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Home My WebLink About2575 PIO PICO DR; ; CB890617; Permit'1'i hereby affirm that I am licensed under rovi,ione of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license Is In full force and effect. I hereby affirm that I am exempt from the Contrac- tor s License Law or the following reason (Sec. 7031.5 Business and Professions Code: Any city or county whicr, re quires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the ap- plicant for such permit to tile a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9 commencing with Section 7000 01 Division 301 the Business and Professions Code) or that is en-5 empl therettom and the basis for the alleged exemption. Any 1• I violation of Section 7031.5 by an applicant for a permit sub- jects the applicant to a civil penalty of not more than live bun- - dred dollars 105001. - I I, as owner 01 the property. or my employees with wages as their sole compensation, will do the work, and the struc- lure is not intended or uttered 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 himselt or through his own employees, provided that such improvements are not intend- ed or uttered for sale. It, however, the building or improve- ment is ovid within one year of completion, the owner-builder will have the harden 01 proving that he did not build or im- prove for the purpose of sale), - -. It I. as owner 01 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 im- proves thereon, and who contracts for each projects with a - contractor(o) license pursuant to the Contractor's License Law). . Ii As a homeowner I am improving my home, and the follow- ing conditions exist: The work is being performed prior to sale. , r I hAve lived ,inumy home for twelve months prior to completion 01 this work, 3, I have not claimed this exemption during the last three years. tam eoempt under Sec. - . B & P.C. for this reason ' hereby affirm that I have a certificate Or Consent to sell-insure. or a certificate Or Workers' Compensation In. 'surance. or certified copy thereof (Sec. 3809. Labor Cedet POLICY NO, ' COMPANY Copy is tiled with the City O Certified copy is hereby tarnished - - CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars l$100l or less) O t certify that in the performance of the work for which this permit is issoed, f shalt not employ any person in any manner so as to become subject to the Workers' Compen. sation Laws 01 California. NOTICE TO APPLICANT: It. after making this Certificate of Exemption. you should become Subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shalt be deemed revoked. . $ -D I hereby atfirm that there is a construction tending agency for the performance of the workfor which this per. mit is issued (Sec. 3097, Civil Code) - Lender's Name- Lender's Address , IK 0 -a w z 0 USE BALL POINT PER ONLY & PRESS HARD APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BUILDING DEPARTMENT APPLICATION & PERMIT I 2075 Las Palmas Dr., Carlsbad, CA 92009.1915 (619k 438-1161 JOB ADDRESS AV. ST. RD. THOMAS BROS NO. ' DATE OF APPLICATION BUSINESS ENSE a VALUATION PERMIT NUMBER 257o9cc! Aii€ f J LOT BLOCK r SUBDIVISION ASSESSOR PARCEL NO. CONTRACTOR 6ao i,-r-zo-4I 4 ___ k_ CON ONEe FRAcFrORS to r07 ZONE . e5 7zq576 _______ __________________ OWNER'S NAME OWNER'S PHONE i c BUILDING SO. FOOTAGE O RACTOR'S ADDRESS STATE LICENSE NO. IL OWNER'S MAILING ADDRESS 4g,' L_ (& DESIGNER DESIGNER'S PHONE 7 2q3%' c.NORIC OESCRI(N OF p & i— DES GNER'S ADDRESS 'AQM~dD*I 14-O- STATE LICENSE NO. CI72 ,DJI(1/ 2-7SOk tF-F/cJ, AIQ4$'E F/P FLR ELEV.j / NO OCCGP EDU -OS YDNO —I I I 1 _____ 0098 09/26/89 0001 01 02 C—PRMT 9777.00 CENSUS TRACT PARKING SPACE I RES UNITS I GRADING PERMIT ISSUED I REDEVELOPMENT AREA I' I TYPE I CONST OCC/OAO FIRE SPR j 0 N 0 Y O NO I YO ND Not Valid Unless Machine Certified - OTY. PLUMBING PERMIT - ISSUE 50 QTY. MECHANICAL PERMIT - ISSUE - SUMMARY/ACCOUNT NUMBER 4 off ' EACH FIXTURE TRAP . INSTALL FURN. DUCTS UP TO 100,000 BTU , BUILDING PERMIT 001-810-00-00-8220 EACH BUILDING SEWER ' OVER 100,000 BTU -' SIGN PERMIT - 001-810'00-00-8221 EACH WATER HEATER AND/OR VENT ' BOILER/COMPRESSOR UP TO 3 HP PLAN CHECK 001-810-00-00-8891 . EACH GAS SYSTEM 1 TO 4 OUTLETS ' - 8OILER/COMPRESSOR 315 HP , TOTAL PLUMBING 001-810-00-00-8222 EACH GAS SYSTEM S OR MORE - . . METAL FIREPLACE ' ELECTRICAL 001-810'00-00-8223 EACH INSTAL., ALTER. REPAIR WATER PIPE . '2- VENT FAN SINGLE DUCT - MECHANICAL 001-810-00-00-8224 EACH VACUUM BREAKER . , MECH EXHAUST H000-'DUCTS - MOBILEHOME 001-810-00-00-8225 WATER SOFTNER . . ' RELOCATION OF EA FURNACE/HEATER -- - SOLAR 001-810-00-00-8226 EACH ROOF DRAIN (INSIDE) . DRYER VENT - STRONG MOTION 880-519-92-33 TOTAL MECHANICAL . - I I . FIRE SPRINKLERS 001-810-00-00-8227 "TO I AL PLUMBING - - PUBLIC FACILITIES FEE 320-810.00-00-8740 BRIDGE FEE 360-810-00-00-8740 — QTY. ELECTRICAL PERMIT ISSUE ' CITY. MOBILE HOME SETUP PARK-IN-LIEU (AREA NE-T LA AMP'SWT BK ' CAR PORT . TIF 312-810-00-00-8835 %IP J J c2OC1LP AWNING , LA COSTA TIF 311-810-00-00-8835 IST BLDG LA AMP/SWT/BKR GARAGE - FMF I PH 3 PH ' - - LICENSE TAX 001-810-00-00-8162 - REMODEL'ALTER PER CIRCUIT . - MFF / 5x.' /rfIj 880-519-92-57 TEMP POLE 200 AMPS 'OVER 200 AMPS ' • - . TEMP OCCUPANCY 130 DAYS)or - CREDIT DEPOSIT / TOTAL ELECTRICAL r - — TOTAL TOTAL FEES -77 -7 — I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT" AND DO HEREBY Expiration. Every permit issued bythe Building Official underthe provisions ofthis Code shalt expire by limitation and become null and cord If the building or work A IN S F "FISREOUIREDIORFXCAVATIONSOvER CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE authorized by Such permit IS not commenced within 1 80 days from the date of such 5 0" EP AND D(MOLITN O CONSTRUCTION OF DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS permit, or IIJ/5e burfd)e1"pr work authorized by such permit s suspended or S lURES OVER 3 STORIES IN HEIGHT w A is mencedl a period of t80 days ISSUED: TO COMPLY WITH ALL CITY. COUN1 V AND STATE LAWS GOVERNING BUILDING CON- an anyti afl the , STRUCTION, WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND APPL N SIGN T KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND OWNER0 CONTRACTO A EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE BY PHONE Cq E GRANTING OF THIS PERMIT. FA TYPE DATE INSPECTOR BUILDING FOUNDATION REINFORCED STEEL MASONRY GUNITE OR GROUT SHEATHING 0 ROOF 0 SHEIR- FRAME EXTERIOR LATH INSULATION INTERIOR LATH & DRYWALL PLUMBING UNDERGROUND 0 WASTE 0 WATER - TOP OUT 0 WASTE 0 WA1ER TUB AND SHOWER PAN I GAS TEST 0 WATER HEATER 0 SOLAR WATR ELECTRICAL 0 ELECTRIC UNDERGROUND 0 UIFER ROUGH ELECTRIC 0 ELECTRIC SERVICE 0 TEMPORAR4 0 BONDING 0 POOL MECHANICAL 0 DUCT & PLEM., D REF. PIPIN HEAT — AIR COND. SYSTEMS VENTILATING SYSTEMS - CALL FOR FINAL INSPECTION WHENALL APPROPRIATP ITEMS ABOVE HAVE BEENAPPkOVED 4--. c-' FINAL PLUMBING : ç. ELECTRICAL MECHANICAL GAS BUILDING Elm SPECIAL CONDITIONS 6a 17 A FIELD INSPECTION RECORD N , REQUIRED SPECIAL INSPECTIONS '-'-- INSPECTORS NOTES INSPECTION REQ. IF INSPECTOR'S DATE - -.-, .- ----- CHECKED APPROVAL - - - ( 21.5 SOILS COMPLIANCE PRIOR TO FOUNDATION INSP - -- - - STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED CONCRETE POST TENSIONED CONCRETE FIELD WELDING... - HIGH STRENGTH - - - - BOL15S 5-4- - SPECIAL MASONRY - PILES CAISSONS - L. _______________ ______ • - TI' - '\\ f-----_'--1 I -. -.-- - - 5'-- r•i-__. - I - -- __________________ _______ __________ ______ - S -• - •- S •\-._- .- '-S - CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB890617 FOR 06/28/90 INSPECTOR AREA PD DESCRIPTION: 2. STORY OFFICE BLDG PLANCK# CB890617 2750 SF OFFICE, 1058 SF GARAGE 0CC GRP TYPE: CON CONSTR. TYPE NEW JOB ADDRESS: 2575 PlO PICO DR STR: FL: STE: APPLICANT: WORTHING, BROOKS PHONE: 619 729-3965 CONTRACTOR: WORTHING B A INC PHONE: 619-72 965 OWNER: PLM ENTERPRISES PHONE: 61 REMARKS: T2/MH/BARBARA/729-3965 INSPECTOR SPECIAL INSTRUCT: REINSPECT ON T-BAR AND ELECTRICAL TOTAL TIME: CD LVL DESCRIPTION 14 ST Frame/Steel/Bolting/Welding 24 PL Rough/Topout 34 EL Rough Electric 44 ME Rough/Ducts/Dampers ACT COMMENTS A-f t,1/ic, ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP 062690 Final Structural CO PD 062690 Final Plumbing CO PD 062690 Final Electrical CO PD 062690 Final Mechanical CO PD 053190 Interior Lath/Drywall AP PK 052590 Frame/Steel/Bolting/Welding AP PD 052590 Rough Electric CO PD 041990 Rough Combo AP PD 041390 Rough Combo NR PD 041190 Rough Combo CO PD 040490 Rough Combo CO PD 013190 Interior Lath/Drywall PA PD 011190 Shear Panels/HD's AP PD 010590 Interior Lath/Drywall AP PD 010490 Interior Lath/Drywall AP PD 122889 Rough/Topout PA PD 122889 Frame/Steel/Bolting/Welding PA PD 122889 Rough Electric PA PD 122889 Rough/Ducts/Dampers PA PD 120589 Roof/Reroof AP PD 120189 Interior Lath/Drywall PA PD 103189 Ftg/Foundation/Piers AP PD 102589 Ftg/Foundation/Piers AP PD 102389 Ftg/Foundation/Piers CO PD 102089 Ftg/Foundation/Piers CO PD 101189 Steel/Bond Beam AP PD 100689 Underground/Under Floor AP PD COMMENTS SEE CORR NOTICE DTD 5-31-90 SUBPANEL FEEDERS TOO SMALL LOCKED AT 2:30 NO PLANS WALL OK OK OK TO WRAP-INSULATE WALLS SHEAR PANEL W WALL BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 5540 RUFFIN ROAD SAN DIEGO. CALIFORNIA 92123 October 23, 1989 PHILIP HENKING BENTON PRESIDENT - CIVIL ENGINEER City of Carlsbad 1200 Elm Avenue Building Department Carlsbad, CA 92008 Subject: Project No. 86-7-80 Office Building No. 2 2575 Pio Pico Drive Carlsbad, California Gentlemen: -. TELEPHONE (619) 565-1955 1C11989 RECEIVED Building io. bprtment Av A two pour footing is permissible for.Building No. 2 at 2575 Pio Pico Drive in Carlsbad, California. We know of no soil conditions that would be adverse for this two pour procedure. Respectfully submitted, BENTON ENGINEERING. INC. OFE g 1 neer RCE No. 10332 and Geotechnical Engineer No. 138 Distribution: (1) Addressee (1) B.A. Worthing, Inc., Attention: Larry PHB/jer No' 131, ) ECH/) - ...... FINAL BUILDING INSPECTION RECEIVED JUN 2 9 isga PLAN CHECK NUMBER: CB890617 DATE: 6/26/90 PROJECT NAME: O4 ( flj 12 ADDRESS: PROJECT NO.: _________________ UNIT NUMBER: PHASE NO.: TYPE OF UNIT: COtfl1ercifi,1 Building NUMBER OF UNITS: CONTACT PERSON: CI-Y1 KA.E CONTACT TELEPHONE: 7298396 - All Dearttaent INSPECTED DATE BY: ________________________ INSPECTED: 7/%72) APPROVED) DISAPPROVED INSPECTED DATE BY: ________________________ INSPECTED: ____________ APPROVED ______ DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED ______ DISAPPROVED COMMENTS: 11 Rev. 1/86 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire <57 FINAL BUILDING INSPECTION PLAN CHECK NUMBER: CB890617 DATE: 6/26/90 PROJECT NAME: ADDRESS: 2575 Plo Pico Dr. PROJECT NO.: UNIT NUMBER: PHASE NO.: TYPE OF UNIT: COiflifletcial Building NUMBER OF UNITS: CONTACT PERSON: Borta CONTACT TELEPHONE: 7293965 All Deuartine.nts INSPECTED DATE BY:.____________________ INSPECTED: 7O APPROVED _____ DISAPPROVED INSPECTED DATE BY: _________________________ INSPECTED: _____________ APPROVED ______ DISAPPROVED INSPECTED DATE BY: ______ INSPECTED: APPROVED DISAPPROVED Rev. 1/86 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire FINAL BUILDING INsPEcT;IoN PLAN CHECK NUMBER: C890617 DATE: 6/26/90 PROJECT NAME: ADDRESS: 275 Pio Pico Dr. PROJECT NO.: _________________ UNIT NUMBER: _________________ PHASE NO.: TYPE OF UNIT: Commercial Buildina NUMBER OF UNITS: CONTACT PERSON:__________________________________________________________________ CONTACT TELEPHONE: 72939 5 All Departments INSPECTED 2JL, 7/57 DATE o BY: ________________________ INSPECTED: ____________ APPROVED ______ DISAPPROVED INSPECTED DATE BY: _______________________ INSPECTED: ___________ APPROVED ______ DISAPPROVED INSPECTED DATE 0 BY: _______________________ INSPECTED: ___________ APPROVED ______ DISAPPROVED ~JDP 5f COMMENTS: Rev. 1/86 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire ., FINAL BUILDING INSPECTION PLAN CHECK NUMBER: CB890617 . DATE: 6 /26/90 PROJECT NAME: ADDRESS: 2575 Pio Pico Dr. PROJECT NO.: UNIT NUMBER: - PHASE NO.: TYPE OF UNIT: Commercial Building NUMBER OF UNITS: CONTACT PERSON: Barba CONTACT TELEPHONE: 72983965 All Dartrntiit INSPECTED DATE 7I/1a BY: /4M_. INSPECTED: APPROVED ______ DISAPPROVED INSPECTED DATE . . BY: _______________________ INSPECTED: ___________ APPROVED ______ DISAPPROVED INSPECTED DATE BY: ________________________ INSPECTED: ____________ APPROVED ______ DISAPPROVED COMMENTS; S Rev. 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER: CB890617 DATE: 6/26/90 PROJECT NAME: ADDRESS: 2575 Pio Pico Dr. PROJECT NO.: UNIT NUMBER: PHASE NO.: TYPE OF UNIT: Commercial Building NUMBER OF UNITS: CONTACT PERSON: BarWa CONTACT TELEPHONE: 7290-3965 INSP DATE JSPECTED:Jtj. 29 ggo APPROVED INSPECTED DATE BY: _______________________ INSPECTED: ___________ APPROVED DISAPPROVED DISAPPROVED INSPECTED DATE BY: ______ INSPECTED: ____________ APPROVED ______ DISAPPROVED Carlsbad Municipal Water District' COMMENTS: Engineering Department r (619)438-3367 C Rev. 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire SEWER PERMIT APPLICATION '- Development Processing Services Division 2075 Las Palmas Drive Carlsbad, CA 92009-4859 (619) 438-1161 009f'-'q/26/89 0001 01 02 C-PRtlT 1913..00 'CASHIER'S VALIDATION APPLICANT TO FILL IN SHADED AREA SEWERPERMIT NUMBER: SE '( BUILDING PLAN CHECK NUMBER: PC BUILDING ADDRESS: J-. '1 / Oi I'O BUILDING TYPE: NUMBER OF EDU'S: / /1 ç,1~4t-i OWNER: CALCULATIONS: MAILING ADDRESS: 7n I''k'h' q ' (. Ak1 IJIJ CONTRACTOR: 61 . 104 1 MAILING ADDRESS: . * •c • / LEGAL DESCRIPTION: f(1 A. CONNECTION FEE COST PER UNIT x / UNITS LATERAL CHARGE: - TOTAL CHARGES: I •It- ASSESSORS PARCEL NUMBER: 210 2 1 PREPARED BY: (PRINTED NAME) COMMENTS: !'L 1.j111ó1i0w 1A' _79 A 0 WHITE: DIPS GREEN: Finance CANARY: Water PINK: Building GOLD: Applicant ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: 4qu/ 4'jg9'? []APPLICANT 1 cfl:T1 DJLCT JURISDICTION: Car/chad EPLAN: CHEC EFILE COPY PLAN CHECK NO: SET: fl CUPS ODESIGNER PROJECT ADDRESS: PROJECT NAME: .. E The plans transmitted herewith have been corrected where necessary and substantially, comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply .:with the jurisdiction's building codes when minor deficien- cies identified . are resolved and checked-by building department staff. Lj The plans transmitted herewith -have-significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck... . n..rifl check list transmitted herewith is-for your information. The plans are being held at Esgil Corp; until corrected plans are submitted for recheck.....00 . applicant's copy of the check list is enclosed for the jurisdiction to return to. the applicantcontact person. The applicant's copy of the check list has been sent to: D Esgil staff did person that plan check has been completed. Esgil staff did advise applicant plan check has been completed. not advise the appC tthe contacted: Person contact Date / # REMARKS: ,' I / ra c 71 __ • \ \) \./ / 0 ,, 1- 'iyy By: __•0 Enclosures: ESGIL CORPORATION 7/7' LIIGA .LIIAA Llvw. .':LIb ,. . ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE: ¼j I\/ 5 JURISDICTION: I 104.. PLAN CHECK NO: 17 SET: 77 PROJECT ADDRESS:. &575 '(o Pcc' Ave... PROJECT NAME:__________________________________ LJFLAN CHECKER LIFILE COPY []UPS LIDESIGNER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. -. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. .The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is .f or your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to. return to. the applicantcontac.t person. The applicant's copy of the check list .has been sent to: 9, 4, JTsi Pc9, /ôi CAr/sb'c/ 2OS .1 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone it [II REMARKS: By: Enclosures: ESGIL CORPORATION & 11 GA . 11 AA 0 vw LI DM URISOiCTiON:Ir/5b4-__Date_7//1 R63CCT ADDRESS: 575 ,D1, AK- 0: . A ______ c( i)1/• /C. Aee - - --_)pp. i5C t-A_ci /V'TR_c?7c1oes - / fr12 fr1 / . ILI la s/LLzd_/ _ro'f5 /9fe f2 ,771 / 22 4 i/ ii/ ñ2r2C I cv-1 - LII -5'_/a' 'e-_7t r h k)ctvc j. _ --f- 35Q s. 7•l i • -+-r _c+crc4i5+icL I)e-I'_/5/1 s es- h,5 -+-r • 3... c. A-tc ,4-ipi decs - _____ //. • •4/ • - /3, Provi 11''s c'n 6? Tf, Sf Pc-e- .7' /17/7-61,1 io- _Wc,4ed. V / PLAN CORRECTION SHEET ian Check No. 9 -c'I7 TilT FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform PlumblngCode, Uniform tlechanicálCode, Nation a l Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The Items circled below need clarification, modification or change. All circled items have to be satisfied before the plans will be in conformande with-the cited codes and regulations Per Sec. 303 (c), of the Uniform Building Code, the apprqyal. of the plans does not permit the violatioriàf any state,-.county or city law., A. PLANS Please snake all corrections on the original tracings and submit two new sets of prints, and any o,riginal plan nets that may have been returned to you by the jurisdiction,. to: SiI - To facilitate rechecking, p1cec identify, next to each item, the sheet of the plans upon which each correction on this het has been made and return this check sheet with the revised plans. The following items have not been resolved from previous plan reviews. The original correction number has been given for your reference. Please contact me if you have any questions regarding these items. )ate* PIL7ij_F~eceived by pla*n checker - ate c±7vA plan check completed -716-18-,? / AA DATE t1\k~ 4m kJT ?T3 RoLJ Fec T* ?JJ! 9- cjt-cJL tJiJ mEt C-S - , I 1 TE Fti S 7 5 a C.-) y--z p,i ReJl'D -10 OEcepme F A-/C. LO)S'i- e' ?-,Z3 AQ JW-TftE ml— I1rna Sn ôri i)erSi EQULE _ Li1J 5IT JM-% 1' r17 CL AS Is, 21PI b iJ 1W(L iLmo\.. 16 petj R- j- p LIX i 5 rrnE< -1'1 c'\ NO CA-PrN qD6 8' V11f2iY e Th -1-6. rLA 17O t'-T kt°FEF1Z tt I Tn 2-B J ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 .(619) 560-1468 DATE: May 1/i gg JURISDICTION: Ca-1c/q PLAN CHECK NO: 9(/7 SET: ,f PROJECT ADDRESS: 7g75 ,J., /7,., ,4 PROJECT NAME:______________________________ S LI A P RL1f.A.N_T ?rJU R I S D I ~CT_I_~ON-, PL IIIJFILE COPY UPS flDESIGNER -J E The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when, minor deficien- cies identified are resolved and checked by building department staff. L 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. LJ The plans are being held at Esgil Corp. until corrected plans are submitted'f or recheck. Ej.The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: (rjbad 'J) Esgil staff did not advise the .-applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted:______ Date contacted: Telephone # LI REMARKS: By: Enclosures: ESGIL, CORPORATION EIGA *AA Elvw JDDM ,PLAN CHECK NO. e"T-co17 JURISDICTION: CocA s bak TO:!214 ,Thc. OcQiPANC!: JUDING USE: TYPE OF CONSTRUCTION: V-4i ACTUAL. AREA: ç-O 7 Cocce 7 7, Ic? S STORIES: ; BKIY: SPRINKI: OCCUPANT LOAD: 3 ' Date plans received by jurisdiction: Date plans received by Esgil Corp.: Date initial plan check completed: C-Ivw- Applicant contact person: 8 ca' Tel. '793C.5 Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical code and state laws regulating energy conservation, noise attenuation and access for the disabled. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances, enforced by the Planning Department, Engineering Department or other departments. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1985 IJBC. The circled 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), 1985 Uniform Building Code, the approval of the plans does not permit the violation of any addressed, i.e.• plan. sheet,specification.etc. submittherevisedplans. NOTE: PAGE NUMBERS ARE WT IN SJThCE AS PAGES RAVING NO ITEMS 1)flG CORRECTIONS WERE DELETED. List No. 80, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS D Please make all corrections on the original tracings and submit two new sets of prints, and any, original plan sets that may have been returned to you by the jurisdiction, to: - Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. GThAL Provide the site address and a vicinity sketch on the Title Sheet. J. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. M/_- (0 sheets of the plans and the first sheet of e 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. 1r4 fs be. re4. Indicate on the Title Sheet whether or not a ( grading permit is required for this project. Show on the Title Sheet all buildings, ( structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. () Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group 2. Description of Use Type of Construction Sprinklers: Yes or No Stories Height Floor Area Justification to exceed allowable area in Table 5-C. (if applicable) Justification to exceed allowable height or stories in Table 5-D. (if applicable) Provide a note with the building data legend / stating that yards used for area increases shall be permanently maintained. Provide a note on the plans indicating if any I hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Table 9-A. Specify the uses of all rooms or areas. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show north arrow, property lines, easements, streets, existing and proposed buildings and structures. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". Clearly designate on the site plan existing f buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. Clearly designate any side yards used to ( justify increases in allowable area based on Section 506. ]16. Show on the site plan all proposed walls, / retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. Clearly dimension building setbacks from I property lines, street centerlines, and from all adjacent buildings and structures on the site plan. 6. Show and dimension on the site plan all ( building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. l. Show on the site plan, or provide the grading / plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. 2j. Show dimensioned parking layout including any required disabled access spaces. 2. Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. 2. Provide a reference on the site plan to any I details or specifications for required site improvements to comply with the Title 24 disabled access requirements. 4/25/89 2 D. LOCAILON ON PI)i'axry 24. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 504 (C). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this acception is used, show how the building(s) will comply with Section 505. Zj. When a new building is to be erected on the I same property as an existing building, the f location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the existing building meet the criteria of Table 5-A and Part IV. Section 504 (c). Buildings over one story and containing courts / shall have an assumed property line for the I purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). 26. The exterior walls less than c20 feet to a property line or an assumed property line, shall be 1-11r, fire-rated construction. Section 27- 03. 21 Exterior walls shall have a 30 inch parapet when less than feet to a property line or an assumed property line. The uppermost 18" of such parapets shall be noncombustible. (see exception, Section 1709.) z4. The exterior wall shall have protected openings / (3/4 hour) when closer than feet to a I property line or an assumed property line. Section 03. The exterior walls shall have no openings when / closer than feet to a property line or ( an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section 03. Eaves over required windows shall be not less / than 30 inches from side' and rear property lines. Section 504 (a). - () Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710.' Sov*%N 5ctL.. Projections may not extend more than 12 inches / into areas where openings are not allowed. Section 1710. /3. Projections over public property must comply / with Chapter 45. Projections may not extend more than one-third / the distance from the exterior wall to the I property line or one-third the distance from an assumed vertical plane located where fire- resistive protection of openings is first required, whichever is least restrictive. Section' 504 '(b). 35. Fire-resistive exterior wall construction shall be maintained through attic areas. Section 4304 (c). 3A• When openings are required to be protected due to location on property, the sum of openings shall not exceed 50 percent of the total area of the wall in each story. Section 504 (b). 3/. A covered pedestrian walkway must comply with the requirements in Section 509. 3,. Exterior exit balconies cannot be located in I an area where openings are required to be protected. Section 3305 (1). Exterior stairways shall not project into / yards where protection of ' openings is required. Section 3306 (n). Yards or courts serving as required exits for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction for a height of 10 feet above the court or yard grade. Openings shall be protected by fire-assemblies having a rating of not less than three-fourths-hour. Section 3301 (b) definition and Section 3311 (d). 4 . Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire- resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Table 17-A footnote 1, and Section 1702. 4. Openings for scuppers, mechanical equipment vents, foundation vents and similar openings have to be protected where openings are required to be protected. Table 5-A, Section 03. E. JII.DIM AREA 4. When a 'building has' more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 503 (a). 4. As shown, the building(s) is/are over area for the Type of Construction shown. Table 5-C. 4/25/89 ' 3 4. The total floor area of a multi-story building I cannot exceed twice the basic area allowed by Table 5-C after increasing the basic area, per Section 506. 4. No single story can exceed the basic area I allowed by Table 5-C plus the increases allowed by Section 506. U. Unless considered a separate story, the floor area of a mezzanine shall be included in calculating the area of the story in which it is located. Section 505 (c). 4. A basement need not be included in the total , allowable area, provided such a basement does not exceed the area permitted for a one story building. Section 505 (d). F. AREA SEPARATION WALLS Area separation walls may separate portions of a building and allow each portion to be considered a separate building, however, the area separation wall must be four-hour in Type- I, II-F.R., III and IV buildings; and two-hour in Type II-one-hour, Type II-N and Type V buildings. Section 505 (e) 1. 51). Openings in four-hour area separation walls are required to be protected with three-hour fire- resistive assemblies, and 1-1/2 hour fire- assemblies in two-hour area separation walls. Section 505 (e) 1. Openings in area separation walls are limited to 25 percent of the length of the wall in each story. Section 505 (e). 2. If area separation walls do not extend to the outer edge of horizontal projections, (balconies, roof overhangs, canopies, marquees and architectural projections), and the projecting elements contain concealed spaces, the wall shall extend through the concealed spaces to the outer edge of the projecting elements. The exterior walls, and projecting elements above, must be of one-hour construction on each side of the area separation wall for a distance equal to the depth of the projecting elements. Walls supporting the exterior walls must be one-hour. Openings in the one-hour walls must be protected with three-fourths -hour assemblies. Section 505 (e) 2. 53. All area separation walls must extend in a continuous straight vertical plane from the foundation to a point 30 inches above the roof, but may terminate at the underside of the roof sheathing if the roof/ceiling is two-hour construction. Two-hour area separation walls may terminate at roofs of entirely noncombustible construction. Section 505 (e) 3. Two-hour area separation walls may terminate f at the roof sheathing provided that: Where the roof/ceiling framing elements are parallel to the walls, such framing and elements supporting such framing shall be of not less than one-hour fire-resistive construction for a width of not less than 5 feet on each side of the wall. Where roof/ceiling framing elements are perpendicular to the wall, the entire span of such framing and elements supporting such framing shall be of not less than one-hour fire-resistive construction. C. Openings in the roof shall not be located within 5 feet of the area separation wall. d. The entire building shall have a fire retardant roof cover in accordance with Section 3203 (g). Section 505 (e) 3. 5. Area separation walls, which separate portions of buildings having different heights, may terminate 30 inches above the lower roof level, provided the exterior wall for a height of 10 feet above the lower roof is of one-hour fire-resistive construction with openings protected by three-fourths-hour assemblies. As an alternate, the wall may terminate at the sheathing of the lower roof, provided roof/ceiling elements, if parallel to the wall, are one-hour construction for a 10 foot width along the wall at the lower roof; where the lower roof/ceiling elements are perpendicular to the wall, the roof/ceiling elements shall be one-hour for the entire span. In each case, construction supporting the roof/ceiling shall also be one-hour construction. Section 505 (e) 5. 54. No openings in the lower roof are permitted within 10 feet of the area separation wall if parapets are not provided. Section 505 (e) 5. Show the basis for the approved fire-resistive ! construction elements for the area separation wall, parapet, and ceiling assembly if used in lieu of parapet, i.e., Item Number in Table 43-A, B, C or U.L. Directory, etc. (Note that trusses require two layers of 5/8 inch Type 'X', per Gypsum Fire Resistance Design Manual, Item FC 5406). 4/25/89 4 s. Parapets of area separation walls shall have / noncombustible faces for the uppermost 18 inches, including counterf lashing and coping materials. 5. See the attached article, "Area Separation j. Walls Revisited", and incorporate appropriate I data and details on your plans. 6!). Provide complete details of the area separation I wall(s) to show compliance with Section 505 (e) 1-5. 611. Provide a note on the plans stating: "Plumbing and conduit penetrations of the area separation I wall shall be of copper or ferrous. No plastic pipe may penetrate the area separation wall". Section 4304 (e). G. BUILDING REI(T/STORIES 6P. Clearly show the maximum building height based on the definition in Section 409. 6 . Clearly show if the lower level is a basement or story, based on the definitions in Section 403 and 420. 4. Plot the finish grade (adjacent ground level) on the elevations and dimension the distance to the floor above for story determination. See definition of grade, Section 408. 6. The height and number of stories cannot exceed that shown in Table 5-D. Show the code basis for the height/number of stories as shown. 6. One additional story would be permitted beyond that shown in Table 5-D if the building is sprinklered throughout and the sprinkler system is not otherwise required by Section 506 (area) or Section 508 (substitute for one-hour). Section 507. ~7. Towers, spires and steeples shall comply with Section 507, Exception 1. H. FIRE-RIsIiv a)Ns.mucnoI 4. Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction. However, the fire sprinkler system shall not waive or reduce fire-resistive requirements for: occupancy separation, exterior walls due to location on property, area separation walls, shaft enclosures, corridor protection, stair enclosures, corridor protection, stair enclosures, exit passageways, type of construction separation per Section 1701 and atriums constructed in accordance with Section 1715. Section 508. eJ?. Provide details of the one-hour fire-resistive ( construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, post and beam assemblies, etc. D. Detail how one-hour fire-resistive wall I construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 4304 (e). 71. Detail and reference ICBO number or other I approval for horizontal fire assembly using t trusses. Section 4303 (b) 6. 7f!. Detail how fire-resistive wall and ceiling protection will be maintained at all duct ( penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents. Also detail recessed light fixtures. Section 4303 (b) 6. 713. Roof/ceiling and floor/ceiling assemblies must be of one-hour construction. Detail fire ' assemblies on plans along with their ICBO number or other I.D. number from the Fire- Resistive Design Manual published by the Gypsum Assoc. or U.L. number or item number from Table 43-C. IJBC. 7. Detail water heater vents located inside fire- resistive wall construction or within fire- resistive shafts. Section 1706 (a). 71s. Detail pre-fabricated fireplace flues within individual fire-resistive shafts and specify fire-stopping around fireplace box opening. Section 4304 (e). i4. Clearly identify location and hourly fire- resistive rating of vertical shafts on the I plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 1706. C (i) Detail column fire protection per Table 43-A \./ in the UBC ) specify column impact / protection in garage areas per Section 4303 (b) 5. As a minimum, show a 22 ga. steel J jacket around each column to a height of 3 feet above the ground for impact protection. Structural members such as beams supporting more than one floor or roof must be \• individually fire protected. (Section 4303 (b) 6.) Detail required protection. 4/25/89 5 79j Clearly specify minimum thickness of walls and 7 slabs to provide -hour fire-resistive / rating per Table 43-B and C. Clearly specify minimum cover for bonded reinforcing at fire-rated floors, fire rated columns, fire rated beams. Clearly specify minimum cover for prestressed concrete tendons per Section 4303 (c) 3. 8. Detail all plumbing and electrical penetrations / at occupancy, area, corridor or other fire ( separation walls as specified in Section 4301+ (e). Detail all furred ceilings as required in ( Section 4203. Show fire-retardant treated wood where necessary. 87!. Clearly label and identify on the plans the / fire-resistive corridors, area separation ( walls, shafts, occupancy separation walls and floors, exit courts less than 10 feet wide and exit enclosures, along with their hourly ratings. Section 302 (a). I. INTERIOR WALL AND CKILIW FINISH 8A. Foam plastics shall not be used as interior finish except as provided in Section 1712. 8. When walls and ceiling are required to be fire- resistive or noncombustible, the finish material shall be applied directly against such fire-resistive or noncombustible construction or to furring strips not exceeding 1-3/4 inches. The furred space shall be filled with inorganic or Class I material or fire stopped not to exceed 8 feet in any direction. Section 4203, 1. 8. When finish materials are set out or dropped more than 1-3/4 inches from fire-rated walls or ceilings the finish material shall be Class I or sprinklered on both sides or attached to noncombustible backing or furring strips. Section 4203, 2. 8 . Hangers and assembly members of dropped- ceilings below a one-hour ceiling assembly shall be noncombustible materials except in Types III and V construction, where fire- retardant treated wood may be used. Section 4203, 2. 8). All interior wall or ceiling finishes less.than 1/4 inch thick shall be applied directly '- against a noncombustible backing unless it is in accordance with an approved tested assembly. Section 4203, 4. Provide a note on the plans or on the finish / schedule, "Wall and ceiling materials shall not exceed the flame spread classifications in IJBC Table 42-B." J. OCaJPAJIcY SEPARATION 4. A -hour occupancy separatin is f required between occupancy and the occupancy. Table 5-B, Section 503 (d), Tables 43-A, B, C and Chapter 43. (See exceptions in Section 503) 9. Administrative and clerical off ics and / similar rooms need not be separated from' other i occupancies provided they are less than 750 sq. ft., less than 25 percent of the floor area of the major use and not related to an H- 1 or H-2 occupancy. Section 503 (a). c4. Provide -hour fire-resistive door I assemblies in the -hour occupancy separation. Section 503 (c). ¶2. A B-i occupancy in the basement or first story of a building housing a group B, Division 2 occupancy may be classed as a separate building. The building above may Jalso be considered a separate and distinct building for the purpose. of area limitation, .limitation of number of stories and type of construction ONLY if the conditions of Section 702 Are met: B-i is Type I construction. B-1/B-2 is separated by a three-hour occupancy separation. C. B-1 is restricted to passenger vehicle storage, laundry rooms and mechanical equipment rooms (no storage, recreation room, etc.). d. The maximum building height does not exceed the limits in Table 5-D for the least type of construction. The Type I construction is required to have protected openings when located within 20 feet from a property line or centerline of a public way. Section 1803 (b). In Type I construction, no openings are permitted in exterior walls less thani 5 feet from a property line. Section 1803 5. All openings in floors forming a three-hour separation shall be protected by vertical enclosures above and below the opening. The walls of such enclosures shall be not less than two-hour fire-resistive construction, and openings therein shall be protected 1y a one and one-half-hour assembly. Section 503 (c) 2. Tables 43-A, B, C and Chapter 43. 96. Structural members supporting an occupancy 19. Unless the entire building is sprinklered, separation must have the same fire-resistive / storage areas in excess of 1000 sq. ft. (3000 rating as the separation. Section 503 (b). 1 sq. ft. if storage area is sprinklered and not otherwise required to be) in connection with 9). No openings are allowed in a four-hour fire- sales occupancies shall be separated from resistive occupancy separation wall. Section public areas by a one-hour fire-resistive 503 (c). occupancy separation. Section 702 (b). Openings in a three-hour fire-resistive K. EXITS separation shall be protected by a three-hour assembly, and openings may not exceed 25 lOp. In all occupancies, floors above the first percent of the length of wall in the story and / story having 10 or more occupants, shall have no single opening shall exceed 120 sq. ft. I not less than two exits. Section 3303 (a). Section 503 (c). / 1(79. In areas where the occupant load exceeds 9. A two-hour fire-resistive separation shall be / two exits are required. See not less than two-hour fire-resistive . Table 33-A. construction. Openings shall be protected by a one and one-half-hour assembly. 1l. Rooms with more than 10 occupants may have one Section 503 (c). / exit through one adjoining room. Revise exits / to comply. Section 3303(e). l'0. A one-hour fire-resistive separation shall be not less than one-hour fire-resistive 13/].. Exits should have a minimum separation of one- construction. Openings shall be protected by a / half the maximum overall diagonal dimension of one-hour assembly. Section 503 (c). the building or area served. Occupancy separation wall penetrations must be Deither Section 3303 (c). ferrous or copper and fire-stopped. The maximum number of required exits and their Srequired Steel electrical outlet boxes, not exceeding 16 separation must be maintained until sq. inches and not exceeding 100 square inches egress is provided from the structure. per 100 square feet of wall may be installed Section 3303 (a). 4cir e1l/efye feP1--sick. and shall be separated by a horizontal distance of 24 inches when on opposite sides of a wall. 1)/h Where a required exit enters a yard or court Section 4304 (e). I the minimum width of the yard or court shall be 44" and the yard must, be unobstructed and 10j. Fire-resistive floors used for occupancy lead to a public way. Section'3311 (h), / separation shall have openings for mechanical Section 3301 (b). and electrical equipment enclosed in shafts per , Section 1706. ll/. Where required exits enter an exit court (see / / definition, Section 404 and 3301), the exit 1 3. Clarify that wiring within concealed spaces / court must discharge into a public way or exit complies with the Mechanical Code and UBC passageway. The exits from the exit court Section 4305 (e). shall comply with Section 3311 (d) I requirements for width, number, and protection 1f)4. Ducts penetrating one or two-hour occupancy of walls and openings when the occupant load separation walls must have fire dampers. A exceeds -9. fire . door is required 'for three-hour separations. Section 4306 (j). l5. Change in width in a exit court shall be / effected gradually by a guardrail at least 36 1q5. Usable space under the first story shall be I inches high and making an angle of not more / enclosed and shall be separated from the non- thaii 30 degrees with the axis of the court. I . usable space as required for one-hour fire- Section 3311 (b). resistive construction and the door to the usable space shall be self-closing, of 16. Walls of exit passageways shall be without noncombustible construction or solid wood core, j openings except exits and shall have walls, not less than 1-3/4 inches in thickness. floors and ceilings of the same fire- Section 1703. resistance required for the building, with a minimum one-hour fire-resistive construction. 106 Show the basis for ti rating of the occupancy Exit openings in the walls shall be protected separation you .prop6se, i.e., Item number in by a three-fourths-hour assembly. Section Table 43-A, B, C; Gypsum Fire-Resistive Design 3312 (a). - Manual; U.L., etc.' 3.11. Basements require two exits. Section 3303 (a). 4/25/89 S . 7 l]4. Total width of exits in feet shall be not less / than total occupant load served divided by 50. I Tributary occupant load from basements and stories above shall be per Section 3303 (b) and the maximum width required for any story shall be maintained. ii4. No point in the building shall be more than 150 I feet (200 if sprinklered) from an exterior I exit, horizontal exit, enclosed stairway or exit passageway, measured along the path of travel. This may be increased 100 feet if last 150 feet is in a corridor. Section 3303 (d) (See exceptions). 1211. Double acting doors' are not allowed when I serving a tributary occupant load of more than I 100, or when part of a fire assembly, or part of smoke and draft control assemblies or when equipped with panic hardware. Section 3304 (b). 1l. Exit doors should swing in the direction of egrees when serving an occupant load of 50 or more or when serving any hazardous area. Section 3304 (b). See doors 122. Exit doors should be openable from the inside without the use of a key, special knowledge, or effort. Section 3304(c) [Note that exit doors serving 10 or less occupants may have a night latch, dead bolt, or security chain per Title 24 2-3304 (c).] Exit doors from assembly rooms with 50 or more / occupants shall not be provided with a latch or lock unless it is panic hardware. Section 3318. l2). All doors and gates, within the exit path from / an assembly room to a public way, shall not be ( provided with latches or locks unless they are equipped with panic hardware. Section 3318. 15. Exit doors should be a minimum size of 3 feet I by 6 feet 8 inches with a minimum door swing of 90 degrees. Maximum 'leaf width is 4 feet. Section 3304 (e). 116. The net dimension (clear width) at doorways / should be used in determining exit widths required by Section '3303 (b). Section 3304 (e). In consideration of door thicknesses, panic hardware, door swing, etc., the required exit widths have not been furnished. See door 127. Regardless of occupant load, a floor or landing not more than 1 inch (1/2-inch if disabled access is required) below the threshold is required on each side of an exit door. Section 3304 (h). When a door landing serves an occupant 19ad of / 50 or more, doors in any position shall not reduce the landing dimension to less th4n one half its required width. Section 3304 (f). 12. Door landings shall have a length measured in / the direction of travel of not less than 44 inches. Section 3304 (i). l. Doors should not project more than 7 inches / into the required corridor width wheni fully I opened, nor more than one-half of the required corridor width when in any position. Section 3305(d). ui. Revolving, sliding and overhead doors are not / permitted as exit doors if the occupart load I exceeds 9 or the exit door serves a hazardous area. Section 3304 (g). 112. Ramps required by Table 33-A shall not exceed 1:12; other exit ramps 1:8. Ramps steeper than 1:15 shall have handrails as required for stairways. Minimum size landings and. landing clearances must be provided. Section 3307. L. STAIRWAYS Stairway width must be at least 44 inches when / serving 50 or more occupants; 36 inches when less than 50. Section 3306 (b). Seventy eight inch minimum headroom clkrance / for stairways should be indicated pn the plans. Section 3306 (p). Note that this is from a plane tangent to the stairway tread nosing. I 1/5. Stairway handrails should not project more / than 3-1/2 inches into the required width. Trim and stringers may not project mdre than 1-1/2 inches. Section 3306 (b). L}t. Enclosed usable space under interior or / exterior stairways should be protected on the I enclosed side as required for one-hor fire- resistive construction. Show 2 x @ l6 o.c. nailers. Section 3306 (m) (n). Landings should not be reduced in width more / than 7 inches by a door when fully open. Section 3304(i). 148. Stairways from upper levels which extend below the level from which egress from the building is provided, shall have an approved barrier to preclude exiting into such lower levels. Section 3306 (h) & 3309 (e). l9. Vertical distances between stairway 'landings are limited to 12 feet. Section 3306 (i). 89 11. All interior stairways and ramps shall be -( enclosed. In other than H-6 and I occupancies an enclosure is not required if serving only one ,adjacent floor and not connected to stairs or corridors serving other floors. Section 3309 (a). - (iT Stairway riser must be 4 inches minimum and 7 \J inches maximum and minimum run shall be Il inches. Section 3306 (c). See the exception - for private stairways serving less than 10 occupants. 1. Winding and spiral stairways are permitted only - in residential occupancies. Section 3306 (d). Stairways should be enclosed as specified in / Section 3309: - Two-hour fire-resistive walls are required iii buildings of Type I and II-F.R1 construction, and in all buildings over four stories, and one-hour elsewhere. Only exit doors are allowed to open into exit enclosures. - C. Doors should be labeled one and one-half- hours or one-hour fire assemblies. Exit enclosures should include a-corridor on the ground floor extending- to the exterior (see exception). Fire-resistive construction should be as required for the exit enclosure, including protected openings. Only exit doors are permitted to open into the corridor. An approved barrier is required at the ground floor to prevent people from accidentally continuing to the lower level. - Usable space is not allowed under the stairs. - 14. Occupied floors more than 75 feet above the highest grade should have all exits from the building in smoke-proof enclosures. Section 3310 (b). 45. In buildings four or more stories, one stairway must extend to the roof. Section 3306 (o). It must be. in a smoke-proof enclosure in buildings over 75 feet in height. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if a stairway to the roof is required. Section 3306 (o). - (3) Handrails: -k. Handrails are required on each •ide of stairways. Stairways less than 44' wide or stairways serving one dwelling unit may have one handrail (if not open on--both sides). Private stairways (1 tenant) need only have a handrail on one side if 30" or less in height. - Stairways with less than four risers that serve one individual dwelling unit need not have handrails. Handrails shall be 30" to 34" above nosing of treads and be continuous. Except for private stairways, at least one rail shall extend 6" beyond top and bottom risers. All stairs shall have handrails terminating in a newel or safety post. Section 3306(j). -'Note: Title 24 requires handrails on both sides to extend 12 inches beyond the top - nosing and 12 inches plus the tread width beyond the bottom nosing where disabled access is required. 147. The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more! than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Section 3306 (j). 144. Openings in the exterior wall below or within ( 10 feet horizontally of an exteripr exit .stairway in buildings over two storips shall be protected by a self-closing assembly having a three-fourths-hour rating, unress two separate - exterior stairways serve an I exterior exit balcony. Section 3306 (1). 149. Openings in exterior walls below or within 10 -feet, measured horizontally, of an exterior stair shall be protected by self-closing fire assemblies having a three-fourths-hour fire protection rating when the stair serves a floor level having openings in two or more floors below it. -See . exception above. Section 3306 (1). lt. Buildings four or more stories in height shall - % have a stairway numbering system àomplying with Section 3306 (q).. M. _CORRIDORS 11. Corridors and exterior exit balconies serving '( 10 or more occupants must be a minimum 44 inches wide and 7 feet high to the lowest projection. Section 3305 (b). When a corridor or exterior exit balcony is accessible to the handicapped, changes in elevation shall be made by means of a ramp. Section 3305 (f). l3. Corridors serving 30 or more occupants shall have walls and ceilings of one-hour construction except: Corridors greater than 30 feet wide when the occupants have an exitindependent from the corridor. Exterior sides of exterior exit balconies C. Corridor walls and ceilings need not be of fire-resistive construction within office spaces having an occupant load of 100 or less when the entire story in which the space is. located is equipped with an automatic sprinkler system throughout and smoke detectors are installed-within the corridor in accordance with their listing. Section 3305 (g). 151+. One-hour fire-rated corridors shall have door openings protected by tight-fitting smoke and draft control assemblies rated '20 minutes, except openings in interior walls of exterior exit balconies. Doors 'shall be maintained self-closing or be automatic-closing by action of a smoke detector per Section 4306 (b). Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 3305 (h). 1I5. Total area of all openings, except doors, in any portion of an interior corridor, shall not exceed 25 percent of the area of the corridor wall of the room which it is separating from the corridor. Such openings shall be protected by fixed, approved 1/4 inch thick wired glass installed in steel frames. Section 3305 (h). 16. Elevators serving more than two stories shall not open into required one-hour exit corridors unless protected by an approved smoke/draft control door system. In high, rise buildings refer to Section 1807 (h). Section 3305. 15\. Duct penetrations of fire-rated corridor walls ' and ceilings shall have fire dampers per Section 4306 (j). i t. One-hour corridors shall not be used as an integral part of a duct system. This includes the space above a dropped ceiling within the one-hour corridor. IJMC Section 706 (b)1 l9. Provide a complete architectural section of the corridor, and exterior exit blcony, showing all fire-resistive materials and details of construction for all floor,I walls, roof and all penetrations. Section 3305 (g). 1,0. Ceilings of combustible. materials cannot be suspended below the one-hour corridor c'piling. In types III or V construction fire retardant treated wood may be used. Section 3305 (g). Corridor walls may terminate at the ceiling only if the ceiling is an element of a one- hour fire-resistive floor or roof system. Section 3305 (g). When two exits are required, dad end corridors and exit balconies are limited to 20 feet. Section 3305 (e). N. EXIT SIGNS 1613. Exit signs are required for exits serving an occupant load exceeding 49. Show all required I exit sign locations. Section 3314 (a)j. it. Show that exits are lighted with at least one foot candle at floor level. Section 913 (a). i4s. Show that the power supply f6r exit t illumination and exit signs is provided by two separate circuits. (Occupant load exceeds 50 in I occupancies, 100 in H occupanciesand 300 in all others). Section 3313 (b) 1. It . Show separate sources of power for exit illumination and exit signs. (Occupant load exceeds 999 in A-1, 500 in A-2/2.1,1 750 in churches, 100 in I's 'and 500 lin B-2 occupancies used for retail sales or offices). Section 3313 (b) 2. I A7. The exit sign locations as shown are not adequate. 11 . Elevators shall be enclosed in a'one-hour shaft except in Type I and Type I II F.R. construction where the elevator shall be in a two hour shaft. Elevators in other than Group I occupancies need not be in a rated enclosure if serving only one adjacent floor. Section 1706. 16ó. Every opening into an elevator shaft enclosure / shall be protected by a self-closing fire assembly having a one-hour fire rating in one- hour shafts and one and one-half hours in two hour'shaftS. Section 1706. 1/0. Elevator shafts extending through more than two ( floor levels shall be vented to the outside. The area of vent shall be not less than 31/2% of the shaft area and a minimum of 3 square feet per elevator. Section 5104. 1711. Elevators in high rise buildings shall comply with Section 1807(b). it . Every elevator lobby or entrance area shall be provided with an approved smoke detector as required by Section 5103(b). 1c3. Doors other than the hoistway 'door and the I elevator car door are prohibited at the point of access to elevator car. Section 5106. it . Revise the number of elevator cars per hoistway enclosure to comply with Section 5103(a). 15. Provide notes, details or specifications.to show the elevator will comply with UBC Sections 5102-5106 and Title 24 Section 2-5102 through 2-5105. 116. Provide clear inside elevator car dimensions as I required by U.B.C. Section 5103(d) 6 and Title 24 2-5103(m). One elevator in buildings more than three stories or buildings where disabled access is required to upper level(s): 61 -8" by 4'-3" with a minimum clear opening width of 42". Elevators other than in (a) above serving an occupant load over 50 shall have a minimum inside platform of 5 feet 8 inches wide by 4 feet 6 inches deep. The minimum clear door width shall be 36 inches. Elevators other than in (a) above serving less than 50 occupants shall have a minimum inside platform of 4 feet 6 inches by 4 feet 6 inches and a minimum clear door width of 2 feet 8 inches. P. GLASS AND GLAZING 17g. Specify on the window schedule the glass type and thickness to show compliance with Table 54- A and B. 18. Glazing, in the same wall plane as a door, must 1 be safety glazing if within 12" of the door and ' less than 60" above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 6. 1. Glass in excess of 9 sq. ft. with the 1west ( edge less the 18 inches above a walking surface shall be safety glazing or shalif have a horizontal number not less than 1-1/2 inches in width and located between 24 and 36 inches above the walking surface. Section 5406 (d) 7. 18/). A fire-retardant roof covering isr / See exceptions under Section 3202 (b). 1. Specify roof pitch. 1. Roof pitch is not adequate for roof I specified. Specify minimum pitch of - 83 Specify roof material and application. 18 Specify ICBO, -U.L or other recognized listing approval number for roof materials not covered in UBC. Specify roof slope for drainage or design to support accumulated water. Section 3207 (a). 186 Show roof drains and overflows. Siz drains per Appendix D of UPC. Section 3207 a). , ib', .rovid d4.'fe,( ]7. Show th p e legal basis to allow roof drainage to ( flow onto the adjacent property. 18. Draft stop roof/ceiling area, atics, / mansards, overhangs, false fronts and s1imi1ar to limit area to 3,000 sq. ft. or 60 LF (9,000 sq. ft and 100 LF, if sprinklered). Section 2516(f). I B-2 and B-4-occupancies with over 50,000 sq. / ft. of undivided area and H occupancies over 15,000 sq. ft. of single floor area shall have smoke and heat vents per Section 3206. Provide skylight details to show compliance ( with Chapter 34 and Section 5207 or rovide ICBO or other recognized approval listing. 1.. Provide plastic roof panel details to show / compliance with Section 5206 or provide ICBO or other recognized approval listing. 192. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic hrea if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). 193 Provide a minimum 22" .x 30" attic access opening (or 30" x 30" if equipment is in attic). Section 3205 (c). I 11 R. gDING iø. Fire sprinklers are required for any story or basment when the floor area exceeds 1,500 sq. ft. and there is not provided at least 20 sq. ft. of opening entirely above the adjoining ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 3802 (b). Fire sprinklers are required in a basement if I any portion of a basement is more than 75 feet I from openings in an exterior wall. Section 3802 (b). Fire sprinklers are required at the top of / rubbish and linen chutes and in their terminal I rooms. Chutes extending through three or more floor shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section'3802 (b). Fire sprinklers are required in retail sales / rooms where the floor area exceeds 12,000 sq. ft. on any floor or .24,000 sq. ft. on all floors or in B-2 retail sales occupancies more than three stories in height. Section 3802. 191. Fire sprinklers are required in H occupancies / when exceeding the areas in Section 3802 (f). 1). Provide fire sprinklers .in drinking and dining ( establishments when the total area of unseparated rooms exceeds 5000 square feet. Section 3802 (c). ZQL. Provide fire sprinklers Section 506, 507, 508 or 3802. See also jurisdiction ordinance. 2(11. 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. 242. Provide class standpipes per Section 3807. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806. S. FXJNDATI0 203. rovide a copy of the project soil report repared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. F>Specifications pecify on the foundation plan or structural sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. 205. Provide a letter from the soils engineer confirming that the foundation plan,, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (When required by the soil report). 1.206. The foundation plan does not comply with the following soil report recommendation(s) for this project S Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. 65208 Note on the foundation plan that: "Prior to the contractor requesting a Building Department foundation inspection, the soils 7 engineer shall advise the Building Official in writing that: the 'building pad was prepared in' accordance with the soils report; the utility trenches have been properly backfilled and compacted, and; the foundation excavations, forming and reinforcement comply with the soils report and approved plan". 27. Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. 2/0. Show height of all foundation walls. Chapter ( 23. (~213? Show 'height of retained earth on all foundation walls. Chapter 23. 2. Show distance from foundation to edge of cut ( or fill slopes and show slope and heights of cuts and fills. Chapter 29. 21k. Note on the plans that wood shall be 6 inches above finish grade. Section 2516 (c) 7. 4/25/89 ' 12 211 Note on plans that / away from building ( and key elevations. 2 . Dimension foundations A)U MM 2I.A-U0CAflO0d1 FOR ITUD $CAM$O WW$-MpeoUU P.LOtAP.LNT1' I I I norI I POUNDAZOW T)d1$OF ,, Ip00Th0 I IOF PCOTh0 YIuIII IMMUSMIL fl)Ukb 1 I I I t".I I cc.c*m1 MAIY I F) I 6 I 6 i:.I• 6 I 12 I 210 1 &I I$I 1 l ,II I I 3 1 10 1 10 1 1*1 $ 2 'Wbm awzmal cosor frog cd an t4. Seaags ad fcaaiona i8a0 bc " nqukw I. 5acIc. 2M 4), Thp4 lada da 0oa Eq bi cLcPUW 60 dw eldvSks of ihe lop of 9w foad.i. *ansdwim .ay t $ ,oah sdas i 4ad a(booco. Fowwdsdow iti 0.17 I be. ruáad lao oçpi*j0.. tio If For buildings adjacent to slopes steeper than 3:1, note on the plans: "On graded sites, the -top of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent." Provide elevations on the site plan to show compliance. Section 2907 (d)5. 2/1. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. 2l. Show foundation bolt size and spacing. / Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 2907 (e). 2/9. Specify size, ICBO number and manufacturer of power driven pins. Show edge and end distance and spacing. Section 306 (f). 2. Show size, embedment and location of hold down ( anchors on foundation plan. Section 2303 (b) 4. .!Note on the plans that hold down anchors must I be tied in place prior to foundation inspection. Dand Show adequate footings under all bearing walls shear walls. Section 2907 (d). .e.-vi 2. Show stepped footings for slopes steeper than 1:10. Section 2907 (c). 24. Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12. inch clearance to bottom of girders. Section 2516 (9 (c) 2. brcc- b62wt5 d S,dMaz//A, Show pier size, spacing and depth into undisturbed soil. Table 29-A. 22A. Show minimum under floor access of 18 inches. by 24 inches. Section 2516 (c),2. 2j7. Show minimum under floor ventilation equal to f a 1 sq. ft. for each 150 sq. ft. of under floor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. 2(8. Specify that posts embedded in concrete shall I be pressure treated per USC Standard NO. 25- 12. Section 2516 (c) 1. MASONRY 29. Show veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, 4, 51 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints. 2O. Show height and construction details of all t masonry walls. Chapter 24. 2:11. Show floor and roof connections to masonry I walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater.. Cross grain tension or bending in wood ledgers is not permitted. Section 2312 (j) 3. A. 231a. Provide details for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1707 (d). 243. Show a minimum 2" air space and flashing t between planter and building walls. Section 2516 (c) 7. FRAMING Provide complete structural details on the / plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. 23,4. Provide minimum structural specifications on ( the plans to show that all structural materials will comply with the design calculations, and building code requirements. 231. Provide a special inspection section on the ( plans listing all structural elements requiring special inspection by U.B.C. Section 306. 2j7'. Where special inspection is required for I masonry, note on the plans that prism tests shall be performed in accordance with Section 2405. Section '2406(c)1. 218. Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced at each end and at least every 25 feet of length with 1 x 4 diagonal let-in braces or equivalent. Section 2517 (g) 3. surface water will drain and show drainage pattern Section 2905 (f). per Table 29-A. 4/25/89 - . '13 Section 302 (a) 7. 2iU. ,Specify all header sizes for opening over 4' (..•.wjde. Section 2517 (g) 5. 261 Provide calculations for main vertical and horizontal framing members and post footings. Section 302 (a) 7. - Ftr 23. Note cross bridging or blocking. Floor joists 24j. Show double top I and rafters 12" or more in depth shall be / splice. Section supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are 249. how nailing will held in line. Section 2506 (h). 25-Q. plate with minimum 48" lap 2517 (g) 2. be in compliance with Table / 40. Show blocking at end and at supports of floor joists, and for rafters at exterior walls. Section 2517 (d) 3. Lvall /p,- ZL/1. Show solid blocking at ridge line and at / exterior walls on trussed roofs. Section 2506 (h), Section 2517 (h). Show double joists. Floor joists shall be / doubled under bearing partitions running parallel with the joists. Section 2517 (d) 5. 73. Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joists. Section 2517 (d) 5. Show rafter ties. Rafter ties shall be spaced / not more than 4 feet on center and be just f above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 / (h)4. 2/15. Show rafter purlin braces to be not less than / 45 degrees to the horizontal. Section 2517 (h) 5. 246. Show 1/2" minimum clearance between top plate of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). (D47 Show or note fire stops at the following locations per Section 2516 (f): in concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall. at all interconnections between concealed vertical and horizontal spaces such as .occur at soffits, drop ceilings and cove ceilings; in concealed spaces between stair stringers at the top and bottom of the run and between studs along and in line with the run of stairs if the walls under the stairs are unfinished; and in openings around vents, pipes, 'ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. ()Show stud size and spacing. Maximum allowable stud heights; bearing wall: .2 x 4 and 2 x 6 max. 10'; non-bearing: 2 x 4 max. 141 , 2 x 6 max. 20'. Table 25-R-3. b - Io i Itwoo, cr-L - Show 3" x 4" or 2" x 6" studs in first story of three story building. Table 25-R-3. Studs supporting two floors, a roof and I ceiling must be 3 x 4 or 2 x 6 at 16" o.c. Table 25-R-3. () Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 306 (f). 204 ,IWI bear 2 4 Detail all post to basin and post to footing connections and reference the detail to the plan. Section 2516 (m). 2. Detail shear transfer connections, including I roof and floor diaphragms, to shear walls. Section 2513. Specify nail size and spacing for all shear I walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, J, K) and Section 4713 (d). 257. Provide truss details and truss calculations for this project. Specify on • the plans the truss identification numbers. Cs17 fc'Iic1 r.jf,5 th 4- I' 2. Provide roof framing plan and floor framing / plan. Section 302 (a) 7. 2 . Provide framing sections through 4/25/89 14 2. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 302 (a) 7. 261. Show on the plans all structural requirements / developed in the structural calculations. 26j. Columns and posts located on concrete or / masonry floors or decks exposed to the weather I or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of 'natural resistance to decay or treat wood is used. Section 2516 (c) 4. 25. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. 2. Specify plywood grade and panel identification / index. Table 25-N. 27. When roof pitch is less than 3:12, design ridge L as a beam. Section 2517 (h). 2f18. If foundation cripple wall studs are less than ( 14" framing shall be solid blocking. Section 2517 (g) 4. 49. Cripple wall studs exceeding 4 feet in height I shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4- 2 Show plywood sheathing over exposed eaves, or other weather exposed areas, is "bonded with exterior glue." Plywood used for exterior wall covering shall be the exterior type'. Section 2516 (g)3, 2516(i). 27j. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. 212. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). V. NI 27I. Parking garages shall have an unobstructed headroom clearance of not less than 7'-0" above the finish floor to any ceiling, beam, pipe or similar construction. Section 702 (b). 214. Show light and ventilation, for areas (. customarily used by people, will comply with Section 605. 275 Provide details of restrooms to show compliance with Section 510 (b), re$ardin floors, walls and showers. CWJ( S'b4Se.. 276. If both sexes will be employed and the number / of employees exceeds four, provide separate toilet facilities for men and women. If "both sexes will be employed and the total number of employees will not exceed four", and only one restroom is provided, note the words in quotation above on the floor plan. Section 705 ' I D277.277. how unenclosed floor and roof openingsJ open and glazed sides of landings and ramps, balconies or porches more than 30" above grade or floor, and roofs used for otherl than service to the building have 42" minimum 'height guardrail, through which a 6" Per' cannot pass, d designed for 20 lbs. per lin. for exit facilities serving more thai 50). Section 1711. Table 23-B. 27A. Provide platform and stage construction, including occupancy separations and roof vents, as per Chapter 39. 27/6. Provide at least one drinking fountain for each floor level in Group A occupancies. Section 605. 28A. Show that aisles and seats comply, with Sections 3315 and 3316. 281.. Buildings housing Group A Occupancies shall front directly upon or have access to a public street not less than 20 feet in width.1 The access to the public street shall be a minimum 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. The main entrance to 'the building shall be located on a public street or Ion the access way. Section 603. 42. Pedestrian walkway shall comply with Section 509. TITLE 24 HANDICAPPED ACCESS 283. Provide note and details on the plans to show .compliance with the enclosed Handicapped Access Check List. Handicapped access requirements may be more restrictive than the UBC. Th! CONSERVATION 2,4. Provide mechanical plans, plan details, ( calculations and completed forms to show compliance with state regulations for energy conservation. 4 15 1 The- 5' r 1ic-1 w ,4-A 5had 47. -, ..- 2&S. provide electrical I calculations and the I to show compliance energy conservation. plans, plan details, completed Form 5 or CF-5 with state regulations for 2. Incorporate in the plans or specifications the I attached "Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". Don Please see additional corrections, or remarks, the following page. p,,n77 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 check for your project. If you have any questions regarding these plan check items, please contact 44 CL..)tu-€.. at Esgil Corporation. Thank you. Enclosures: 1. 2. '24 r,vE 3. ') Ce-, s mur 2e / rn PeNre 9A) Ti1 P(N Is e) fl-,,u5 S/i eI 8rt/ O/Ni 4.7 4Ifr7 /4/h47 c,tI/ Z67c' A37Z' C 57 7z)Tgt) d tJI°I 1eVa 7 /c - LJA1, ecowoi, zi1 CA,k f -P -A eer- ,LeJw flos/o12 46 /z/ ,/2 / TITLE 24 HANDICAPPED ACCESS CORRECTION LIST A - eZS7 S N i -O &tJ._a PI.n C1. No. j_7 Item numbers circled beloware required for this project. See Title 24 2-110b.11. Circled items do not a1,plrto floors . which are not required to be han. dicappcd accessible. fld'rcnces to section numbers with prefix "2" arc to Title 24, Part 2 (State Building Code), 19S5 Edition. Prefix -J** is for Part 3 (State Electrical Code). Prefix "5" is for Part 5 (State Plumbing Code). Exemptions claimed for onY item shall be requested in writing and shall include all data needed to determine unreasonable hardship" as described in Section 2.422. SITE DEVELOPMENT (D HANDICAPPED PARKING SPACES See Approved Parking Plan for layout. (Fig. 2.71.1) Provide handicapped spaces. (2.7102a) Space shall be so located that handicapped persons are not com- pelled to wheel or walk behind parked cars other than their own. (2.7102c) Parking space shall be a minimum of 9 ft. x 18 ft. with adjacent n loading zone. Double space shalt be 23 ft. wide. (2.7102b, ig. 2.71-1) Maximum slope of parking surface in any direction shall not ex- ceed ¼" per foot. (2.7102d) Parking space(s) shall be Identified with the International Sym- bol of Accessibility on reflectorized sign affixed to post or wall. and Iso duplicated on parking surface (symbol tobe36'x36). .7102e). Entrance to parking facility or structure shall also have durable metal sign stating that unauthorized vehicle(s) parking in han- dicapped space(s) may be subject to tow-away. (2.7102e) Entrance to and vertical clearance within accessible level of park. ( ing structure shall be 8 EL 2 in. to any structural member, duct or pipe. (2.71021) CURB RAMPS •4- F a Curb ramps shall be located wherever pedestrian path crosses curb (2.7103a) Curb ramp shall be 48" mm. width (2.7103b) with maximum slope of 1 in 12. (2.7103c) A level 48" mm. depth landing is required at top of curb ramp over entire curb ramp width. (2.7103d) If no landing is provided, theslope of flared sides shalt not ex- ceed 1 in 12. (2-7103d) Surface is to bi slip resistant.(2.71031) Border markings shall be IT wide of 1/4"x '/' grooves. 3/i" apart, located at top and sides. (2.7103h) WALKS a. Site development and grading shall be designed to provide ac- cess to primary entrances and access to normal paths of travel and where necessary to provide access shall incorporate pedestrian ramps, curb ramps. etc. (2.7101a) () Walks slo at1 pe r ti (l in 20) must corn ply with ramp requirements of sect. 2-3307. (2.3325e Walk width shall be 48" minlm*im. (2.3325a) The maximum cross slope shall not exceed ,/' per foot. (2.3325a.3) I / Gratings are not allowed whenever possible. (2.3325b) 7. At each gate or door a 60" x 60" level area is required when the gate swings toward the walk. (2.3325e) A 24" clear space is required at strike side of. gate or door. f (2'3325c, Fig. 2.33.2) A 48" x 44" deep level area is required when the gate swings away ( from the walk. (2.3325e) 4. PEDESTRIAN RAMPS 'P A path of travel with a slope greater than 1 in 20 shalt be con- sidered a ramp. (2.3307a) The maximum slope shall be 1 in 12. (2.3307c) The width shall be 48" minimum. (2-3307b.3) A 60". intermediate landing is required at maximum elevation change o(30" and 72" landing at each change of direction (over 300). (2.3307d.1) Landings are required at top and bottom of ramps. (2-2307d-3) Bottom landing shall be minimum of 72' in the ircction of travel. (Fig. 2.33-1A) Top landing shall be 60" x 60" minimum. (2.3307d.2) When door swings onto top landing, m inmum depth of landing required is door width plus 42". (Fig. 2.33-1A) I. Top landing shall have 60" mm. width when door swings onto the landing, with 24" on strike side of door at exterior ramp, or 18" at interior ramp. (2.3307d.4) Ramp handraiis are required on each side of ramp, when slope exceeds 1 in 15. (2.3307e) Ramp handrails shall be continuous, located 30".34" in height above ramp Ssr(ace, with 12' extensions beyond top and bot- tom, and the ends returned. (2.3307e) I. Handrails shall be l.t/" to 2" cross section, spaced mm. of 1-1/s-from wall. (2.3307e) in. A T' high curb or wheel guide rail centered 3" plus/minus 1" above ramp surface is required on both sides where not other- wise bounded by walls when the ramp exceeds 10 feet in length. (2.3307h) 1. SPECIAL ACCESS LIFTS a. Lifts may be provided between levels, in lieu of elevator, when the vertical distance between landings, structural elevator, struc- tural design and safeguards are as allowed by the State of Califor- nia. Dept. of Industrial Relations, Div. of Occupational Safety and Health. (2.5106a) Pr i Itt' ,'yf p ra VI cr r free± 10 /€J( 64-c. i y kuiv\, DA 2/4/88 FLOORS HAZARDS a. floors of a given story shall be a common level throughout or a. Provide 80" headroom from walkway surface to any overhang, shall be connected by pedestrian ramps, passenger elevators, or Ing obstruction. (2.3326b) special access lifts, (2.522e). b: Headroom of 80" minimum shall be maintained for walks, cor- STAIRWAYS ridors, aisles. etc. (2-5221.2) a. Treads shall have smooth, rounded exposed edges and be slip resis- c. Protruding objects with leading edges between 27" and 80" above tant. (2.3306s.1) finished floor shall not protrude more than 4" into walks, cor- b. Nosing shall not project more than 1,/i" past face of the riser ridors, etc. (2-5221.1. Fig. 2.5.7) below. (2.3306s.2) d. Objects with protruding edges below 27" above finished floor may protrude any amount. (2.5221.1) C. Free standing objects mounted on posts between 27" and SO" above the floor may project a maximum of 12". (2.5221.1) 1. Abrupt changes in level exceeding 4" adjacent to walks, except between walks and adjacent streets or drives, shall be identified by 6" high warning curbs above walk surface. (2.3326a) ENTRANCES AND CIRCULATION 7. ENTRANCES, DOORS, VESTIBULES AND CORRIDORS All primary entrances to buildings shall be accessible to the han- dicapped. (2.33011) All raji_n1_uit doors shall have 32" dc pen ing at 900 (36" door). (2.3304e.1) '3,, - At least one of a pair of doors shall meet the miss. 32" clear en- trance width requirement. (2.3304e-3) Threshold shall be no higher than Va" above the floor. Edge to be beveled with a slope no greater than 1 in 2, if more than V4. (2.3304h-1. Fig. 2.33.5) Exterior level landing may slope up to 1/4 per foot in any direc- tion for surface drainage. (2-413) - C 9Door hardware shall be of the lever or push type, mounted 30' to 44" above the floor and be operable with a max. effort of 8.5 lbs. for exterior doors and S ibs, for interior doors. (2-3304c.3, 2.33041-2) g. The lower 10" of the door shall be of smooth, plane surface (no recess or trap) except at automatic and sliding doors. (2.3304m)° Building entrance(s) shall be identified by sign with the Inter. national Symbol of Accessibility. Show location on the plan. (2.522b.7) The symbol shall be a white figure on blue background. (2.522b.2) At turnstile, providean access gate, 32" clear width opening, within 30 feet of turnstile. (2-3304n) There shall be a clear area on each side of door, 60" deep in direc. ( tiort of door swing and 44' deep In opposite direction of door swing. (2.3304h.2) Width of clear area on the swing side of the door shall extend ( 24" past strike jamb for exterior doors and 18" past strike jamb for interior doors. (2.3304h.2) / The space between two consecutive doors (vestibule) shall pro. ( vide a miss, of 48' clear depth between the open door and a se- cond closed door. (2.3304h-2D, Fig. 2.33.5A) Doors in a series at a vestibule shall swing in the same direction, or away from the space between them. (2.3304h-2D) qs. Corridors shall be 44' minimum in width or as required by oc- cupant load. (2.3305b.1) js. For corridors over 200 feet long. see special requirements of Sec. 2-3305b.2. (Fig. 2.33.6) Risers shall be sufficiently solid. (2.3306s.3) The upper approach and lower tread of each flight of stairs shall be marked with a contrasting colored strip 2" In width. (2.3306r) On exterior stairs, each tread shall be marked as noted above. (2.3306r) 1. Handrails are required on each side of stairway. (2.3306j.2) Handrails sill be located 30" to 34" above nosing, extend 12" beyond top riser and 12" plus tread width beyond bottom nos- ing and returned to wall/newel post. (2.33061-2) Hand rails shall be 11/4-. to 2" in gripping cross section and 1¼" clear of wall. (2.3306j.2) 1. ELEVATORS' See Chapter 51 of UBC for car size, Passenger elevators in building other than those listed in Chapter 51 of UBC servih,'n occupant load of more than 50 shall have a ear size 68" wide by 51" deep, with a mm. clear opening width of 36". (2-5103m.2B1) Passenger elevators in buildintp other than those listed in Chapter 51 of UBC serving an occupant loud of 50 or less shall have a car size of 54'. wide by 54" deep with a minimum clear opening width of 32". (2.5103m.202, 3) Raised Braille marking and Arabic numerals arc required on con- trol buttons and door jambs. (2.5103m) SANITARY FACILITIES 1 TOILET FACILITIES ACCESS When located on accessible floors, sanitary facilities shall be made accessible to physically handicapped. (2.51 la-3) ( Doorways shall have 32" minimum clear width. (2.511a-SA) There shall be a level area with 60? clear depth in the direction ( of the door swing, and a level area with 44" clear depth in op- posite direction of door swing. (2.511a.5B) MULTIPLE ACCOMODATION TOILET FACILITIES a. Provide clear area 60" diameter x 27" high'. or clear space 56" x 63" a 27" high. (2'511a.6A) b, Doors (other than handicap compartment) are not to encroach more than 12" into above mentioned clear space. (2.5112.6A) Provide 23" clear space between water closet and fixture or 32" clear space between water closet and wall. (2-511 a-613) A43 long clear space is required in front of water closet. A 60" clear space is required when the toilet compartment has a side door. (2.511a.613) Water closet compartment door to provide 32" clear width for end entry and 34" clear width for side entç. Door to be self. closing and swing out. (2-511a-6C) - C( It s'-ie f457 uif boll's cc,6/e !s -41 tS ia-1,(e4. DA 2/4/88 SINGLE ACCOMODATION TOILET FACILITIES Water closet shall be located 2.8" from a fixture or 32" from a. wall. (2-511 a-7. Fig. 2.5.IA) bA ?iinimum clear space In front of water closet shall be 48". / (2-511 a-7, Fig. 2-5-IA) ,E. In an existing building, a single accommodation toilet facility / may have a space 36" wide x 48" long in Front of water closet. (2.511a.7, Fig. 2.5-IC) 014. CRAB BARS AT WATER CLOSET (Dne at sl.ong extcndinn front of water closet: one at rearQ4ong centered on water closet; both mounted 33"3.bove floor. (2.511a'SA) ob Bars shall be 11/4" to 1'/s'• In diameter with 1¼" clearance to wall. (2.511a-88) Bar fasteners and mounting support shall be able to withstand 250 lbs./ft. In bending, shear and tension. (2.511a.8C) 7WATER CLOSET /. Height of water doset seat shall be ir to 19" above floor. (5.1502) () The force required t& activate the flush valve shall be 5 lbs. max- imum. (5.1502) 4. URINALS Where urinals are provided, the rim of at least one shall project 14" from the wall and be located 17" maximum above floor. (5.1503a) The force required to activate the flush valve shall be 5 lbs. max- imum and located 44' maximum above floor. (5.1503b) Provide 30" x 48" clear floor space for forward, approach. (2.511b.4) yl. LAVATORIES ( a. Provide 30" x 48" clear floor space for forward approach. Said clear floor space may include knee and toe space under lavatory described below. (2-511 WA) b. Provide clear space beneath lavatories 29" high by 30" wide by 8" deep (knee space) and 9" high from the floor by 30" wide by 17" deep from front of lavatory (toe space). (54504a) e Hot water and drain pipes under lavatories shall be insulated. (5.I504b) Faucet controls and operating mechanism (operable with one hand) shall be of the type not requiring tight grasping, pinching or twisting of the wrist and an operating force not exceeding 5 lbs. (5.1504c) C. Self-closing valves to remain open for at least 10 si.'conds. (.5-1504e) I8. TOILET ROOM ACCESSORIES Mirror bottom edge shall be located 40 maximum above floor. (2.511b.18). Toilet tissue dispensers shall be mounted within 12" From the front edge of toilet seat. (2.511b.3, Fig. 2.5-IA) Operating parts of dispensing and disposal fixtures (towels, waste, coin slots, etc.) shall be within 40' of floor. (2.511b.2) 19. SANITARY FACILITIES IDENTIFICATION a. On door%vays leading to sanitary facilities the symbols to be pro- vided are 12" Equilateral Triangle for men. 12" Diameter Cir- cle for women, and ¼" thick, centered on door, 60" high con- trasting color. (2.511a.5C) 2. BATHING FACILITIES a. One such facility shall comply when provided for the public, clients or employees. (2.511a.9) b.. Shower compartment shall be42" wide, 48" deep, with a 36" wide entrance. (2.511a.9A1) c. Note on the plans that the handicappped bathing facilities shall conform to requirements of Sect. 2.511a.9, 5-1505-B and 5-1506. GENERAL REQUIREMENTS fi. DRINKING FOUNTAIN The alcove in which the water fountain is located shall be not less than 32" wide by 18" deep. (2i51 le, Fig. 2.5.3) Note on the plans that drinking fountain shall conform to re- quirements of Sec. 2.511c and 5.1507. 2. PUBLIC TELEPHONE S Provide space 30" x 48" for forward or parallel approach to telephone. (2.511d2) Note on the plans that public telephones shall conform to re- quirements of See. 2-511d. 4.' ELECTRICAL REQUIREMENTS a. 15, 20 and 30 amp. receptacle outlets shall be installed not less than 12" above floor. (3.210.50e) b. Center of switch shall be located not less than 36" nor more than 48" above the floor. (3.380.8c) GROUP A OCCUPANCY REQUIREMENTS AUDITORIUMS, ASSEMBLY HALLS, THEATERS., ETC. Seating and toilet facilities for the handicapped shall be accessi- ble from the main lobby or primary entrance. (2.611b.1) This structure requires wheelchair seating spaces. (2-611b.IA1) Each wheelchair space shall be 60" x 30" and level. (2.611b-1A2) When the seating capacity exceeds 300, the wheelchair spaces shall be in more than one location. (2-611b.1A2) This structure requires seats for semi-ambulant per- sons. Clear leg space shall be at least 24". (2-61 lb.113) Stages, enclosed and unenclosed platforms, orchestra pits, ticket booths, and refreshment sales facilities shall be made accessible. (2.61 lb-2, 3) DA 2/4/88 2€. STADIUMS. GRANDSTANDS. BLEACHERS. PAVILIONS, / GYMNASIUMS This facility requires wheelchair seating spaces. (2-611c-1) When the seating capacity exceeds 300. the wheelchair spaces shall be in more than one location. (2.611b.1A2) e. Ticket booths must be accessible from both sides. (2.611c.2) d. Participation areas such as ball courts, exercise rooms, tracks and clubrooms must be accessible. (2.611c.3.4) e. Spectator and participant sanitary and locker facilities must con- form to the requirements of Chapter 2-5. (2.611c5) t DININC, BANQUET AND BAR FACILITIES Access shall be provided at primary entrances. (2.611d-l) Wheelchair access shall be provided to all areas where each type of functional activity occurs. (2.611d.2) This facility requires wheelchair seating spaces. (2-611 d-3) The ratio of removable seating arranged to permit use by wheelchair occupants is I per 20 and based upon the total number of seats provided. (2.61 Id-3) a. At least one wheelchair seating space shall be provided for each dining, banquet and bar area. (2.611d.3) f. Access to wheelchair seating spaces shall be provided by 36' minimum clear width main aisles. (2.61ld.3) g. Cafeteria line aisles shall be a minimum of 36" clear width. (2.611d-4) h. Access to food preparation areas shall comply with provisions for entrance doors and doorways contained in Sect. 2.3304. (2.611d.6) I. Restrooms and power rooms shall conform to the requirements In Sect. 2.511. (2.611d.5) 2k. RELIGIOUS FACILITIES Sanctuary areas shall be accessible. (2611e.l) Provide ___________ wheelchair seating spaces in the sanctuary. Use Section 2-611b-IA. (2.61lb.LA) e. Provide wheelchair access to raised platforms, choir rooms, choir lofts, performing areas and other similar areas. (2.611e.I13) d. Assembly area; shall be made accessible. (2.611e.2) a. Enclosed and unenclosed platforms and stages in assembly areas shall be made accessible. (2.611e.2) F. Classrooms and offices shall have entry doors that conform to Chapter 33. (2.611e-3) g. Sanitary facilities shall conform to the requirements of Chapter 2.5. (2.611e-1) GROUP B OCCUPANCY REQUIREMENTS Group B occupancies used for assembly purposes but having an occupant load of less than 50 shall conform to all the requirements for Group A oc cupancies covered in Section 2.611. (24#12d) 2. BUSINESS AND PROFESSIONAL OFFICES. PERSONAL ANb I PUBLIC SERVICE FACILITIES Client and visitor areas, office areas and related toilet rooms shall be made accessible. (2.712b.2A) Conferenci rooms, counseling rooms or cubicles and similar areas shall be made accessible. (2.712b.2B) Employee work areas shall have a 36" minimum clear access. (2.712b.2C) 26. SALES FACILITIES General sales, display and office areas together with related toilet rooms must be accessible, (2.712b.3A) Sales employee workstations shall be located on accessible levels. Employee work areas shall be accessible to employees in wheelchairs, and the customer side of sales or checkout stations shall be accessible, (2.712b.3B) This facility requires check stands accessible to the physically handicapped, based upon I for S checkstartds or less, 2 for 9 or more. (2.712b.3C) Where quick check stands are provided, at least one shall be Sc. cessible. (2.712b.3C) Check stands shall be made accessible by providing a 36" aisle on the customer side of the stand, (2.712b.3C) F. Accessible check stands shall be identified by the International Symbol of Accessibility and shall state. "This check stand to b open at all times for disabled customers'. (2.712b.3C) 3. RETAIL GROCERY STORES (Requirements are stated in AB 179, "- effective July 1, 1984.) Toilet rooms must be provided for the public In stores contain- ing more than 20,000 sq. ft. of floor space. The toilet rooms for the public may be the same as those provid- ed for the employees. Separate facilities shall be provided for each sex. Handicapped requirements shall be satisfied. Doors shall be self closing. Hand washing facilities shall be provided in or adjacent to toilet rooms and shall be equipped with hot and cold water. Hand washing detergent and sanitary towels or hot-air blowers shall be provided in permanently installed dispensing devices. 3. SHOPPING CART THEFT PREVENTION BARRIERS Public entrances and exits shall be accessible to and usable by the handicapped. (2.712b.3E1) - Barriers shall provide a 32" clear width opening for handicap. pad ingress and agree. (2.712b.3E2) Note on the plans that shopping cart theft prevention barriers shall comply with the requirements of Sect. 2.712b.3E. DA 2/4/88 32. FITTING OR DRESSING ROOMS Where fitting/dressing rooms are provided for male or female customers, one for each type shall be usable by the physically handicapped. (2.712b.3F) Minimum dimension of room shall be 60' z 60'. (2.712b.3F) C. Bottom of the mirror shall be located within 20" of the floor. (2.712b.3F) d. Height of clothing hooks shall not be greater than 48'S from the floor. (2.712b-3F) 3. POLICE DEPARTMENT, LAW ENFORCEMENTrFIRE DEPART- MENT FACILITIES AND COURTROOMS Office areas, conference rooms, classrooms, dispatch rooms and similar areas and related sanitary facilities shall be accessible. (2.712b.64) Detention area visitor rooms shall be made accessible. (2.712b.6B) At least one detention cell facility with supporting sanitary facilities shall be made accessible. (2.712b.6C) Courtroom areas including judges' chambers and bench, counsel tables, jury box, witness stand and public seating areas shall be made accessible. (2.712b.6D) FACTORIES Major or principal floor areas shall be made acible. (2.712c.2A) Office areas shall be made accessible. (2.712c.IB) Sanitary facilities serving the above shall be made accessible. (2-712c-IC) WAREHOUSES Warehousing areas which are located on the floor nearest grade shall be made accessible. (2.712c.2A) Warehousing areas on other floors that are provided with access by level entry, ramp or elevator shall be made accessible. (2.71 2c.2A) Office areas shall be accessible. (2.712c.2B) Sanitary facilities serving the above be made accessible. (2.712c.2C) CROUP R.l HOTEL, MOTEL AND DORMITORY OCCUPANCY REQUIREMENTS Applies to privately and publicly funded hotels, motels and dormitory / buildings and complexes. (2.1213a) Provide guest room(s) or dormitory room(s) together with their sanitary facilities that arc acccssible to and usable by the physically handicapped. (2.1213a.l) Hotel, motel and dormitory bathrooms beyond those required in item "a" above need not comply with the provisions of Sec. 2.121343 provided all bathroom entrance doors have a clear open- ing width of 32 inches and are sliding or swing out from bathroom. (2.I213d Exception 1) Every entry, opening or passage door opening to any area must have a 32" mm, clear opening. (2.1213a.2) Public and common use rooms shall be made accessible. (2.1213a.3) Recreational facilities including swimming pools shall comply with Sections 2.611c and 2-1107a. (2-I213a.4) 1. Bathroom entrance doorways shall have an 18" clear space to the side of the strike edge of the door on the swing side of the door. (2.1213d.1) g. When accommodations are provided with kitchen units, at least one and no less than one for every25 of such accommodations provided, shall comply relative to accessible kitchen facilities with subsection 2.1213b.2,3,4. (2.1213 a.5) - ADDITIONS, ALTERATIONS AND REPAIRS TO EXISTING BUILDINGS. (2-llob.1154) 3b. The area of specific addition, alteration and/or repair, shall comply with the provisions of this Code. The primary entrance to the building and path of travel to the specific area shall be accessible to the handicapped persons. Restrooms, water fountains, and public telephones which serve said specific area shall be accessible to handicapped persons. Information regarding handicapped accessiblity shall be posted In lobby-per Sec. 2.522b.8 DA 2/4/88 Date: 5/ii/ Jurisdiction 'Prepared by: Bldg. Dept. VALUATION AND PLAN CHECK FEE 0 Esgil PLAN CHECK NO._ BUILDING ADDRESS APPLICANT/CONTACT 8.4 PHONE NO. '!-3?.5- BUILDING OCCUPANCY -_&?-// DESIGNER PHONE_____________ TYPE OF CONSTRUCTION CONTRACTOR PHONE___________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE L1 17 7) c- - Air _Conditioning ____________________ —__Commercial - -7 700 - Residential Res. or Comm. Fire_S'orinklers Total Value /.c7,c Building Permit Fee. $ $ Plan Check Fee $ COMMENTS: SHEET I OF1 12/87 ELECTRICAL PLAN crici _____ PLAN NUMBER: 17 ,X Submit complete electrical plans and specifications. ,I Submit plan showing location of all services. Submit complete one-line diagram of - service and feeders. X/o/ V. r4 rd? ar 4e.l-4I? Indicate the grounding system to be installed for building service. Indicate ampere interrupting capacities (AIC) of service and subservice equipment. NEC 230-65/110-9. 6 Indicate sizes of fuses and/or circuit breakers. 7. Indicate fuse symbols to show fault currents are limited to 10,000. amps on branch circuits. i.e. JJii, LCL. () If fuses are not used to limit fault currents on branch circuits to 10,000 amps, specify method to be used. Submit plan showing location of all switchboards. 3.6. Indicate dimension of switchboards and control panels rated 1200 amperes or more. NEC 110-16(c). Submit plan . showing location of. all transformers. Indicate the grounding system to be installed for transformers. NEC 250- 26(c). : 5//O/59 DVWK'AX AN (WfUR: 0 OWEN DIUAX DARRELL PORRIS014 Provide overcurrent protection on the secondary side of transformers. NEC 240- 21/384-16(d). 14. Submit plan showing location of all panels. SSubmit panel schedules. WI//F /o-'JC, ).6Specify conduit and wire sizes. 17. Specify aluminum or copper conductors and type of insulation. Show approximate length of feeders. )I. Specify electrode conductor size and type wire. (aluminum or copper) () Submit electrical load calculations. Indicate existing service size. ) Indicate existing building load. ?Indicate new additional loads. s". Indicate wiring method. Show exit signs on the electrical lighting plan. Note: Power for exit lights and emergency lighting must conform to the 1985 USC Sections 3313 and 3314. ()Proide receptacle(s) within 25' of the roof mounted A/C units. UMC Section 509. () Provide multiple switch lighting controls per CAC, Title 24, 2-5319. Any questions on electrical please contact the plan checker shown above, at Esgil Corporation at (619) 560-1468. Thank you. Ita V if a ivi rI) )/1ih1Vfrr2 5/z. ' /2 Cd. keck le pe ard,' 1t eui. 08/31/87 ENGINEERING CHECKLIST CO LEGAL REQUIREMENTS > Site Plan a) ta) a) — +, .4- rD rj ( LEGEND IR( Item Complete Item Incomplete - Needs 0 Your Action 1,2,3 Number in circle indicates plancheck number that deficiency was identified Date: 5-23--8q Plan Check No. 3906/7 Project Address: 2575fl6/ico Project Name: Field Check Date: By: I. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway and percent (%) grade and drainage patterns. Provide legal description of property. 14 • Provide assessor's parcel number-. MO I. PERMITS REQUIRED Grading 5. Grading permit required. (Separate submittal to Engineering Department required for Grading Permit). 6. Grading plans in plan check PE 7. Need the following completed prior to building permit issuance: Grading plans signed. Grading permit issued. Grading completed. Certification letter and compaction reports submitted. Grading inspected and permit signed off by City Inspector. 8. Right-of-Way Permit required for work in public right-of--way (e.g., driveway approach, sidewalk, connection to water main, etc). 9. Industrial Waste Permit application required. To be filled out completely and returned to Development Processing. FEES REQUIRED 11 Park-in-Lieu fees required. Quadrant: -, Fee Per Unit: -, Total Fee: - Traffic impact -fee required. Fee Per Unit: -, Total Fee: Bridge and Thoroughfare fee required Fee Per Unit: , Total Fee: Public facilities fee required. Facilities management fee required. Additional EDU's requid: 1.53 Sewer connection fee: '/g/3 Sewer permit no. Sewer lateral required: REMARKS: a,-r Io -71E ==> ZSox iôrjcfX- / 1&,r r° 0. K. to i -- - Date: If you have any questions about any of the above items identified on this plan check, please call the Development Processing Department at 438-1161. ' %ON _: (D igo vi D • • a) C) a) C) .> > C) C) C) .$ 4 Quo o_ a. o PLANNING CHECKLIST sc- / to-Cf Plan Check No. -_17 Address Z5? P'c Pico Type of of Project and Use 0c. Zone Rf - G (o) Use Allowed? YES )( NO Setback: Front Side Rear Facilities Management Zone I School District: San Dieguito Encinitas Carlsbad San Marcos Discretionary Action Required YES NO Type 5oP<c-&(A) Environmental Required YES NO Landscape Plan Required YES NO Comments C 550 c.- c r CoastaLPermitequired YES NO OK TO ISSUE DATE pt T- '' r - - - - - .,p- -. - &,. - . .r. ,- ", -1. 2560 ORION WAY CARLSBAD, CA 92008 TELEPHONE (619) 931-2121 QCitp at (adbab FIRE DEPARTMENT PAGE-i OF _/ APPROVED DISAPPROVED PLAN CHECK REPORT PLAN CHECK# PROJECT ________________________ ADDRESS 2s-'7s- ARCHITECT 'A( k S. PPL.&LSOD.J ADDRESS SAA.I PHONE 32cRi(J OWNER .r)- - ADDRESS ('cLsRAr) PHONE 729-,39615 - OCCUPANCY / CONST. -J AJ TOTAL SQ. FT. 10 1' I I STORIES DSPRINKLEREDV$-TENANTIMP. 2750 APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, 'AND PERMITS Provide one copy of: floor plan(s); site plan; sheets Provide two site plans showing the location of all existing fire hydrants Vwithin 200 feet of the project. .~L... 3. Provide specifications for the following: (T/9il_ h.iZ. 4€ Permits are required for the installation of all fire protection systems (sprinklers, stand pipes, dry chemical, halon, CO2, alarms,y n$) Plan must be approved by the fire department prior to installation. - The business owner shVaIl complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT V The following fire protection systems are required: Automatic fire sprinklers (Design Criteria: V o Dry Chemical, Halon, CO2 (Location: Stand Pipes (Type: - - D -Fire Alarm (Type/Location: - 7. Fire Extinguisher Requirements: - One 2A rated ABC extinguisher for each o000 sq. ft. or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of, travel. - - An extinguisher with a minimiim rating of to be located: V Other: 2A) cct-t o Additional fire hydrant(s) shall be provided i1.i P,-/) P1 a - EXITS Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. V L 10. A sign stating, "This door to remain unlocked during business hours" shall be placed above the main exit and doors J+I4Y—t tA-T' L il I i iL k "1 '( AT i L TYPF i i. ?ILT ___V1V1 EXIT signs (6" x 3/4 " letters) shall be placed over all required exirts and directional signs located as necessary to clearly indicate the location of exit doors. V GENERAL Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. V Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. - V 'L...14. Additional Requirements. 0)4 /)(/J V 114 /Lc ,?,) /2,4 -I 15. Comply with regulations on attached sheet(s). - V Plan Examiner ___________________________________________________________ Date _q Report mailed to architect _______ Met with - V -Attach to Plans L- .i... .- TH&A Engineering and Code Consultants 3439 Meadow View Drive Oceanside, CA. 92054 (619) 722-8723 JOB SHEET NO. (4 O CALCULATED BY :Tz /'f DATE CHECKED BY DATE SCALE DATE CHECKED BY oa ? U 0 1? X' SHEET NO. OF CALCULATED Br I'IK DATE - SCALE LIXIVL I I I I TH&A Engineering and Code Consultants 3439 Meadow View Drive Oceanside, CA. 92054 (619) 722-8723 ____ 08 gc7ç pico TH&A _______ SHEET NO. OF Engineering and Code Consultants 3439 Meadow View Drive . CALCULATED 9Y__________________ DATE Z - Oceanside, CA. 92054 CHECKED BY______________________ DATE (619) 722-8723 SCALE TH&A 2S- JeO pico. tCk' — Engineering and Code Consultants SHEET NO OF 3439 Meadow View Drive CALCULATED BY DATE_________________ Oceanside, CA. 92054 CHECKED BY________________________ DATE - (619) 722-8723 SCALE______________________________ VA 23. PFd _ :1 1W -- JUN 6 '89 15:31 FROM TRUS JOIST SAN DiEGO TO #CHINO ENG PRGE.O2 Date 06-06-9 TRUS JOIST CORPORATION AE Sales Automation Prooraes 7,5,i Time 16:09;49 Salesman's No.; xxxxx Salesman's Name: Seifir: TRA45 Est.-mate Na.: Scratch Pad Job Name; PlO PICO OFFiCE Pan Title: FLOOR Building Code: LSBC NON RES FLOOR Stress 1007. Live Load; 50.0 psi Dead Loads 20.0 9sf Partition; 20.0 psi Nailed Floor Type Live Load Stress Dead Load width Starting Point CONE 750 lbs 125 650 lbs 2- 6.00 irom LT End i Add;tan to picmon Load 0 ot 0 2. V- 0.00 4ros Ed 'Rep1aing 49iication Load ,Mark Series Pro. ii Doth' .. G.C. He PL IMPORTANT! The analysis pre;r.ted beIo is output from software developed by Trus Joist Corporation. Allowable product values shown are in accordance with current Trus Joist Corporation eaterials and code accepted design v a I u s . The specific product apIication, input design Ioadsnd stated dimensions have been provided by others, have not, been chezed for ronforaance with the design drawings of the building, and have not been rieed by Trus Joist Corporation Engineering. Web stiftners reçuired at 2.5 Design Allow. Control; V 2391 < 2656 I11 LEFT end SPAN 1 vnder 125Z stress TOTAL !Gad f. 6545 < 10301 1571 NID SPAN i under 100 stress TOTAL load 0.367 < 0.400 L1638 SPAN i under LIVE Load ,.- A IS' 6.00 .7 Lu LIVE LOAD DEFLECTION D 0.367 TOTAL LOAD ON ALL MEMBERS FOR STRESS I257. V 2391 -1349 R 23i 1349 7.582 0 0 0.667 DEAD LOAD V . 1087 -603 R 1087 603 PS 3413 0. 0 IJI and !CROL4N are registered tradeaark; of TWd9 JOIST CORPORATION. 714 indicates a trademark of TRUS JOIST CORPORATION. (< 31647 -1 t UP 7/61 . 12•31 , 1* '. MAR 20 '89 12:06 FROM TRUS JOIST SAN DIEGO TO UCHINO ENG FAGE.002 Date 03-21-1989 jRus:JQ1sTcoRPoRAT1!j PE Sales Automation Programs v2.5.1 Time 11:1200 Salesman's No.: xuxx Salesman's Name: Specifier: JAY Estimate'No.: scratch Pad Job Name: PlO PICO OFF. Pane Title: FLOUR Building Code: (JC NUN RES FLOOR Stress: IOOX Live Load: 50.0 psf Dead Load: 20.0 psf Partition: 20.0 psf Blued Floor N Rep Mark Series _Pro.0 Depth o.c. Nee PL 1 TJlOX*JO1ST:_!ARA 1 pcs. 16.0 Y - 120 - IMPORTANT! The analysis presented below is output from software developed by Trus Joist Corporation. Allowable product values shown are in accordance with current Trus Joist Corporation materials and code accepted design values. The specific product application4 input design loads and stated dimensions have been provided by others4 have not been checked for conformance with the design drawings of the building, and have not been reviewed by Trus Joist Corporation Engineering, Design Allow, Control: V 1170 ( 2125 1821 LEFT end SPAN 1 under 1001 stress TOTAL load N 5704 < 6635 1161 MID SPAN 1 under 100X stress TOTAL load -' 0 0.373 < 0.400 11627 SPAN 1 under LIVE Load A 19'- 6.00. Lu 44.7 LIVE LOAD DEFLECTION 0 0.373 TOTAL LOAD ON ALL MEMBERS FOR STRESS 1007. 1170 -1170 R 1170 1170 N 5704 0 0 0 0.672 DEAD LOAD V 520 -520 R 520 520 N 2535 0 0 TJI and MICROLAN are registered trademarks of TRUS JOIST CORPORATION. TN indicates a trademark of TRUS JOIST CORPORATION. LUMBER SPECIFICATIONS TRUSS SPAN 47- .00 SINGLE MEMBER FORCES H LOAD DURATION INCREASE = 1.25 1 1= -1855 8 1= 0 N j= -1626 SIZE SPECIE GRADE MEMBER(S) SPACED 24.0' O.C. I 2= -5350 B 2= 3632 N 2- 2353 TOP CHORDS: . 1 3 -7852 8 3= 5850 N 3= -2432 2x 6 OF #1 1- 7 LOADING 1 4= -9155 8 4- 8800 N 4= 1655 8011DM CHORDS: LL + DL ON TOO CHORD - 30.0 PSF 1 5= -8998 B 5- 9417 N 5- -1822 2x 6 OF #1 1- 8 DL ON BOTTOM CHORD = 5.0 PSF 1 6= -7038 B 6= 8420 N 6= 1194 WEBS: TOTAL LOAD - 35.0 PSF 1 7- -2807 B 7- 5405 W 7- -1123 $ 2x 4 HF CON 15 B 8: 0 N 8= 418 2x 4 HF STAND 1. 3. 5-12. N 9- -307 14.15 W10= -489 * 2x 4 HF STUD 2. 4. 13 . Nil- 657 1412= -1579 OFF PANEL SPLICE NOTE: 1413= 1828 Off panel point splices are located 1414- -2914 at 1/5 the panel length. +1- 6' at - 1415= 3123 either end of the panel indicated. 1415- -1628 •• Jo '•'¼ 7) LEFT - 1645 RIGHT - 1545 BEARING AREA REQUIRED (SO. IN) JOINT 9 2.63 OF / 4.06 HF CL STRUCTURAL TRUSS INC. . CERTIFIED INSPECTION JOINT 17 2.63 OF / 4 06 HF 3 K ) ICBO #AA=513 ® IN STRICT ACCORDANCE WITH UBC 2517 PREFABRICATED 12 0.25 C-5.50.4(S) c-5.50.46) C-5.50.4(S) C-2 . 5x 4.3 (NS) C-2.56 (NS) C-2.50.7 C-2 . 5x4 .3 INS) C-46(AS) C-30.7 C-3x9.4 C-3xg,4 -i cat Cn Ic; C-2.50.7 C-2.56 0[5' 2x Bik C-2.50.7 C-1.50.4ft-1.5x3.4 C-3x11.9 C3X9.4 018-5.5x13.6(AS) CNIB-9x17.9(AS) -6-0 B. C. C-2.5x4.3(NS) C-2.5x4.3(NS) 2-6-0 B C extension CNIB-9x17.96) CNI8-9x17.9 (S) exteision 47-00-00 Scale: 3/16 JOB NAME: STRUCTURAL TRUSS: WORTHING WARNINGS: General Notes, unless otherwise rioted: FILE NO.: FR-47-36/24-35 Notes an d War ing ns b lore construction of trusses. I. Design to support I. Read all General t loads as shown. Builder and erection contractor should be. advised at all General 2. Design assumes the top anti bottom chords to he laterally braced at 30 Notes and Warnings before construction commences. o.c. and at 12-0 o.c. respectively. 1x3 compression web bracing must be installed whore Shown +. . 2.4 Impact brutgrng or lateral britcrrrct recommended s',trare shown DATE: 4/28/89 lrrstaila ion ot truss is the responsibili p of the resoeclise contractor. All lateral (urea resisting elements such as temporary and permanent s Design assumes trusses are to be used in a non-corrosue environment. REF.: 25-1 DES. BY: JAG bracing. must be designed and provided by designer or complete and are for dry condition of use. structure. Cornpatras assumes no responsibility for Such bracing. 6. Design assumes iuii beating .11 all supports shown Slum or werigri it CompuTrus Inc. No toad should be applied to any component until alter all bracing and necessary. Design assianes aCiocrr5riO diainarje rS presided tustoners are complete, and at no time should any toads greeter than piaies iecate laces truss their stiati be on lxiii o act tjlacect so cenier SEQ.: 110091 design loads be applied to any component. - lir,es coincide with joint center . unurnuciurvuit. evcr,rcorsG. Compatras has no control over and assumes no 'espansibitity tar the 9 Digits indicate size oi plate i, inches. - tubricalian, handling. shipment and Installation at components. 0 For basic dcsiqrr values o' itro Comrulrus Plate. ificticated Isp tire reelu 2 Ver4 .02 T. This design is tarnished subject to the limitations on truss designs set see i.CBO. Fi.R 4211. tarth by the Truss Ptate Institute! "Bracing Wood Trusses. BWT.76". it The Computrus Net Section Plate is indicated lire prelx 'CM. tire designator (18) indicates 18 material is used. All olhers are 20 ha, - ga. copy 01 which wilt be tarnished by Compatrus upon request. LUMIIER SPECIFICATIONS TRUSS SPAN 47 - 00 ' SINGLE MEMBER FORCES H LOAD DURATION INCREASE = 1.25 T 1= -1055 8 1= 0 H 1= -1528 SIZE SPECIE GRADE MENDER(S) SPACED 24.0 O.C. 1 2- -5350 8 2- 3832 H 2- 2353 TOP CHORDS: I 3= -7852 B 3= 8860 H 3= -2432 2x 6 OF SI 1- 7 LOADING T 4- -9155 B 4- 8800 H 4- 1565 BOTTOM CHORDS: 2x 6 OF 11 1- 8 WEBS: LL + DL ON TOP CHORD - 30.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD - 35.0 PSF 1 5- -8998 9 5- 9417 N 5- -1822 T 6= -7038 8 5= 8420 W 6= 1194 '1 7- -2807 B 7- 5405 H 7- -1123 $ 2x4 HF CON 15 88= 0 WO= 418 2x 4 HF STAND 1. 3, 5-12. W 9- -307 14, 16 * z 1410= -489 2x 4 HF STUD a 4. 13 806 WII- 657 OFF PANEL SPLICE NOTE: located EXP/31/9)) 1412= -1579 1413= 1826 Off panel point splices are 1414- -2914 at 1/5 the panel length. +1- the Indicated. either end of panel 6 at HIS- 3123 W16- -1628 LEFT - 1645 RI GIlT - 1645 BEARING AREA REQUIRED (SQ. IN) JOINT 9 2.63 OF / 4.06 HF JOINT 17 2.63 OF / 4.06 HF TRUSS H. CL CERTIFIED INSPECTION e STRUCTURAL Alt 20'-0° and 21'-0" spans, Plates shown in [ ). ICBO #AA"513 ® IN STRICT ACCORDANCE WITH UBC 25-17 12 PREFABRICATED . 0.25 r- -[C-3x7.7] v[C-2.5x61 . C-5.50.46) C-5.50.40 C-30.7 C-5.5x9.4(S) I C-2.5x4.3(NS) C-2.56(NS) 5x7 7 C \C2.5x4.3 (NS) -4x6(AS) C-3x9.4 C-3x9.4 ____ ____________________________________________________________ of fl-1.5x3.4 C-2.50.7 7 C-3x11.9 C-3x9.4 x13.6(AS) 9x1/.Y(AS)C-I.5x3.4 7B.C. 2-6-0 B.C. ______C-2.5x4.3(NS)C-25x4.3(NS) 2-6-0 extension CNIB-9x17.9(S) NIB-9x17.9(S) Jr extey onn 47-00-00 Scale: 3/16 C-1.5x2.61 JOB NAME: STRUCTURAL TRUSS: WORTHING FILE NO.: FR-47-36/24-35 WARNINGS, General Notes. t,fl rw lec 0hirehr noted: I. Read all Genera? Notes and Warnings before construction of trusses. 1. Design to spport loans as shown, Buflder and erection conlreclor should be advised of all General 2. IJecign .rsnurncs the top and bottOm chords hr he L-nlensiiy braced at 3-0" - Notes and Warnings before construction commences. 0 C. and at 12-0 0 C. respecinvoly. DATE: 4/28/99 .2x4 ImprIqr g or lateral hrncnng nenxunrrrcndccl compression web bracing nwsl be Installed where shown + 3 2 wi,eract i,rr shown 1" 4 lrrSiiiairon of truss s tire rc51.r0fl511).iriy 01 tirererrireclivo contractor All lateral force resisting elements Such as temporary end permanent 5 Design nss(,rrres trusses are mr be rised in a ,rrjrr.con,1r50 enrrrronnrrei, bracing, must be designed end prontded by designer at complete ,rrrd are ton 'tiny corrdntrorn" 1,1 REF.: 25-1 DES. BY: JAG structure. Computrus assumes no responsibility for seth bracing. 6 Design assunrnes lull beaning at Oil supports sirOs'n Slrrnr or wecirjrr if /ompuTrus Inc. bracing r'OCCSSOry. S. No load should be applied to any con.ponenf until often all and fasteners are complete, and at no time should any loads greater then 7. Desrgn asstnnr'rr actor-pale tirnrn.'co is orov,cicd. Plates lachs SEQ.: 110084 8. shalt be located on bn,nlir of truss. ar,ct placed so their Crni0r design toads be applied to any component. hoes concncin, with jonnri center tin es. Er)Gr,rrc,reo . COuruncesrrsmru3 Computrus has no control over and assumes no responsibility for the 9 jti0ii5 ndicie size 01 pirnie rr rrrr:trcs fabrication, handling. shipment and Installation of components. to, 1'o baync dc5nc?ni values of itr Connrpulrus Plate. nnrdreaied by he prefix ver4 .02 This design I, furnished subject lathe ttn,ifclions on truss designs sal "C". see l.C.I3.0. R F4,421 1. forth by the Truss Plate Institute In "Bracing Wood Trusses, 8ws.7&", it. the Comprjinus Net Section 1131C, is indicated by the prefix 'CN'. lire a copy of which will be furnished by Compuirus upon request. dcTrgnaior (18) rrdrcates 18 ga. maleniat is insert. All oihCrS are 20 cja r It LUMBER SPECIFICATIONS TRUSS SPAN 47'- .00 SINGLE MEMBER FGPCES H LOAD OUDAIION INCOEASE = 1.25 T 1= -1055 B 1= 0 H j= -1628 SIZE SPECIE GRADE MEMBER(S) SPACED 24.0 O.C. T 2- -5350 8 2- 3832 H 2- 2363 TOP CHORUS: 1 3= -7052 B 3= 6850 H 3= -2432 2x 6 OF #1 1- 7 LOADING - . T 4- -9155 B 4- 8800 H 4- 1665 BOTTOM CHORDS: LL + DL ON TOP CHORD - 30.0 PSF . 1 § -8998 9 5 9417 N 5- -1822 2x 6 OF #1 1- B DL ON BOTTOM CHORD = 5.0 PSF SIr"=- T 6= -7036 8 6 0420 H 6= 1194 $ 2x 4 HF WEBS: CON 15 - TOTAL LOAD - 35 0 PSF 1 7 -2807 8 7 5405 H 7- -1123 2x 4 HF STAND 1. 3. 5-12, , . N 9 307 14. 16 r..E2/- I K \ 1410= -489 * 2x 4 HF STUD 2. 4.13 1411- 657 N12= -1579 OFF PANEL SPLICE NOTE: NO. / 1413= 1628 Off pane] point splices are located . ' Exp 1414- -2914 at 1/5 the panel length. +1- 6 at . / 1415- 3123 either end of the panel Indicated. ' \/j, 1416- -1628 OF LEFT - 1645 RIGHT - 1645 BEARING AREA REQUIRED (SO. IN) JOINT 9 2.63 OF / 4.06 HF JOINT 17 2.63 OF / 4.05 HF STRUCTURALTRUSS iNC. AltI6'-O" , 17'-O", 181-0"and CERTIFIED INSPECTION e 191 stubs, Plates shown in E ]. ICBO#AA-513 IN STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATED '0. 25 LC-3x6[[ C-1x2.6] C-5.50.46) C-5.50.4(S) c 5x4 3(NS) C 2.5x6(NS) C-46 (AS) C-30.4 C-3x9.4 c,I cat cal (" ft-1.5x3 .4 C-2.5x7.7 C-2.56it. O5° \21 Blk 0.5 C-2.50.7 3x11.9 CC-30.4 C -5 5 x13.6(AS) CN -9x C-1.5x3.4 -6-0 B.C. [C-2.5x6] c 2. C-2.5x4.3(NS) 5x4.3 (NS) 7 2-6-0 B.C. extension / CNth-9x17.9(S) CNIO-9x17.90 exterion L[c-3X6] 47-00-00 Scale: 3/16 JOB NAME: STRUCTURAL TRUSS: WORTHING WARNINGS, General Notes, unless oiirerw,5e noted. FILE NO.: FR-47-35/24-35 5. Reed .11 General Notes and WarnIngs before construction of trusses. 2. Builder and erectIon contractor should be advised 01 all General I Design to support toads as strown. 2. Design castaneT tire lop and IK,iirerl chords to be laicra'ly braced at 3 •0 DATE: 4/28/89 Nale and Warnings before construction commences. 3. Ix3 compression web bracing must be Installed whore shown + O.0 and ci 12-0 o c. respeelrvely. 2rr4 t,ntazrci baktging or lateral bracing ,ccomnoandetl wtuc show's , 4 4 irrd.ltlit On ol trusTs lire rf 1ssrileify 1 Ih ,csI,e,:tive corriracior. All lateral loree resisting elements such as temporary and permenanl s üc,si nss,nr,oc iri,,aes arc it, be rrscd inn ncr,, r.r,r,OTvO flrwr,orr,rre.r,t. REF.: 25-1 DES. BY: JAG bracIng, must be desIgned and provided by dnslgner at complete slructure. Comperlrus assumes no responsibility Ira such bracing. and are for dry cr,r,riiiun r,l ,rr4'. 6 Design tsss,urres 1,4 l,eanrrcj at 1t suppO,t.cdrrrss,r 51s,s or wectcp, ci /yTr us inc. 110085 No load should be applied to any component onit) oiler all bracing and tastene,, are complete, and at no time should any toads greater than rrrCCSsIJy. 7 Design assicrrres acJcrrato rtaicage is ptowd"d 8 PlaIds shall be tocate on boll, laces o truss. ir,r,l placed so their center uu'cU, ..c,ur',rro ' crrcrcrcor.c . couc-urro 5n5,IuT SEQ.: design toads be applied to any component. lines coincide w,ih jeirt conIC, S. Computrus has no control over and assumes no responsibility to, the fabrtcatiorr. handling, shipment and installation of components. 9 t)igris indicate sins 01 plate in ir,ct,es. to I or basic rtcscor, calves 01 itre Coroputrus Plate. rrthcaled by tire p.0t= I ill Ver4 .02 7. This design is furnished subject lathe limitations on truss designs set bc-tb by the Truss Plate Institute In "Bracing Wood Trusses, BWT.78=. C. see-t.C.B.O. II Hr.421 I. ii 1 he Cornpulrus Net Serliors liatis is indrcated b1 the prefix CM. lire designator (18) rndccates 18 pa. material is used. .ti others are 20 pa. a copy of which mlii be furnished by-Compuirus upon request. LUMBER SPECIFICATIONS TRUSS SPAN 47— 00' SINGLE ME'10E11 FORCES H LOAD DURATION INCItEASE = 1.25 1 1= —1855 8 1= 0 W 1= —1528 SIZE SPECIE GRADE MEMBER(S) SPACED 24.O O.C. 1 2- -5350 8 2- 3832 N 2- . 2353 TOP CHORDS: - 1 3 —7852 B 3= 6860 N 3= -2432 2x 6 OF #1 1- 7 LOADING I 4 -9155 8 4- 8800 N 4— 1865 BOTTOM CHORDS: LL 1' DL ON TOP CHORD - 30.0 PSF 1 s- -8998 0 5- 9417 N s- -1822 2* 6 OF #1 1- 8 DL ON BOTTOM CHORD = 5.0 PSF T 5= -7038 8 6= 8420 N 6= 1194 WEBS: TOTAL LOAD - 35.0 PSF I 7- -2807 B 7- 5405 N 7- -1123 $ 2* 4 HF CON 15 2* 4 HF STAND 1. 3, 5'12. 14. 16 5'4''k /9"N• JCi.>\ 8 5= 0 N 8= 418 N 9 -307 WIO= -489 * 2* 4 HF STUD a 4,i3 f/c//)/.\ j\ ,'-:,•-.' W11' 657 OFF PANEL SPLICE 'iOTE. r jfl jy ri tifO /h\,p5 W12= -1579 N13= 1828 Off pane] point splices are located ft -ir W14- -2914 at 1/5 the pane] length. 1'!— 6 at \ .\ Exp.L/31"9' ,'. /) W15 3123 either end of the panel Indicated. V 5 —1628 \\ ii EWG\57" LEFT - 1645 RIGHT - 1645 OF C1¼L' BEARING AREA REDIJIRED (SO. IN) JOINT 9 2.53 OF / 4.06 HF STRUCTURAL TRUSS INC. JOINT 17 2.63 OF / 4.05 HF CL CERTIFIED INSPECTION IS ICBO#AA513 Alt 131_0r, 14'-0" and 15'-0" stub, Plates shown IN STRICT ACCORDANCE [ WITH UBC 25-17 PREFABRICATED 12 0.25 f C_2.5x6] rF C 4x61 \ C-5.5X9.4(S) \ I C-5.5x9.4(S) - - C-3x7.7 C5.5X9.4(S) 2.5x4.3 (NS) C-2.56(NS) C-2.5x7.7 C-2 5x6 ( C-3M.9 / C-394 C-2.50.7 C-2.56 CNIBT5.5x13.6(AS) CN18-9xi7AS[C1 2-6-0 B. C. C-2.5x4.3(NS) C-2.5x4.3(NS) 2-6-0 B.0 extension ,' . CNIS-9x179(SJ CNIO-9xl7.90 [C-1.5x2.6] extejsion 47-00-00 Scale: 3/16 JOB NAME: STRUCTURAL TRUSS: WORTHING FILE NO FR-47-36/24-35 WARNINOSr General Notes, robyn otllerwir.e onted. I Read all General Note, and Warnings before construction of trusses. I. Oesigrr to s.rppurl kuLs as slormo Builder and erection contractor stroutd be advised of all General 2. Ocyign asyrorres tire top and l,oiiom chords to ire intr'raity braced at 30 Note, and Warnings before construction commences. o.c. and at 17.0 0 C. resrecbvdy. DATE: 4/28/89 1*3 conrpresnlon web bracing most be installed where show. +. Alt lateral force ,enisiing etenrents such an temporary and permanent s Ucsrcyr assumes torsOs are lam ftc uyod in a atom, c,,a,casm=c flfl1r00rr.r,rrt. REF.: 25-1 DES. BY: JAG bracing, must be designed and provided by dsstgner of complete adore icr, day romrrtilinn . stnmclure. Computrars ansunmes no responsibility br such brrrcing. 6. Design ocsimres tilt bearumcj itt all suittyoris niros.o Shire or weltite at [ompuTrus Inc 110086 flCCO55i1tV. S. No load should be applied to any component unfit ettr all or acing and lasloner, are complete, and at no time should any toads greater than les all IXI locate( on t,olh I il: reds tiara amber Ps U I t 0 C osr,rr, ur.aur'rsn. SEO .: design loads be applied to any component. Imes couatj" will, joint cpr,tra ti,rps Er,Garurorrre COuPulfo sosumus S. compulrus has no control over and assumes no responsibility to, the 9 Urgits indicate sOc of pinie iii imhes. tabricatlon, handling. shipment and Installation of components. to. Foe basmc deuqra values 01 llama Comnpuiruy Plate. iraitacated by lire pretra Ver4 .02 y, This design is furnished subject to the limitations an truss designs sot C see tCB.O. Ii R.,42 It. loath by the Truss Plate Institute mr "gracing Wood Trusses. BWT.16" II. lite Corvrputrus Net Seetrom, Plato as indrczttrrd try the pretax CN. the a copy at which will be furnished by Computrus upon request. desagatator (18) indicates 18 1a. maiermbai as lasea All (mttip.r5 are 20 go LUMBER spEcrFIcAr1oNs - -- - TOUSS S1'.M 47 .OY SINGLE MEMBER FORCES H LOAD DURATION INCREASE = 3.25 1 1 -1855 B t= 0 N 1 -1520 SIZE SPECIE GRADE MEMBER (S) SPACED 24.0 D.C. 1 2- -5350 B 2- 3832 N 2- 2363 TOP CHORDS: T 3= -7652 8 3= 5850 N 3= -2432 2x 6 OF #1 - 7 LOADING T 4- -9155 8 4- 8800 N 4- 1855 BOTTOM CHORDS: LL + DL ON TOP CHORD - 30.0 PSF 1 5 -8998 8 5- 9417 N 5- -1822 2x 5 OF •l I- B DL ON BOTTOM CHORD = 5.0 PSF T 5= -7038 8 5= 8420 N 6= 1194 WEBS: TOTAL LOAD - 35.0 PSF 1 7- -2807 8 7- 5405 W 7- -1123 $ 2x 4 HF CON 15 B 8= 0 N 8= 418 01 N 9- -307 2x 4 HF STAND 1. 3. 5-12. _---4> .. . /':i L. JO111 \ 5110= -489 14. 16 * 2x 4 HF STUD a 4. 13 /<),,t 5111- 657 SPLICE NOTE: W12= -1579 (/zI /,,f )Lt\C\\\ W13= 1628 OFF PANEL Off pane] point splices are located :O 5114- -2914 at /5 the pane] length. +1- it 6 at - // I j 5115= 3123 .. , either end of the pane] indicated. \\-\ 1.JJ 5116- -1628 \ \. \\ cf:'-'j rNG% . / LEFT - 1645 RIGHT - 1645 BEARING AREA REQUIRED (SD. IN) JOINT 9 2.63 OF / 4.06 HF 17 2.63 OF / 4.06 HF r_A.ai STRUCTURAL TRUSS INC. JOINT Alt 101 -0", 11 -0 and 12'-O stubs plates shown ci. CERTIFIEC) INSPECTION IS ICBO#AA.513 in [ ]. IN STRICT ACCORDANCE WITH UBC 25.17 PREFABRICATED 12 0.25 [C-2.5x7.7J---1 [C-lx2.6] C-5.50.46)1C-.5xg.4(S) C-2 .5x4 .3 INS) -5x5 (NS) C-3x7 .7 C-2.50 .7 C-2 5x6 CD 50 ( C-2.50.7 C-2.56 0.5 2x Bik 5x7 C-2..7 j C-3x1L9 _ / C-30.4 018-5.5M CNI8-9x11.9(AS) [C-2.5x7.7] I C-1.50.4 2-6-0 B.C. C-2.5x4.3(NS) C-2.5x4.3(NS) C- 3x6 2-6-0 B C L Xtzj. extension : CNIB-9x17.9(S) CN1O-9x17.9(5) exte sion 47-00-00 Scale 3/15 JOB NAME: STRUCTURAL TRUSS: WORTHING WARNINGS: General Notes, unlesS otherwise noleri. FILE NO FR-47-36/24-35 I. Read all General Notes and warnings before construction of trusses. I Design In support loads as sirwn 2. BuIlder and erection contractor should be advised of all General 2. Oczrgrr irssurrres lire lop and lejllcyn chords to be laterally braced at 30 DATE: 4/28/89 Notes and Warnings before construction commenCes. 0 C. and at 120 0 C. SPfld10l*j. 3 compression web bracing MU31 be Installed wirer, shown +it V 4. Installa ion of lidnr is tile 1f-tyT,1s1h='1~ Ihc,e7qecfi-,e.co-I,a~:foY 4.Al I er an REF.: 25-1 DES. BY: JAG bracing, must be designed end pronided by designer ot cornpieie and are br dry commUnion of Irse. structure. Computrus assumes no mnsprrnlbiIIiy for such bracing. 5 tlesicym assrrrrres lull bearrng al all suppolls Shonsn rmrr or wed tori /\C[ImptiThis Inc S. No toad should be applied to any component urrllt after all bracing end •reCCS5llIr. ..• fasteners ate complete. and at no time should any toads greeter then • itales placed s iirr Cornier ..urarrrJns on, . EsGr . r SEO.: 110087 designtoads applied 00 any component. ir es coincide wriir ourl core, lines,£1 no Co OU C SYSTEMS 0. Compuirus has no control oner and assumes no responsibility for the 9 Dignls indicate 'ni,c p1 piale mm irrcires, fabrication. handling. shipment and inslallaiion of components. 0 To, basic dn.-actn uaiues o' lire Corrnpuirus Pale. i,nrinea!oii by the preiru ••3 see t.0 3.0 Ii I1 '12i I. Ver4 .02 -61 7. This design is furnished subject lathe tlrnlialtons on truss designs set Y_1111- forth by the Truss Plate institute In Bracing Wood Trusses. gwl.ys", ii lIre Corrprrlrus Nil Ser.horm I tales ncirr-.aled try lire cycle CM. lire cicrgnalor (ifl) rrrcincaios Ill on. rmrnstoirnit Is rrscri All olirers are 20 pa a copy 01 which will be lu,elshed by Compulrus upon request. a LUMBER SPECIFICATIONS TRUSS SPAN 47- .00 SIHOLE MEMBER FORCES H LOAD OIIPATIOM INCREASE = 1.25 r i= --iR5,i B I= 0 W 3= -1628 SIZE SPECIE GRADE MEMBER(S) SPACED 24.0 O.C. '1 2- -5350 B 2- 3832 H 2- 2363 TOP CHORDS: T 3= -7052 B 3= 6860 N 3= 2432 2x 6 OF III 1- 7 . LUAO[NG T 4- -9155 B 4- 8500 N 4- 1865 BOTTOM CHORDS: LL + DL ON TOP CHORD - 30.0 PSF T 5- -8998 8 5- 9417 H 5- -1822 2x 5 OF 11 1- 8 DL ON BOTTOM CHORD = 5.0 PSF 1 5= -7038 8 6= 8420 N 5= 1194 WEBS: TOTAL LOAD - 35.0 PSF '".:T 7- -2007 8 7- 5405 N 7- -1123 $2x4 HF CON 15 i' 08= 0 W8= 416 2x 4 HF STAND 1. 3. 5-12. ,"• -ESS:o1 N 9- -307 14. 16 j WIO= -489 * 2x 4 HF STUD 2. 4. 13 Nil- 557 - OFF PANEL SPLICE NOTE: . lf7i'//rA.J Wt3= 1628 \ \ oft pane] point splices are located 11cuI W14- -2914 at 1/5 the pane] length. f/- 6 at fl.I )(/41'I0'.t.l W15- 3123 either end of the panel Indicated. \ ' i4/31/9- /. / MIS- -1628 LEFT - 1645 RIGHT - 1645 '\ \I BEARING AREA P.EOULRED 150. IN JOINT 9 2.63 OF / 4.06 HF e STRUCTURALTRUSS'NC. '--'---' JOINT 17 2.53 OF! 4.05 HF CL CERTIFIED INPFCT(ON tS ICBO#AA-53 Alt 6'-O", 7O", W-131"and 9'-O" stubs, Plates ® IN STRICT ACCORDANCE shown in [ J. WITH UBC 25-17 PREFABRICATED 12 If 0.25 [C-2.5x7.7(NS)] C-5.50.4(S)\ C-5.50.4(S) C-30.7 C-2.50.7 C-2.56 C-5.50.4(S) C-2.5x4.3(NS) C-2.56(NS) 1.5 + ~I:. 5 0 " I ~S' /' ft-1.0.4 C-2.50.7 C-2.56 0.5' 2x Bik C-2.5 .7 \ C-3x119 fl C-3x9.4 CNI8-5.5x13.5(AS) CNI8-9x11.9(AS) [C-2.5x6] \ \ C-1.50.4 2-6-0 B.C. C-2.5x43(NS) C-2.5x43(NS) [C_3x11.9}___X 2-6-0 B.C.' extension CNIB 9xPA (S) CNIO 9x17 9(5) [C -1.5x2.61 exteysion 47-00-00 Scale: 3/15 JOB NAME: STRUCTURAL TRUSS: WORTHING WARNINGS: General Notes. u.lCss tl,wio toted. FILE NO FR-47-36/24-35 I. Read all General Notes and Warnings before construction of busses. t. Design to support toads rt s as rJ.wn. 2. Builder and :: , action contractor should be advised 01 all General 2. Desi unns gn assr tile he e top and Idotiom chords to iatcaily braced at 30" Motes and Warnings before construction commences. Or., anti at 12'.0- 0 C. reSpa.lrvC4y. DATE: 4/28/89 3. 10 compressIon, web bracIng must be irr,tnlied whore shown +. 3 2.4 twr, 4. All lateral force resisting element, such as temporary arid permanent Ow Design nss.urrcs lru5e5 art, in Ire us 'I d in a ru,.i c,uirovc cirvrro,,nnr,t biasing, mast be designed and provided by designer 01 complete y,,ti are tot 'dry Cr)nrhl,Orr' ot rr.zt REF.: 25-1 DES. BY: JAG structure. Computru, assumes no responsibility for such biasing. 6 Llcsrgrr assumes lull br.annej at alt supponis 51s*r, Star, or weulpa it [umnuTru Inc S. No toad should be applied to any component until alter alt bracing and necessary. I" ti-age is plo-Adr.d. SEO 110088 05e,: d:baIIdIanyomponn are complete. and at no time should any loads Wester then on lartl i at phrced so hoer c dIe ri C c a tte' r0 cod. S design PP lines r.or C (tI with Or I center I Cs. 8. Computnns has no control over and assumes no responsibility for the 9 Digits indicate si,o 1)1 plate hr inchen. lebrlcalton, handling, shipment and Installation at components. 10 For basic desiqn .alups 01 the Cornputrus Ptale. rn.bcaicd by tire preSs Ver4 .02 i. This design is furnished subject to the limitations on truSs designs set "C". see iL.8.O. 1111.4211, lorlh by the Truss Ptele Institute In "Bracing Wood Trusses, BWT78", I. lire Corripuirus Net Section l'laic is irdeated by the prehn tire a copy 01 sehlds wilt be furnished by Computrus upon request. designator (18) inctir.iles 18 ntis. material is used All others are 20 pa. LUMBER SPECIFICATIONS TRUSS SPAN 47- .00" SINGLE MEMBER FORCES •H LOAD OUflATlON INCREASE = 1.25 1 1= -1855 B 1= 0 N 1= -1528 SIZE SPECIE GRADE MEMBER(S) SPACED 24.0" O.C. 1 2- -5350 8 2- 3832 N 2- 2363 TOP CHORUS: 1 3= -7052 B 3= 6860 N 3= -2432 2x 6 OF it 1- 7 LOADING 1 4- -9155 B 4- 8800 W 4- 1865 BOTTOM CHORDS: LL + DL ON TOP CHORD - 30.0 PSI' T S- -8998 B 5- 9417 N 5- -1822 2x 6 OF If I- B DL ON BOTTOM CHORD = 5.0 PSI' T 6= -7038 8 6= 8420 N 6= 1194 WEBS: $ HF COW 15 2x 4 TOTAL LOAD - 35.0 PSI' 1 7- -2807 B 7- 5405 N 7- -1123 2x 4 HF STAND 1. 3. 5-12. ' iiTjc' r.• 8 8= 0 N 8= 418 N 9- -307 14 16 1' .) WIO= -489 * 2x 4 HF STUD 2. 4. 13 /1:j?' NIl- 657 OFF PANEL SPLICE NOTE nSO6 j'1 H12= -1579 Off panel Point splices are located . I 1/ W13= 1626 W14- -2914 at 1/5 the pane] length. +1- either end or the panel indicated. 6" at Em . 3/31/91. 123.1) W15" 3123 . W16- -1628 LEFT - 1645 RIGHT - 1645 'F CM\' BEARING AREA REDUIRED (SD. IN) JOINT 9 2.63 OF / 4.06 HF JOINT 17 2.63 OF / 4.06 HF 1•Aa.a4 STRUCTURALTmluss(NC. ICLI CERTIFIED INp.crIoN ICBO#AAOt3 Alt 3t01l, 4'0 and 5'-0" stubs, Plates shown in STRICT ACCORDANCE IN WITH UBC 25-17 PREFABRICATED i2 .25 U. 30 [C-3x6(NS)j JC-l.5x2.6] x9.4(S) extension : Ct418-9x17.9(S) CNI8-9x17 .9(S) [C-2. 5x6] extepsion 47-00-00 Scale: 3/16" JOB NAME: STRUCTURAL TRUSS: WORTHING FILE NO FR-47-35/24-35 WARNINGS. General Notes, unless oll,etw(. noloci. I. Road all General Notes and Warnings beta,e construction of 1181583. I Design In suppoll loads as shown 2. lder and erection contractor should be advised of .11 General 2. Design sn,nes (I.e lop and hello.. clolds in Ir iI.ally maced at 30 Notes and Warnings baton, co,nn,eoco,. or. and at 2.0 oc. Cspet:tveiy. construction DATE 4/28/89 cIo;Pene IsI;o;b ulust be Installed who shown iaP it 1 1)111. 1)0< trill i' IIW r~n is of C All orce, REF .: 25-1 DES. BY: JAG b.nclng. buSt be designed and plovlded by dnIpno ot CO1lp101O 0.41 010 lOt thy c lilton .4 iso sl,,,cwn. Compolus assumes no responsibility tor such btoving. 6 I)coqn ass.nncs Intl ilnlQ nt a) sutnols :.tss. Slimy vote it 1ocnpu1i"us Inc. 110089 b. No load ,?,00id be applied In any component mull nIlet all b.octnq end u150..Sa.y. ln.sl000,s are complete, and also time should any Inads yreelni root Usigi' 0s........S ndxnne tir;ui:ijc .c )UOvJ=si t.I4tlll00S IrUSS. SEO doslytsloads be applied IC any compoonnl. 0. .11 IJ.CV(1 SO IS. COOS VIC . B. Compulu., has no cI.OI cent and nssumes no rn.puoeihll,ly In, tlte 9 flIps r41,cao 500 of (11.111) I.. tub, lcalfuo. handily. uhlp1enI end it5lotln2le 1,1 cotspene=Is. (I' I ,i b)).r. I kurtrt '1115.0 l lu Coruttit ilS'. s' lra.il it, II i.che ver4 .02 . ;. This eulgnts lu,nI,ld s,.bjnd to the limlietion, onioSS dtspnn sot C. SI'S IC 11.0 11 V.4211 forth by tholons Plato institute In "IItnclng Wood 1,1,5555.80116. 11 Co..pult.,. ilOt bccllyt I 01) 5 ilC8l0 I 0'C l'1)l, tN. i.e a copy of n1sIch will be Iu,nishod.by Compul.us upon request. IlesIgrIalo (Ill) ojn:ales ((1 tt .00,0115 ,t, 1) Ilo.sa,o 20 (a LUMBER SPECIFICATIONS WUSS SPAN .7'- 00' SINGLE MENREB FORCES H LOAD DUflATiO.' INCIlEASE = .1.25 1 1- .th5 B i= o w A= -1628 SIZE SPECIE GRADE MEMBER(S) SPACED 240' D.C. T 2- -5350 9 2- 3832 N 2- 2353 TOP cOnOs: T 3= -7852 B 3= 5960 N 3= -2432 2x 5 OF SI 1- 7 LOADING T 4- -9(55 5 4- 8000 N 4- 1955 BOTTOM CHORDS: LL + DL ON TOP CHORD - 30.0 PSF 1 5- -8999 B 5- 9411 N 5- -1822 2x 6 OF SI 1- 8 DL ON BOTTOM CHORD 5.0 PSF T 5= -7038 8 6n 8420 N 5= 1194 WEBS: TOTAL LOAD - 35.0 PSF 1 7- -2807 B 7- 5405 H 7- -1123 $ 2x 4 HF CON 15 - B 8= 0 H 8= 418 2x 4 HF STAND 1. 3. 5-12, H 9- -307 14.16 HIO= -489 * 2x 4 lIP STUD 2. 4. 13 Nh- 557 W12= -1579 OFF PANEL SPLICE NOTE: ,.-;();.z W13= 1828 Off pane) point splices are located .e'.s>-7'-'2' •., - W14- -2914 at 1/5 the panel length. +1- 6 at N- - W15= 3123 either end of the pane) indicated. W16 -1628 / C) , LEFT - 1645 RIGHT - 1545 1 / /1 BEARING AREA REQUIRED (SO. IN) JOINT 9 2.63 OF / 4.05 HF JOINT 11 2.63 OF / 4.05 HF - . TRUrS INC. CERTIFIED STRUCTUFiAL INSPECTOH ee ICBO #AA-513 IN STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATED 12 Alt l'—O" and 2'-0" stubs, Plates shown in [ 1. C-5.5x9.4(S) C-5.50.4(S)[C-3xll.9] C-30.7 C-2.50.7 -2.56 C5.5x9.4(5) C'-2.5x11.3(NS) C-2.56(NS) EC-4x6 (_501 IS& ft1 C-2..7 7 C-2. 5x6 7 CNi8-5.5xR6& c-! E ___/4.5XI4 B. C. extension CNIB 9x17 9(S) CN1U 9x17 9(5) [C-1.5x2.6)— exte sion 47-00-00 Scale: 3/16 JOB NAME: STRUCTURAL TRUSS: WORTHING WARNINGS: General Notes. urilecs 01 crwvc oole<i FILE NO.: FR-47-36/24-35 I. Rued all General Notes and Warnings before construction of trusses. I t)csig'r In Sn,Il5'l loads as slrt,vn 2. Builder and erection connector should be advised of .11 Cenerni 2 Oengrr ass. rrel Il.is lop zest lityltfin, Ci.cncOi to l's I..ic.ully i-eared ni 31) Notes and Warnings before construction comr005cns. or.. anti at 20 or:. resplizeily DATE: 4/28/89 4.AiIiateI force resisting etemen such 6s temporary and pnrmeflent REF 25-I DES BY JAG brecteg. roust be designed and- prirelded by desIgner 01 complete midion tot fy coreiiliort 01 one. Computrus assumes no responsibility for such bracing. 6 Ina,ctl e I,n be, ii -u iø s onatic to ci o wi-clot' $ ruchrre. [ornpuTrus nc testeurers are complete, and at no time should any toads greeter than Dc-ago assrtr.fss lciraIc rl.rtiec,jun..eietl SEQ.: 110090 design loads be applied to eny component. B all t.uiI.iar.c.. buss. out placed so fbi, ceui'i. .i-.'-so ' coururor sesr,srs Computrus ties no control over and assumes no responsibility to, the 9 O.qtls intlicaic size of plate in inches. tobriceilon. hendling. shipment and Installation 01 components, to I-cit basic dcsiotr values cliv Cornpul.ui Pinlo. oshcalcct by the p.el.0 Ver4 .02 This design is tarnished sub act lathe iln,liotions on truss designs set "C", see l,C,fiO n 71i42 it, - forth by the Truss Plate tnsitiuie In "flreci.rg Wood Trusses. ewe.7s-', ii. the Corepultus i-tel Section Plat"is rnd,r,aicd b he psel.s 'CN' . bite a copy of which will be furnished by Computrus upon request. cfcagnalo. (in) rochr.ales Itt on mabu,ai 5 nyc. All othors arc 20 cia 4, BENTON ENGINEERING, INC. APPLIED SOIl. MECHANICS - FOUNDATIONS eplo RUFFIN ROAD IAN DIEGO, CALIFORNIA 921 22 September 16, 1986 PHILIP HENKINO BENTON PESIOIHT • CIVIL kNOIHIEN T.LIPHON* ($19) 555.1551 Woodside/Kubota & Associates, Inc. 2565 Pio Pico Drive P.O. Box 1095' Carlsbad, California 92008 Attention: Mr. Bill Grosse.. Subject: Project No. 86-7-8D Final Report on Compacted Filled Ground Proposed Professional Office Building No. 2 2585 Pio Pico Drive Carlsbad, California Gentlemen: RE CE. VED 1 I WOODSIDE-KUBOFA ASSOC. I CONSULTING ENGINEERS CARLSBAD This is to report the results of tests and observations made in order to inspect the compaction of filled ground placed within the limits of the area designated tp be used for construction of a proposed future Office Building No. 2. The fills were placed during the period between July 22 and July 23, 1986. The filled ground was placed under our inspection in accordance with the approved specifications and the recommendations presented in the soils investigation for this Project No. 85-10-11AE, dated November 20, 1985. The site plan used for the placement of filled ground was prepared by Robert J. Royce AlA. The site plan showing the location of the field density tests is available at our office. The final test results are presented on the enclosed "Table of Test Results.". The laboratory' determinations of the maximum dry densities and optimum moisture contents of the major fill materials are presented on the enclosed "Laboratory Test Results." The tests were taken on July 22 and 23, 1986. The final results of tests and observations indicate that the compacted filled ground has been placed at 90 percent of the maximum dry density or greater. It has been determined that the fill materials within the approved future building area, compacted to 90 percent of the maximum dry density, have a safe bearing value of 2000 pounds per square foot for one foot wide continuous footings founded at least one foot below the 1oest adjacent compacted filled ground surface. Woodside/kubota & Associates, Inc. -2- September 16, 1986 Project No. 86-7-,8D A plan showing/the approximate areas and depths of filled ground placed under our inspection in accordance with the approved specifications is available at our office. Respectfully submitted, BENTON ENGINEERING, INC. BYJL Paul F. Benton Re '.' i ewe d b Phi1Tp H. 06Tton, Civil Engineer RCE No. 10332 Distribution: (4) Addressee PFB/PHB/jer BENTON ENGINEERING. INC. Woodside/Kubota & Associates, Inc. September 16, 1986 Project No. 86-7-8D TABLE OF TEST RESULTS Eleva- Maximum Approx- tion Field Dry Dry Test imate of Test Moisture Density Density Percent No. Location in Feet % dry wt lb/cu ft lb/cu ft Compaction 1 9' West of 82.5 9.3 116.9 128.2 91.2 Building 2 Northwest 84.5 7.2 119.2 130.8 91.1 Corner of Building 3 2' East of 86.0 7.7 120.0 130.8 91.7 Building 4 40' West of 86.0* 7.7 124.1 130.8 94.9 Building * Indicates finished grade. LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the major fill materials as determined by the ASTM D 1557-78 method that uses 25 blows of a 10 pound rammer falling from a height of 18 inches on each of 5 layers in a 4-inch diameter 1/30th cubic foot compaction cylinder, are presented as follows: Maximum Optimum Dry Moisture Density Content Soil Description lb/cu ft % dry wt Brown silty fine to medium sand 128.2 8.7 Dark brown silty fine to medium sand 130.8 7.9 BENTON ENGINEERING. INC. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 510 RUFFIN ROAD SAN DIEGO. CALIFORNIA 92123 August 6, 1986 PHILIP HENKINO RF.NTON PRISIOENT . CIVIL ENGINEER T.L.PKOHE ($19) SOS-lOSS Woodside/Kubota & Associates, Inc. 2565 Pio Pico Drive P.O. Bqx_-1095...... CrThbd, California 92008 ( Attention: Mr. Bill Grosse Sub.jct: Project Ncx.-86-7--8D RëüTtsof "R" Value Test and Recommended Pavement Sections Proposed Professional Office Building No. 1 2585 Plo Pico Drive Carlsbad, California Gentlemen: This is to report the result of a laboratory test to determine the "R" Value of a representative sample of the subgrade soils existing in the upper foot below finished subgrade in the driveway and parking areas at the subject site in Carlsbad, California and is to present recommended pavement sections for these areas. The subgrade soil is classified as a silty fine to medium sand and the result of the laboratory test indicated an "R" Value of 76. A copy of the "R" Value test report, by American Engineering Laboratories, Inc., is attached hereto. In that the "R" Value of the existing subgrade soil is only slightly less than that required for Caltrans Class 2 aggregate base (78), the areas for passenger cars and light truck traffic could be paved with 3 inches of asphaltic concrete placed on the existing subgrade soils provided these are uniformly compacted to at least 95 percent of maximum dry density to a depth of at least 9 inches. For areas having heavy wheel loads, it is recommended that 3 inches of asphaltic concrete be placed on 4 inches of Class 2 base. Both the base and upper 9 inches of subgrade should be uniformly compacted to at least 95 percent of maximum dry density. Respectfully submitted, BENTON ENGINEERING, INC. By -' ! Reviewed by \- "(/ ton, Civi.Qn`eer R.C. Remer . Philip H RCE No. 10332 Distribution: (2) Addressee RCR/PHB/jer American Engineering Laboratories. Inc. 7574 Trade Street. San Diego. California 92121 Telephone (619) 6953730 RESISTANCE "R" VALUE CA TEST 301 Report AEL 6-541 Date 8/1/86 File No. P-587 RV #396 Client BENTON ENGINEERING Project Designation PIO pica PROF. OFFICES (#86-7-8-0) Sample Identification Parking Area at .Subgrade A B C D Compactor Pressure, psi 350 350 350 Moisture @ Compaction, % 8.5 9.0 9.4 Density, pcf 127.3 127.2 126.5 R-Value 82 77 75 Exudation Pressure, psi 540 330 190 Stabilometer Thickness, ft. 0.26 0.33 0.36 Expansion Pressure Thickness, ft. 0.07 0 0 Sand Equivalent Traffic Index (Assumed) -- A-Value - Exudation Pressure 76 R-Value- Expansion Pressure - R-Value (At Equilibrium) 76 WLP:vls 2-Benton Engineering AMERICAN ENGINEERING LABORATORIES, INC. Reviewed by: a,'t07 6/7Q2 WILLIAM L. PATRICK, R.C.E. #35256 S BENTON ENGINEERING. INC. - '- APPLIO SOIL MCHAP4ICS - FOUNDATIONS. 510 RUFFIN ROAD SAN OIOO CALIFORNIA 52123 PHILIP HENKINO RENToN July 29, 1986 P!IIOENT . CIVIL INOIN(CN T,LSPMOHS (6191 555.1555 Woodside/Kubota & Associates, Inc. 2565 Pio Pico Drive P.O. Box 1095 Carlsbad, Calif. 92008 ATTENTION: Mr. Bill Grosse SUBJECT: Project No. 86-7-80 Final Report on Compacted Filled Ground Proposed Professional Office Building No. 1 2585 Pio Pico Drive Carlsbad, Calif. 92008 Gentlemen: This is to report the results of tests and observations made in order to inspect the compaction of filled ground placed within the limits of the area designated as Phase One to be used for construction of proposed Office Building-.No. 1. The fills were placed during the period between July 21 and July 23, 1986. The filled ground was placed under our inspection in accordance with the approved specifications and the recommendations presented in the soils' investigation for this Project No. 85-10-11AE, dated November 20, 1985. The site plan used for the placement of filled ground was prepared by Robert J. Royce AlA. The site plan showing the location of the 'field density tests is available at our office. The final test results are presented on the enclosed "Table of Test Results." The laboratory determinations of the maximum dry densities and optimum moisture contents of the major fill materials are presented on the enclosed "Laboratory Test Results." The tests were taken on July 21, 22 and 23, 1986. The final results of tests and observations indicate that the compacted filled ground has been placed at 90 percent of the maximum dry density or greater. It has been determined that the fill materials within the approved Building No. 1 area, compacted to 90 percent of the, maximum dry density, have a safe bearing value of 2000 pounds per square foot for one foot wide continuous footings founded at least one foot below the lowest adjacent compacted filled ground surface. - CONTINUED - Woodside/Kubota & Associates, Inc. - 2 - July 29, 1986 Project No. 86-7-8D A plan showing the approximate areas and depths of filled ground placed under our inspection in accordance with the approved specifications Is available at our office. Respectfully submitted, BENTON ENGINEERING, INC. By T alenton Reviewed by Philip H. enton, Civil Engineer RCE No. 10332 Distribution: (4) Addressee Enclosure: (1) PHB/vrh BENTON ENGINEERING. INC. Project No. 86-7-80 TABLE OF TEST RESULTS Maximum Approx- Elevation Field Dry Dry Test imate of Test Moisture Density Density Percent No. Location in Feet % Dry Wt. Lb/Cu.Ft. Lb/Cu.Ft. Compaction Remarks 1 Center of 83.0 8.8 127.0 130.8 97.1 Building 2 North 85.0 7.6 118.3 130.8 90.4 Footing 3 4' West 86.0* 7.8 117.2 128.2 91.4 Finish Grade of Building 4 20' North 86.0* 7.5 117.3 128.2 91.7 Finish Grade of Building * Indicates finished grade LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the major fill materials as determined by the A.S.T.M. 0 157-78 method, modified to use 25 blows of a 10-pound rammer, falling from a height of 18 inches on each of 5 layers in a 4-inch diameter 1/30 cubic foot compaction cylinder, are are presented as follows: Soil Description Brown Silty Fine to Medium Sand Dark Brown Silty Fine to Medium Sand Maximum Optimum Mois- Dry Density ture Content Lb/Cu. Ft. % Dry Wt. 128.2 8.7 130.8 7.9 BENTON ENGINEERING. INC. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 5540 RUFFIN ROAD SAN DIEGO. CALIFORNIA 92123 June 19, 1989 PHILIP HENP(ING BENTON PRESIDENT - CIVIL ENGINEER TELEPHONE (619) 565-1955 City of Carlsbad Building Department 1200 Elm Avenue Carlsbad, CA 92008 Subject: Project No. 86-7-8D Proposed Professional 2575 Pio Pico Drive Carlsbad, California Gentlemen: Office Building #2 In accordance with your request we have reviewed the previous final report on compacted filled ground, Professional Office Building #2, 2575 Pio Poco Drive, Carlsbad, and conclude the following: Filled ground was placed under our inspection and testing in accordance with approved specifications and recommendations presented in our soils investigation for this subject, Project No. 85-10-11AE dated November 20, 1985. The site plan used for the placement of filled ground was prepared by Robert J. Royce, AlA, dated 1/10/86 as shown on Sheet 1-A. The final results of tests and observations showed the compacted filled ground within the Building #2 located at 2575 Pio Pico Drive had been compacted to at least 90 percent of maximum dry density. The soils have a safe bearing value of 2000 pounds per square foot for one foot wide footings founded at least one foot below the lowest adjacent filled ground surface within the building area prepared between July 22, and July 23, 1986. The soils were classified to be a low potential expansive soil and were described as silty fine to medium sand. Respectfully submitted, - ESS BENTON ENGINEERING. 'INC. By 12/31/9-2 Phi.l fH. -civil Enginee<- RCE No. 10332 and Geotechnical Engineer No. 138 Distribution: (2) Addressee (1) Woodside/Kubota, Attention: Mr. Jack Kubot Of- MW PHB/jer U 13 BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 9840 RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 November 20, 1985 PHILIP HENKINO BENTON PRLIIDEMT . CIVIL £NGINCR TELEPHONE (419) 565.1955 Woodside/Kubota & Associates, Inc. 2565 Pio Pico Drive P.O. Box 1095 ; Carlsbad, California 92008 Attention: Mr. Jack Kubota Gentlemen This is to transmit to you four copies of our report under Project No. 85-10-11AE entitled "Soils Investigation, Proposed Pio Pico Professional Offices, Pio Pico Drive, North, of Buena Vista Avenue, Carlsbad, California", dated November 20, 1985. If you should have any questions concerning the data presented in this report, please contact us. Very truly yours, *BENTON ENGINEERING, INC. - ,- ?n e, Zli v i tl Engi neer .HB/jer 4r I. II RECEIVED I'10V 19, 11 23h WOODSIDE-KUBOTA & ASSOC. CONSULTING ENGINEERS CARLSBAD SOILS INVESTIGATION PROPOSED PlO PICO PROFESSIONAL OFFICES PlO PICO DRIVE, NORTH OF BUENA VISTA AVENUE CARLSBAD, CALIFORNIA For WOODSIDE/KUBOTA & ASSOCIATES, INC. PROJECT NO. 85-10-11AE NOVEMBER 20, 1985 8ENTON ENGINEERING. INC. TABLE OF CONTENTS SOILS INVESTIGATION Page Introduction------------------------------------------------1 Field Investigation -----------------------------------------1 and 2 Laboratory Tests --------------------------------------------2 and 3 DISCUSSION, CONCLUSIONS AND RECOMMENDATIONS Soil Conditions ---------------------------------------------3 Conclusions -------------------------------------------------3 Site Grading ------------------------------------------------3 and 4 Foundation Design Recommendations ---------------------------4 and 5 Resistance to Lateral Loads ---------------------------------5 DRAWING TITLE Drawing Location of Test Borings ------------------------------------1 Summary Sheets: Boring1 -----------------------------------------------2 Boring2 -----------------------------------------------3 Boring3 -----------------------------------------------4 Boring4 -----------------------------------------------5 Consolidation Curves ----------------------------------------6, 7 and 8 APPENDICES Unified Soil Classification Chart ---------------------------A Standard Specifications For Placement of Compacted Filled Ground ------------------------------------ AA.. Sampling, Shear Tests, Consolidation Tests and Expansion Tests ---------------------------------------------B BENTON ENGINEERING, INC. BENTON ENGINEERING, INC. APPLIED BOIL MECHANICS - FOUNDATIONS 540 RUFFIN ROAD SAN DIEGO CALIFORNIA 92123 PHILIP HENKING BENTON PRESIDENT . CIVIL ENGINEER SOILS INVESTIGATION TLEPHON( (19) Se-igs Introduction This is to present the results of a soils investigation conducted at the site of the proposed Pio Pico Professional Office Buildings located on the west side of Pio Pico Drive and north of Buena Vista Avenue in Carlsbad, California. The proposed two-story buildings are to be primarily of wood-frame construction. The southerly building is to be constructed in the near future and the northerly building will be constructed at a later date. The objectives of the investigation were to determine the general subsurface soil conditions at the site and sufficient physical characteristics of the soils so that soil parameters and engineering recommendations could be presented for the design and construction of the proposed building foundations. In order to accomplish these objectives, four borings were drilled and both undisturbed and loose bulk samples were obtained for laboratory testing. Field Investigation Four borings were drilled, 20 inches in diameter, with a truck-mounted rotary bucket-type drill rig at the approximate locations shown on the attached Drawing 1, entitled "Location of Test Borings. The borings were drilled to a depth of 10.0 feet below the existing ground surface. A continuous log of the soils encountered in the borings was recorded at the time of drilling and is shown in detail on Drawings 2 to 5, inclusive, each entitled "Summary Sheet". The soils were visually classified by field identification procedures in accordance with the Unified Soil Classification Chart. A simplified description of this classification system is presented in the attached Appendix A at the end of this report. -2- Undisturbed samples were obtained atintervals of 2 to 4 feet, in the soils ahead of the drilling. The drop weight used for driving the sampling tube into the soils was the "Kelly" bar of the drill rig which weighs 1402 pound s a n d t h e average drop was 12 inches. The general procedures used in field sampling are de s c r i b e d under "Sampling" in the attached Appendix B. Laboratory Tests Laboratory tests were performed on all undisturbed samples of the soils in order to determine the dry density, moisture content and shearing strength. The results of these tests are presented on Drawings 2 to 5, inclusive. Consolidation tests w e r e performed on representative samples in order to determine the load-settlement characteristics of the soils and the results of these tests are presented graph i c a l l y on Drawings 6, 7 and 8, each entitled "Consolidation Curves". The general procedures used for the preceding laboratory tests are described briefly in Appendix B. Compaction tests were performed on a representative sample of the fill soil s t o establish compaction criteria. The soils were tested according to the ASTM D 1557-78 method of compaction which uses 25 blows of a 10 pound rammer dropping 18 inches o n each of 5 layers in a 4-inch diameter 1/30th cubic foot mold. The results of the tests are presented as follows: Maximum Optimum Dry Moisture Boring Bag Depth Density Content No. Sample in Feet Soil Description lb/cu ft % dry wt 3 1 1 to 2 Silty fine to medium 128.2 8.7 sand Direct shear tests were performed on samples remolded to 90 percent of maximum dry density. The samples were allowed to saturate and drain prior to testing and the re s u l t s are presented on the following page. SENTON ENGINEERING. INC. -3- Ang1e of Normal Internal Apparent Load in Shear Friction Cohesion kips/sq ft kips/sq ft Degrees lb/sq ft Boring 3, Bag Sample 1 0.5 0.62 38 230 Depth: 1.0 to 2.0 Feet 1.0 1.06 2.0 1.84 DISCUSSION, CONCLUSIONS AND RECOMMENDATIONS Soil Conditions Fill was encountered to depths of 1.0, 2.0 and 2..5 feet, respectively, in Borings 1, 2 and 3. These fill soils were dry and loose and the degree of compaction of the fill soils between 1.5 and 2.0 feet in Boring 3 was determined to be 78.9 percent of maximum dry density. The natural soils underlying the fill in Borings 1, 2 and 3 and below the surface at Boring 4 consisted primarily of slightly silty fine sands, silty fine to medium sands and silty fine sand. These natural soils were medium loose to a depth of 5 feet in Boring 1 and medium loose to medium compact between 2.0 and 6.0 feet in Boring 4. Certain of these soils exhibited considerable consolidation under relatively small unit loads. Conclusions It is concluded that all existing fill soils and compressible natural soils should be removed in the proposed building areas and the areas should then be brought to proposed finished grade with filled ground uniformly compacted to at least 90 percent of maximum dry density. It would also be advisable to compact the subgrade soils under pavement to at least 90 percent of maximum dry density between 6 and 12 inches below finished subgrade and to compact the upper 6 inches to 95 percent of maximum dry density. Site Grading In order to provide adequate support for the proposed buildings it is recommended that the existing fill and unsuitable compressible natural soils should be removed to the depths as indicated on the following page. BENTON ENGINEERING, INC. -4- Required Depth of Removal Below Boring Existing Grade No. in Feet 1 5.0 2 2.0 3 3.5 4 6.0 The removal should be within the proposed building area and should extend beyond the perimeter footings a horizontal distance of 3.0 feet plus a horizontal distance equal to the depth of removal below proposed finished subgrade. After inspection has indicated the satisfactory removal of existing soils to the required depth and limits, the upper 9 inches of exposed soils should be scarified, moistened or dried to optimum as required and uniformly compacted to at least 90 percent of maximum dry density. The area may then be brought to proposed finished subgrade by placing and compacting filled ground to at least 90 percent of maximum dry density in accordance with the applicable sections of the attached Appendix AA entitled "Standard Specifications For Placement of Compacted Filled Ground". The removal of unsuitable soils and placing of filled ground should be accomplished under continuous engineering inspection. The subgrade soils in proposed paved areas should be uniformly compacted to at least 90 percent of maximum dry density if placed as filled ground or in the zone between 6 and 12 inches below finished subgrade in cut areas. The upper 6 inches of subgrade soils in all areas should be uniformly compacted to at least 95 percent of maximum dry density. Foundation Design Recommendations Provided the fill is placed, compacted and inspected in accordance with the above recommended site grading procedures, continuous footings at least one foot in width and placed at least one foot below the lowest adjacent compacted ground surface may be designed using an allowable bearing value of 2000 pounds per square foot. Square footings at least 2.0 feet wide and founded at •a depth of one foot below the final compacted ground surface may be designed using an allowable bearing value of 2500 pounds per square foot. These values are for dead plus live loads and may be increased one-third for combined DENTON ENGINEERING. INC. RCE No. 10332 Reviewed by -5- dead, live, wind and seismic loadings. Based on the results of the load-consolidation tests, the settlement of a one foot wide continuous footing founded as recommended on compacted filled ground and loaded to 2000 pounds per square foot is estimated to be on the order of 1/8. inch. The settlement of a 2.0 feet square footing supporting a column load of 10 kips is estimated to be approximately ¼ inch. It is concluded from the classification of the soils encountered in the exploration borings that the soils would all be classified as having a very low expansion potential. Therefore, special design for expansive soils will not be required. Resistance to Lateral Loads For lateral resistance an allowable passive pressure of 500 pounds per. square foot may be used at a depth of one foot below the surface of the compacted filled ground and this may be increased at the rate of 200 pounds per square foot for each additional foot of depth below one foot. A coefficient of 0.4 is recommended for the frictional resistance between the soil and the bottom of the footing. Respectfully submitted, BENTON ENGINEERING, INC. By iff- R.C. Remer Distribution: (4) Addressee RCR/PHB/jer BENTON ENGINEERING. INC. r - - FUTURE BUILDING PlO PICO DRIVE 4 p F I .14 .. .-j ••4_ _;-_ 7ve I - - - -- I - --- '-S -jj.. LEGEND Iridicce ApFw.xirr1ae Locc+uori Of' Tesi orur19. BENTON ENGINEERING, INC. SAN DIEGO, CALIFORNIA LOCATIOP4 OF PRDP05O PlO PICO PROFESONPL OFFICES PlO PICO DRIVE) I4ORTh OF 6UEI4PVISTA AVENUE CAICL-55AA CALIFORNIA SCALE: = ti-oil DRAWN: \.L .Gre,-i DATE: -'J-7J55 PROJECT NO. 85-10-11 AE DRAWING I IL SUMMARY SHEET °- Z o r I Y au.! BORING NO. I La .J). L4 W W Z W 89 ELEVATION .I .- - Yellowish-Brown, Dry, Loose SLIGHTLY SILTY ii FINE SAND (D 2 Light Brown, Dry, Medium Loose, Slightly Cemented 7.0 2 8 08 7 119 4- 0 14.0 3.0 102.8 1.32 - SLIGHTLY SILTY 5... FINE SAND Compact to Medium Compact 2'N c' 6 11.2 6.9 113.6 2.36 Ii___ _ _ - -- 5.6 4. 21104. 1.50 =0 Indicates Undisturbed Drive Sample - - - . Eli Indicates Loose Bulk Sample PROJECT 85-1011AE NO. BENTON ENGINEERING, INC. DRAWING NO. 2 -' SUMMARY SHEET u. o ..w. r BORING NO. 2cu Z ELEVATION 87.2' - Dark Brown, Dry, Loose SILTY FINE TO MEDIUM SAND 2- Brown to Reddish Brown, 15.4 3.3 120.9 0.89 - Slightly Moist, Firm 3 Moist, Very Firm SILTY FINE TODIUM SAND PROJECT NO. DRAWING NO. 85-10-11AE BENTON ENGINEERING, INC. 3 J SUMMARY SHEET -191 BORING NO. 4 S u.0 O IM Z FC ELEVATION >' LL -e--° S - Reddish Brown, Slightly Moist, Loose, Slightly SILTY FINE 1 Porous SAND 1.1 jj 99.1O.2& 2 - Reddish Brown, Slightly 3 Moist, Medium Compact to Medium Loose, Slightly - Porous 5.6 7.2111. 9 1.17 SILTY FINE SAND S 6- 28 110 997096 : 9— Light Brown, Slightly Moist, Medium Compact SLIGHTLY SILTY FINE SAND 1 3.81100.01 1. 5.6 58 - PROJECT NO. DRAWING NO. BENTON. ENGINEERING, INC. 85-10-11AE 5 CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 0.8 I 2 4 6 8 10 16 1 2 3 4 5 o INDICATES PERCENT CONSOLIDATION AT FIELD MOISTURE INDICATES PERCENT CONSOLIDATION AFTER SATURATION PROJECT NO. DRAWING No. 85-10-11AE . ENTON .ENG!NEEThNG INC. CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.2 0.4 0.6 0.8 I. 2 4 6 8 10 16 0111"Sample:- th: 41 NONNIi S NONNI i1 lii.E0111111m- E011111 111111m E0111111 11111 I__111111 111111 L - iuu IIIit Uinuu__ w-•iImuI- r___ _III__ III m illi 111111M E0111111ME0111111m E0111111MEN111111m E0111111MEN111111m, INDICATES PERCENT CONSOLIDATION AT FIELD MOISTURE INDICATES PERCENT CONSOLIDATION AFTER SATURATION I • PROJECT NO. DRAWING NO . 85-10-11AE DENTON ENGINEERING .. J 7 CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT - 0.2 0.4 0.6 0.0 I 2 4 6 8 10 16 11111!] 111111111 .1-1-Ti liii IRI III rMNI I I I 111111 III! 11111 IlillilTI rrri I I II IIII TIMIUnTI11! I I I I 1 Boring: 4 Sample: 2 Depth: 41 V Aff ." M, 1~v .•... . - ,•, •-•.-. ___ Boring: 4 Sample: 3 Depth: 6' • • 9I Lâ:&J4 :i2J ; __ Boring: 3 Molded to 90% Maximum Dry Density - __ • __ tif1E1__ o INDICATES PERCENT CONSOLIDATION AT FIELD MOISTURE 0 INDICATES PERCENT CONSOLIDATION AFTER SATURATION PROJECT UO. DRAWING 85-10-11AE DENTON ENGINEERING INC. 8 NO. BENTON ENGINEERING. INC. APPLIED SOIL MECHANICS - FOUNDATIONS 5540 RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 PHILIP HENKING BENTON PRESIDENT CIVIL ENGINEER TELEPHONE (714) 565.1955 APPENDIX A Unified Soil Classification Chart* SOIL DESCRIPTION GROUP TYPICAL SYMBOL NAMES COARSE GRAINED, More than half of material is larger than No. 200 sieve 5IZL. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand mixtures, More than half of little or no fines. coarse fraction is . GP Poorly graded gravels, gravel-sand larger than No. 4 mixtures, little or no fines. sieve size but smal ler GRAVELS WITH FINES GM Silty gravels, poorly graded gravel- than 3 inches (Appreciable amount sand-silt mixtures. of fines) GC Clayey gravels, poorly graded gravel- sand-clay mixtures. SANDS CLEAN SANDS SW Well graded sand, gravelly sands, little More than half of or no fines. coarse fraction is SP Poorly graded sands, gravelly sands, smaller than No. 4 little or no fines. sieve size SANDS WITH FINES SM Silty sands, poorly graded sand-silt (Appreciable amount mixtures. of fines) SC Clayey sands, poorly graded sand-clay mixtures. FINE GRAINED, More. than half of material is smaller than No. 200 sieve si ze .** SILTS AND CLAYS ML Inorganic silts and very Fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plasticity. Liquid Limit CL Inorganic clays of low to medium plas- Less than 50 . ticty, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty-clays of low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit CH Inorganic clays of high plasticity, fat Greater than 50 clays. OH Organic clays of medium to high plasticity HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. * Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952. ** All sieve sizes on this chart are U. S. Standard. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 540 RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 PHILIP HENKING BENTON PRESIDENT . CIVIL ENGINEER TELEPHONE (714) 565.1955 APPENDIX AA STANDARD SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILLED GROUND General Description. The objective is to attain. uniformity and adequate internal strength in filled ground by proven engineering procedures and tests so that the proposed structures may be safely supported. The procedures include the clearing and grubbing, removal of existing structures, preparation of land to be filled, filling of the land, the spreading, and compaction of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. The owner shall employ a qualified soils engineer to inspect and test the filled ground as placed to verify the uniformity of compaction of filled ground to the specified 90 percent of maximum dry density. The soils engineer shall advise the owner and grading contractor immediately if any unsatisfactory conditions are observed to exist and shall have the authority to reject the compacted filled ground until such time that corrective measures are taken necessary to comply with the specifications. It shall be the sole responsibi lity of the grading contractor to achieve the specified degree of compaction. Clearing, Grubbing, and Preparing Areas to be Filled. All brush, vegetation and any rubbish shall be removed, piled, and burned or other- wise disposed of so as to leave the areas to be filled free of vegetation and debris. Any soft, swampy or otherwise unsuitable areas shall be corrected by draining or removal, or both. The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6"), and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. Where fills are made on hillsides or exposed slope areas, greater than 10 percent, horizontal benches shall be cut into firm undisturbed natural ground in order to provide both lateral and vertical stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the eleva- tion of the toe stake placed at the natural angle of repose or design slope. The soils engineer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope. APPENDIX AA -2- (d) After the natural ground has been prepared, it shall then be brought to the proper mois- ture content and compacted to not less than ninety percent of maximum density in accordance with A.S.T.M. D-1557-78 method that uses 25 blows of a 10 pound hammer falling from 18 inches on each of 5 layers in a 4" diameter cylindrical mold of a 1/30th cubic foot volume.' Materials and Special Requirements. The fill soils shall consist of select materials so graded that at least 40 percent of the material passes a No. 4 sieve. This may be obtained from the excavation of banks, borrow pits of any other approved sources and by mixing soils from one or more sources. The material used shall be free from vegetable matter, and other de- leterious substances, and shall not contain rocks or lumps of greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with inadequate strength or other unacceptable physical characteristics are encountered, these shall be disposed of in waste areas as shown on the plans or as directed by the soils engineer. If during grading operations, soils not encountered and tested in the preliminary investigation are found, tests on these soils shall be performed to determine their physical characteristics. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications. The testing and specifications for the compaction of subgrade,subbase, and base materials for roads, streets, highways, or other public property or rights-of-way shall be in accordance with those of the governmental agency having jurisdiction. Placing, Spreading, and Compacting Fill Materials. The suitable fill material shall be placed in layers which, when compacted shall not exceed six inches (6"). Each layer shall be spread evenly and shall be throughly mixed during the spreading to insure uniformity of material and moisture in each layer. When the moisture content of the fill material is below that specified by the soils engineer, water shall be added until :-.'ie moisture content is near optimum as specified by the soils engineer to assure thorough bonding during the compacting process. When the moisture content of the fill material is above that specified by the soils engineer, the fill material shall be aerated by blading and scarifying or other satis- factory methods until the moisture content is near optimum as specified by the soils engineer. After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than ninety percent of maximum density in accordance with A.S.T OM. D-1557-78 modified as described in 2 (d) above. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other approved types of compaction equipment, such as vibratory equipment that is specially designed for certain soil types. Rollers shall be of such design that they will be able APPENDIX AA -3- to compact the fill material to the specified density. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient trips to Insure that the desired density has been obtained. The entire areas to be filled shall be compacted. (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equip- ment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in Increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. (f). Field density tests shall be taken by the soils engineer for approximately each foot in elevation gain after compaction, but not to exceed two feet In vertical height between tests. Field density tests may be taken at intervals of 6 inches in elevation gain if required by the soils engineer. The location of the tests in plan shall be so spaced to give the best possible coverage and shall be taken no farther apart than 100 feet. Tests shall be taken on corner and terrace lots for each two feet in eleva- tion gain. The soils engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. (g) The fill operation shall be continued in six inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. Inspection. Sufficient inspection by the soils engineer shall be maintained during the fill- Ing and compacting operations so that he can certify that the fill was constructed in accord- ance with the accepted specifications. Seasonal Limits. No fill material shall be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits. When the work is Interrupted by rain, fill operations shall not be resumed until field tests by the soils engineer indicate that the moisture content and density of the fill are as previously specified. All recommendations presented in the "Conclusions" section of the attached report are a part of these specifications. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 9540 RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 PHILIP HENKING BENTON PRESIDENT CIVIL ENGINEER TELEPHONE (714) 565-1955 APPENDIX B Sampling The undisturbed soil samples are obtained by forcing a special sampling tube into the undisturbed soils at the bottom of the boring, at frequent intervals below the ground surface. The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cutting tip on one end and a double ball valve on the other, and with a lining of twelve thin brass rings, each one inch long by 2.42 inches inside diameter. The sampler, connected to a twelve inch long waste barrel, is either pushed or driven approximately 18 inches into the soil and a six inch section of the center portion of the sample is taken for laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube. The samples are taken to the laboratory in close fitting waterproof containers in order to retain the field moisture until completion of the tests. The driving energy is calculated as the average energy in foot-kips required to force the sampling tube through one foot of soil at the depth at which the sample is obtained, Shear Tests The shear tests are run using a direct shear machine of the strain control type in which the rate of deformation is approximately 0.05 inch per minute. The machine is so designed that the tests are made without removing the samples from the brass liner rings in which they are secured. Each sample is sheared under a normal load equivalent to the weight of the soil above the point of sampling. In some instances, samples are sheared under various normal loads in order to obtain the internal angle of friction and cohesion. Where considered necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions. Consolidation Tests The apparatus used for the consolidation tests is designed to receive one of the one inch high rings of soil as it comes from the field. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each increment. Generally, each increment of load is maintained on the sample until the rate of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or release of water. Expansion Tests One inch high samples confined in the brass rings are permitted to air dry at 105° F for at least 48 hours prior to placing into the expansion apparatus. A unit load of 500 pounds per square foot is then applied to the upper porous stone in contact with the top of each sample. Water is permitted to contact both the top and bottom of each sample through porous stones. Continuous observations are made until downward movement stops. The dial reading is recorded and expansion is recorded until the rate of upward movement is less than 1/10000 inch per hour. By RCE No. 10332 and Geotechnical Engineer No. 138 BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 5540 RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 June 19, 1989 PHILIP HENKING 8ENTON PRESIDENT - CIVIL ENGINEER TELEPHONE (619) 565-1955 City of Carlsbad Building Department 1200 Elm Avenue Carlsbad, CA 92008 Subject: Project No. 86-7-8D Proposed Professional 2575 Pio Pico Drive Carlsbad, California Gentlemen: Office Building #2 In accordance with your request we have reviewed the previous final report on compacted filled ground, Professional Office Building #2, 2575 Pio Poco Drive, Carlsbad, and conclude the following: Filled ground was placed under our inspection and testing in accordance with approved specifications and recommendations presented in our soils investigation for this subject, Project No. 85-10-11AE dated November 20, 1985. The site plan used for the placement of filled ground was prepared by Robert J. Royce, AlA, dated 1/10/86 as shown on Sheet 1-A. The final results of tests and observations showed the compacted filled ground within the Building #2 located at 2575 PioPico Drive had been compacted to at least 90 percent of maximum dry density. The soils have a safe bearing value of 2000 pounds per square foot for. one foot wide footings founded at least one foot below the lowest adjacent filled ground surface within the building area prepared between July 22, and July 23, 1986. The soils were classified to be a low potential expansive soil and were described as silty fine to medium sand. Respectfully submitted, BENTON ENGINEERING, 'INC. 15 a Distribution: (2) Addressee (1) Woodside/Kubota, Attention: Mr. Jack Kubot PHB/jer No. 138 Exp. 12/31/92 rn * OF CNt\' (L3 UTILITY'S CONTRIBUTION TO FAULT CURRENT = 42,000 AMPS 120/240 VOLT 1 PHASE UNDERGROUND / 200A 2 POLE / MAIN SWITCH C 200A FUSES '-. GOULD TYPE AJT ) OR EQUAL 100/2 3 #2 THHN CU & 1 #8 THHN CU GROUND WIRE PANEL IN 0' OF 1-1/4" PVC CONDUIT 'A' 100/2 3 #2 THHN CU & 1 #8 THHN CU GROUND WIRE PANEL IN BC)' OF 1-1/4" --- PVC CONDUIT 100/2 3 #2 THHN CU & 1 #8 THHN CU GROUND WIRE PANEL __ IN 40' OF_1-1/4." PVC CONDUIT "C" ------------ 100/2 3 #2 THHN CU & 1 #8 THHN CU GROUND WIRE PANEL IN 'U' OF_1-1/4" PVC CONDUIT --------------------- 100/2 3 #2 THHN CU & 1 #8 THHN CU GROUND WIRE PANEL !N_10' OF 1-1/4" PVC CONDUIT "H11 - NOTES: HOUSE All fluorescent fixtures to use energy saving lames. Provide a 115 Volt convenience receptacle within 5' of each roof mounted A/C unit Per Carlsbad city ordinance, all wiring shall be in conduit. Per Carlsbad city ordinance, no conductors smaller than #12 CU shall be used. ---------------------------------------------------------------------------------------- FIXTURE SCHEDULE ---------------------------------------------------------------------------------------- FIXTURE LAMP TYPE TOTAL DESCRIPTION OTY. WATTS TYPE WATTS EACH A 115 --------------------------------------------------------------------------------- 2'X4' Lay-in Troffer 3 33 F40 B 75 Recessed Downlight 1 75 R40 C 120 Bent Glass Wall Bracket 2 60 A19 0 72 4' Surface Fluorescent - Damp Location , 2 40 F40 E 100 Exterior Hall Bracket , 1 tOo A19 4 1 IT I IT 111 ITT I ;I IT Im IT I I; In 9111 lilt I$ it lUm It tit$ it It it tit it I tilt t$tt tit$ tttt tilt ti I It$ $I it It till It; ;U11911 I Till IT I I X141XT I I PANEL MSB 23-May-89 MAIN SERVICE 200 AMP 1 PHASE 3 WIRE LOAD DESCRIPTION WATTS BREAKER CKT I BREAKER WATTS LOAD DESCRIPTION POLE AMP PH AMP POLE PANEL UAU 3794.0 2 100 1 A 2 100 2 6406.7 PANEL"Du 1 11 2954.1 - --- 3 8 4 --- - 6152.1 U U PANEL U5U 147 2 100 5 A 6 100 2 425 5 PANEL "W U11 1827.0 - --- 7 8 8 --- - 2846.8 U U 'PANEL UCU 2792.1 2 100 9 A 10 U 2792.1 - --- 11 B 12 13 A 14 15 8 16 17 A 18 ---------------------------------------------------------------------------------------------------------------------------------- TOTAL WATTAGE PHASE A 13745.6 AMPERAGE: 156.2 TOTAL WATTAGE PHASE B 16572.1 AMPERAGE: 138.1 AVERAGE AMPS PER PHASE: 147.2 wx LICENSE NO. 269146 182$ Magnolia Ave ue Carlsbad, California 92008 PANEL A 23-May-89 DOWNSTAIRS 100 AMP 1 PHASE 3 WIRE **tH*fl**** ***I1**t******* *H**** t*I*t*U***Ht *IHtH** *H*HH*****t *It*t***IWH$***U UI**I*UU*H U LOAD DESCRIPTION WATTS BREAKER CKT # BREAKER WATTS LOAD DESCRIPTION POLE AMP PH AMP POLE LIGHTING -- -- - 995 1 20 1 A 2 30 2 2004 AIR CONDITIONER CONVENIENCE 900 1 20 3 8 4 -- - 2004 CONVENIENCE 720 1 20 5 A 6 7 B 8 9 A 10 1! 8 12 13 A 14 iJ B 16 17 A 18 TOTAL WATTAGE PHASE A = 3719.0 + .25 x CONTIN. & A/C = 3794.0 AMPERAGE: 31.6 TOTAL WATTAGE PHASE B = 2904.0 + .25 x CONTIN. & A/C = 2954.1 AMPERAGE: 24.6 AVERAGE AMPS PER PHASE: -n.1 PANEL MSB 23-May-89 - MAIN SERVICE • 200 AMP 1 PHASE 3 WIRE LOAD DESCRIPTION WATTS BREAKER CKI 4 BREAKER WATTS LOAD DESCRIPTION POLE AMP PH AMP POLE PANEL 0Au 3794.0 2 100 1 A 2 100 2 6406.7 PANEL "D" u 11 2954.1 - --- 3 8 4 --- - 6152.1 PANEL UBU 1427 100 5 A 6 100 2 4325.5 PANEL "H" u 11 1827.0 - --- 7 B 8 --- -. 2846.8 u PANEL "Cu 27921.1 ' 100 9 A 10 u 11 2792.1 - --- 11 8 12 13 A 14 15 8 16 17 A 18 TOTAL WATTAGE PHASE A 18745.6 AMPERAGE: 156.2 TOTAL WATTAGE PHASE B 16572.1 AMPERAGE: 138..l AVERAGE AMPS PER PHASE: 147.2 PANEL A 23-May-89 DOWNSTAIRS 100 AMP i-PHASE 3 WIRE LOAD DESCRIPTION WATTS BREAKER CKI * BREAKER WATTS LOAD DESCRIPTION POLE AMP PH AMP POLE - - LIGHTING 995 1 20 1 A 2 30 2 2004 AIR CONDITIONER CONVENIENCE 900 1 20 3 B 4 -- - 2004 U U CONVENIENCE 720 1 20 5 A 6 788 9 A 10 11 8 12 13 A 14 1'J B 16 17 A 18 ------------------------------------------------------------------------------------------------------------------ TOTAL WATTAGE PHASE A = 3719.0 + .25 x CONTIN. & A/C = 3794.0 AMPERAGE: 31.6 TOTAL WATTAGE PHASE B = 2904.0 + .25 x CONTIN. & A/C = 2954.1 AMPERAGE: 24.6 AVERAGE AMPS PER PHASE: 28.1 • PANEL B 23-May-89 UPSTAIRS NORTH & EAST LIGHTING & CONVENIENCE 100 AMP 1 PHASE 3 WIRE LOAD DESCRIPTION WATTS BREAKER CKT * BREAKER WATTS LOAD DESCRIPTION POLE AMP PH AMP POLE LIGHTING (NORTH) 460 1 20 1 A 2 CONVENIENCE (NORTH) 720 1 20 3 B 4 CONVENIENCE (NORTH) 720 1 20 5 A 6 CONVENIENCE (EAST) 1080 1 20 7 B 8 LIGHTING (EAST) . 230 1 20 9 A 10 11 B 12 13 A 14 15 B 16 17 A 18 TOTAL WATTAGE PHASE A = 1410.0 + .25 x CONTIN. & A/C = 1427.3 AMPERAGE: 11.9 TOTAL WATTAGE PHASE B = 1800.0 + .25 x CONTIN. & A/C = 1827.0 AMPERAGE: 15.2 AVERAGE AMPS PER PHASE: 13.6 PANEL C 23-May-89 UPSTAIRS NORTH & EAST &HOUSE AIR CONDITIONING 100 AMP 1 PHASE 3 WIRE LOAD DESCRIPTION WATTS BREAKER CKT I BREAKER WATTS LOAD DESCRIPTION POLE AMP PH AMP POLE AIR CONDITIONER . 2724 2 40 1 A 2 2724 ---384 C -I 7 B 8 9 A 10 11 8 12 13 A 14 IC IJ B 16 17 A 18 ---------------------------------------------------------------------------------------------------------------------------------- TOTAL WATTAGE PHASE A = 2724.0 + .25 x CONTIN. & A/C = 2792.1 AMPERAGE: 23.3 TOTAL WATTAGE PHASE B = 2724.0 + .25 x CONTIN. & A/C = 2792.1 AMPERAGE: 23.3 AVERAGE AMPS PER PHASE: 23.3 PANEL D 23-May-89 UPSTAIRS WEST ..... 100 AMP I PHASE 3 WIRE LOAD DESCRIPTION . WATTS BREAKER CKT # BREAKER WATTS LOAD DESCRIPTION -------------- POLE AMP PH AMP POLE - LIGHTING 1185 1 20 1 A 2 40 2 2724 AIR CONDITIONER CONVENIENCE 900 1 20 3 8 4 -- - 2724 CONVENIENCE 900 1 20 5 A 6 FLOOR OUTLETS 900 1 20 7 8 8 COFFEE OUTLET 1500 1 20 9 A it) COPY MACHINE 1560 1 20 11 8 12 13 A 14 15 B 16 17 A 18 TOTAL WATTAGE PHASE A = 6309.0 + .25 x CONTIN. & A/C = 6406.7 AMPERAGE: . 53.4 TOTAL WATTAGE PHASE B = 6084.0 + .25 x CONTIN. & A/C = 6152.1 AMPERAGE: . 51.3 AVERAGE AMPS PER PHASE: 52.3 PANEL H 23-May-89 HOUSE PANEL 100 AMP 1 PHASE 3 WIRE LOAD DESCRIPTION WATTS BREAKER CKT # BREAKER WATTS LOAD DESCRIPTION POLE AMP PH AMP POLE -------------- REST ROOMS 950 1 20 1 A 2 20 1 1350 5 GAL WATER HEATER - UPSTAIRS * EXTERIOR LIGHTING 1463 1 20 3 8 4 20 1 1350 5 GAL WATER HEAT - DOWNSTAIRS * LANDSCAPE LIGHTING . 1920 1 20 5 A 6 788 9 A 10 11 B 12 13 A 14 15 B 16 17 A 18 TOTAL WATTAGE PHASE A = 4220.0 ---------------------------------------------------------------------------------------------------------------------------------- + .25 x CONTIN. & A/C = 4325.5 AMPERAGE: 36.0 TOTAL WATTAGE PHASE B = 2813.0 + .25 x CONTIN. & A/C = 2846.8 AMPERAGE: 23.7 AVERAGE AMPS PER PHASE: 29.9 These circuits to be time clock controlled CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan Check No. 1?9 DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: Carlsbad Unified 6350 Yarrow Drive Ste. A Carlsbad, CA 92009 (438-5710) Encinitas Union Elementary 189 Union Street Encinitas, CA 92024 (944-4306) San Marcos Unified 270 West San Marcos Blvd. San Marcos, CA 92069 (744-4776) San Dieguito Union High School 710 Encinitas Boulevard Encinitas, CA 92024 (753-6491) Project Applicant: h0 A APN:/,_-A47,0 - / Project Address: RESIDENTIAL: SQ. FT. of living area Number of dwelling units SQ. FT. of covered area SQ. FT. of garage area COMMERCIAL! INDUSTRIAL: SQ. FT. AREA 7C) Prepared By C_.t,v..dr... Date ____________________ -------------------------------------------------------------------------------------- FEE CERTIFICATION (To be completed by the School District) Applicant has complied with fee requirement under Government Code 53080 Project is subject to an-existing fee agreement Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 1986. (other school fees paid) Other Residential Fee Levied: $ based on sq. ft.@ Comm/Indust Fee Levied: $tlO based on 13.O -sq. ft.@ CD 4 1I. School 13s(rict Official e Date AB 2926 and SB 201 fees are capped at$l.53 per square foot for residential. AB 2926 is capped at $.25 per square foot for commercial/industrial. COMMERCIAL/INDUSTRIAL APPLICATION FORM FOR INDUSTRIAL WASTE DISCHARGE PERM I T - CITY OF CARLSBAD APPLICATION: NEW BUILDING P.C. NO.:FU- (CHECK ONE) REVISED__________ APPLICATION NO.: INDUSTRIAL CLASS: 3/ 8Y DATE: ature of City Representative APPLICATION FOR INDUSTRIAL WASTE DISCHARGE PERMIT GENERAL: SITE APPLICANT: ADDRESS:257 _P'c TYPE OF BUSINESS: OPtC APPLICANT'S ADDRESS: Wi ,C ttcRo , B. WASTES WASTES AND PROCESSING: (Check where applicable) (j Domestic Waste Only Industrial Waste fl Industrial Waste NOT Discharged to Sewer - Discharged to Sewer GENERAL DESCRIPTION OF WASTE (Chemical and Physical Characte r i s t i c s o f proposed waste): - GENERAL DESCRIPTION OF PROCESS (If Applicable):_____________ _ _ _ _ _ _ _ _ _ _ _ _ C. WASTES TO'8E DISCHARGED TO SEWER: WASTE: TREATED: (Check One) UNTREATEDi,j( 275Z) .FT. QUANTITY: AVERAGE GPO (Daily) MAXIMUM ____ GPD (Gallons Per Day) APPLICANT OR REPRESENTATIVE OF FIRM: 1(C' 'Z4VL7N (Print) TITLE: 6eV /l1A_ DATE: SIGNATURE: .1JL1_ BUI L D I N G PERMIT PCR No: PCR9006.2 05/23/90 15:53 . Project No: A8901343 Page- 1 of 1 Development No: Job Address: 2575 PlO PICO DR Str: Fl:, Ste: Permit Type:. PLAN CHECK REVISION Parcel No: 156-120-61-00 - Valuation: . 0 Construction Type: NEW Occupancy Group: B2 Class Code: . Status: ISSUED Description: CREATE 5 OFFICES IN OPEN SPACE Applied : 05/23/90 ALL FORMERLY APPROVED .INCL ENERGY Apr/Issue Validated By: CD *** Fees Required *** Fees Collected & Credits ------------- -. ------------------------------ Fees.: .00 .,00 ,Qota'lCKtired-its: .00 Total Fees: /00 . .00 / 0 El ance(ue:\ .00 ICOOOÔt'$O no 323 24 /4. 'iN 1990 PAID ,-ffv TREASURER %0 CITY Of CARLSBRU Ole 1QL68L 0, I I CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad CA 92009 (619) 438-1161 .9 "We're 'le Lumber People Ad More" Co Io ge e pf~ Ipp big eJ & cLOc iTL5 I a4ZeI' gmLt *Z' W WESTERN LUMBER CO.,INC. SAN DIEGO WHOLESALE 4 L- WESTY'S ii t , 3141 Tideland Avenue, National City, California 9205 • 474-3341 / ç ESSIOAj Q. 2IL. \lt N6.36627 I ii 2J3D/1,/*JJ / 9. S S flJack B. Paul architect Architecture 1 Environmental F: October 6,1989 Mr. Brooks Worthing B. A. Worthing, Inc. P.O. Box 1041 Carlsbad, CA 92008 RE: New Office Building 2575 Pio Pico Drive Dear Brooks: Per your request, I have reviewed Detail 4/53 on the above referenced project. This detail is. drawn incorrectly. The note asks for (2), #6 reinforcing bars top and bottom with #3 ties at 12" O.C. The drawing indicates (4) #6 top and bottom which is incorrect. flease provide (2) 46--topand d--b-6 -a s nö€ed Thank you for your attention to this matter. Sinc ack B. Paulson JBP:cc 1855 EAST VALLEY PARKWAY, SUITE 108 ESCONDIDO, CALIFORNIA 92027 BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 5540 RUFflN ROAD SAN DIEGO, CALIFORNIA 92123 October 23, 1989 PHILIP HENKING BENTON PLSIO(NT - CIVIL ENGINEER TELEPHONE IS 19) 565-) 953 City of Carlsbad 1200 Elm Avenue Building Department Carlsbad, CA -92008 Subject: Project No. 86-7-81) Office Building No. 2 2575 Plo Pico Drive Carlsbad, California Gentlemen: A two pour footing is permissible for 'Building No. 2 at 2575. Plo Pico Drive in Carlsbad, California. We know of no. soil conditions that would be adverse for this two pour procedure. Respectfully submitted, BENTON ENGINEERING, INC. c.OFESS/0 'S By RCE No. 1033 and Geotechnical Engineer No. 138 CH * Distribution: (1) Addressee' ', S (1) B.A. Worthing, Inc., Attention: Larry PHB/jer.