995 U A JURISDICTI JURISDICTION Carlsbad U PLAN RE ER PLAN CHECK NO.: 95-205 Rev No. 1 SET: I PROJECT ADDRESS: 1911 Palomar Oaks Way PROJECT NAME: Office /Warehouse - Blackmore Airport Centre 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 deficiencies identified below are resolved and checked by building department I. 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 Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: U Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone #: REMARKS: Show GLB-3 (5-118'-X 25-1/2") as called out on sheet R-3 of the structural calculations. Refer to sheet S-4 of the revised plans. By: Abe Doliente Enclosures: Esgil Corporation fl GA CM EPC 6/27/95 trnsmtl.dot 12 Carlsbad 95-205 Rev No. 1 July 6, 1995 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 95-205 Rev No. 1 PREPARED BY: Abe Doliente DATE: July 6, 1995 BUILDING ADDRESS: 1911 Palomar Oaks Way BUILDING OCCUPANCY: B-2 TYPE OF CONSTRUCTION: V-N BUILDING PORTION BUILDING AREA VALUATION VALUE (sq. ft.) MULTIPLIER ($) 11 Revision No. 1 to the originally approved set of plans Air Conditioning Fire Sprinklers TOTAL VALUE Building Permit Fee: $ Plan Check Fee: Hourly, 2 hours @87.15 X 1.25 $ 217.88 Comments: ESGIL FEE = 0.80 X 217.88 = $ 174.30 Sheet 1 of 1 valuefee.dot STRUCTURAL CALCULATIONS oc cDt lb l 11 PRIME STRUCTURAL ENGINEERS 2614 Gianelli Lane Escondido, California 92025 Tel (619) 746-4611 PMEJO9 ' 7AS TRZ TU C PURLIN e /4/95 5 I'- 8Us1pi2vls0b4148TBEAM ANALYSIS PROGRAMs1p9v1s0b4148T (6.43)8Us0pl0.00h12v0s0b3T SPAN LENGTH = 40.00 ft (Simple Span) UNWORN LOADS (k/ft & ft) wd vi Xl - X2 0.104 0.128 0.00 40.00 REACTIONS (k) LOAD LEFT RIGHT Dead 2,080 2.080 Live 2.560 2.560 Total 4.640 4.640 MAXIMUM FORCES V max 4.64 k 8 0.00 ft N max 46.40 kft 8 20.00 ft DEFLECTIONS (El = kin A2) LOAD Defl (in) X (ft) Total 13363201/El 20.00 Live 7372801/El 20.00 Dead 5950399/El midspan Go'.', Deflection Total = L/180 Required El = 5011201 kin"2 GLB 3.125 x 22,5 24F-V4 ---------------- Desiqn per 1991 NOS Dougi as Fir-Larch STRESSES (psi) Shear 8 V = 4.21 k 8 1.88 ft Fv = 206 fv: 30 437, Fb' = 2775 fb = 2112 76 7. Live LDF = 1.25, Cv = 0.33 CA DEFLECTIONS (in) (E 1800 ksi) Total = 2.50 = L /192 947. Live = 1.38 = L / 348 597 Dead = 1,12 r' V 1> \• ol ', A FME JOB 1 STRUCTURAL DATE= ENCINEF.RSSHT P---I/ K _ 'Ig -rr42 e%t e ôJt'2- oF?7cf. 1°rX OLkc2 UL' c2 e: z-310 pLf- C 2'*9 ;z?4Ic 4 U3 o r wo LoL- -1'1tfr44 @ fA I• o 71 Ii-P >4Q( I Rr (7, '7 V 99j 1? 4o , 6, ps, F' r L L ;' - • L - L?) • ('o \of- OI *1(1 Zk tTm PRIMEJOB'14' STRtJCTtALDATE'-'f SHT r R A - 9 ca A PRIME JCS b /Z STRUCTURAL DATE_ ENC1NEERS1 fl-c.P 4-t6- Y p 4' 'b fl c r- 37 L - t47 -1 &i P1 t er PP (co I - '7r7 r t::boI1 &v1/(L/7 t if orc f19 6 46 3cc P -'I VI 'v 'V 4 c c STRUCTURAL DATE _G-1 ' ENGINEERS SHT____ L ' (71U7 /)7 f 1/-V MOM ?l;::: Fo-i '(--1 4 rA FaME°3 ? 6LB-1 05/03/95 STtWCTUIiAL C\TE_ - 94350 I) NCEE1'..5 SHI g_—b (6. 43)8Us0p10. 00h12v0s0b3T 8Us1p12v1s0b4148T8EAM ANALYSIS PR06RAMs1p9v1s0b4148T SPAN LENGTH = 32.21 It (Simple Span) UNIFORM LOADS (k/ft & ft) wd wi Xl - 12 0.050 0.000 0.00 32.21 POINT LOADS (k & ft) Pd P1 I 4.160 3.840 8.00 4.160 3.840 16.00 4.160 3.840 24.00 3.302 3.048 32.00 REACTIONS (k) LOAD LEFT RIGHT Dead 7.107 10.285 Live 5.817 8.751 Total 12.925 19.036 -. MAXIMUM FORCES V max = 19.04 k @ 32.21 ft N max = 136.40 kft @ 16.00 ft DEFLECTIONS (El = kinA2) LOAD Defl (in) I (ft) Total 24287011/El 16.11 Live 11076522/El 16.11 Dead 13210483/El midspan Gov. Deflection Total = L/180 Required El = 11310313 kin A2 GLE 5.125 x 27 241-V4 -------------- Design per 1991 NDS Douglas Fir-Larch STRESSES (osi) Shear @ 'd' V = 12.81 k 8 2.25 ft Fv = 206 1v = 139 677. Fb' = 2650 lb = 2629 997. Live LDF = 1.25, Cv = 0.88 DEFLECTIONS (in) (E 1800ksi) Total = 1.61 = L / 241 757. Live = 0.73 = L 1 528 457. Dead = 0.87 / GLB-2 05 • /03/95 LST'JCTJr'.ALD. _ - 94-350 (c ENoNE:s 8Us1p12v1s0b4148TBEAM 'ANALYSIS PR0GRAMs1p9v1s0b4148T (6. 43)8Us0p10. 00h12v0s0b3T SPAN LENGTH = 28.50 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wi XI - 12 0.050 0.000 0.00 28.50 POINT LOADS (k & ft) Pd P1 1 4.160 3.840 3.00 4.160 3.840 11.00. 4.160 3.840 19.00 4.160 3.840 27.00 REACTIONS (k) LOAD LEFT RIGHT Dead 8.595 9.470 Live 7.276 8.084 Total 15.870 17.555 MAXIMUM FORCES V max = 17.55 k @ 28.50 ft M max = 107.55 kft @ 11.00 ft DEFLECTIONS (El = kinA2) LOAD Defi (in) X (ft) 'Total 15731044/El 14.20 Live 71946421E1 14.20 Dead 8536292/El midspan Gov. Deflection Total = L/180 Required El = 8279497 kin A2 GLB 5.125 x 24 24F-V4 -------------- Design per 1991 NDS Douglas Fir-Larch STRESSES (osi) Shear @ 'd' V = 15.77 k 8 2.00 ft Fv = 206 fv: 192 93X Fb' = 2715 fb = 2623 97 1 Live LDF = 1.25, Cv = 0.90 DEFLECTIONS (in) (E 1800 ksi) Total = 1.48 = L I 231 78 7. Live = 0.68 = L I 505 48 1 Dead = 0.80 £.T JC3?'11 ii GLB-3 05/03/95 /\ STrUCLJ t. 94-350 EMGIE3 8Us1p12v1s0b4148T8EAM ANALYSIS PROGRAMs1p9v1s0b4148T (6.43)8lls0p 10.00hI2v0s0b3T' SPAN LENGTH = 32.00 ft LEFT CANT = 4.50 ft RIGHT CANT = 5.00 ft UNIFORM LOADS (k/ft & ft) wd wi XI - 12 0.050 0.000 -4.50 37.00 POINT LOADS (k & ft) Pd P1 1 10.285 8.751 -4.50 3.302 3.048 0.00 4.160 3.840 8.00 4,160 3.840 16.00 4.160 3.840 24.00 4.160 3.840 32.00 8.595 7.276 37.00 REACTIONS (k) LOAD LEFT RIGHT Dead 20.952 19.945 Max : Live 18.790 18.013 Total 39.741 37.958 Min Live -1.137 -1.231 Total 19.815 18.715 MAXIMUM FORCES V max = 19.26 k @ 0.00-ft M max = 89.21 kIt @ 16.00 ft M mm -86.17 kft @ 0.00 ft (M<0 full span) DEFLECTIONS (El = kin'2) LOAD Defl (in) I (It) Total 13596862/El 16.05 5761112/El L.C. 6150443/El P.C. Live 10758391/El 16.00 5234368/El L.C. 5691262/El P.C. Dead 2838301/El midspan 526744/El L.C. 459181/El R.C. Main Span Cant.(local) TOTAL Defi El El L / 180 6373529 1724193 L / 240 8498039 2298924 L / 360 12747058 3448386 LIVE Dell El El L / 240 6723995 1047744 L I 360 10085992 1571616 • - • L I 480 13447989 2095488 GLB3 . 05/03/95 AsLr 94-30 r ucT T 8Us1p12vls0b4148TBEAM DESIGN PROGRAMs1p9v1s0b4148T (6.43)8Us0p10.00h12vos0b3T Left Cant Lu = 8.00 ft Right Cant Lu = 8.00 ft Brace Spacing = 8.00 ft Beam Braced B Supports Soy. Deflection Main Span Live L/240 Required El = 6723995 kinA2 GLB 5.125 x 28.5 241-V8 ---------------- Design per 1991 NDS, Douglas Fir-Larch. STRESSES (psi) Shear @ 'd' : V = 19.14 k B -2.38 ft.. Max. Shear Fv = 206 fv = 197 95 X Main Span Fb' = 2570 lb = 1543 60 7. Left Cant Fb' = 2570 fb = 1490 58 Z Right Cant Fb' = 2570 lb = 1383 547. Live LDF = 1.25, Le = 2.06 x Lu Cv, = 0.86, Cl = 0.91 DEFLECTIONS (in) (E 1800 ksi) Total: Main Span = 0.76 = L / 503 36 7. Left Cant = 0.32 = L /1915* 9 X Right Cant = 0.35 = L /1858* 10 X Live : Main Span = 0.60 = L / 635 38 X Left Cant = 0.29 = L /4184* 7 7, Right Cant = 0.32 = L /4076* 8 7. Dead : Midspan = 0.16 - Left Cant = 0.03 Right Cant = 0.03 * local c/I7 GLB-4 05/03/95 A 94-350 /.STWCTU?ALc.TE 6cI lA iN ELS 8Us1p12v1s0b4148TBEAM ANALYSIS PRO6RAMsIp9v1s0b4148T (6.43)8Us0p10. 00h12v0s0b3T SPAN LENGTH: 34.13 ft LEFT CANT = 6.50 it RIGHT CANT = 0.00 it UNIFORM LOADS (k/ft & ft) wd vi Xl - X2 0.050 0.000 -6.50 34.13 POINT LOADS (k & ft) Pd P1 X 9.470 8.084 -6.50 4.160 3.840 0.00 4.160 3.840 8.00 4.160 3.840 16.00 4.711 4.349 24.00 REACTIONS (k) LOAD LEFT RIGHT Dead 23.435 5.257 Max : Live 19.734 5.759 Total 43.168 11.017 Min Live 0.000 -1.540 Total 23.435 3.717 MAXIMUM FORCES V max : 17.88 k @ 0.00-ft P1 max = 118.98 kft @ 16.00 it P1 min = -115.16 kit @ 0.00 It M0kft @ 12.51 ft DEFLECTIONS (El = kin2) LOAD Defl (in) X (ft) Total 22720623/El 17.75 -8933309/El L.C. Live 13930890/El 17.00 -8409795/El L.C. Dead 8742240/El nidspan -523514/El L.C. Main Span Cant.(local) TOTAL Defi El El L / 180 9987087 3226201 L / 240 13316117 4301601 L / 360 19974174 6452402 LIVE Defi El El L / 240 8164624 1967322 L / 360 12246936 2950984 L / 480 16329248 3934645 ,. GLB-4 05/03/95 A FT.:z -3_L - 94-350 JC Lr b L si 8Us1p12v1s0b4148T8EAM DESIGN PROGRAHs1p9v1s0b4148T (6.43)8Us0p10.00h12v0s0b3T Left Cant Lu 8.00 ft Brace Spacinq = 8,00 ft Beam Braced 8 Supports Gov. Deflection : Main Span Total L/180 Required El = 9987087 kinA2 GLB 5.125 x 25.5 241-y8 ---------------- Design per 1991 NDS, Douglas Fir-Larch STRESSES (psi) Shear B 'd' : V = 17.77k € -2.13 ft Max. Shear lv = 206 fv = 204 99 X Main Span lb' = 2810 lb = 2571 91 X Left Cant lb' = 2729 fb = 2488 91 X Live LDF = 1.25, Le = 2.06 x Lu Cv = 0.94, Cl = 0.93 DEFLECTIONS (in) (E = 1800 ksi) Total: Main Span = 1.78 = L/ 230 78 X Left Cant = -0.70 = L / 711* 25 X Live : Main Span = 1.09 = L / 375 64 X Left Cant = -0.66 L /1555* 16 7. Dead : Midspan = 0.69 Left Cant = -0.04 i local • ., ( • ••• A 618-5 05/03/95 94-350 8Us1p12vI50b4l48TBEAM ANALYSIS PPO6RAMs1p9v1s0b4148T (6.43)8Us0p10.0012000T SPAN LENGTH = 34.25 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wi XI - X2 0.050 0.000 0.00 34,25 POINT LOADS (k & ft) Pd P1 X 3.744 3.456 8.00 3.744 3.456 16.00 3.744 3.456 24.00 3.744 3.456 32.00 REACTIONS (k) LOAD LEFT RIGHT Dead 7.087 9.601 Live 5,752 8.072 Total 12.839 17.674 MAXIMUM FORCES S V max = 17.67 k @ 34.25 ft N max = 141.42 kft @ 16.00 ft DEFLECTIONS (El = kinA2) LOAD Defi (in) X (It) Total 28936680/El 17.16 Live 13146525/El 17,16 Dead 15790063/El midspan Gov. Deflection Total = 1/180 Required El = 12672998 kinA2 GLB 5.125 x 28.5 241-V4 ---------------- Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear 8 V = 12.72 k 8 2.38 It Fv = 206 iv = 131 63 Fb' = 2620 lb = 2446 937. Live LDF = 1.25, Cv 0.87 DEFLECTIONS (in) (E 1800 ksi) Total = 1.63 = L / 253 71 X Live = 0.74 = 1 / 556 431. Dead = 0.89 C- A /\STRUCTUtALD:a_L-2 SLB-6 05/03/95 .._ LC : - 94-350 BUs1pI2v1s0b4148TBEAM ANALYSIS PROSRAMsIp9v1s0b4148T (6.43)8Us0p10.0012000T SPAN LENGTH 34.13 ft LEFT CANT = 5.75 ft RIGHT CANT 0.00 ft UNIFORM LOADS (k/ft & It) vd vi Xl - X2 0.050 0.000 -5.75 34.13 POINT LOADS (k & It) Pd P1 X 9.601 8.072 -5.75 3.744 3.456 0.00 3.744 3.456 8.00 3.744 3.456 16.00 4.240 3.914 24.00 REACTIONS (k) LOAD LEFT RIGHT Dead 22.240 4.826 Max Live 18.531 5.183 Total 40.771 10.010 Min Live 0.000 -1.360 Total 22.240 3.466 MAXIMUM FORCES V max = 17.96 k @ 0.00-ft M max = 107.98 kIt @ 16.00 ft M min = -102.45 kft @ 0.00 ft M0kft@ 12.25 ft DEFLECTIONS (El = kinA2) LOAD Dell (in) X (ft) Total 20640214/El 17.74 -7375317/El L.C. Live 12537692/El 17.00 -6695439/El L.C. Dead 8060662/El midspan -679877/El L.C. Main Span Cant.(local) TOTAL Dell El El L / 180 9072622 2539633 L / 240 12096829 3386178 L / 360 18145244 5079267 LIVE Defi El El L / 240 7348098 1537232 L / 360 11022147 2305848 L / 480 14696196 3074463 • J03 7P r;.STTW 7L CTUAC.TE 67 05/03/95 ENCNEP..S ______ 94350 8Us1p12v1s0b4I48TBEAM DESIGN PR0GRAMs1p9v1s0b4148T (6. 43)8Us0p10.00h12v0s0b3T Left Cant Lu 8.00 ft Brace Spacing 8.00 ft Beam Braced @ Supports Coy. Deflection : Main Span Total 1/180 Required El = 9072622 kin2 GLB 5.125 x 25.5 24F-V8 ---------------- Design per 1991 NDS, Douglas Fir-Larch STRESSES (osi) Shear @ 'd' : V = 17.85 k @ -2.13 ft Max. Shear Iv = 206 fv 205 99 X Main Span Ib' = 2825 lb : 2333 83 Y. Left Cant lb' = 2729 ib 2213 81 ( Live LDF = 1.25, Le = 2.06 x Lu Cy = 0.94, Cl = 0.93 DEFLECTIONS (in) (E = 1800 ksi) Total: Main Span = 1.62 = 1/253 71 Left Cant = -0.58 = L / 903* 20 X Live : Main Span = 0.98 = L / 416 58 h Left Cant = -0.53 = L /1990* 13 X Dead : Midspan = 0.63 Left Cant = -0.05 I local •' ' A GLB-7 05/03/95 !::STRUcTuALDT4c- 94-350 /,_=) ENCNEErSCHT,QJ- 8Us1p12v1s0b4148TBEAM ANALYSIS PROGRAMs1p9v1s0b4148T (6.43)8Us0p10.0012v0s0b3T SPAN LENGTH = 17.00 ft (Simple Span) UNIFORM LOADS (k/ft & It) wd wi XI - 12 0.030 0.000 0.00 17.00 POINT LOADS (k & ft) Pd P1 I 4.480 3.840 1.00 4.480 3.840 9.00 REACTIONS (k) LOAD LEFT RIGHT Dead 6.580 2.890 Live 5.421 2.259 Total 12.001 5.149 MAXIMUM FORCES V max = 12.00 k @ 0.00 ft M max = 40.23 kIt @ 9.00 ft DEFLECTIONS (El = kinA2) LOAD Dell (in) X (ft) Total 1778920/El 8.49 Live 795020/El 8.49 Dead 983898/El midspan Soy. Deflection Total = L/180 Required El = 1569635 kinA2 GLB 5.125 x 15 24F-V4 Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear @ 'd' V = 5.11 k @ 15.75 ft Fv = 206 fv = 100 481 Fb' = 2996 lb = 2512 84 1 Live LDF = 1.25, Cv = 1.00 DEFLECTIONS (in).(E: 1800 ksi) Total = 0.69 = L / 298 60 1 Live = 0.31 = L /666 36 1 .9 Dead = 0.38 1 6LB-8 05/03/95 /STflUCTURALcT 94-350 II' ENC!NEES sxi J 8Us1p12v1s0b4148TBEAM ANALYSIS PRO8RAMs1p9v10b4148T (6. 43)8Us0p10.00h12v0s0b31 SPAN LENGTH = 21.17 ft LEFT CANT = 0.00 ft RIGHT CANT = 4.00 ft UNIFORM LOADS (k/ft & ft) vd wl Xl - X2 0.050 0.000 0.00 25.17 POINT LOADS (k & ft) Pd P1 I 3.556 3.048 5.50 3.556 3.048 10.21 4.480 3.840 18.21 6.580 5.421 25.17 REACTIONS (k) LOAD LEFT RIGHT Dead 4.367 15.064 Max Live 4.371 12.010 Total 8.738 27.074 Min Live -1.024 0.000 Total 3.342 15.064 MAXIMUM FORCES V max = 14.87 k 8 21.17-ft M max = 55.50 kft 8 10.21 ft M mm -48.40 kft 8 21.17 ft M = 0 kft 8 13.59 ft DEFLECTIONS (El kin "2) LOAD Defi (in) I (ft) - Total 3960197/El 10.02 -1636961/El R.C. Live 2313693/El 10.47 -1407209/El R.C. Dead 1631555/El midspan -229752/El R.C. Main Span Cant.(local) TOTAL Deil El El L / 180 2805997 834693 L / 240 3741330 1112924 L / 360 5611994 1669386 LIVE Defl El El L I 240 2185822 499599 L / 360 3278133 749399 L / 480 4371645 999199 GLB-8 8Us1p12vls0b4148TBEAM DESIGN PR06RAMs1p9v1s0b4148T 05/03/95 :\STtUCTURALD\T6fl 94-350 1-" ENCINEEt'S3c9T,l(7 (6. 43) BlisOplO. 00h12v0s0b 31 Right Cant Lu = 7.58 ft Beam Braced 8 Supports Soy. Deflection : Main Span Total L/180 Required El = 2805997 kin "2 OLS 5.125 x 21 241-V8 Design per 1991 NDS, Douglas Fir-Larch STRESSES (psi) Shear 8 'd' : V = 14.79 k 8 19.42 ft Max. Shear Iv = 206 fv = 206 100 ) Main Span Ib' = 2862 fb = 1768 62 7. Right Cant lb' = 2835 fb = 1542 547. Live LDF = 1.25, Le = 2.06 x Lu Cv = 0.95, Cl = 0.95 DEFLECTIONS (in) (E = 1800 ksi) Total: Main Span = 0.56 = L / 457 39 ) Right Cant = -0.23 = L /1535* 12 7. Live : Main Span = 0.32 = L / 782 31 Right Cant = -0.20 = L /3420* 77. Dead : Midspan = 0.23 * local Right Cant = -0.03 (.t( GLS-9 05/03/95 Di.T -f - 94-350 L E:NErts SHT-L 8Us1p12v1s0b4148TBEAM ANALYSIS PROGRANs1p9v1s0b4148T (6.43)8Us0p10.00h12v0s0b31 SPAN LENGTH = 34.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wi Xl - 12 0.050 0.000 0.00 34.00 POINT LOADS (k & ft) Pd P1 I 4.576 4.224 8.00 '4.576 4.224 16.00 4.576 4.224 24.00 4.576 4.224 32.00 REACTIONS (k) LOAD LEFT RIGHT Dead 8.387 11.617 Live 6.957 9.939 Total 15.344 21.556 MAXIMUM FORCES V max = 21.56 k @ 34.00 ft M max = 168.71 kft 8 16.00 ft DEFLECTIONS (El = kin A2) LOAD Defi (in) I (ft) Total 33938798/El 17.03 Live 15569008/El 17.04 Dead 18369710/El midspan Gov. Deflection Total = L/180 Required El = 14972999 kinA2 GLB 5.125 x 31.5 241-V4 ---------------- Design per 1991 NOS Douglas Fir-Larch STRESSES (osi) Shear 8 V = 15.21 k 8 2.63 ft Iv = 206 fv = 141 697. Ib' = 2596 fb = 2389 92 i Live LDI = 1.25, Cv = 0.87 DEFLECTIONS(in)(E _1800ksi) Total = 1.41 = L / 289 62 1 Live = 0.65 = L / 630, 38 7. Dead = 0.76 J:) Cl I! AA I GLB-10 05/03 A PRIME 03 /95 STRUCTURALCTE_____ - 94-350 .i's EGNER 8Us1pI2vIs0b4148TBEAM ANALYSIS PROGRAMs1p9v1s0b4I48T (6.43)8Us0p10.0012400T SPAN LENGTH = 34.13 ft LEFT CANT = 6.00 ft RIGHT CANT = 0.00 ft UNIFORM LOADS (k/ft & ft) wd wi Xl - X2 0.050 0.000 -6.00 34.13 POINT LOADS (k & ft) Pd P1 X 11.617 9.939 -6.00 4.576 4.224 0.00 4.576 4.224 8.00 4.576 4.224 16.00 5.182 4.784 24.00 REACTIONS (k) LOAD LEFT RIGHT Dead 26.886 5.647 Max Live 22.807 6.335 Total 49.694 11.982 Min Live 0.000 -1.748 Total 26.886 3.899 MAXIMUM FORCES V max = 21,86 k @ 0.00-ft M max = 129.24 kft @ 16.00 ft M mm -130.24 kft @ 0.00 ft N = 0 kft @ 12.93 ft DEFLECTIONS (El = kinA2) LOAD Defi (in) X (ft) Total 24626246/El 17.78 -8862214/El L.C. Live 15324096/El 17.00 -8539232/El L.C. Dead 9246266/El midspan -322982/El L.C. Main Span Cant.(Iocal) TOTAL Defi El El L / 180 10824724 3369885 L / 240 14432965 4493181 L / 360 21649448 6739771 . LIVE Defi El El L / 240 8981155 2060951 L / 360 13471733 . .3091427 L 1 480 17962310 4121902 I STRUCTURALD,;TE y(j GLB-10 05/03/95 ENGINEERS SHI_____ 94350 8Uslp 12vls0b4l48TBEAM DESIGN PROGRAMs1p9v1s0b4148T (6 .43)8Us0p 10. 00h 12v0s0b31 Left Cant Lu = 8.00 ft Brace Spacing = 8.00 ft Beam Braced @ Supports Gov. Deflection : Main Span Total L/180 Required El = 10824724 kinA2 GLB 5.125 x 31,5 241-V8 ---------------- Design per 1991 NDS, Douglas Fir-Larch STRESSES (psi) Shear @ 'd' : V = 21.72k @ -2.63 ft Max. Shear Fv = 206 lv = 202 98 X • Main Span Fb' = 2752 fb = 1830 66 ) Left Cant Fb' = 2566 fb = 1844 72 X Live OF = 1.25, Le = 2.06 xLu Cv 0.921 Cl = 0.89 DEFLECTIONS (in) (E = 1800 ksi) Total: Main Span = 1.02 = L /400 45 X Left Cant = -0.37 = L /1283* 14 7. Live : Main Span = 0.64 = 1. / 642 37 7. Left Cant = -0.36 = L /2798* 97. Dead : Midspan = 0.38 Left Cant = -0.01 * local I— C i1V (L1/( I A P 1 JC)-3. I L.ENG:NEEr.S SHT 4j LEDGER ANCHOR BOLTS DESIGN WITH 4 X LEDGER ------------------------------------------------ (Anchor bolt conn. to conc. and masonry wall) PURLINS AT 81 -0" O.C. 0 ::: :!::::::::::::::::::: :::: DESCRIPTION :AT LUNE 5 AT ROOF Anchor Bolt : 0.75 Inch Dia. 91 NDS(Y=1,N=0)= 0 Design Loads: Gravity Loads---------DL= 1408 # LDF= 1.25 LL= 2048 # Horizontal loads -------= 259.5 PLF LDF= 1.33 Live load to be include in combine loading -------0 .(Yes=1, No=0) Allowable load: parallel to grain: 1430 # PER BOLT perpend. to grain: 910 # PER BOLT Gravity loads number = (D+L)/(Q*LDF*12) 0.750 inch dia. A.bolts 3 Combine loads (w/ 4' horiz. load): P*Q*LDF Fn= ------------------= 1388.03 POUND P sin''0 + Q cos''0 R = SQRT(Gravity*2+HorizontalA2) = 1749.26 POUND 0 number = R/Fn 0.750 inch dia. A.bolts 2 Center bolt takes 4' horiz. load : number = H/(P*LDF) 0.750 inch dia. A.bolts 1 USE 3 0.75 " dia. A.bolts at ea. purlin 1 0.75 " dia. A.bolts bet. purlins I A (7 I ENCNEEFr1 LEDGER ANCHOR BOLTS DESIGN WITH 4 X LEDGER ------------------------------------------------ (Anchor bolt conn. to conc. and masonry wall) PURLINS AT 8 1 -0" O.C. ** --------------------------- ** * ** -- ----- * * DESCRIPTION :AT LUNE 1 AT ROOF Anchor Bolt : 0.875 Inch Dia. 91 NDS(Y=i,N=O)= 0 Design Loads: Gravity Loads---------DL= 2112 # LDF= 1.25 LL= 3072 # Horizontal loads -------= 262.2 PLF LDF= 1.33 Live load to be include in combine loading-------0 (Yes=l, No=0) Allowable load: parallel to grain: 1945 # PER BOLT perpend. to grain: 1199 # PER BOLT Gravity loads number = (D+L)/(Q*LDF*12) 0.875 inch dia. A.bolts 4 Combine loads (w/ 4' horiz. load): P*Q*LDF Fn= ------------------= 1725.60 POUND P sin'0 + Q cosAo R = SQRT(Gravity2+Horjzonta1A2) = 2358.08 POUND number = R/Fn 0.875 inch dia. A.bolts 2 Center bolttakes 4' horiz. load number = H/(P*LDF). 0.875 inch dia. A.bolts 1 USE 4 0.88 " dia. A.bolts at ea. purlin 1 0.88 " dia. A.bolts bet. purlins . STaUCTUL ENC:NEEPSSSHT LEDGER ANCHOR BOLTS DESIGN WITH 4 X LEDGER ------------------------------------------------ (Anchor bolt conn. to conc. and masonry wall) DESCRIPTION :AT LINE A AT ROOF Anchor Bolt : 0.75 Inch Dia 91 NDS(Y=1,N=0)= 1 Design Loads: (91 UBC, N=0) Gravity Loads---------DL= 58-PLF LDF= 1.25 LL= 105 PLF Horizontal loads -------= 199.4 PLF LDF= 1.33 Live load to be include in combine loading-------0 (Yes=l, No=0) Allowable load: parallel to grain: 5500 PSI perpend. to grain: 2500 PSI Gravity loads spacing= (Zmin*LDF*12)/(D+L) 0.75 inch dia. A.bolt @ 48 inch o.c. Combine loads Zmin * LDF = 1737.91 POUNDS R = SQRT(Gravity2+HorizontalA2) = 207.66 POUNDS spacing= (Zmin*LDF*12)/R 0.75 inch dia. A.bolt @ 48 inch o.c. USE 0.75 " dia. A. bolts @ 48 inch o.c. r A p1.1j03 gc/_7 /STUCTrJE -: ENc:NaEr3sHT.j LEDGER ANCHOR BOLTS DESIGN WITH 4 X LEDGER ------------------------------------------------ (Anchor bolt conn. to conc. and masonry wall) DESCRIPTION :AT LINE F AT ROOF Anchor Bolt : 0.75 Inch Dia 91 NDS(Y=1,N=O)= 1 Design Loads: (91 UBC, N=0) Gravity Loads--------- DL= 44 PLF LDF= 1.25 LL= 80 PLF Horizontal loads---------- 438.5 PLF LDF= 1.33 Live load to be include in combine loading-------0 (Yes=l, No=0) Allowable lOad: parallel to grain: 5500 PSI perpend. to grain: 2500 PSI 1) Gravity loads spacing= (Zmin*LDF*12)/(D+L) 0.75 inch dia. A.bolt @ 48 inch o.c. ii) Combine loads Zmin * LDF = 1858.47 POUNDS R = SQRT(Gravity''2+Horizontal"2) = 440.70 POUNDS spacing= (Zmin*LDF*12)/R 0.75 inch dia. A.bolt @ 48 inch o.c. USE • 0.75 " dia. A. bolts @ 48 inch o.c. I A P.'3 I /STRUCTALDST6. WIT CHECK COMBINED STRESS FOR ROOF PURLINS AND BEANS (Roof Dead Load + Seismic) Description:DRAG PURLIN AT LINE 3 Actual Size Member Size: 3.125 x 24 (WIDTH x DEPTH) Span Length= 40 E= 1600 ksi Max. Moment= 249.6 inch-kips Fc= 1.65 ksi Max Drag Pe= 65.2 kips Fb= 2.4 ksi Buckling k= 1 le/d= 20.00 S K= 20.89 Cf= 0.925946 F'c= 1.19 ksi fc= 0.87 ksi fb= 0.83 ksi 0.91 fc/F'c + fb/(F'b-Jfc)= 1.31 <1.33 MEMBER O.K. / fo r1 . C(( 7 41-• 1'ic te,e A PR1MEJO8" eSTWCTURAL DATE-9fl ENG:'.'SF.RSSgT '4-f r ••. 7fl - — •.. - L '1e6 A-'- LI I • 747p' 1 t)C •- 17 -(f L XVf • • • cf t( 0 4.qr,? ( A pR1MEJoa STRUCTULDATE_ ENGNEERSS PA 4c - c77i -.) . . fçL -it. 4744 - 3 4 S 4 1 8 8 to 11 t2 f3 MTI$4Xt3€ MTIS46XtI6 tXS.4 2.C4 2.S(4 UrIS-OX ISA $TI6-1oX13.0 2XLO 7X9.s ZM# SMA 5X56 2X5A 7X0.4 2X5.4 2X50 PAN w MEMO 66 _ F H 2+4 Note - Total Deflection - -1.65- N 42-1#4 f7 N I 5027 PLATES: IEE-&O0.,1oJSWAL,89TEK1IO LAOEL. 200a,.ST18 = i8s,Xfl.S = lOgn DESaGN: NtIS-li 5CN = O.10 4IZOLJ(W AD ALA. 93M ON YM SHEET. En8- J:101180 - WO: V1S0 tAC2LLt J 'flOS A COPY Of DRAWING TO BE GIVEP4 TO EflCflNG thug: Trs ft) PtA CONTRACTOR. DvrME (*: (SN:6-13-16 By IC Live 16.0 psI DurFas - L: 1.2 3R..?JG WAZNING IC Deed 9.0 psI DurFac - Pit 1.25 _ j d• of vwo. - ô o 60MV BC Live 0.0 psi O.C. Spki,,. 16.0 T. C..j f A=o bI.5 w. o. BC Deed 2.0 psi D0Wqn Cdlefia: UDC - 513 S/00. WO ------- TOTAL. 27.0 psi V:10. 1O.94-3-s9- ---- . rL c. IC Fa A. WD CSJ 1 5057 0.06 0.6.80.74 2 -5057 0.05 0.55 060 3 -Mn 0.34 0.36 Ci 69 4 -1.2320 0.29 0. 390.68 ¶, -l237 0.60 0.24 0.84 6 -16237 057 0. 32 6.89 7 -16904 0.620.320.94 B -16232 0.58 0.34 0.92 9 -16732 0.590.2.3 0.63 10 -Z32) 029 4.39 0.68 11 -12321 0.310360.69 12 -5057 4.05 0.55 0.60 13 -5057 0.06 0.6*0.74 OC FCC( gi M C 1 .0 0006.050.05 2 9064 0.441120.55 3 14685 0.11 0.13 0.85 4 1W9 0.020.150.97 5 16904 9.82 0.07 6.89 6 14682 0.710.150.06 7 9064 0.44 '0.11 0.55 8 0 0.00105.0.06 II? FORCE lEO FPC 1 6931 11 41 2 -894 12 -965 3 -5490 13 -675 4 4462 14 2123 5 -713 16 - '6 -3242 16 -714 7 2126 17 4463 8 -665 18 -549:1 .9 -932 19 -894 10 36 20 6931 .18 7 T-1.65 801 EJtar i 12 fl;P1 AWE: 47 3.3 PC42 47 STO.l'6 9 2 SP & 34 OS 0 388 IL 4400 44 2 047 45 2 0 47 6.6 0 2 0 2 U E RE F 77 OC 8 UA OF 99 201 0 202 0 100 0 101 0 1 2 0 188 0 34 6 I1S(RI 0 11 lISlE 2-4x2 Fl 10F-1.6F 2-4x2 SK 21ooF-L 4x2 SP 2-4x2 SP I 3,4.6.15 D. 16.29 thord members ever 20' - 0 are cootinixes. Finger jot at and tension last performed by 1RUTl0. loc. prior to truss wwwfactwe. 01 e eeier webs shall have t 2) ALlis placed in center for buctflng ciculaticnc. (&) PIA this design is valid 11y if the truss is fabricated by 111111115 fW. PWEE 1. *1 ZJL& 85043 MI Chords are (l) llachune Stress Rated. All l.or used in this design, has a =ximuot of 19% moistrAre content at the time of fncatin. Use 1. dli. 20qa.(A36 Steel) standard knee brace. Attack to Set'portin W14-10d nails. and attach to bottom chord W 4-10d nails. 1m iaced bottom chord seit -2 - 31 8 Iarqer lao sa'e or bolts 001 II (0 lEIEIS. Q. 00. ++ 3-4x2. Laminated. aid-chord bearing block Overall dth - IT' el C1[R Top and bottom chord_ - - at mid span between the siqiports. This tress has not been designed for 'roof pondin. Owl 141aw designer Nest provide adeI*te à'ainage to prevet pdnding. (0.25/ft we slope to *'alnl. -Joint Locations 1) 0- 0- 0 6) 24- 8- 9 15) 42- 7- 4 2) 3- 7-12 9) 20- 0- 4 16) 36- 3-1.' 3) 7- .3- 8 tO) 31- 8- 0 17) 20- 0 4 4) 10-11 4 U) 36- 3-32 18) 24- 8- 9 5) 14- 7- 0 121 38-11- 8 19) 18- 2-12 6) 18- 2-12 13) 42- 7- 4 Z01 10-11- 4 7) 21- S-IL 14) 46- 3- 0 211 3 7-12 All COWlESSI ON Chords are asssio to be cestleeousiy braced siless noted otherwise. TC FBtCE AU. KmJ cs& 1 -5193 0.07 0.64 0.11 2 -193 0.05 0.53 0- S8 3-1i075 0.33 U. 34 0.67 t- 4 -12075 4.33 & 38 0.71 5 -14721 0.47 0.281)75 6 -14713 0.49 0.38 0.86 7 -1-713 0.47 0.29 0.76 8-12075 0330.380.71 9-12075 0.330.350.67 10 -5193 OCS 0.53 0.58 11 -5193 0.07 0.64 0.71 & F {*CL A. 800 C 1 0 0.00 0.05 0.9S 2 9095 &44 0.12056 3 13911 0.61 0.15 D83 4 14121 0- 71. 0.09 &0 5 13910 0.610.36L83 6 9095 0.440;1Z056 1 ) & 00 0.05 9.05 8 FORCE W# FOtC I 6505 IC -20 2 - 13 1062 3 -4887 12 -2298 4 S 3732 -743 13 .142 14 3132 6 -2299 15 -4380 7 1072 36 -862 8 -627 17 6505 9 -10 1,3.4.14. IS 17 Chord nesbers over 20 - r are cootmous. Finger ,joint and tmsion test p.erfcrd by IOUIRVS. Inc. prior to truss mawfactare. Double wider webs shall have t(2) sai ls placed Is center for buctl10 calculations, (%z)?zA This design is valid only if the truss is fabricated by l'RIJTIWS INC. P0I 1. ARIZONA &043 All Chords are (WA) ftcMine Stress Rated. All Ie- esed in this design, has a ixism of lfl moisture content at the tim of fabicition. Ike 1. dii. 209a. (A36 Steel) standard knee brice. Attach to Sub-pur1in W14-106 nails. and attach to bottom chord W 4-106 nails. Px iabroced bottom chord segint -23-4' 3/87 8 larger lag screws tv bolts NOT 1tia&0 .i cfKmu i(*ERS. ti. 00. ++3 4z2. Latinated. • 6-chord bearing block eal1 depth - 13 C top and bottes chord it aid span between the siçorts.-- This truss has not been designed for roof sing. Building desie- ant provide M drainage to preveit ponding. 1n slope to drain). -int Locations 1) 0- 0- 0 71 20-11-35 13) 35- 1- 4 2) 3- 1-12 8) 24- 2- 0 14) 27- 9-12 3) 7- 3- 8 9) 21- 9-12 15) 26-11-15 41 10-11- 4 10) 31' 5- 8 16) 17- 9'- 1 Si 14- 7- 0 11) 35- 1- 4 10-1.I- 4 6)17-9-1 12)38-9-0 3-7-12 .411 Cssi CII Chards are assud to be caitawi*jsiy braced unless noted othe-wise. (%iper TOP CB1 is 0(0)0 III) (MCII. Lower T(P C)IC1) NAY 8E WRUcE-P1tt FIR or 1ff No. 1570: - c * -o.sr T-:. 29* Wta88GX [.J LOT 1 36 9 2 SP MT1$4X13s Mits-exi 3.o 2115.4 MT1S4X138 sflis-11113$ 2*5.4 41(72 51164 2115.6 1117.2 2*54 2*54 2-04 L- 2-04 I I ....-.. - -v.. .a t fr 10 10 14 3.50 42110 PIAT€S:TEE-LOIL1WJ$W*t.,610YEK,pl0 LABEL= 20gaSTI* = laayas = 110a 00:.SIGN NOS-91 0.1250 C4t2Ot1LE'. 42Lit 1 WARni4ING: RE '° 0417. A COPY Of TM VNA*D)G TO o GIVE94 TO ffCTa4G Eng. Jc: LOT 168 Dint WO: 0leox TnN. t) PZA COI(YRACTOR. Dsw: Mt CI*: C: 6-13-5 7ñWVW 8*ACI$G WARNING - 4 g - & aPLIi.r,f.fby t lãa kIg __ ..,.ei..àeuL (Se, HIM ,,/ TM1). Fi.,puajc - • ' IC live 16.0 psf IC Deed 9.0 pf BC live &o pat BC Dead 2.0 pat _ TOTAL 27.0 pet DiirFac -1k: 125 DierFoc- PIt: 1.25 O.C. Spacing: 16.0 Oeekgn CaltefIn: IJBC V:60.10-94-311326W 2 85 0 3U8 It. 3600 20 20 02021E (PEE L32UA1W 0 202 0 tOO 0 141 0 0 108 0 34 0 SEI10 11 05:10: 00 r 1 II - • 0 1 z .4 — — fl u p 45 ,. 0' 0614.95 16:13 V602 938 1247 - TruTrus DAVE ROTI 002.'002 I - .— . 0 C ? e r_ 0 • 0• Z - .( 0 g fI 312 a w 000 c,- 00ooc,eo ON h. NP.. 'Qha' 00Op0o0 CL 'IR k !2Q. 0 C )( )) ; • ,r V. 0 —I 3.'V'bIr-4- - V.. 0 r •I1% fl.'rws f9'O rD — '-F - p t ó •OOo co I flU 11 'iL1 a 1k 40 . c ; ;, .;_ II I I L p — - Ln 000 — PM v .r pppppp - cpoo pppep ; %C — crP J' 'JU4 0 0, 1114 R95 1 MS 6195r'-)50199 KRUSE & ASSOCIATES PAGE Ell L. I) KRUSE & ASSOCIATES 3954 MURPHY ,CANYON ROAD SUITE D-107 (619) 565-0292 - SAN DIEGO, 92123 FAX (619) 565-0199 DATE: : / FAX __-u_1.j_---------__-_-_ TRANSMITTAL A TN: PAGES (INCLUDING COVER) BEING TRANSMITTED: PROJECT: 1' COMMENTS: U F. TTT:TT FROM-./ ---- TEL Nov 14 95 10:26 No .003 P.01 PRIME STRUCTURAL ENGINEERS 2614 3aneHi Lane Escondido, California 92025 Tel (619) 7464611 Fay (619) 746-9746 iLQIMN1TIAk Date L.4 i Trne Attr : Company: From: Subject Thtl rurnbpr of pages (ir.cudtng this cover sheet) 4' flemrk: A74 Lo1)t,i), (r1..- ( )LLk".) /(1L &Ft47 0 I f there are any questions regardk'ig the reception of the number of pages std above, please call at (619) 746.4611, N o v 195 10:25 No.003 P.02 12 "tL zcr' t2c7 2f'Y'' k'1 ZL F' (2 •7rc-- 47 r 4:: 7 ?'k7 4- -------------------------------------- TEL Nov 1495 10:26 No.003 P.03 I / i,& (4O,5 + i4ö'-f a'o 4 ci [27 ft gg414 • - I - TEL: Nov 14 95 10:27 No .003 P.04 STRUcUi. ev P2 tAL62 7io' ? p tj. 11 P P : K4'1' '4 TEL: . .. Nov 1495 ..LO:2? No.003-P.O5. - El 7•.76 Fp H Ior • I STRUCT JJdLA i pz- 10 ;O Fe- e ' J ''1 () j4l 4f-, tf ri EVr17j1 '11- )"4 442 * ' I .(. - -- /1 ---------------------------------------- TEL Nov 14 95 10:28 No .003 P.06 b1U' 7 J 4tc /1STRI'C DATE l 4 ITJ I 2 l ! I?r7or ! J; /;•lj ±:. ( (tc-p 41 o y:. :.. ( ( . >1 5.°.'• I.,.. . .. TEL: Nov 1.4 , 9 5 10:28 No.003 P.07 1. rtc- t:RMJV,:E 1J: cF !•:1 V .- -..--. ,1 I II IS (2) çi.•: ;I1Iv.y J y• . 'ti-i .44L .. "71714- •.;•••-. •. •,,• 1• - ---- -- TEL Ho 1.1 ill 29 No 003 P uS jo 2 '94-350A 8Us1p12'v1s0b4148TEAM ANALYSIS PRD8kHip9!s0b4148T SPAN LENGTH = 32.21 ft (SipJe Span) WIFORM LOADS (k/ft •& It) _- J,L._2_ 0,050 0.000 0.00 32.21 POINT LOADS It & ft) Pd P1 1 3.907 3.053 4.71 4.160 3.840 12.71 4.160 3.480 20.71 4,10 3.480 28.71 REACTIONS 1k) LOAD LEFT RIGHT Dead 8.004 91,110 Live 6.552 7.301 Total 14.62 16.614 MAXIMUM FORCES V iax u 16.61 k t 32.71 ft Ps PAY = 131.11 kIt 8 12.71 it DEFLECIJONS (El m kinA2) LOAD Dfl (in) X (ft) total 24619903/El 16.13 Live 10953897/El 16.10 Dead 13655921/El midspan Gov. Deflection : Total L1180 Required'Cl 7. )1465338 kiy'2 (6.43)81is0p10, OUhI 2v0s0b31 81.8 5,115 x 27 ?4r-v4 Design per 1991 NDS Dout11a Fit"t.arch V 16.50 1 @ 29.% ft 206 fv 179 87 2650 fb 2527 95 Live LDF = 1.25 Cv z 0.88 UEFLECTIONS (in) (E r. 1800 ti) Total 1.62. m I. / 238 76 V. Live 0.72 L / 45 Dead = 0.90 --------------------------- F1 o 14 5 1iJ O TEL . 435OA I A 8Us1pi2v1s0b4 I48ThEAM ANAlYSIS R08RAM.f9vI90h4f48T SPAN LENST!f = 28.50 ft Gipie Span) UNIFORM LOADS (tilt It) d vl 11 - 0.050 0.0(;0 0.00 28.50 POINT LOADS (k & ft) Pd P1 3.947 3.643 2.19 4.160 3.840 10.19 4.160 3.040 10.19 4.160 3.840 26.19 t6 43)BUsfp10 00h )01' 'Ncr.)1L REACTIONS (k) LOAD LEFT RIGHT Dead 8.872 8.980 Live 7,532 7.631 Total 16.404 16,611 MAXIMUM FORCES ,____ V Eax = 16.61 k 28.50 ft H may = 104,73 kIt t 16.27 ft DEFLECTIONS (El LOAD tlefl (in) X (It) Total 1701035/El 14.26 Live 7190189/El 14.26 Dead 95200281E1 jBidspan Soy. Deflection Total L/180 Required El z 8263703 fl112 GLO 5.125 x 24 241-V4 Deiigri or 1991 NOS Doualat fir-Larch Shear 'd1 V 16.51 k €' 26.50 It Iv 206 iv 201 98 X F 27i5 lb = 2554 3 4 x Live 101 1.25, Cv 0.90 DEFLECTION (in) (6 1800 ti) Total 1.48 1 / 231 78 Live 0.68 1. / 506 47 Dead 0,80 - TEL Nov 1495 mumovAb 111:30 _- /.2.. LNC1Ntc;..! 08/28/95 9-35OA 8Us1p)2vls0b4i48TBE&1 ANALYSIS PRO6AM1p9v1s0h4i49T (6.43)8Us0pl0.O0hl2v0Oh3T SPAN LENGTH 32.00 ft LEFT CANT 4.50 ft R16HT CANT 5.00 ft UNWORN LOADS U/ft & It) Xl - 0.050 0,000 -4,50 37.00 POINT LOADS (k & It) Pd P1 9.313 7.301 -4.50 41160 3.840 0.00 4.160 3.840 8.00 4.160 3.840 16.00 4.160 3.840 24.00 3.47 3.643 32.00 8.872 7.532 37.00 REACTIONS U) LOAD_ LEFT RIGHT Dead 20.658 20.189 Max Live 17.928 18i12 total 38.585 38.301 Min Live 1.177 -1,027 Total 19,481 19.163 MAXIMUM FQRC[S V 16.84 k 0.00-ft t a 90,70 kft 16.00 (1 N em -82.65 Ht 0 32.00 ft (M(0 lull ;pan) DEFLECTIIJNS (El kin-2) LOAD flefl (in) X. (It) Total 13927356/6115,96 4840505/El L.C. 5932204/El R.C. Live 10758391/El 16.00 -4777575/El L.C. 5526986/0 R.C. Dead 3168854/El midspan 170370/El I., C. 405218/El R.C. Nin Span Cant.0.oc1) TOTAL Dell El El L / 180 6.528448 1781757 L i 240 0704598 2375676 L / 360 13056896 3563514 LIVE Defl . El £1 L I 240 6723995 1084608 L / 360 10085992 1626912 L / 480 i3447989 2169216 H --------------------- .Urc WOR - Ii. 11oL ' ;uj qD! z Ue:) J1 z X ti 1 I) 43 jq6 14'* C9 EJ1 /1 4 '- udS utew:SA I j 7. 61 'PQ1/ 1 uqnt X ST oiI i Wo 401 X 19 11 i€1 uedg ut';oj (0080TT531Ja 6O 13 '18'O A3 1 '1 z j(fl dAll Uflol qj SM lueo 961 OL 9C81 QI 191 093 U3 ;ei : cu Zli u qj UdS utew 66 A4 1 1 PL9 4)1?.ilJsvI bnO.0 'SON 1661 18d U6150 ------------ 8A-3t' : t 6E7,,,9 I] pàtnb a'r udS U!eW 01P1U '° oddiipupiq tkeaq - j 1 008 1UUd5 a)I 31 008 nil wo 446te - ' OO fll loo NJ I II •d ____ - tI:UN3N3. T T d 0O 0 F) N o;2L 1 - 41 TEL 14 ,5 10 :31 No .003 F>.12 AN s • ENCNCF.tt3_c:ii..j 6L8'-4 08/28/95 - ' 94 -*'350A 88s1p12v10b4148T8EAM ANALYSIS PRO AMlp9vlOb414BT (6.42)81Js0p10.00h12v050h31 SPAN LENGTH z 34,13 ft LEFT CANT m 6,50 it R1OH CAST = 0.00 it UNINRn LOADS (k/lt & - - W 0 Xl - 12 0.050 01000 -6.50 34.13 POINT'10A08 (k & ft Pd PI X 8.980 7.631 -6,50 ..,4.I603.840 -0.81 4.160 3.840 7.19 4.160 3.840 15.19 4,924 4,546 23,1 • REACTIONS 1k) LOAD- LEFT RIGHI • 23.330 5.086 "Max Live 19.636 5.606 Total 42.965 10.632 Min ive 0.000 -1.545 Total 23,330 3.541 NIMUM FORCES Vmax 24,94 k 0,00-1t • H six 117.79 kit t 15.19 it - ' H Min -115.53 kIt 0.00 f t ti 0-1-ft 8 1234 it flELEC1lON0 (El kin'-2) 'LOAD DI (in) X (It) Total 2296976/E! 17.69 1279225/El L.C. Liv 14067964/El 16.95 -B583l9/El L..C. , Dad 8863384/El cidpan IC. - Main Span Cant.(locl) TOTAL Df I El El L /180 10095121 3086920 [ /240 13460161 4115894 - I I. 360 20190242 6173840 .L1VL PLL._ I L / 240 - 843Th3 1878095 L (360 12365623 2817143 L /480 JM87505 3756191 • 4:- - - --i77 iv, ffi- 1J{ i11I Mii lJtj b 1 A PR1ME0-- tSTPUCTUItAL\TIL i/ N Ntf cT frT,1 6L-4 ' 08/28/95 94-30A 8UsIpI2v1s0b4148TBEAM DESIGN PR08AI1s1p9v1sOb4l48T (6,43)8usOpt0,0012v0s0h31 Left Cent Lu = 8.00 ft grace Spacing a 8.00 ft • 8.ae Braced @ Supports • Gov. Deflection Main Span Total L!I80 • Required El = 1005121 kirV'2 a GLB 5.125 x 25.5 24••V8 - ---------------- Desiqn per 1991 MDS, DOuqld Fir-Larch Shear 8 1 d' V 17.92k 8 2.13 It Max. Shear Fv 206 fv 206 100 Máin Span Fb' 2813 lb 2545 90 . Left Cant Fb' 2729 lb 2496 1 7. Lve OF = i.25, Le - 2.06 c Li Cy 0.94, Cl 0.93 - - DECIIN (in) (E1B00 k$i) . Tote): Main Span 1.80 L 227 79 Z -. . Left Cant -073 L / 743k 24 Live : Main Span LIO L/ 371 65 • . Left Cant = -067 L /162i 22 • Dead Hidspan = 0.70 ., 1 Left Cant z -0.06 • * local a a : I a . H • -• • • a r 4 p. kPiI 9 ••• •.•• . •• -, - S -------------- - TEL. I . N -. - ii ' 3. N 0t'3 F I . . . - A Pntc '--- S1RUCUnAL OAT E -iI MUM 94350A 8iJs1pi2vis0b4148TEAN ANALYSIS PPQ,6RAMs1p9v15Qb4148T . (6.43ThUsOpI(.00h!2yOs0b3T SPAN LEMM r 34.13 ft LEfl CANT = 5.75 ft RIGHT CAN] ( f tJWORN LOADS (k/ft & ft) d W1 0.5O 0000 . .- oir LOADS •U ( ft) . Pd P1 9.206 7.708 -5.75 :. 3744 3,456 081 . 3.144 3.456 7.19 . . . . . 3.744 3.456 15.19 . . . 4,32 4.091 23.19 .• REACTIONS (kl Dead . art klGH-1 : fl09 455 Live I.53 5.04 . . Total . 9.700 . Mm n Live 0000 -1.381 . Total 22.209 324 MAX l MUM FORCES ... V :2440 k 0.00-ft II an 106,58 kj( 15,19 It . M sijn -103.94 kft t .0.00 ft . . . . N z 0 kft 12.22 ft DEFLECTIOPIfi (E) tj021 . LAD Of1 n) X (Il) Total 20790766/fl 17.69 -756508l/E 1.C. Live 12660690/El 16.95 __ l81i516/Ii.. i.,C. - • .--------. ___ ... ._. Dead 8(195262/fl midspar, • •. .• . -751563/0 L.C. . . . • main Span Cant Jt(co)) TOTAL Df1 El • . : • L / 180 • • 137459 2460610 .. L / 240 • 12183279 3280814 . . . L / 360 18274918 4921221'.. • : . • L _LE 01.E I ,. . . L / 240 '7419099 . 1486718 .• • • • -: L / 360 tI1266 2230077 • • • • • . • - L /4 . 80 1483895 2973436 . .. ..'-• • •• • •• ...• .• 9 • . TEL -- I — 72 Plump J112 — 7k P-1 IMF ~~ s 81ij EINGINVURSsm CI (8/28/95 94-35(A iL IRIBEAM DESIGN PPORAlls (643)8r - .00 ft 8.00 ft . in Span Total L/18 : kin2 GLB 5.125 x 25.5 24F-V8 ------------ Design per 1991 NDS, Douglas fir-Lard Shear V 11.10 k @ ft Max. S'n*ar Fy z 206 fv 196 95 Y Halo Span Fb t 2826 fb = 2302 91 7. Left Cant Tb' z 2729 lb m 2246 82% Live LOT 1.25, Le z 2.06 i Lu Cv 0.94, (:1 0.9 DEFLECTIONS (in) (E = 1800 si) Total; Main Span 1,S3 LI Al72 Y. Left Cant -0,59 (, / 932k 20 % Live : Main Span 0.99 L/412 5B Left. Cant -0.53 L /2058* 18 % Dead Midspan 0.64 Left 'Cant -0.06 local --------------------------------------------------------------------------------- - - - - - - - - - - - - - - - - - - TEL: No\., J4 ,-5 10:37 No';04 P.11.1 2 P 1 3 UMt '----- YftAL DAY` GL B-8 08i2R,5 4-350A 8U1p12v1s0b4148TBEAM ANALYSIS PR08R,Hsfp9v1s0b41481 (6.43)RtJs010.00h12v0s0h3T SPAN lEMGH 2 1. 17 ft 1E11 CANT 0.00 ft R113H1 CANT = 1.00 It UNIFORM LOADS (k/ft It) d I X 12 0.050. 0,000., (.or 2517 POINT LOADS (k & ft) Pc P1 1 4:480 3.840 2.21 4.480. 3.840 10.21 4.480 3.640 18.21 6.580 5,421 25.17 REACTIONS LOAD LF5T R16HI Dead 6.225 15.053 Ma i Live 5.964 12,001 Total 12.189 27.055 kin Live -1.024 0.000 Total 5.201 15.033 AXJNUM raRcEs 'V 14.85 k @ 21I1-ft H m z 55.29 kit @ 10.21 ft H n -48440 kft @ 1.1.11 ft H 0 kIt 1.5B f DEFLECTIONS (Ei = kin'?) -LLAD- LU1ft, Tot1 3816524/El 10.14 -15823?2IFi R.C. Live 2249759/El 10,57 -1382014/El R.C. Dead 1557369/El iidspn 200357/EJ PLC, Main Spafl Cant ,(loca]) TOTAL 11L _El L / 180 27041S 834693 L / 240 3605597 1112924 I. / 360 5408395 1669386 UVEDii El El j. / 240 2125421 499593 L / 360. 3188132 749399 1. / 480 4250843 999199 . • . . 1 'ci'. ,. •. • '•••• - - T H': v 14 IiJ 3 7 Ho 004F0 A PluMe. . STUCTUALr,__ I E ) 08128/95 94-350A 9U5fp12v1s0b4148T8EAPf DESIGN PR0SRAPI1p9vl50th4148T (6.43)8U50p10.0h12v0s0b3T Right Cant Lu: 7.59 It Ream Braced € Supports Soy. Deflection Main Span iota! = L/180 Required H = 204i98kin-2 GLB 5.25 x 21 241-V8 -------------- Design per 1991 MDS, 0oug1a Fir-i..arch STRESKS (psi Shear e 'd' V 14,77 k @ 19.42 It Shear rV 206 fv 206 lOG '2 Main Span Va 2962 fb : 1761 62 1. Right Cant lb' 2834 fb 142 54 '2 Live tUF 1.25, Le 2,06 x Lu Cv = 0.95, Cl = 0.95 0Ef'LCT1ONS (in) (E t 1800 ki)____________ Total: Main Span = 0.54 m L / 474 39 '2 Right Cant = -0.22 z L /1535 12 '2 Live : Main Span t 0.32 = L /804 30 Right Cant = -019 I. /3420. 17. Dad Nidspan = 0,22 Right Cant = -003 local 0 •0 . . 0 ------------------------------------------ Wh 1/1. 0 CZ iilJ'9 08/28/95 94350A (6. 43)8U0p 10. (0h12v0s0b31 8th1p1205041 48T8A ANALYSIS PRO6PAM1p9v1s0b41 4T SPAN LENGTH z 24.00 it (Simple Span) UNIFORM LOADS (k/R & Ii) v wi - 0.050 0.000 0.00 34.00 POINT LOADS (k t.. ft) Pd P1 1 4.341 4.008 7,1 9 4.576 4.224 15.19 4.576 4.224 23.1 4.576 4.224 31.19 REACTIONS (F:) LOAD LEII R1641 Dead 8.639 11.130 Live 71190 9.490 Total 15,82 20,620 MAXIMUM FORCES V max = 20.62 k € 34.00 ft N may t 167,85 Ht t 15.13 It OFF! LEC:110N6 E1 i nA2) LOAD Oefi fin) X(Ct) Total 34134764/El 17.04 Live 15663471/El 1710 Dead 194711811E1 midspn Gov. D@flect jon Total L/180 Required El = 15059454 kinA2 OLD 5,125 x 31.5 241-V4 Design per !991 N16 Douglas Fir-Lat ch STRESSES (q~i) Shear V 20,49 k 31.38 it 206 Cv = 190 92 2596 Ui 2377 92 Live LDF = 1.25 Cv = 0.87 DEFLECTIONS (in) CE = 1800 k1 Total I. L / '418 7 63 Live = (1,65 L / 626 28 7. Dead 0,77 •. . ;.• • . . ..• • SO6C 8! QR / 1 6iE38 8996ciI OI / 1 3 '1ifT3iT oc9 tei 09E I 1 MOW Z6160601 06i/ 1 13 'T t;u iIF ()t13 tITt4 31 i3/C&OL- dpiw. 13/8OLOE6 .PO 31. /99B ar r,174.uoo,r f EIAr Y1 !3!O9E6- ZL'd i3!8t'JU8Z [Oj U) L (UT) JI1 avol (7VUL 13) .5N01!331i3O n 0 W 1J 00O W4 Lt- Ulw W W A oflTxV 119 0t?9Z E401 69'1- 000'0 6AII UL 909'II 4096 S9 Z9L' '1 1J31 uV91 (U U113V3 WEZ 000. LU' i'l oz' 9LY 0- pzb Ofl-. Q66 01 .0 Id Pd (U 1 1) SIVO1 114104 Ei 00- 0000__00 ,0 5 p : )11) S(O1 d0JLNfl U 00') INV3 U 001 183 11 J.1 1 U CYE K1431 NS qoo14o oJosn ci OdISWOVONd SLS1VN I1r 19 c61 1 cii J ,nfl oi cc' AT / ,,., •,._ ••. •• - .• • -i . - - - ----- TEL Nbv 1495 10:.: 8 N o .004 P.1 1 - I A PM. - --- --i / /,STt4UCTtJALC/l q / 6L-iO .. 08/28/95 1i.:.'.lrmnNr!t -f7 91-50A ....................................... 8tisIpl2vis0b4l481REA DESIGN PRN9v1s0b414T 16.438(J;0D10.00h12v0c0b31 Left Cent Lu 8.00 it * Brace Spacing 9.00 ft Beam b'red @ Supports Goy. Deflection Main Span Total Required El z 10909192 eLD 5,12 n 30 24F -V8 'Jesqn pr l91 NOS, Douglas Fir-LTch Shear t 'd V 20.79 k -2,50 ft Max. Shear Fv 206 Iv 203 8 Main ipn Fb 2761 W 1991 72 X Left Cant Fb 2612 lb 2057 79 V. . Live LDF 1.25, Le t 2.06 f. Lu Cv = 0.92, Cl 0,90 DEFLECT IONS (ii) (E r 1800 ksi) lotah M a in qDan = 1.20 = L / 342 53% Left Cant 0,44 z I. m48t 16 Live Main Span 0.75 = L / 550 44 % Left Cant -0.42 t L /202 14 % Dead i Hidspan 0.45 Left Cant -0.02 * local TEL Nov14595 IH Ho 004 F '37 A J03 ___ ft. R 0/2l95 8IJs IpJ2y!s0b4148TBEAN ANALYSIS PR06RAs!çv10h4i48T .43)U0pi0.0Ohl2v0s0h3T SPAN 1Er46rH = 16.00 ft (Sipi 5pn) u1roR LOOS (/1t & It) wd j_j._.____ 0.210 0.000 0.00 16.00 POI NT LOA Q & It) 2.028 2.49E 2,71 2.02 2.496 10,71 2.02e 2.406 15.71 REACTIONS 1k) LOAD LEF 6T - Dead 4.072 5.372 Live 2.944 4.544 Total 7.015 9.917 € max 26.90 1t 10.71 it DEr It. E1loNs (El kin"2 LOAD Doti (i)X 123779El Blio Live S1 18921M 5,14 Dead 725429/El &idspan V .ay. DtLion Tota) z 0180 RquLrel I 40 i'4 i4i422 iy:26ks EtksH Fv 14,40 Iv 3.14 227. V fb23.76 fblI.i 47 V DEFLECTIONS Total 0.21 1/ 505 20'L V i ye 0.09 L /2165 lIZ Dead J3 V -tf ?seD 'c TEL: .. -. Nov 1.4,95 10:38 No.004 P.08 OV / STRUCT11-AL F NGN F S 81p12i1sOb4i48TREAM MMLYSE$ PR0bR!pvI0b4i4ll (43)8fhOp1C).O0l2YGEMb3T SPAN EW.iTH t 15.00 (t (Sip1 Spi) (JNiV0R L006 (k/ft & ft) !d 1 1.3 - X2 0,210 0000 0.00 15.00 POINT LOADS (1' & 11) pf Fl X 1.521 2.340 4.00 2.028 2,120 12.00 REACI!0N6 1k) L(iV flI 6I4 0ed 3.096 3.603 2.340 31120 343 6.723 MAXIMIJA FORGES VOak6,72 k 1,00 It N. aax 21.35 kit 1 7.50 It 3EF1E110)S (U r k29 LOAD Ofl (n i (it) Total 934242/El 7.56 LivE 421249/LI 7,8 bead 5)723/EI dsi Gov, D1 Tol IJ180 2quird 1 = 32 i n"1 14 12 14 F v = 3E ki STRESSES () Fv 14.40 Iv 2.82 20 1, Lb 27.76 lb 17.9 72 OLELECTIONS (in) Ft1 0.36 I / 49 36 X 0.1 I. /103 227. Dead 0.20 ----------------------------------------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - IEL__ __N':'v 14.,..95 10:3 Nn.iJfl1P.i) - A - I 1 STRUCTUILAL VAT - Sijsl02vl 50b4i4BTFL-AM4A1Y3 PR3RAP1p9v!s0b4kT 6.43iJsop1.toI?vno2T Sf-,N 1EiIU ft (SipISpin ) IJFU t.OAif (Ift Al l( Q.O( IIQ it U t it) P1 f.JLI 2,34 2(128 ti20 1'2 00 L 'W LE1 ;i.fl 4.Om 1.iv€ ?,3O 3J20 Thtal S.436 E.72 AA, U FQRES V 67? k ft 21,5 tft ).50 U Y[ECT1OH (El LOAD l)fl (iu) ; (it) 93424IEi 42i24 /Ei had 5128/Fi d'jn l4'22 Fy STRE9ES (s> 1.4 iv ,is 15 A ft D, 37 EUC1l0,is )citAl L C'. L /iIl Liw 0,07 Dead 009 - : B U 1 L D I N G P E R M I T Permit No: CB95094 07/i/-5 12:31 Project-No: A9501337 Page 1 of 1 Development No: Job Address: 1911 PALOMAR OAKS WY Suite: Permit Type: ELECTRICAL - Parcel No: 212-091-08-00 Lot#: Valuation: 0 Construction Type: VN Occupancy Group: Reference#: Status: ISSUED Description: TEMP. POWRE POLE * . Applied: 07/14/95-_. Apr/Issue: 07/14/95 Entered By: MDPO Appl/Ownr : POWER PLUS 619 4714494 1167 LAW STREET SAN MARCOS, CA. 9206.9 *** Fees Required *** n Fe'e-s.C61,lected & Credits ,. ' r•1 Fees: 20-9001 Adjustments: I .00. Total\Crea-its.:. .00 F . . - ..' . I .. Total Fees: 20.00 . Total Payments: . .00 B la 20.00 Fee description 1. Units \ FeeVUn1¼t Ext fee Data 1-. ... \ t v-i. .01 10.00 y Enter "Y" for Temporary S rvice X".- 10.00 y *ELECTRICAL TOTAt?\ INCORPORATED -: 2726 07/14/95 0001 01 02 C-PRMT 20-00 DAT - . . CLEARANCE - CITY OF CARLSBAD * 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 Nearest Cross Street AV PERMiT APPLICATION City of CarLsbad BuiLding Department 2075 Las PaLmas Dr., CarLsbad, CA 92009 (619) 438-1161 PLAN CHECK NO. q ç i EST. VAL PLAN CK DEPOSiT_______________ VALID. BY DATE From List 1 (see back) give code of Permit-Type: --------------------------------------------------------- For Residential Projects Only: From List 2 (see back) give Code of Structure-Type: Net Loss/Gain of Dwelling Units 2. PROJECT INFORMATION FOR OFFICE USE ONLY 02 Energy Calcs 02 Structural Calcs 02 Soils Report DI Addressed Envelope DESCRIPTION OF WORK P Fr. # OF STORIES # OF BEDROOMS # OF BATHROOMS J. WF4 tALl rrJi'.)N iji all reni ironi ap iiCdi1L) NAME (last, name first) c77 44-. fr I)DRESS I ico) LCtA..& 4- CITY cr. en s14m ( ZIP CODE (â. 13(Q.0( •—j DAY TELEPHONE &)J - 13LV L 4. APPUXcW - R AGEN I F(iR CONTRACTOR 0 UWNER D AGENT FOR OWNER NAME (last name first) &k4 rul OJyypj\ ADDRESS LLI C3, ç CITY Q DU (Y9 STATE ZIP CODE DAY TELEPHONE O OWNER 5. PRP9( NAME (last name first) fl)~-oc4-tu '\Cfr'Kiñnss tO— flflK2XCAAJ?S+-' CITY LJJJ(fl{$.J STATE ZIP CODE L4Q DAY TELEPHONE L4 (Q2 -i (ic I.SJN IH.PdJIUK NAME (last name first) ()LjJ..V( RJAS ADDRESS t(cL7 L--- CITY .3LV\ fl"lt(JYtC5 STATE (1L. ZIP CODE '3c(Pl DAY TELEPHONE Lc1 I — '—t '- STATE UC. LICENSE CLASS CITY BUSINESS UC. # 1flct name tirst) CITY STATE ZIP CODE DAY TELEPHONE STATE UC. # 7. WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-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 (Sec on 3800 Lab. C). INSURANCE COMPANY 17 - I A/ill POLICY NO. IRATION DATE (i/I Ici.0 soastobe Compensation Laws of Californ, c ectto . SIGNATURE 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 [$5001). SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES E3 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES 0 N Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES 0 N IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICF. WNSIRUCHON LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS APPUCANr CEWI1FICAIT1ON I certify that I have read the application and state that the above information 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 10 SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST AIL IJABUuilES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. 0511k 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 permitAs not commenc hin 365 days from the date of such permit or if the building or work authorized by commenced for a period of 180 days (Section 303(d) Uniform Building Code). such permit is suspended or aband9 fa time DATE: 7.., APPLICANVS SIGNATURE _______