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Home My WebLink About1818 ASTON AVE; ; CB940855; PermitBUILDING PERMIT Permit No: CB940855 10/14/94 14: 30 Project No: A9401204 Job Address: 1818 ASTON AV Suite: Permit Type: COMMERCIAL BUILDING , Page 1 of 1 Development No: Parcel No: 212-120-05-00 Valuation: 1,128,474 Construction TVDe: IIIN 9123 10/14/94 0001 01 02 Lot#: C-PMT 82950.00 _- Occupancy Group: 8-2 Reference#: Status: ISSUED Description: 57300 SF TILT UP BLDG. Applied: 07/14/9 4 : SHELL ONLY Apr/Issue: 10/14/94 Entered By: DC Appl/Ownr: RENO CONSTRUCTION 619 462-7025 1770 LINWOOD STREET _- SAN *** Fees Requi ------___________ Fees : Ad justments : Total Fees: Credits *** Fee description .................... Building Permit Plan Check Strong Motion Fee Ent.er Number of EDU Enter "Y" to Autoca Enter Traffic Impac Pass-Thru Fees(Y/N) o Enter Park Fee(2one 5, * BUILDING TOTAL Enter "Y" for Plumb Each Building Sewer Each Roof Drain Each Install/Repair Water Line . 00 2,938.00 82,950.00 Ext fee Data 3798.00 2469.00 237.00 27504.00 20538. 00 6314.00 22920.00 83780.00 20.00 15.00 56.00 7.00 Y Y 05 Y PLUMBING TOTAL 98. 00 Enter "Y" for Electric Issue Fee > 10.00 Y Three Phase 480 Per AMP > 2000 1.00 2000.00 * ELECTRICAL TOTAL 2010.00 Enter 'Y' for Mechanical Issue Fee> N CITY OF CARLSBAD 2075 Las Palms Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT APPLlcAnoN City of earlsbed Building D-rtmmt 2075 Las Palms Dr., Carlsbd, U 92009 (619) 436-1161 A - U Commercial U New Building U 'Tenant Improvement B - Industrial New Buildinn 0 Tenant lmmovement . C-M 2938.00 C - 0 Residential 0 Apartment 0 Condo 0 Single Family Dwelling 0 AdditioWAlteration 0 Duplex 0 Demolition 0 Relocation 0 Mobile Home 0 Electrical 0 Plumbing 0 Mechanical 0 Pml 0 Spa 0 Retaining Wall 0 Solar 0 Other FOR OFFICE USE ONLY 2 PRCMXTnrpoRMAnoN Mullding Or butte No, Address 4a-W Nearest cross sued818 COL~E BLVD AND ASTON AVENUE ON IM No. Subdtwsion NamUNumber Unit No. Phase No. LOT 71 CARLSBAD RESEARCH CENTER /85-24 4 MAP NO. 11811 S2 Energy Caln D2 Srmctural Calcs D2 Soils Report m1 Add& Envelope DESCRIPnoNoFWORK CONSTRUCT NEW TILT-UP SHELL BUILDING zit- I 7 r)-wyoo -USE USE WFT. 57,300 #OFSTORIES ONE STORY WITH MEZZANINE NAME WARE & MALCOMB ARCHITECTSADDRESS 6125 CORNERSTONE CT., /I200 JRlit ditlerent from applicant) .- Cm SAN DIEGO STATE CA ZIPCODE 92121 DAYTELEPHONE 619-546-1121 NAME BLACKHORE PARKVIEW ASSOC. ADDRESS 12626 HIGH BLUFF DRIVE, SUITE 440 SAN DIEGO STATE CA ZIPCODE 92130 DAYTELEPHONE 619-792-1212 NAME UPLAND INDUSTRIES CORP. ADDRESS 2422 AVENIDA DE LA CARLOTA, it360 UlY SAN DIEGO STATE CA ZIP CODE 92 121 DAY TELEPHONE546-1121 STATE UC. xC-13513 Workers' Compensation Declaration: I hereby attirm that 1 have a certlhcate ot consent to self-msure lssued by the Onrectorot lndustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, lab. C). INSURANCE COMPANY POUCY NO. EwlRAnON DATE Certltlcate 01 Exemption: 1 certlty that In the pertormance 01 the work tor Which this permit IS issued, I Shall not employ any person tn any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE u Owner-Budder Declarauon: 1 hereby attirm that 1 am exempt tmm the mntractofs LIcen~e Law tor the tollowing reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the smcNre is not intended or offered for sale (Sec. 7044, Business and Professions Code: ?he Contractor's license law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or imprave for the purpose of sale.). 1, as owner of the property, am exclusivelycontracting with licensed contractors to consrmct the project (Sec. 7044, Business and Professions Code: The Cantraetol's license law dw nor apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law). I am exempt under Section (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to consmct, alter, improve, demolish, or repair any StNCNre, prior to io issuance, also requires the applicant for such pennit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's license law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not mare than five hundred dollars [SSOO]). 0 0 Business and Pmfevions Code for this reason: SIGNA'IIIRE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the PrerleyTanner Hazardous Substance Account Act7 Is the applicant or future building occupant required to obtain a permit from the air pollution control disuiet or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a xhool site? IP ANY OF "E ANSWERS ARE YFS, A PINAL CERTIFICATE OF OOCUPANC( MAY NOT BE ISSUED AFI'ER JULY 1,1989 UNIffS "E APPUCANT HAS MFX OR IS Ml?EIlNG lHX REQ- OF THE OFFICE OF EMERGENCY SERVICFS AND "E AIR HluunON OONTROL DISIIUCT. 0 YES 0 NO 0 YES 0 NO om NO 1 hereby alllrm that there IS a Construction lendlng agency tor the perkormance Ot the work tor whlcn thls permlt IS lsSUed [SeC 30 97'Wcml me). LENDER'S NAME LENDER'S ADDRESS ~~ ~~~~~~~ ~~~~~~~~~~~~~ I ccruly that I have mad the appllcatlon dnd starc that the aluve mlormatlon IS correct 1 agrw In comply With all C.lty ordinances and slaw laws rrlaring to building conrrmction. 1 hrrelry authonv rrpmenrarives of rhr City of Carlsbad IO enter upon the above mentioned property far inrpdon pu'puaes I Also MHFE To SAW. INIIEMNIW ANI) KF'SP IuRMlySS ?llE CITY VP URlSBAD AGAIN= AIL IJABflJIWS, JuDcMDITs CiXlX ANI) WEN= wnni MAY IN ANY WAY mue AGAINST sw an m IDNSTQUFJKZ OF I~IE GRA"~ OF nus PERMIT. MIA: An OSHA prrmir is required for pxcavations nver SO deep and demolirion or construction of stru~t~res aver 3 rrories in height Expiration. Every permit ikwd by the Building Official under the provisions of this (kde shall expire by limitation and become null and wid if thr building or work aurhoriid by such prmit is not commrnced within 365 day from the dare of such permit or if the building or work aurhorizd by such wrmil is suswndd or ahandond at qny time dter the work is commenced fur a wrid of 180 days (*tion 303(d) Uniform Building code), APPUCANTS SIGNATURE DATE: YELLOW: Applicant PINK: Finance 09/20/95 INSPECTION HISTORY LISTING FOR PERMIT# CB940855 DATE 03/30/95 03/3 0/95 03/3 0/95 0 3/ 2 1/9 5 03/14/95 03/14/95 03/14/95 03/03/95 0 3/ 0 3/9 5 03/01/9 5 03/ 0 1/9 5 02/23/95 02/23/95 02/23/95 02/22/95 02/22/95 02/2 1/9 5 02/21/95 02/17/95 01/ 3 1/95 0 1/3 0/95 01/3 0/95 01/2 0/95 0 1/ 2 0/9 5 01/19/95 0 1/19/9 5 12/2 3/94 12/23/94 12/22/94 12/22/94 12/01/9 4 12/01/94 11/2 9/9 4 11/2 9/9 4 11/2 8/94 11/28/94 11/2 3/94 11/ 2 1/9 4 11/ 2 1/9 4 11/21/94 11/17/94 11/ 17/9 4 11/15/94 11/ 15/9 4 11/15/94 11/ 15/9 4 11/ 10/9 4 11/10/94 11/1 O/ 94 11/08/94 11/ 08/9 4 11/07/94 11/ 07/9 4 INSPECTION TYPE Frame/Steel/Bolting/Wel Frame/Steel/Bolting/Wel Frame/Steel/Bolting/Wel Frame/Steel/Bolting/Wel Frame/Steel/Bolting/Wel Roof/Reroof Roof/Reroof Frame/Steel/Bolting/Wel Frame/Steel/Bolting/Wel Roo f/Reroo f Roof/Reroof Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Conduit-Wir Steel/Bond Beam Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Shear Panels/HD's Shear Panels/HDIs Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Undergroundpnder Floor Sewerpater Service Underground/Under Floor Underground/Under Floor Sewer/Water Service Underground/Under Floor Underground/Conduit-Wir Underground/Under Floor Underground/Under Floor HIT <RETURN> TO CONTINUE... INSP RI TP TP TP TP RI TP RI TP RI TP TP TP TP RI TP RI TP TP TP RI TP TP TP RI TP TP TP RI TP RI TP RI TP RI TP TP RI TP TP RI TP TP RI TP TP RI TP RI TP TP RI TP ACT RI PA AP AP co RI AP RI AP RI PI AP AP AP RI PA RI AP PA AP RI NR AP wc RI AP AP PA RI PA RI AP RI AP RI AP NR RI co co RI AP AP RI AP AP RI AP RI co AP RI co COMMENTS MW/STEVE/431-9788 ME2 JOISTS,LEDGERS,ACCTMNTS ELEV.SHAFT WALLS ME2 FLR FRM PARAPET PRM NAIL TO ROOF MW/STEVE/431-4788 MW/STEVE/431-9788 ELEVATOR PIT FTN MW/STEVE/431-9788 C0,OK TO STAND PARAP WALL POUR STRIP COMP. CLMN N-SHRINK GROUT TRUCK DOCK SLABS MW/STEVE/431-9788 POUR STRIP SE WALL BJN/STEVE/431-9788 LINE I,J.5.6.6/5 POUR STRIPS POUR STRIPS (BACK) EXT. WALL FTNS (PART) RS/STEVE/ 4 3 1-9 7 8 8 PANELS POUR UPPER BJN/STEVE/431-9788 T U PANELS COMP LETTERS TO FOL FTNS FOR PRKING LOT LITES TV PANELS MW/STEVE/431-9788 TU PANELS,RAIN CONDITION MW/STEVE/431-9788 SLABS 1-3,4-5,6-7 MW/STEVE/431-9788 SLAB LINE 3-4,5-6 BJN/STEVE/431-9788 FTNS FOR STAIR LANDINGS ND ENG CHANGE RS/STEVE/431-9788 STEEL MISSING MW/STEVE/431-9788 G.B.#1,2,3 SEE INSP NOTES MW/STEVE/431-9788 RESTROOMS TIE-IN @ MAIN BJN/STEVE/ 4 3 1-9 7 8 8 4" PIPE,1/8" SLOPE APPR BJN/STEVE/4 3 1-9788 VET. SLOPE , PROV PLANS BJN/STEVE/4 3 1-97 8 8 SLOPE FLAT-1/8" USED 09/20/95 INSPECTION HISTORY LISTING FOR PERMIT# CB940855 DATE INSPECTION TYPE INSP ACT COMMENTS 11/07/94 Underground/Conduit-Wir RI RI BJN/STEVE/431-9788 11/07/94 Underground/Conduit-Wir TP PI 4 1" CONDUITS HIT <RE!l"> TO CONTINUE... CITY OF CARLSBAD INSPECTION REQUEST A PERMIT# CB941641 FOR 06/23/95 INSPECTOR AREA TP DESCRIPTION: 57300 SF OFFICE/MFG COBRA PLANCKY CB941641 TYPE: IT1 STE: zy.z’E OCC GRP B2 IIIN JOB ADDRESS: 1818 ASTON AV APPLICANT: BLACKMORE PARKVIEW ASSOCIATES PHONE: 619 792-1212 CONTRACTOR: RENO CONSTRUCTION PHONE: 619 462-702 OWNER: PHONE : REMARKS: MW/STEVE/431-9788 SPECIAL INSTRUCT: INSPECTOR ,u TOTAL TIME: --RELATED PERMITS-- PERMIT$ TYPE STATUS CB940855 ISSUED SE940058 SWOW ISSUED AS940077 ASC ISSUED FS940019 FIXSYS ISSUED SE940092 SWOW ISSUED AS950005 ASTI ISSUED AS950015 ASC ISSUED CD LVL DESCRIPTION ACT COMMENTS 44 ME Rough/Ducts/Dampers LZ ***** INSPECTION HISTORY ***** DATE DESCRIPTION 060695 060195 060195 060195 052595 052595 052595 052595 052295 052295 052295 050895 050895 050895 042795 042495 042495 042495 041995 041995 041995 041895 041895 ~~ ~~~~~ Rough Electric Frame/Steel/Bolting/Welding Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Welding Rough Electric Rough/Ducts/Dampers Rough Electric Frame/Steel/Bolting/Welding ~ough Electric Rough/ Duct s/ Dampers Frame/Steel/Bolting/Welding Rough Electric Rough/Ducts/ Dampers Interior Lath/Drywall Rough/ Ducts/ Dampers Frame/Steel/Bolting/Welding Rough Electric Interior Lath/Drywall Interior Lath/Drywall Rough/Topout Rough/Ducts/ Dampers Rough/ Ducts/ Dampers ACT INSP AP TP AP TP AP TP AP TP PI TP PI TP PI TP PA TP CO TP CO TP CO TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP NR TP PA TP AP TP AP TP NR TP COMMENTS SUB PANELS (I TRANS T-BAR GRID 1ST FLR CEIL LITES 1ST FLR DCTS 1 FLR (DMPR REQ) @ STR COR T-BAR GRID (2 FLRS) CEILING LITES (2 FLRS) DUCTS/PLMNS (2 FLRS) SVC GEAR ONLY GRID CEILING LITES REGISTERS WALLS/CEIL ELECT RM CONDUIT ELEC RM AIR INTAKE ELEC RM RESTRMS RESTRM CEILING RESTRM CEILING RESTRH CEILING MECH @ REST LIDS ZND FLR OFFICES 2ND FLOOR OFFICE WATER LINES CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB940855 FOR 03/30/95 INSPECTOR AREA TP DESCRIPTION: 57300 SF TILT UP BLDG. PLANCKY CB940855 TYPE: COM CONSTR. TYPE IIIN JOB ADDRESS: 1818 ASTON AV STE : APPLICANT: RENO CONSTRUCTION PHONE: 619 CONTRACTOR: PHONE : OWNER: PHONE : SHELL ONLY OCC GRP B-2 REMARKS: MW/STEVE/431-9788 SPECIAL INSTRUCT: MEZZANINE INSPECTOR ,p TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS SE940058 ISSUED AS940077 ASC ISSUED FS940019 FIXSYS ISSUED CB941641 IT1 ISSUED SE940092 SWOW ISSUED AS950005 ASTI ISSUED CD LVL DESCRIPTION ACT COMWENTS 14 ST Frame/Steel/Bolting/Weld~ng &- -T. LEO A#,&$ 4.L- &!E AkLS-+?-Wd LLS -- - -- - ***** INSPECTION HISTORY ***** DATE 032195 031495 031495 030395 030195 022395 022395 022395 022295 022195 021795 013195 013095 012095 011995 122394 122394 122294 120194 112994 112894 112394 112194 112194 DESCRIPTION Frame/Steel/Bolting/Welding Roof/Reroof Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Roof/Reroof Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Shear Panels/HD's Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/ poundat ionpiers Ftg/Foundation/Piers ACT INSP AP TP AP TP CO TP AP TP PI TP AP TP AP TP AP TP PA TP AP TP PA TP AP TP NR TP AP TP AP TP AP TP PA TP PA TP AP TP AP TP AP TP NR TP CO TP CO TP COMMENTS MEZ FLR FRM PARAPET FRM NAIL TO ROOF ELEVATOR PIT FTN C0,OX TO STAND PARAP WALL POUR STRIP COMP. CU4N N-SHRINX GROUT TRUCK DOCK SLABS POUR STRIP SE WALL LINE I,J.5.6.6/5 POUR STRIPS POUR STRIPS (BACX) EXT.WALL FTNS (PART) PANELS POUR T U PANELS COMP LETTERS TO FO FTNS FOR PRXING LOT LITES TV PANELS TU PANEMIRAIN CONDITION SLABS 1-3,4-5,6-7 SLAB LINE 3-4,5-6 FTNS FOR STAIR LANDINGS ND ENG CHANGE STEEL MISSING CD LL .C PERKITS 6/15/09 CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB940855 FOR 01/30/95 INSPECTOR AREA TP DESCRIPTION: 57300 SF TILT UP BLDG. PLANCK# CB940855 TYPE: COM CONSTR; TYPE IIIN JOB ADDRESS: 1818 ASTON AV STE : / LOT: APPLICANT: RENO CONSTRUCTION PHONE: 619 462-70251 CONTRACTOR: PHONE : OWNER: PHONE : SHELL ONLY OCC GRP B-2 // REMARKS: RS/STEVE/431-9788 SPECIAL INSTRUCT: INSPECTOR ,& TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS SE940058 ISSUED FS940019 FIXSYS ISSUED CD LVL DESCRIPTION ACT COMMENTS 11 ST Ftg/Foundation/Piers /1/R -- - -- - -- - ***** INSPECTION HISTORY ***** DATE DESCRIPTION 012095 Ftg/Foundation/Piers 011995 122394 122394 122294 120194 112994 112894 112394 112194 112194 111794 111594 111594 111594 111094 110894 110894 110794 110794 Steel/Bond Beam Ftg/Foundation/Piers Ftg/FoUndation/Piers Shear Panels/HD's Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/FoUndation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Ftg/Foundation/Piers Sewer/Water Service Underground/Under Floor Underground/Under Floor Underground/Conduit-Wiring Underground/Under Floor Underground/Conduit-wiring ACT INSP AP TP AP TP AP TP PA TP PA TP AP TP AP TP AP TP NR TP CO TP CO TP AP TP AP TP AP TP AP TP AP TP CO TP AP TP CO TP PI TP COMMENTS PANELS POUR T U PANELS COMP LETTERS TO FO FTNS FOR PRKING LOT LITES TV PANELS TU PANELS,RAIN CONDITION SLABS 1-3,4-5,6-7 SLAB LINE 3-4,5-6 FTNS FOR STAIR LANDINGS ND ENG CHANGE STEEL MISSING G.B.#1,2,3 RESTROOMS SEE INSP NOTES TIE-IN @ MAIN 4" PIPE, 1/8" SLOPE APPR VET. SLOPE , PROV PLANS SLOPE FLAT-1/8" USED 4 1" CONDUITS TIWE ARRIVE: TIWE LUVE: CO LVL DESCRIPTION ACT COHICNTS PERKITS 6/ 15/89 CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB940855 FOR 01/19/95 INSPECTOR AREA TP DESCRIPTION: 57300 SF TILT UP BLDG. PLANCK# CB940855 TYPE: COM JOB ADDRESS: 1818 ASTON AV APPLICANT: RENO CONSTRUCTION CONTRACTOR: PHONE : OWNER : PHONE : SHELL ONLY OCC GRP B-2 PHONE: 619 462-7025 REMARKS: BJN/STEVE/431-9788 SPECIAL INSTRUCT: INSPECTOR TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS SE940058 ISSUED FS940019 FIXSYS ISSUED CD LVL DESCRIPTION ACT COMMENTS 12 ST Steel/Bond Beam ne &d -- - -- - -- - ***** INSPECTION HISTORY ***** DATE DESCRIPTION 122394 Ftg/Foundation/Piers 122394 Ftg/Foundation/Piers 122294 Shear Panels/HD's 120194 Ftg/Foundation/Piers 112994 Ftg/Foundation/Piers 112894 Ftg/Foundation/Piers 112394 Ftg/Foundation/Piers 112194 Ftg/Foundation/Piers 112194 Ftg/Foundation/Piers 111794 Ftg/Foundation/Piers 111594 Underground/Under Floor 111594 Ftg/Foundation/Piers 111594 Sewer/Water Service 111094 Underground/Under Floor 110894 Underground/Under Floor 110894 Underground/Conduit-Wiring 110794 Underground/Under Floor 110794 Underground/Conduit-Wiring ACT INSP AP TP PA TP PA TP AP TP AP TP AP TP NR TP CO TP CO TP AP TP AP TP AP TP AP TP AP TP CO TP AP TP CO TP PI TP COMMENTS FTNS FOR PRKING LOT LITES TV PANELS TU PANELS,RAIN CONDITION SLABS 1-3 , 4-5,6-7 SLAB LINE 3-4,5-6 FTNS FOR STAIR LANDINGS ND ENG CHANGE STEEL MISSING G.B.#1,2,3 RESTROOMS SEE INSP NOTES TIE-IN @ MAIN 4" PIPE, 1/8" SLOPE APPR VET.SLOPE,PROV PLANS SLOPE FLAT-1/8" USED 4 1" CONDUITS DATE /a/’’ 3/77 INSPECTOR ?EMIT t PIAHCX # 4- UK-7 JOB ADDRESS /Y/S m 73 d TIWE ARRIVE: TIWE LUVE: PERMITS 6/1S/89 DESCRIFT’ION ACT CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB940855 FOR 12/01/94 INSPECTOR AREA TP DESCRIPTION: 57300 SF TILT UP BLDG. PLANCK# CB940855 SHELL ONLY OCC GRP B-2 TYPE: COM CONSTR. TYPE IIIN JOB ADDRESS: 1818 ASTON AV STE : LOT : APPLICANT: RENO CONSTRUCTION PHONE: 619 462-7025 CONTRACTOR: PHONE : OWNER: PHONE : REMARKS: MW/STEVE/431-9788 INSPECTOR L/ SPECIAL INSTRUCT: SLAB ON GRADE STEEL I- TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS SE940058 ISSUED CD LVL DESCRIPTION ACT COMMENTS - 6 11 ST Ftg/Foundation/Piers -52.&75 /-3.4 - 5 L 1 -- - -- - -- - ***** INSPECTION HISTORY ***** DATE 112994 112894 112394 112194 112194 111794 111594 111594 111594 111094 110894 110894 110794 110794 DESCRIPTION Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Ftg/Foundation/Piers sewerpater service Underground/Under Floor Underground/Under Floor Underground/Conduit-Wiring Underground/Under Floor Underground/Conduit-Wiring ACT AP AP NR co co AP AP AP AP AP co AP co PI INSP TP TP TP TP TP TP TP TP TP TP TP TP TP TP COMMENTS SLAB LINE 3-4,5-6 FTNS FOR STAIR LANDINGS ND ENG CHANGE STEEL MISSING G.B.#1,2,3 RESTROOMS SEE INSP NOTES TIE-IN @ MAIN 4" PIPE, 1/8" SLOPE APPR VET. SLOPE, PROV PLANS SLOPE FLAT-1/8" USED 4 1" CONDUITS CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB940855 FOR 11/29/94 DESCRIPTION: 57300 SF TILT UP BLDG. TYPE: COM SHELL ONLY JOB ADDRESS: 1818 ASTON AV APPLICANT: RENO CONSTRUCTION PHONE : CONTRACTOR: PHONE : OWNER: PHONE : INSPECTOR AREA TP PLANCKX CB940855 OCC GRP 8-2 COIjSTR. TYPE IIIN STE : ' LOT: 619 462-702.5 / REMARKS : MW/STEVE/4 3 1-9 7 88 INSPECTOR /L * SPECIAL INSTRUCT: SLAB ON GRADE REBAR /- TOTAL TIME: --RELATED PERMITS-- PERMITL TYPE STATUS SE940058 e ISSUED CD LVL DESCRIPTION ACT COMMENTS 11 ST Ftg/Foundation/Piers At! 2%" .bOL. 3-&/ C--L I ***** INSPECTION HISTORY ***** DATE 112194 111794 111594 111594 111594 111094 110894 110894 110794 110794 DESCRIPTION Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Ftg/FoUndation/Piers Sewer/Water service Underground/Under Floor Underground/Under Floor Underground/Conduit-Wiring Underground/Under Floor Underground/Conduit-Wiring ACT INSP CO TP AP TP AP TP AP TP AP TP AP TP CO TP AP TP CO TP PI TP COMMENTS STEEL MISSING G.B.#1,2,3 RESTROOMS SEE INSP NOTES TIE-IN @ MAIN 4" PIPE, 1/8" SLOPE APPR VET. SLOPE , PROV PLANS SLOPE FLAT-1/8" USED 4 1" CONDUITS CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB940855 FOR 11/28/94 INSPECTOR AREA TP DESCRIPTION: 57300 SF TILT UP BLDG. PLANCKX CB940855 SHELL ONLY OCC GRP B-2 TYPE: COM CONSTR. TYPE IIIN JOB ADDRESS: 1818 ASTON AV STE : LOT : APPLICANT: RENO CONSTRUCTION PHONE: 619 462-7OY5 CONTRACTOR: PHONE : OWNER: PHONE : /i REMARKS: BJN/STEVE/431-9788 SPECIAL INSTRUCT: INSPECTOR & TOTAL TIME: --RELATED PERMITS-- PEMIT# TYPE STATUS SE940058 ISSUED CD LVL DESCRIPTION ACT COMMENTS ***** INSPECTION HISTORY ***** DATE 112194 111794 111594 111594 111594 111094 110894 110894 110794 110794 DESCRIPTION Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Ftg/Foundation/Piers Sewer/Water Service Underground/Under Floor Underground/Under Floor Underground/Conduit-Wiring Underground/Under Floor Underground/Conduit-Wiring ACT co AP AP AP AP AP co AP co PI INSP TP TP TP TP TP TP TP TP TP TP COMMENTS STEEL MISSING G.B. #1,2,3 RESTROOMS SEE INSP NOTES TIE-IN @ MAIN 4" PIPE, 1/8" SLOPE APPR VET. SLOPE , PROV PLANS SLOPE FLAT-1/8" USED 4 1" CONDUITS i TIHE ARRIVE: TIHE LEAVE: CD LVL DESCRIPTION ACT COlQCWl"T PERXITS 6/15/09 PERMIT# CB940855 DESCRIPTION: 57300 SHELL TYPE: COM CITY OF CARLSBAD INSPECTION REQUEST FOR 11/15/94 SF TILT UP BLDG. ONLY JOB ADDRESS: 1818 ASTON AV APPLICANT: RENO CONSTRUCTION CONTRACTOR: OWNER: REMARKS: MW/STEVE/431-9788 SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS-- PERMIT# 53940058 CD LVL DESCRIPTION @/" INSP~CTOR AREA TP PLANCK# CB940855 OCC GRP B-2 STE : LOT : PHONE: 619 PHONE : PHONE : INSPECTOR TYPE STATUS swow ISSUED ACT COMMENTS DATE 111094 110894 110894 110794 110794 ***** INSPECTION HISTORY ***** DESCRIPTION ACT INSP COMMENTS Underground/Under Floor AP TP 4" PIPE, 1/8" SLOPE APPR Underground/Under Floor CO TP VET.SLOPE,PROV PLANS Underground/Conduit-Wiring AP TP Underground/Under Floor CO TP SLOPE FLAT-1/8" USED Underground/Conduit-Wiring PI TP 4 1" CONDUITS KEVIN GEE REGISTERED SPECIAL INSPECTIONS (61 9) 758-0286 TO: CARLSBAD BUILDING DEPT. 2075 LAS PALMAS DR. CARLSBAD , Ck 92009 DATE: 12-2494 AlTN: BUILDING INSPECTION DEPARTMENT RE: SPECIAL INSPECTOR REPORTS( SHOP WELDING) FOR WELDED EMBEDMENTS. PROJECT: BLACKMORE ENCLOSED FIND THE SPECIAL INSPECTION REPORTS FOR THE BLACKMORE PROJECT LOCATED AT 181 8 ASTON AVE., CARLSBAD , CA KEVIN GEE REClSTERED SPECIAL INSPECTIONS PO BOX 3314 VISrA,CA.92083 I6191 758Q28E FAX 758-872 ’ INSPECTORS WILY .._, -..T ~~~ LIST ITWS RECUIRING CORRECTION.CORRLCTIO OF PREVIOUSLY LISTED UNCORRTCTED ITENS. No cCE LIST CHANGES TO APPROVED PLANS AUTHORIZED BY ARCHITECT OR ENGINEER dDE.IE CoxaENTs TO THE BEST OF fly KMEDGE. WORK INSPECTED WAS IN ACCORDANCE WITH THE BUILDING ICABLE PROVISIONS OF THE U.B.C., DEPT. mcwt AS NOTED WE. DATE If -I 4-94 PRINT FUL NAPE I.D. NUMBER COMPANY AUTHORIZED SIGNATURE NOTE: I_ OVERTIME EFFECTIVE ON SATURDAY AND AFTER 3:30 PSI, ON WEEKDAYS INSPECTION BASED ON 4 HOUR MINIMWI, 8 HOUR MINIMUM AFTER 4 HOURS , 2 HOUR HlNlrWn FOR ALL CANCELLATIONS ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: 12/12/94 JURISDICTION : Carlsbad PLAN CHECK NO.: 94-855 PROJECT ADDRESS: 1818 Aston PROJECT NAME: Blackmore Building Roof Construction fg?E& 0 PLAN REVIEWER 0 FILE SET: RII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. [7 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: 1 Telephone #: REMARKS: Attached are three sets of roof truss design and const details for the project building. By: Chuck Mendenhall 0 GA 0 CM 0 PC Esgil Corporation 12/2/94 Enclosures: tmsmtl.dot ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: 12/2/94 JURIS D I CTI 0 N : Carlsbad PLAN CHECK NO.: 94-855 SET RII PROJECT ADDRESS: 1818 Aston PROJECT NAME: Blackmore Building Revised Building Const. g-2 a PLANREVIEWER a FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. [7 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: 1 Telephone #: REMARKS: The roof trusses have still not been approved. The plans for these are to follow at a later dated. By: Chuck Mendenhall 0 GA 0 CM 0 PC Esgil Corporation wakk in Enclosures: trnsmtl.dot DATE: 11/22/94 JURIS D I CTI 0 N : Carlsbad PIAN CHECK NO.: 94-855 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 0 FILE SET: REV PROJECT ADDRESS: 1818 Aston PROJECT NAME: Blackmore Building Revised Const 0 The plans transmitted herewith have been corrected where necessary and substantially comply 0 o rn 0 m I o 0 with the jurisdiction’s building codes. The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant‘s copy of the check list has been sent to: Ware & Malcomb, Att’n: Larry Kloha 6125 Cornerstone Ct Ste. 200, San Diego 92121 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone #: REMARKS: By: Chuck Mendenhall Esgil Corporation Enclosures: CARLSBAD PAN REVIEW NO 94-855 REV 11/22/94 1. Reference detail 25/S12 to C-14 on sheet S-I. The reference shown on the plan is incorrect. 2. Where do details 22,23,24/S-9 apply on the revised plans? There was no apparent reference on the revised plans that indicate where these apply. 3. What is the size and spacing of the tie in the spandrel beam shown in detail 17/S-12? 4. Specify in detail 1/S-13 the size of rebar to be used in the connection of the spandrel beam to the column. This would also apply at detail 18/S-12 for consistency. 5. Detail the conn. of the canopy beams to the spandrel panel.The detail 5/S-13 is not applicable. 6. Detail 56-13 shows a 3/8" plate extending through the panel. Is this plate cast into the panel ? If not how is it to be installed after the panel is cast? 7. What is the size and spacing of the steel and the thickness of the panels shown in detail 6/S-12? Submit two sets of revised plans and details for recheck. If you have any questions regarding the items listed above please contact Chuck Mendenhall at 560-1468. VALUATION AND PLAN CHECK FEE Mezzanine Rev JURISDICTION: Carlsbad PLAN CHECK NO.: 94-855 REV 902 26 23452 PREPARED BY: CM DATE: 11/22/94 Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING ADDRESS: 1818 Aston BUILDING OCCUPANCY: 82 46,876 TYPE OF CONSTRUCTION: I I I Elevator I 80 I26 I2080 I I I I I I I Building Permit Fee: $ 395.00 Plan Check Fee: $ 256.75 Comments: Sheet1 of 1 0 GA 0 CM 0 PC c ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 660-1468 DATE: 11/8/94 JURISDICTION: Carlsbad PLAN CHECK NO.: 94-855 SET rev PROJECT ADDRESS: 1818 Aston 0 APPLICANT 0 PLAN REVIEWER @--miGzm 0 FILE PROJECT NAME: Blackmore Building Roof Construction 0 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 deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Chung Song, Structural Engr 2614 Gianelli Ln, Escondido 92025 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: 1 Telephone #: 0 0 REMARKS: By: Chuck Mendenhall 0 GA 0 CM 0 PC Esgil Corporation 10131 Enclosures: CITY OF CARLSBAD PLAN CHECK No: 94-855 roof DATE: 11/8/94 Note: The corrections listed below refer only to the proposed roof framing as designed by SMI Joists. 1. As stated in the summary of the design calc’s the roof must be designed per the loads outlined on sheet S-10 of the contract documents ( approved plans). 2. Girder G-14 must be designed for an axial load of 75.2K. The design is for only 26.8K along the top chord . See page 064 of the design calc’s. 3. The open web joists along line D between 43 & 5,6 & 6,7 must be designed for axial loads of 82.5K, 58.9K & 27.5K respectively. The design calc’s do not reflect this. 4. The open web joists along line G between 4,3 & 1,3 must be designed for axial loads of 33.2K each. The design calc’s do not reflect this. 5. Provide design calc’s for the continuity bars to show that they can resist the axial loads as outline on sheet S-10 of the approved plans. It appears that the bars and welds as shown on sheet J1 of 2 fof the plans are not adequate. For instance the continuity bar at grid point D,4 of the plans must withstand 96.3K.The bar detail is 4B (2-1118 continuity bars). These are capable of resisting .6XFyX1.33XAreaof the bar (0.6X36X1.33XI .27X2=73K which is less than the req’d 96.3K). 6. Provide design calc’s for the continuity bar weld connections. See details B,C,D,&E on sheet J1 of 2 of the plans by SMI. If you have any questions regarding the items in this list please contact Chuck Mendenhall at (619) 560-1468. Submit two new sets of plans and calculations to show cqmpliance with the items listed above. tmsmtl.dot c- . .. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: September 1, 1994 JURISDICTION: CARLSBAD PLAN CHECK NO.: 94-855 PROJECT ADDRESS: 1818 Aston PROJECT NAME: The Backmore Co. Bldg. SET: I1 OAPPLICANT OPLAN CHECKER OFILE COPY 0The plans transmitted herewith have been corrected where necessary and substantially comply with the 0 The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should m The check list transmitted herewith is for you information. The plans are being held at Esgil Corporation 0 The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact lThe applicant’s copy of the check list has been sent to: jurisdicion’s building codes. deficiencies identified below are resolved and checked by building department staff. be corrected and resubmitted for a complete recheck. until corrected plans are submitted for recheck. person. Ware & Malcomb, Architects, Att’n: Jim Edwards 6125 Cornerstone Ct,#200 SD 92121 0 Esgil Corporation staff did not advise the applicant contact person that the plan check has been completed. Esgil Corporation staff did advise the applicant contact person that the plan check has been completed. Person contacted Jim Edwards Date contacted: 9/1/94 ( by: CM ) Telephone #: 546-1 121 F& S4L- lob2 0 REMARKS: By: Chuck Mendenhall Esgil Corporation 0 GA 0 CM 0 PC Enclosures: tmsmtl.doc e- City of Carlsbad Date: 9/1/94 Plan Check No. 94-855 Structural Note: The correction numbers listed below refer to the numbers from the previous list. 8. High drag forces occur along lines 8.2, E, F & G . However, you have not referenced the drag tie detail 7A & 7BIS-8 to these lines. Please clarify. 2.Reference detail 71s-7 to detail 19NS-9. This is req’d in order to specify the weld conn of the rebar to the 4x4 angle. 5. The Bldg. Official must defer the design and const details for open web steel girders with the loading shown on S-10 17. Show on the plans the MSTl 60 wall anchors in the middle half of the diaphram span along lines G, J, A, B Architectural 5. Each sheet of the architectural plans must be signed and sealed by the designer 10 Revise General Note 4 on sheet T-2 to indicate compliance with the 1990 NEC 136. Detail the const of the entry lobby ceiling to show that it is 1 HRconst. 187. Provide the ICBO #for the combination vent / skylights 202. Provide a letter from the soil engineer confirming the foundation plan, grading plan and specifications have been reviewed and that the recommendations have been incorporated into the plans .. . .. ESGIL CORPOMTION 0320 CHESAPEAKE DR.. SUITE 208 SAN DIEGO, CA 02123 (610) 560-1468 DATE : i/U,/94 JURISDICTION: 'Car \s bod PLAN CHECK NO: 94-8s SET: 1 PROJECT ADDRESS : 8 \ 8 ALbfi n APPLICANT EFILE COPY nups ODESIGNER The plans transmitted herewith have been corrected where building codes. The plans transmitted herewith will substantially comply cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the 0 necessary and substantially comply with the jurisdiction's 0 with the jurisdiction's building codes when minor deficien- 0 identified on the enclosed check list and should be corrected 0 jurisdiction to return to the applicant contact person. . The been sent to: are fc(WdS co\ 2s - Cornsst one ct ,*200, s, D, 92/21 Esgil staff did not advise the applicant contact person that plan check has been completedf%CcZyk by mai\ been completed. Person contacted: Date contacted: Telephone C 0 Esgil staff - did advise applicant that the plan check has 0 REMARKS: n BY Enclosures: ESGIL CORPORATION 11\8/9q BGA- OCM OPC '/A Qllilx m. 94- 855 cstme. ct *'zoo . 4125 Come Yl ?)\en0 I PA. Date plans received by jurisdiction: 7 1 14/% Date plans received by Esgil Corp.: --LM 7 0 Date initial plan check completed: Applicant contact person: Tel . 54b- H2l POIIIIRRD: PLEAS%RBbD 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 Departnant, Fire Department or other departments. Clearance from those departments may ba required prior to the issuance of a building permit. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the variois state agencies authorized -to propose building regulations for enforcement at the local level. Code sections cited me based on the 1991 UBC. The circled items listed need clarification, modification or change. All items must be satisfied bafore the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1991 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To SDeed M the recheck orocess. note on this list lor a cow) where each correction item has been addressed. i.e.. olan sheet. mecification. etc. Be sure to enclose the marked M list when YOU submit the revised ~lans. A. / B. / P p' k Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, to: The jurisdiction's building department. Provide the site address and a vicinity sketch on the Title Sheet. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. All sheets of the plans e -' 3kastsf 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 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 Lagend on the Title Sheet. Include the following code information for each building proposed: Code. srRuc.7, MEa, 4 ELEC. Occupancy Group 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. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. (if applicable) Indicate on the Title Sheet whether or not a P Brading permit is required for this project. - Provide a statement on the Title Sheet of the plans that this project shall comply with -d 1990 mc. SEE GEN. 4 ON T-2 Provide a note on the plans indicating if any hazardous materials will be stored andlor used within the building which exceed the quantities listed in UBC Tables 9-A and 9-B. / specify the uses of all rooms or areas. c. SIlB PLAll 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 statmg: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. Clearly desigmte any side yards used to justify increases in allowable area based on Section 506. 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 property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Show and dimension on the site plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. Show on the site plan, or provide the grading olans. showine finish floor elevations, / tb / P /IB td . alevations of- finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. Show dimensioned parking layout including any required disabled access spaces. Show the location 'of any designated flood plains, open space easements, or other development restricted areas on the site plan. 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 than 5 feet from a property line. All openings in floors forming a three-hour separation shall be protected by vertical enclosures above and below the opening. The walls of such enclosures shall be not less than two-hour fire-resistive construction, and openings therein shall be protected by a one and one-half-hour assembly. Structural members supporting an occupancy separation must have the same fire-resistive rating as the separation. No openings are allowed in a four-hour fire- resistive occupancy separation wall. Section 503 (c). Openings in a three-hour fire-resistive separation shall be protected by a three-hour assembly, and openings may not exceed 25 percent of the length of wall in the story and no single opening shall exceed 120 sq. ft. Section 503 (c). Openings in a two-hour fire-resistive separation shall be protected by a one and one-half-hour assembly. Section 503 (c). Openings in a one-hour fire-resistive separation shall be protected by a one-hour assembly. Section 503 (c). Steel electrical outlet boxes at occupancy separation walls shall not exceed sixteen square inches, shall not exceed one hundred square inches per one hundred square feet of wall, and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Ducts penetrating occupancy separation walls must have fire dampers. Section 1803 (a). Section 503 (c). Section 503 (b). Section 4304 (f). Section 4306 (j). Usable space under the first story shall be enclosed and shall be separated from the non- usable space as required for one-hour fire- resistive construction and the door to the usable space shall be self-closing, of noncombustible construction or solid wood core, not less than 1-314 inches in thicbess. Section 1703. Unless the entire building is sprinklered, storage areas in excess of 1000 sq. ft. (3000 sq. ft. if storage area is sprinklered and not otherwise required to be) in connection with sales occupancies shall be separated from public areas by a one-hour fire-resistive occupancy separation. Section 702 (e). K. gxITs In all occupancies, floors above the first + story having 10 or more occupants, shall have not less than two exits. Section 3303 (a). /. $mats require two exits. Section 3303 In areas where the occupant load exceeds 3. two exits are reauired. See . to comply. Sectior .. 106. Exits should have a minimum separation of one- half the maximum overall diagonal dimension of the building or .area served. Section 3303 (c). SEE \04 The msximum nmber of required exits and their required separation must be maintained until egress is provided from the structure. Section 3303 (a). 8. Where a required exit enters a yard or court the minimum width of the yard or court shall be 44" and the yard must be unobstructed and lead to a public way. Sections 3311 (b), 3301(b). 9. Were required exits enter an exit court (see definition, Section 404 and 3301), the exit court must discharge into a public way or exit passageway. The exits from @e exit court shall comply with Section 3311 (d) requirements for width, number, and protection of walls and openings when the occupant load exceeds 9. Walls of exit passageways shall be without openings except exits and shall have walls, floors and ceilings of the same fire- resistance required for the building, with a minh one-hour fire-resistive construction. Exit openings in the walls shall be protected by a three-fourths-hour assembly. Section 3312 (a). The total width of exits in inches shall not be less than the total occupant load served by an exit multiplied by 0.3 for stairways and 0.2 for other exits. 0 f td /d / - Section 3303 (b). No point in the building shall be more than 150' (200' if sprinklered) from an exterior exit, horizontal exit, enclosed stahway or exit passageway, maasured along the path of travel. This may be increased a maximum of 100' when the increased travel distance is the last portion of the travel distance and is entire1 within a 1-hour corridor. Section 3303 (dJ. Double acting doors are not allowed when serving a tributary occupant load of more than 100, or when part of a fire assembly, or part of smoke and draft control assemblies or when equipped with panic hardware. Section 3304 (b). 4. 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 i'/ J I . Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge". In lieu of the above, in a Group B occupancy, you may note "Provide a sign on or near the exit doors reading 'INIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS". This signage is only allowed at the &exit. Section 3304(c). 6. Exit doors from Group A,E,H-l,H-Z,H-3 and I occupancies shall not be provided with a latch or lock unless it is panic hardware. Chapter 7. All doors and gates, within the exit path from t( Group 33* A,E,H-l,H-Z,H-3 and I occupancies to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware. Section 3301 (b). When additional doors are provided for egress purposes, they shall conform to the width, swing and hardware provisions in Chapter 33. Section 3304(1). Exit doors should be a minimum size of 3 feet by 6 feet 8 inches. Maximum leaf width is 4 feet. Regardless of occupant load, a floor or landing not more than 1 inch (112-inch if disabled access is reauired) below the td UQ. t": Section 3304 (f) and (g). threshold is required on &ch side of an exit door. Section 3304 (i). 1. When a door landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing dimension to less than one half its required width. Section 3304 (j). J Door landings shall have a length measured in the direction of travel of not less than 44 inches. Section 3304 (j). 3. Doors should not project more than 7 inches into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section Revolving, sliding and overhead doors are not 74 permitted 3305 (d)* as exit doors if the occupant load exceeds 9 or the exit door serves a hazardous area. Section 3304 (h). 5. Ramps not required to comply with disabled access requirements shall not be steeper than 1:8. Ramps steeper than 1:15 shall have handrails as required for stairways. Minimum size landings and landing clearances must be provided. Section 3307. (See Title 24 where Disabled Access is required) t/ 6. Stairway width must be at least 44 inches when ... serving 50 or more occupants; 36 inches when less than 50. Section 3306 (b). Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 3306 (c). on -. Eighty inch minb headroom clearance for stairways should be indicated on the plans. Section 3306 (0). Note that this is from a plane tangent to the stairway tread nosing. td 0 127 ' Stairway handrails should not project more than 3-112 inches into the required width. Trim and stringers may not roject mre than 1-112 inches. Section 3306 6). Enclosed usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour fire- resistive construction. Show 2 x @ 16" O.C. nailers. Section 3306 (l), (m). 1. Landings should not be reduced in width more than 7 inches by a door when fully open. Section 3304 (j). Stairways from upper levels which extend below the level from which egress from the building is provided, shall have an approved barrier to preclude exiting into such lower levels. Section 3306 (h) & 3309 (e). / .. Vertical distances between stairway landings are limited to 12 feet. Winding and spiral stairways are permitted only in residential occupancies. Section 3306 (dl. Section 3306 (g). .. All interior Stairways and ramps shall be enclosed. In other than H and I occupancies, an enclosure is not required if serving only one adjacent floor and not connected to stairs or corridors serving other floors. Section 3309 (a). - Stairways should be enclosed as specified in Section 3309: Two-hour fire-resistive walls are required in buildings of Type I and 11-F.R. construction and in all buildings four or more stories in height, and one-hour elsewhere- 'D€T&IL I HR EMd Only exit doors are allowed to open into exit enclosures. Doors should be labeled one and one-half hours or one-hour fire assemblies, and noted that the maximum transmitted temperature end point shall not exceed 450 degrees (P) above ambient at the end of 30 minutes of the fire exposure specified in UBC Standard 43-2. 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 4 /c. r level. / /f. Usable space is not allowed under the stairs. . Occupied floors more than 75 feet above the lowest level of fire department vehicle access should have all exits from the building in smokeproof enclosures. Section 3310 (b). stairway mst extend to the roof. Section 3306 (n). It must be in a smoke-proof enclosure in buildings over 75 feet in height. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if a stairway to the roof is required. In buildings four or more stories, one Stairways exiting directly to the exterior of a building four or more stories in height shall be provided with a maans for emergency entry for fire department access. Section 3306 (1). 140. Handrails: 7 Handrails are required on each side of stairways. Staiways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides). d Private stairways (1 tenant) need only have a handrail on one side if 30" or less Q in height. Handrails and extensions shall be 34" to 38" above nosine of treads and be - - continuous. Except for private stairways, at least one rail shall extend 12" beyond top and awl&< bottom risers. -/ All stairs shall have handrails terminating in a newel or safety post. Section 3306(j). Note: Where access for the disabled is necessary, Title 24 requires handrails on both sides to extend 12 inches beyond the top nosing and 12 inches plus the tread width beyond the bottom nosing. Additionally, handrail height should then be changed to 30"- 34". 141. The handgrip portion of all handrails shall beM0 than 1-1/2 inches 'NU inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the 0 stairway in buildings over two stories shall be protectgd by a self-closing .assembly having a three-fourths-hour rating, unless two separate exterior stairways serve an exterior exit balcony. Section 3306 (k). 3. openings in exterior walls balm or within 10 feet, measured horizontally, of an exterior stair shall be protected by self-closing fire assemblies having a three-fourths-hour fire protection rating when the stair serves a floor level having openings in two or more floors below it. See exception above. Section 3306 (k). ld Buildines four or more stories in heipht shall / have a- stairway numbering system complying with Section 3306 (p). 8/4/92 9 . B-2 and B-4 occupancies with over 50,000 sq. ft. of undivided area and H-1,2,3,4 or 5 occupancies over 15,000 sq. ft. of single flwr area shall have smoke and heat vents per Section 3206. 5. Plastic skylights rcust be separated from each other by at least 4 feet, unless they are over the same room and their combined area does not exceed 100 square feet (or 200 square feet if the plastic is a "CCI" material). Section 5207 (a) 6. 6. Plastic skylights shall not be installed within that portion of a roof located within a distance to property line where openings in exterior walls are prohibited or required to be protected. 187 Provide skylight details to show compliance with Chapter 34 and Section 5207 or provide ICBO or other recognized approval listing. . Provide plastic roof panel details to show compliance with Section 5206 or provide ICBO or other recognized approval listing. d t8 0 Section 5207 (a) 7. Show attic ventilation. Minimum vent area is 11150 of attic area or 1/300 of attic area if at least M percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). 0. Show location of attic access with a minimum size of 22"x30" unless the maximum vertical headroom height ?, the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 3205(a). /r/ R. FLRUEUTRXIISBIR; Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft. and there is not provided at least 20 sq. ft. of opening entirely above the adjoining ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when onenin~s are nrovided on onlv one side and the bpposIte siie is more & 75 feet 1 away. Section 3802 (b). Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an exterior wall. 3802 (b). Section Fire sprinklers are required at the top of rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floor shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 (b). 244. Fire snrinklers are rewired in retail sales 1 rooms ihere-the floor &ea exceeds 12,000 sq; ft. on any floor or 24,000 sq. ft. on all floors or in B-2 retail sales occupancies mre than three stories in height. Section 3802. 5. Fire sprinklers are required in H occupancies 6. Provide fire sprinklers in rooms used by the occupants for the consumption of alcoholic beverages when the total area of weparated rooms exceeds 5000 square feet. For uses to be considered as separated, a one-hour occupancy separation is required. Section 3802 (c). Provide fire sprinklers Section 506, 507, 508 or 3802. See also jurisdiction ordinance. Note on the plans: 'when serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 3803. / when exceeding the areas in Section 3802 (f). td /* t.Q A . 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 3805. 'S. lmRMTI(*I Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation desien recornendations based on the engineer's find-ings and shall comply with UBC Section 2905. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearin capacity of the foundation. Section 2905(cf. 8/4/92 12 202 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. The foundation plan does not comply with the following soil report recomndation(s) for this project 0 Crequired by the soil report). Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. 205. The soils engineer recomended that helshe review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: 1. The building pad was prepared in accordance with the soils report, 2. The utility trenches have been properly backfilled and compacted, and 3. The foundation excavations comply with the intent of the soils report". 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. #. p height of all foundation walls. Chapter Show height of retained earth on all foundation walls. Chapter 23. Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. Note on the plans that wood shall be 6 inches above finish grade. Section 2907(a). Note on plans that surface water will drain away from building and show drainage pattern 0 / Y Y Y f and key elevations. Section 2905 (f). #. Dimension foundations per Table 29-A. , Floors Thickness of Suuuorted* Stemwall Width Depth Footin% 1 6" 12" 12" 6" ~ __ __ 2 a" 15" 18" 7" 3 10" 18" 24" 8" "Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. #- 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. Show foundation sills to be pressure treated, or equal. Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 2907 (f). Specify size, ICBO number and manufacturer of power driven pins and expansion anchors. Show edge, end distance and spacing. Section 306 Show size, embedment and location of hold down anchors on foundation plan. Section 302(d). Note on the plans that hold down anchors must be tied in place prior to foundation inspection. Section 2907 (d) 5. Section 2516 (c) 3. (0. Show adequate footings under all bearing walls and shear walls. Section 2907 (b). I Show stepped footings for slopes steeper than 1:lO. Section 2907 (c). 1. Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders. Section 2516 2. Show pier size, spacing and depth into / undisturbed (c) 2* soil. Table 29-A. Show minimum under floor access of 18 inches J / by 24 inches. Section 2516 (c) 2. . Show minimum under floor ventilation equal to a 1 sq. ft. for each 150 sq. ft. of under floor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. T. nAsmRYAnDaxtumx . Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 3006 (d)l and Section 2515 (a). Show ties, 19 wire in horizontal joints, Show height and construction details of all concrete and masonry walls. Chapter 24. 8/4/92 13 Show floor and roof connections to masonry 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. Provide details for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1708 (a). Show a minimum 2" air space and flashing between planter and building walls. Section 2516 (c) 7. # 2310. cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below or sticky back. I(E0UIRED SPECIAL INSPECTIONS In addition to the regular inspections, the followim checked items will also reauire Special fnspection in accordance with Sbc. 306 of the Uniform Building Code. ITM REQ. IF Rpwu(s CKEm SOILS cop(pLIANcE PRIOR TO FOUNDATION INSP. STRUCTuRllL CONCRETE OVER 2500 PSI PRESTRESSED STEEL FIELD WING HIm STRMFM BOLTS EI[PAWSION ANCHORS SPECIAL MASONRY SPRAYED ON FIRE PROOFING PILES/CAISSONS DESIGNER-SPECIFIED OTHER Where special inspection is required for masonrv. note on the ulans that urism tests shall bi performed in accordance Gith Section 2405. Section 2405(c). In seismic zones 3 or 4, if a structure is defined in Table 23-K as Occupancy Category I, I1 or 111, note on the plans that "Structural observation by the engineerlarchitect shall be performed. A Statement in writing shall be given to tbe building official, stating that the site visits have been made and whether or not any observed deficiencies have been corrected to conform to the approved plans and specifications". 3. 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. 4. Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. 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 (9) 3. Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506(h). Show blocking at end and at supports of floor joists, and for rafters at exterior walls. Section 2517 (d) 3. Show solid blocking at ridge line and at exterior walls on trussed roofs. Section 2506 / / Y Y v/" P J 4 f (h), Section 2517 (h). 9. Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joists. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 Show rafter purlin braces to be not less than 2517(h)6. 2. Show 1/2" minimum clearance between top plate of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). Section 2517 (d) 5. 0. Show rafter ties. rx. 45 (h) 5* degrees to the horizontal. Section . Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts vhich they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 Specify plywood grade and panel span rating. 5. 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). 6. When roof pitch is less than 3:12, design ridge as a beam. If foundation cripple wall studs are less than 14", framing shall be solid blocking or the cripple studs sheathed with plywood. Section 2517 (g) 4. . Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (9) 4. 2 9. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. . In open beam construction, provide strap ties ? across the beams at the ridge support. Section 2501 (b). 1. Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior ooeninns shall be flashed in 4 Table (c) 4* 25-5-1. / d f ? d Section 2517 (h). such a mer as 60 due them weatherproof". Section 1708. v. MI- . Parking garages shall have an unobstructed headroom clearance of not less than 7'-0" above the finish floor to any ceiling, beam, pi e or similar construction. Section 702 273 Provide details of restrooms to show 0 compliance with Section 510 (b), regarding floors, walls -. If both sexes will be employed and the number of employees exceeds four, provide separate toilet facilities for men and women. If "both sexes will be employed and the total number of employees will not exceed four", and only one restroom is provided, note the words in quotation above on the floor plan. Section 705 (c). r/ Guardrails: r a. Shall be installed at all unenclosed floor and roof openings. b. Shall be installed at open and glazed sides of landings and ramps. Shall be installed at balconies or porches more than 30" above grade or floor below. d. Shall be installed on roofs used for other than service of the building. e. Shall have a height of 42". f. Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 23-B. g. Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". 6. Provide platform and stage construction, including occupancy separations and roof vents, as per Chapter 39. Provide at least one drinking fountain for each floor level in Group A occupancies. Section 605. Show that aisles and seats comply with Sections 3315 and 3316. Buildings housing Group A Occupancies shall front directly upon or have access to a public street not less than 20 feet in width. The access to the public street shall be a mininnnn 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. The main entrance to the building shall be located on a public street or on the access way. Section 603. Pedestrian walkway shall comply with Section Note on the plans that suspended ceilings shall comply with UBC Tables 47-A and 23-P. Note on the plans that new water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19.2, and urinals and associated flushometer valves, if any, shall use no mare than one gallon per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19.2. C. r/ Y ;.Q f 0 ;ld* 509. Y H & S Code, Section 17921.3(b). Provide note and details on the plans to show compliance with the enclosed Disabled Access Check List. Disabled access requirements may be more restrictive than the UBC. X. F #- A. Y. Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. Provide electrical plans, plan details, calculations and the completed Form 5 or CF-5 to show compliance with state regulations for energy conservation. Incorporate in the plans or specifications the attached "Title 24 Handatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". 287 Please see additional corrections, or reaarks, Q on the following page. n 280. To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 289. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describle them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please check. Yes - No d) 62 The jurisdiction. has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 6191560-1468. to Derform the olan check for your project. plan check items, If yo; ha;e any questibns regarding sese at Esgil Corporation. lhank you. Enclosures: I’ I I I I I ELECTRICAL ?LAN CORRECTION SHEET mSD1alo!r: ARI \RAD - PLM cxux rm: €?A (EE1sIx: CHUCK MENDENHALL I I I ~ I Non.Raridintial Accin Riquiromontr Plan Roviaw Coniction tin Papa 2 April 15,1994 f /f f J d r: I" '@ A minimum of one in every8 accessible spaces shall be served by ai access aisle 96" minimum width and shall be designated van accessible per section 3107Alb)Z. All such spaces may be grouped on one level of a parking structure. Provide a passenger access aisle, 60" by 20'0". adjacent and parallel to the passenger loading space per f section 3108Alb). 3. Note: This section does not apply to existing facilities where local ordinances preclude requirements unless a change of occupancy occurs. Single spaces shall be 14'0' wide and outlined to provide a 9'0" parking area and a 5'0' loading and unloading area on the passenger side of the vehicle. When more than one space is provided, in lieu of providing a 14'0" space for each space, two spaces can be provided within a 23'0" area with a 5'0" loading zone between each 9'0' wide space. Each space is to be a minimum of 18'0" in depth. See section 3107Alb)l. NOTE: See Figures 31-18A. 31-188 and 31-18C. A bumper or curb shall be provided and located at each space to prevent encroachment of cars into the required width of walkways per section 3107Alb13. The maximum slope of parking surfaces in any direction shall not exceed 'I," per foot (2.083%) per section 3107.1 (b)4. The maximum slope at the passenger loading zone shall not exceed 2%. Parking spaces shall be identified by a reflectorized sign permanently posted immediately adjacent to and visible from each space, consisting of a profile view of a wheelchair with occupant in white on dark blue background. The sign shall not be smaller than 70 square inches in area and, when in a path of travel, shall be posted at a minimum height of 80" from the bottom of the sign to parking space finished grade. Signs may also be centered on the wall of the interior end of the parking space at a minimum height of 36' from the parking space finished grade, ground or sidewalk. Spaces complying with section 31 07A(b)2 shall have an additional sign "Vao-Accessible' mounted below the symbol of accessibility per section 3107A1c). In addition, each accessible space is required to be marked with the international symbol of accessibility. An additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be not less than 17" by 22' with lettering not less than 1' in height. Per section 3107A(c) required wording is as follows: 'Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at Where provided, all passenger loading zones and at least one vehicle access route from site entrances and exits shall have a minimum vertical clearance of 114' per section 3108AIbl2. Spacels) shall be located so that disabled persons are not compelled to wheel or walk behind parked cars other than their own per section 3107Albl3. All vertical entrances to and vertical clearances within parking structures shall have a minimum vertical clearance of 8'2" where rewired for accessibility to accessible parking spaces. Dapersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking. . or by telephoning GURB RAMPS; NOTE See Figures 31-19A through 31-22. Curb ramps shall be constructed at each corner of street intersections and where a pedestrian way crosses a curb per section 3106Ale). Curb ramps shall be a minimum of 48' wide with a maximum slope of 1:?2 (8.33%). per sections 3106Alel2 and 3106A(e)5. The lower end of each curb ramp shall have a l2 * lip be beveled at 45 degrees. - The landing at the top of the curb shall be level and 48' minimum depth for the entire width of the curb ramp or the slope of the fanned or flared sides shall not exceed 1:8 (12.5%). per section 3106Ale14. The surface of all curb ramps and its flared sides shall be slip resistant and contrasting from the adjacent sidewalk finish per section 3106Ale16. All curb ramps shall have a giooved border 12' wide at the level surface of the sidewalk along the top and each side approximately I * on center per section 3106le17. Detectable warnings extending the full width and depth of the curb ramp inside the grooved border if the slope is between 1:15 (6.66%1 and 1:20 15%). per section 3106A(e)8. This shall consist of raised truncated domes with a diameter of 0.9' at the base tapering to 0.45' at the top. Spacing shall be 2.35' DA/NR/C Non.Riridintial Accirr Ri@rirnmta Papi 5 Plan Riviiw Corrictinn List April 15,1994 surface of the walk or sidewalk. If a walk crosses or adjoins a vehicular way and the walking surfaces are not separated by curbs or other elements, the boundary shall be defined by a continuous detectable warning which is 36' in width. The surface shall be raised truncated domes in a staggered patten with a diameter of nominal 0.9' at the base tapering to 0.45" at the top, a height of 0.2" and a center to center spacing of nominal 2.35'. At transit boarding platforms, the pedestrian access shall be identified with a directional detectable texture. The raised bars shall be 1.3" wide and 3" from center-to-center off each bar. This surface shall be placed behind yellow detectable waming texture (tNnCated domes) and aligned with all doors of transit vehicles. NOTE: See Figure 31-23. If carpet or carpet tile is used on a ground or floor surface in a common use area, it shall have firm backing or no backing. The maximum pile height shall be 'I,". Exposed edges of carpet shall be fastened to floor surfaces and have trim along the entire edge of the exposed edge and trim shall comply with the requirements for changes in level. f ,6 STAIRWAYS AND HANDRAILS: Handrails are required on aside of.stairs, per section 3306(i.1)1. Handrails shall be located 34' to 38' above the nosing of the treads. Handrails shall extend a minimum of 12" beyond the top nosing and 12" plus the tread width beyond the bottom nosing. The handgrip portion of handrails shall not be less than 1'1; nor more than 1'1," in cross sectional dimension or the shape shall provide an equivalent gripping surface. The handgrip portion shall have a smooth surface with no sharp corners. Handrails shall be designed to provide'a grasping surface to avoid the person from falling. The spacing of brackets shall not exceed 8 feet and be such that the anachment is capable of withstanding a load of at least 200 pounds applied in any direction at any point on the rail. Per section 3306(p), approved stairway identification signs, showing whether or not a roof access exists, the floor levd. and the upper and lower level of the stairway terminus, shall be located at each floor level in all enclosed stairways in buildings two or more stories in height. The information is to be shown using raised Arabic numerals and raised braille symbols which conform to section 3105A(e)3. The sign shall be located approximately 5'0" above the floor landing and readily visible when the door is open or closed. The upper approach and the lower tread of each stair shall be marked by a strip of clearly contrasting color at least 2' wide and placed parallel to and not more than 1' from the nose of the step or landing. The strip shall be as slip resistant as the other treads of the stair. For exterior stairs, the upper approach &all treads shall be marked. Tread surfaces shall be slip resistant and smooth, rounded or chamfered exposed edges and no abrupt edges at the nosing. Nosing shall not project more than 1'1 " past the face of the riser above. Risers shall be solid (open risers are not permitted). Per section 3306(i.l)2F, handrails projecting from a wall have a space of 1 'I," between the wall and the rail. Handrails may be located in a recess maximum 3" deep extending at least 16" above the top of the rail. Wan surfaces, adjacent to handrails, shall be free of sharp or abrasive elements, (Le., no stucco) per Sec. 3306(i.1)2.F. 2 ELEVATORS: Per section 5103(d.ll. in bulldinar two or more stories In helaht. served bv elsvatorlsl, ell devaorr shell comolv with the reaulrements contained In Chanter 51 of Title 24. Elevators shall be automatic and be provided wit! a self leveling feature that will automatically bring the car to the %or landings with a tolerance of ('I) 12. under normal loading and unloading conditions. The clearance between the car platform sill and the edge of the hoistway landing shall be not greater than l'l;, per section 5103(d.1)1. The minimum clear width for elevator doors shall be 36'. per section 5103(d.1)3. Doors shall be provided with a door reopening device, which will function to stop and reopen a car door and adjacent hoistway door in case the door is obstructed while closing. See section 5103(d.1)4 for additional requirements. Per section 5103(d.1)6. the elevator car inside shall comply with the following requirements: 1. The minimum clear distances between walls, or between the walls and door, excluding return DA/NR/G Nan.Ritidmtial Accars Raquitammts Am Raviiw Conaction List Papa 7 Apnl15.1994 located at the end (and 34" when located at the sidel. See section 3105A(bIJ.A.(iiil. When standard compartment doors are used, with minimum 9' clearance for footrests underneath and a self closing device, the clearance at the strike edge as specified in section 3304(i.l12C. is not required. SINGLE ACCOMMODATION FACILITIES: As per section 3105A(b)3.B.. there shall be a sufficient space in the toilet room for a wheelchair measuring 30' x 48" to enter the room and permit the door to close. No door shall be permitted to encroach into this space. There shall be a clear floor space at least 60' in diameter, or a T-shaped space as shown in Figure 31-12 (ai and (bl. Doors are not permined to encroach into this space. The water closet shall be located in a space which provides a minimum 28" clear space from a fixture or 32' clear space from a wall on one side. A minimum of 48' clear space shall be provided in front of the water closet. For bathrooms serving hotel guest rooms, see section 1214ld). R~STROOM FIXTURES AND ACCESSORIES: In new construction, water closets in accessible restrooms shall meet the following requirements per section 5-1 502: 1. The height of the water closet seat shall be between 17' and 19". 2. The controls shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. 3. The controls for flush valves shall be mounted on the side of the toilet area and be no more than 44' above the floor. 4. The force required to activate the controls shall be no greater than 5 pounds of force. 5. In alterations where the existing fixture is less than 15" high, a 3" seat shall be permitted. Urinals in accessible restroom shall meet the following requirements per section 3105A(h14. and 5-1 503: 1. The rim of at least one urinal shall project 14" from the wall and be located 17" maximum above the floor. 2. The force required to activate the flush valve shall be a maximum of 5 pounds of force. 3. The control mechanism shall be located a maximum of 44" above the floor. 4. A minimum of 30" x 48' clear floor space shall be provided in front of the urinal. Lavatories shall comply with the following requirements per section 3105A(bl4.A., 3105AlhI4. and 5- 1504: 1. A minimum of 30" x 48" clear space shall be provided in front of the lavatory for forward approach. The clear space may include knee and toe space beneath the fixture. 2. The clear space beneath lavatories shall be a minimum of 29' high x 30" wide x 8' deep at the top and 9" high x 30" wide and 17" deep at the bottom from the front of the fixture. The maximum height of the counter top shall be 34' All hot water and drain pipes under the lavatory shall be insulated. The faucet controls and operating mechanism shall be of the type not requiring tight grasping, pinching or twisting of the wrist and have an operating force of not greater than 5 pounds. If self-closing valves are used, they shall remain open for at least 10 seconds. 3. 4. 5. Showers and shower compartments shall comply with the requirements of sections 5-1505 and 05A(bl5. and 6: (?) Compartments shall be 42' in width between wall surfaces and 48" in depth with an entrance u opening of 36' minimum. NOTE: See Figure 31-2A. Grab bars shall comply with section 3105A(b)3.C.(iil, liii) and (iv). They shall be located on walls 8 adjacent to and opposite the seat and mounted 33' to 36' above the shower floor. NOTE See Figure 31-2A. @ When a threshold or recessed drop is used, it shall be a maximum of 'I; in height and shall be beveled or sloped at an angle of not more than 45 degrees from the horizontal. The shower floor shall slope toward the rear of the Fompartment to a drain located within 6" of the rear wall. Maximum slope of the floor shall be I * per foot in any direction. The floor surface shall be of Carborundum, grit faced file or of material providing equivalent slip resistance. A folding seat located on the wall opposite the controls and mounted 18' above the floor shall be provided. @ a OA/M(/G NonRtddtnlial ACCIU Rsquinmwdr Plan Rtvitw Coniclion Lis1 Papi 8 April 15.1994 NOTE: See Figure 31-2A. a The soapdish shall be located on the control wall at a maximum height of 40" above the shower floor. a Showers in all occupancies shall be finished as specified in section 3105Alb15 to a height of not less than 70' above the drain inlet. @ Where no separate shower compartment is provided, the shower shall be located in a corner with L-shaped grab bars extending along two adjacent walls with a folding seat adjacent to the shower controls. @ A flexible hand-held shower unit, with a hose at least 60" long shall be provided with head mounting height of 48" A.F.F. Two walCmounted heads may be installed in lieu of the hand-held unit in areas subject to excessive vandalism per section 5-1 505. b. Per section 51 506, bathtubs shall be provided with a shower spray unit having a hose at least 60' long that can be used as a shower. Enclosures shall not ObStNCt controls or transfer from a wheelchair. Tracks of enclosures shall not be mounted on their rims. NOTE: See Figures 31-8, 31-9A and 31-96. Grab bars shall comply with the following per section 3105Albl3.C.: Grab bars shall be located on each side or one side and the back of the physically disabled accessible toilet stall or compartment. They shall be securely attached 33" above the floor and parallel except where a tank-type toilet is used which obstructs placement at 33,". the grab bar may be installed as high as 36". Grab bars at the side shall be located 15' to 16'I; ('I 1 "I from the center line of the water closet stool and be at least 42" long with the front end positioned 24" in front of the stool. Total length of bars at the back shall not be less than 36'. The diameter or width of the grab bar gripping surface shall be 1 '/," to 1'1; or the shape shall provide an equivalent gripping surface. If mounted adjacent to a wall, the space between the wall and the grab bar shall be 1 'I ". See section 3105Alb)3.C.(iiif for structural strength requirements. 2. 3. 4. NOTE: See Figures 31-1A. 31 16. 31-1C. 31-2A. 31-9A and 31-96. Per section 3105Alb) and IC), where lockers are provided for the public, clients, employees, members or participants, at least one and not less than 1 % of all lockers shall be made accessible to the physically disabled. A path of travel of not less than 36' in clear width shall be provided to those lockers. Where towel, sanitary napkins, waste disposal and other similar dispensing and disposal fixtures are provided, at least one of each type shall be located with all operable parts within 40" of the floor. Mirrors shall be mounted with the bottom edge no higher than 40" above the floor. Toilet tissue dispensers shall be located on the wall within 12" of the front edge of the toilet seat per section 3105A(b)4.C. . DRINKING FOUNTAINS: Where water fountains are provided they shall comply with section 3105A(d)l: Water fountains shall be located completely in an alcove or otherwise so positioned so as to not encroach into pedestrian ways. The alcove in which the water fountain is located shall not be less than 32" in width and 18' in depth. See section 1507 of the California Plumbing Code for additional requirements. 2. 3. NOTE See Figure 31-3 of Title 24 for specific dimension requirements. TELEPHONES: Where public telephones, or public pay phones, are provided they shall comply with the requirements of section 3105AId)2: A clear space at least 30' x 48' that allows either a forward or parallel approach by a person using a wheelchair shall be provided. Clear floor or ground space for wheelchairs may be part of the knee space required under some objects. One full unobstructed side of the clear floor or ground space for a wheelchair shall adjoin another wheelchair clear floor space. If the clear space is located in an alcove, or otherwise confined on all or part of three sides, additional maneuvering clearances shall be provided. Bases, enclosures and fixed seats shall not impede approaches to telephones by people who use wheelchairs. If telephone enclosures are provided, they may overhang the clear floor space required. See . 2 1. 2. 3. DA/NR/C Date: 7 ge Jurisdiction-(kkd&d Prepared byi VALUATION AND PLAN CHECK FEE A Commercial . 0 Bldg. Dept. 0 Esgil 2.220 I @ 3s 0 .I 777 0 PLAN CHECK NO. BUILDING ADDR . stem APPLICANT/CONTACT d Iw\ FdUladS PHONE NO. S4-b - \\2l BUILDING OCCUPANCY 62 DESIGNER PHONE TYPE OF CONSTRUCTION CONTRACTOR PHONE - FFiLred WILDING PORTION EUILDINC AREA VALUATION VALUE MULTIPLIER J 974 ID Res. or Corn. . Fire Sprinklers 157300 I @ L7b ' I 1 Total Value. Building Permit Fee-$- - Plan Check Fee $ s 3074.\7 COMMENTS; SEEET 12ia7 BUILDING PIANCHECK CHECKLIST PLANCHECK NO. CB 74 , ---gZT Lb 6- ASSESSORS PARCEL NUMBER: &2- /do - L'-=U EST. VALUE 4,372 - Zod ENGINEERING DEPARTMENT DENIAL Please see the anached reporr d deficiencies marked Make necessary corrections to plans OT s ificatio~ for wmpliance wRh applicable codes and standards. Submit corrected plans and/or specifications o this dfice for review. &I) d+,*,, ;J& pm&.dt? APPROVAL approved. me approval is based on plans, information and/or swcifications provided in your submntai; therefore any changes to these items after this date, inciu$ng field modfications, mwt be reviewed by this office to insure continued conformance with applicable codes. Please review carefully ail comments attached, as failure to zd &;A svMs Ahnrf compiy with instructions in this report can resun in By:-/& Date: fi.y+ 0 A Rightof-Way permit is required prior to construction suspension of pent to build. d the following improvements: me item you have submtited fur review has been with d' & &//L8in/k@K /;t/~#&pu Date: r' Date: By: AlTACHMENTS ENGINEERING DEPT. CONTA& PERSON 0 Dedication Appiicatlon 0 Dedication Checklist - 0 improvement Application 0 improvement Checklist 0 Future improvement Agreement 0 Grading Permit Application 17 Grading Submtital CheckusS 0 Right of Way Permit Application 0 Right of Way Permk Submitfal Checklist 0 Sewer FW Information sheet snd intormation sheet \ Ckyofcarlsbad ADDRESS- PHONE : 1619) 438-1161. Ext. P\WCS\CHKLSllBWOOI.FRY REVWII~ 2075 Las Paimas Dr. - Carisbad, CA 92009-1576 - (619) 438-1161 FAX (619) 438-0894 BUILDING PIANCHECK CHECKLIST 1st 2ndJ 3rdJ 0 0 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow D. Property Lines Easements B. Existing & Proposed Structures E. Easements C. Existing Street Improvements F. Right-of-way Width 8 Adjacent Streets / do 0 2. Showon site plan: A. Drainage Patterns C. Existing Topography B. Existing 8 Proposed Slopes 0 0 3. Include note: "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5 or 2/3 the distance to the property line (whichever is less)." [Per 1985 UBC 2907(d)5]. On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percent" (per 1990 UBC 2907(d)5.). d 0 0 4. Include on title sheet A. Site address 8. Assessor's Parcel Number C. Legal Description For commercialAndustrial buildings and tenant improvement projects, include: Total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION P\DOC8\CHKLBnBP0001 .FRY Page.1 Or 4 RNWlllB4 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 0 0 5. Project does not comply with the following Engineering Conditions of approval for Project No. Conditions were complied with by: Date: DEDICATION REQUIREMENTS 6. 0 0 Dedication for all street Rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 18.40.030. -pursuant to Code Section Dedication required as follows: Attached please find an application form and submittal checklist for the dedication process. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Dedication completed by Date: / IMPROVEMENT REQUIREMENTS 0 7a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ -pursuant to Code Section 18.40.040. Public improvements required as follows: Please have a registered CMI Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. Attached please find an application form and submittal checklist for the public improvements requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Improvement Plans slgned by: Date: Page2d4 REV OSll1iU4 BUILDING PLANCHECK CHECKLIST 1 stJ 2ndJ 3rd J no0 no0 7b. Construction of the public Improvements may be deferred pursuant to code Section 18.40. Please submit a recent property tile report or current grant deed on the property and processing fee of 16 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the Ci prior to issuance of a Building Permit. Future public improvements required as follows: 7c. Improvement Plans signed by: Date: Enclosed please find your Future Improvement Agreement. Please return signed and notarized Agreement to the Engineering Department. Future Improvement Agreement completed by: Date: 7d. No Public improvements required. SPECIAL NOTE: Damaaed or defective improvements found adiacent to buildina site must be repaired to the satisfaction of the CiW Inspector prior to occupancv. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 .%.OX of the Municipal Code. 8a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). -. 8b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be Submitted together with the completed application form attached. NOTE: The Gradina Permit must be issued and rouah aradina approval obtained prior to issuance of a Buildina Permit. 4500 CM* fi 37-e Grading Inspector sign off by: Date: 8c. No Grading Permit required. P\DOCS\CHKUmBPQ001 .FRY Page3d4 REVOW11191 BUILDING PLANCHECK CHECKLIST MISCELLA NEOUS PE RMlTS 9. A RIGHT-OF-WAY PERMIT is required to do work in Ci Right-of-way and/or private work adjacent to the public Right-of-way. Types of work include, but are not limited to: street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities. 0 0 Right-of-way permit required for 1.8 4- UCdAq c.. h I A separate Right-of-way permit issued by the Engineering Department is required for the following: 0 0 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 1 )( d 0 11. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. waste permit accepted by':* 1 Date: z4%,f Page4c44 I ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION FEE CALCULATION WORKSHEET 0 Estimate based on uncon~rmed information trom appiicsnt. Address: 64. Perml No. Prepared by: /& Dat- c.6. EDU CAI C ULATIONS: Ust types and square toolages for all uses. Types d Use: ~&61%dJeS cB1Culath bacud on building plancheck plan 8UbmmBI. Date: B,/?IW Sq. Ft: 57300 ,yo@* EDU's: // . 96 TotalEDU's: 4% AD1 CALCULATIONS: ust types and square toolages for Types d Use: fd!& dro Sq. Ft.: TU mrr: o?f? FEES REQUIRED PUBLIC FACILITIES FEE REQUIRED YES 0 NO (SW Bulldlng Department for amount) WIN CFD: YES (no bridge h thorougmare tee, 0 NO reduced Traffic lmpacl Fee) I, 1 /~f$i.pARK-iNuEu FEE PARK AREA: .pd ZTRAFFIC IMPACT FEE FEUUNIT: X NO.UNITS: ADTs: a7 X FEUADT: 22. 3. BRIDGE AND THOROUGHFARE FEE mrs: X FEUADT x4. FACILITIES MANAGEMENT FEE ZONE: 5 4 SQ.FT.: 57300 X FEE/SQ.FT.: 5. SEWER FEE PERMK NO. 5/@005f BENEFlTAREA: /= DRAINAGEBASIN: 5B EDU's: ,/A ?% X FEQEDU: f?? EDWE: A46 x FEE/EDU: /dk =$ 7. WATER FEE EDU'S: //6 X FEQEDU: 2ynb P\WCS\MISFORY~BWQ02FRY REV 04/12/94 J.N. 133.0 711 1194 IMPROVEMENTS ITEM 8' WC STORMDRAIN 12' WC STORMDRAIN 18' PVC STORMDRAIN TYPE 'B' INLETS TYPE 'A4 C.O. CONCRETE LUG BROOKS BOX FILTER STRUCTURES STANDARD DUTY WMT HEAW DUTY WMT CONCRETE WMT 30' COMMERCIAL DRNEWAY 8' CURB AND GUrrER 8' CURB MODIFIED 8' CURB AND GUlTER PCC SIDEWALK 4' PEDISTRIAN RAMP PARKING STRIPING STOP SIGN HANDICAP PARKING SIGNS 8' WC SEWER LATERAL REMOVE EX. CMP RISER BOND ESTIMATE LOT 71 CARLSBAD RESEARCH CENTER CARLSBAD, CA ONTY UNIT 302 LF 402 LF 73 LF 4EA 1EA *EA 4EA 4EA 63,100 SF 15,200 SF 3,460 SF 380sF 816 LF 2,370 LF 20 LF 800 SF 1EA 7,130 LF 1EA 7EA UNIT COST 34.00 34.00 73.00 3,160.00 3,480.00 840.00 200.00 800.00 1 .80 2.30 4.00 4.00 12.80 12.80 26.00 3.10 380.00 0.25 176.00 175.00 TOTAL $10,208 $13,888 $6,329 $12,800 $3,480 $3,380 $800 $2.400 $96,680 :34,m $13,800 $1,440 $10,289 $29,882 $600 $2.480 $380 $1,783 $176 $1,225 JJU7 //J/??Y Mark J. Wfwson, PE RCE 30836 Registration Expires 3-31-96 1EA 780.00 $780 1EA 500.00 $500 $246,819 CONTINGENCY (10%) $24,682 TOTAL $270.180 APN: 212- 12D - Dfao Type of Project and Use Z~JP'L /DF'C PLYA Zone p- /"? Facilities Management Zone * @I Item Complete ESE 5 55s ;jj Item Incomplete - Needs your action --- 000 1,2,3 Number in circle indicates plancheck number where deficiency was identilied a00 Emrirwmm ta ~orim YES - NO JTYPE DATE OF COMPLETION: Compliance with conditions of approval? ff not, state conditions which require action. Conditions of Approval 6a 0 0 ~ti~w~ctionw: YES-NOJLTYPE APPROVAWRESO. NO. DATE: PROJECT NO. OTHER RELATED CASES: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Permit Rrquircd: YES - NO .. E200 califorma 'coastalcommrsaon DATE OF APPROVAL: San Dicgo Coast Distxict, 3111 Camino Del Rio North, Suite 200, San Dicgo, CA. 92108-1725 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval (619) 521-8036 /- a 0 0 hclusionary Housing Fee rquired: YES - NO - (Effective date of Inclusionaxy Housing Ordinance - May 21, 1993.) Site Ph 00 0 1. Provide a fully dimensioned site plan drawn to scale. Show: Nonh arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensioned setbacks and existing topographical lines. Provide legal description of property, and assessor‘s parcel number. 6dOO 2. zoning: a00 1. Setbacks: Front: (Lo /jrgc dVd) Required 30’ Shown 3o.j-’ Street Side: (% r,,-,.,) Required W Shown/o’ls’ Rear: Required Shown ZD’ Int. Side: Required B.-/&’ShOwn // -+ /D ’ Rfoo 2. Lot coverage: Rquired 50% Shown 35?e 3. Height: Resuired 35’ Shown- 4. Parking: SpacesRquired &/a> Shown ZDoj” UNdaw ma Guest Spaces Rquired </e Shown3 OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER 7- aa-9y PWCICFRM 94128 Fire Department Bureau of Prevention General Comments: Date of Report: Tuesday, October 4, 1994 Contact Name Jim Edwards Address City, State 6125 Cornerstone Court Suite 200 San Diego CA 92121 Bldg. Dept. No. 94-855 Job Name Blackmore Company Job Address 1818 Aston Planning No. Ste. or Bldg. No. Knox box will be located while building is under construction. H security card reader access is wanted be sure lo order herculiie doors with PANiC HARDWARE. See attached policy on TJl's. Sprinklers shall be located in electrical rwms. 2560 Orion Way Carlsbad, California 92008 (619) 931-2121 f . rlsbad 941 28 Fire Department Bureau of Prevention City o f Ca Plan Review: Requlrements category: Building Pian Check Date of Report: Tuesday, October 4. 1994 Reviewed by: Q. &Y%L Contact Name Jlrn Edwards Address City, State Bldg. Dept. No. 94-855 Job Name Blackmore Company Job Address 1818 Aston Ste. or Bldg. No. 6125 Cornerstone Court Suite 200 San Diego CA 92121 Planning No. Approved - 0 Disapproved The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only I Review 1st 2nd 3rd I CFD Job# 94128 File# Other Agency ID 2560 Orion Way Carlsbad, California 92008 (619) 931-2121 Carlsbad Fire Department January 2, 1992 Policy on 22” TJl’s Composite wood joists creating channels 22 inches or more in depth shall be covered with sheet rock. Sprinklers shall be installed as per NFPA 13 4-3.1. Composite wood joists creating channels less than 22 inches in depth may have sprinklers located as per NFPA 13 4-3.5 providing the sprinkler deflector is positioned no more than 22 inches below the underside of the floor or roof deck. 941 28 Fire Department Bureau of Prevention City o f Carlsbad General Comments: Date of Report: Wednesday, September 14,1994 Contact Name Jim Edwards Address City, State 6125 Cornerstone Court Suite 200 San Diego CA 92121 Bug. Dept. No. 94-855 Planning No. Job Name Blackmore Company Job Address 1818 Aston Ste. or Bldg. No. Knox box will be located while building is under construction. If security card reader access is wanted be sure to order hemlne doors with panic hardware. 2560 Orion Way Carlsbad, California 92008 (619) 931-2121 y of Carlsbad 94128 Fire Department Bureau of Prevention General Comments: Date of Report: Tuesday, July 26,1994 Contact Name Jim Edwards Address City, State 61 25 Cornerstone Court Suite 200 San Diego CA 92121 Bldg. Dept. NO. 94-855 Job Name Blackmore Company Job Address 1818 Aston Planning No. Ste. or Bldg. No. Provide three sets of corrected plans to the building dept. for muting to the appropriate departments 2560 Orion Way 9 Carlsbad, California 92008 (619) 931-2121 .. 941 28 Fire Department Bureau of Prevention City o f Car lsbad Plan Review: Requirements Category: Building Pian Check Date of Report: Tuesday, July 26,1994 Contact Name Jlm Edwards Reviewed by: @ * ?Id& Address City, State Bldg. Dept. No. 94-855 Job Name Bkkmre Company Job Address 1818 Aston Ste. or Bldg. No. 61 25 Cornerstone Court Suite 200 San Diego CA 92121 Planning No. 0 Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st 2nd 3rd CFDJob# 94128 File# Other Agency ID 2560 Orion Way Carisbad, California 92008 (619) 931-2121 941 28 Fire Department Bureau of Prevention City o f Ca rlsbad Plan Review: Requirements category: Building Plan Check Date of Report: Wednesday, September 14, 1994 Reviewed by: c u4aA& Contact Name Jim Edwards Address City, State Bldg. Dept. No. 94-855 Job Name Blackmore Company Job Address 1818 Aston Ste. or Bldg. No. 6125 Cornerstone Court Suite 200 San Diego CA 92121 Planning No. Approved - The item you have submitted for review has been approved. The approval is based on plans; information andlor specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. 0 Disapproved - Please see the attached repott of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st 2nd 3rd CFDJoMt 94128 File# Other Agency ID 2560 Orion Way Carlsbad, California 92008 (619) 931-2121 INalNIIRlNO INITIAL~I ClNANCI INITIALI: CINAL: IUILOINa: AI PLAN CHICK NUMICR AN0101 IUILOINO PERMIT NUYOII: 99- 8 5s'. 0) P~#OPCRTV OWNIRIII A. U.TI0 ON TITLE8 (J@ LWQ ruAdr;&s CI m. 01 OIICICTION OF WORK! .< 7 :zoo @ e Ik CLANNINO: El OATI OC INITIAL PARTIClLATlON IN CCO: 5/7/ 9 ! ~ FI OIMIRAL PLAN OIIIONATIONIR: lIOXM8 PROVIOI FOR THUIL OICCIRmNT UDLI, EXPAND AI nCOUlRC0 I * 81 CU IF') Pr Q 0) NET DIVILOPAOLC ACRCAOC TWA? WILL REMAIN OV OCNIIIAL PLAN USE AFTER THE .TUUCTURCIII IO IUILT. 0 11 OU o ai nv 1 nn I w A ACI A Ul TYPE OF LANO U.. CW!ATCO IV THC I.WJANCC O? THE IUILOINO PERMIT: IFAOM IPCCIAL TAX TAIL41 LO L n LSOAL oca IPTION: inmoui ONLT WHEN o AMVR no 01.1 PARCEL ,.&llOLC ONE) yl.,OF CARCIL MAP ]&E_$!& ?AI CI Y OC CARLm.AO. y?r"""-ml-OO, 8TATe Or CALICOR (IC TkI A8OVI I8 NOT AOCOUATI A CULL LIOAL OCICRlPTION MUBT .I ATTACHIB.1 . P1L.0 IN THE OCClCCOF TNl .AN OlCOO COUNTY RICORDLR ON &&&--- nl LIi a s IIUILDINO: CINANOIAL PORTION TO It ?ILL00 OUT IV YIKE PITERION OR FAX TO IAllOARA UALI L..-#lll I 18 la OILIOAT10N COR UPOOYINO YEAR: I@ TWI PARCEL I. I1IUID A WILOIYO PCUMlT IITWCIN MARCH IN0 AN0 JUNI IOTW. AN OOLIOATION POI TWI UPSOYIN0 WAR Ib CRIATEO AN0 WILL IS LCVIIO IN THE ?OLLOWlNO CIUAL WAR. I " TOTAL CAYOFF.mON 1: ~ OUM Or IM) AIOVI. TMI IPCCIALTAX LlCN ON WID CROCCRW. WWeN CHOIINO OPTION I, WILL IC RILIAOlO WHEN ALL OUIITANOINO OILlOATlONI HAVC OICN CAI0 IN CULL. IC WIRR IO A OOLIOATION COR THE UCCOMINO VIAI. UNOCVCLOPCO ICCCIAL TAX WILL IC LCVICO IN THa UCCOMlNO CIICAL WAR. AFTIR PAYMENT OC WWICU TWS LION WILL $I RCLCAICD. IC THCRC 18 ONLV THE CURMINT VCAR'I OIUQATION OUT9TANOINQ, T INOTALLYINTW HAVC BCCN PAIO. olitniiunoN or CAVOCC: mcauNT NO, 4ao-aio-ia4o-w~a I IYY or (MI MOVE TlYlIlaAl~. THE AMOUNT OMOWN IW TUE MAXIMUM ANNUAL OIOTRIOUTION: A COP* OF: FINALCALCULATION OHCCT. OUILCINO CCRYIT, AN0 IIONLD C6l)flFICAlE A COPY OC: CINAL CALCULATION answ, iuiLoiNa PCRMIT, AND oiaNeo ccniiricArc A COP* OF: FINAL CALCUUTION IHCCT. AN0 IlONCD CCRTICICATI ALL 0RI.OIWALI IUILOINO PERMIT ClLI CCO NO, T INCOMINQ BOX FlNANCI IHILOAI PROCCRTV OWNER rCORUARV io, lee4 VALID UNTIL Z/Z 'Z3Vd 1851 699 PIL '3NI "38V EMO3WH 0 Z8VM 6Z:SI lI8d) P6. EZ'dZS Ware&Malcombm Architects, Inc. 6125 Cornerstone Court, Suite 200. San Olego, CA 92121 (619) 546-1121 FAX (619) 546-1062 23 August 1994 Ms. Elaine Blackburn CITY OF CARLSBAD PLANNING DEFT. 2075 Las Palmas Drive Carlsbad, CA 92009 RE: Blackmore Parkview Associates 1818 Aston Avenue Plan File No. 94-855.00 Dear Elaine: Attached you will find the revised plans in response to your plan check correction comments dated August 15, 1994. Item. 1: Refer to site plan, sheet A-1 for breakdown of proposed building use. You will note that we have sufficient parking. However since there is no tenant we are unable to accurately define the actual building usage at this time. Refer to elevations, sheet A-9. The proposed building is 30 feet tall. Item. 2: Should you have any questions or comments, please do not hesitate to call Mr. Michael Schaffer at Ware & Malcomb Architects, Inc. (714) 660-9128. Sincerely, WARE & MALCOMB ARCHITECTS, INC. && im dwards s iate w cc: Michaeal Schaffer Ware & omb Architects, Inc. FILE:JIWLKEURN.LTR JEh IRVINE - SAN DIEGO * WOODLAND HILLS SAN BERNARDINO c I I. racsimiie TRANSMITTAL to: company: phone #: fax #: date: project: re: pages: Michael Peterson City of Carlsbad 438-1 1 61 ext 4.462 October 12, 1994 Blackmore Parkview Associates Carlsbad Research Center - Lot 71 Owner and Contractor Contract thirteen (including this page) 438-0894 comments Enclosed is an executed contract between Allen Blackmore and Reno for the project on Lot-71. Our contract with Mr. Blackmore to construct this project is $1,128,474. Please give me a call if you have any questions. cc: Allen Blackmore Rob Eilbro Jiomthrdmkof ... Mattho (619) 462-7025 fax # (619) 462-8637 Reno Contracting, Inc. 8 104 Commercial Street La Mesa, CA 91942 P.O. Box 1780 LaMesa, CA 91944-1780 and the Contractor: Blaud.ddru) 8104 commudd street Reno Contracting, Inc. I.aMaa,CA 91942 The Project is: The Blackmore Company (N.n.ad-) Bhckmore ParMew Assoriates City of Corkbad Lot 71 - Carlsbsd W~rdr. Ware & Malcomb AreNt&Cts. Inc 6125 Comerstone Court suite 200 SanMego, CA 92121 ARTTCLE 1, "HE CONTRACT DOCUMENTS The Contract Doruments conslst of thps Agreement, Conditions of the Contract (General, Suppluaurur~r and othu ConditAons), Drawings, Spedications, Addenda issued prior to -tion of chis Agreement, other donunents listed In this Agreement and Modification issued after execution of this Agreemenr; these fom the Contract, and are as fully a part of the Contract as if attached to this &rmt or repeated herein. The Contract represents the entte and integrated agreement between the parties hereto and supersedes prior negotiations, representations or ;rgreaaentf, either written or oral. An enumeration of the Cantract Documents, other than mMcations, appears in Artide 9. mmcm 2 THE WORK OF THIS CONTRACT The Contractor shaU -te the entin Work described h the Contract Doc~ments, except to the extent spedfirdy indicated in the Contract Docununts to be the responsibility of oh, or as follows: Constnddoa of a 57,300 sf one story, rn- tllt-up shell auuding 6th wood framdmururine. ARmCLE 3 DATE OF C0MMENC"T AND SUBSTANTIAL COMpLlETION 3-1 3.2 3.3 The date of commencement is the date &om which the Contrafit Tme of Pqaph 3.2 is mepsured, and shnn be the date of this Agreement, as fist written above, unless a diffcnnt date is stated below or provision is made for the date to be 6xcd in a ndte to prod issued by the Owna. (InsmtheduteQcnmnucnunt, ~ir~m~fbt&t~d~&w~ar, fspplimbk. nme~irnt~~uiu&fixu!in amkd ropmcard) October 17,1994 Wnleaa the date of commuuenent is establtshed by a notice to prod issued by the Owner, the Contractor shall notify the Ownex in writing not less than five days behe commencing the Work to penOit the timely filins of mortgages, mechnnlf's liens and other security intesests. The Contractor shall adrrleve Substantid Completion of the entke Work not later uan: fherI the calm&r dmc r$ mtr cf && hzy, Mer lhr dde d ~mwrmmr. AIM irvrn q rcpUircrneM fir dm W~conplrdon~c~pwrwnqff Work, ~wrswred&~rcimth~~D~.J Substantial Com&=t.ion within (154) Calendar Dave, subject to adjustments of this Contract The as provided in the Contract Documents. (Insert provisions, if any, foz liquidated damages relating to failure to complete on time.) Timais of the essence in this agreement. ARTICLIG 4 CONTRACT SUM 4.1 The Owner sM1 pay the controdor in current fundr fot the contrpctor's pdomnce of the Contract the Contract Sum of One Millian ona HUnM TwemtpEisht Thousand, Four Hundr ed 6r S~~~nff-Fout Dollars ($1,128,474), subject to additions and deductions as provided in the Contract Documents The Contract Sum is bmed upon the following dtmtes, If any, WXJch are described in the Contract Dofumc~its and are hereby accepted by the Owner: (sratr dunvnbnr maher iiem&wm flaccepdn&&. r&& M OUIcraPnnmrr ora 10 bt mode by du OMW arrbrquml toUu~~qf~L~rc~N.mfnakar~eofnrcl~r~c~urMwing~mMutllferLOrlrMdfhrdme uniUW 1MCEMWUbV&.) See Exhibit "A" to thi s Contract for Wit of Altmnates Wat prices, if any, are as follows: 4.2 4.3 ARTICLE 5 PROGRESS PAYMENTS 5.1 Based upon Application fox Payment submitted to the by the Contractot and Certificates fox Payment issued by the Owner. the Ownu shall malce progress payments on account of the ContRct Sum to the Contractor as provided below and elsewhere in the Contract Documents. The period covered by earh Application for papunt shall be one calendar month ending on the last day of the month or as ~llows: Provided an AppUcation for Payment is reoeived by the not later than the Fifth (5) day of a month, the Owner shall make payment to the Contractor not later than the Fifteenth ClSl day of the month. If an Application for Papmult is received by the bpmrer after the application date fixedhe, paymentwillbemade by the Owner not latex that Ten flu days after the r-es the Application for PaymenL Each Application for Payment shaU be based upon the Schedule of Vducs submitted by the Contractor in acmrdanae wlth the ConaZcr Documents. The Schedule of Values shall allocate the entixe CQnwact Sum among the various portions dthe Work and be prepondin such form and supported by sufh data to substantlate is acfuracp as the hchitcct may require. This Schedule, unless objected to by the Architect, shall be used as a bash for reviewkg the contractor's Application for Payment Applications for Payment shall. indicate the percentage of completion of each portion of tho Work as of the end of the pertod covered by the Appliation for Payment 5.6Subjcct to the provisions of thc Contxact Documents, the amount of each progtess payment shall be domputed as follows: 5.6.1 Tnke that portion of the Contract Sum properly allocable to the completed Work as determined by multiplying the percentnge completion of each portion of the Work by the she of the totat Contract Sum allocated to that portion of the Work in the Schedule of Values, less retainage of fen percent 0. Pending final &termhation of cost to the Owner of changes in the Work, uaounts not is dispute may be indudtd as pxovlded in Subparagtaph 7.3.7 of the General Conditions even though the Contract Sum has not yet baen adjusted by Change Order; 5.2 5.3 5.4 5.5 AIczlcwE 5 PROGRESS PAYMENTS (cont.) 5.6.2 Add that portion of the Contract Sum properly docable to materids and eqdpment dellvexed and sulrably stod at the s3c fox aabsequu~t incorporation in the completed construch -on (or, if approved in advance Lvy the Owner, suitably stortd off the site at a location agreed upon in wrfolng), less retahage of a 5.6.3 Subtract the aggcate of previous payments made by the Ownu; and 5.6.4 Subtract ~~unts, if any, for whifh the Architect has withheld or nullified a Cusiiicate of Payment as provided in Paragraph 9.5 of the General Coaditiom. 5.7 The pxogcos paymmt amount dekmhed in aECOrdaREe with Paragraph 5.6 shall be further modified under the following circumstances: 5.7.1 Add, upon substantial Completion of the Work, a sum suhaclent to Inawe the tow payments to Qnc Huarkg e p-t of the Contract Sum. less such amounts as the Architect shall determine for incomplete Work and unsettled -and 5.7.2 Add, if hal completion of the Work is UlenrHa: materially delayed through M fault of the Contractor, any addition amounts payable In accordsince with Subparagraph 9.10.3 ofthe General Conditions. Reduction or limitation of rctainage if any, shdl be as foUm: @It Ir &u&ed. pnor to Sub#tantial Cmpk#on #th# &r Wont. to rehe or llnir ihc rake remfrMI & wcmaw brmd in Subplrmara#u 5.6.1 wul S.6J &we. d this Is ~t qlahcd &emhtre m tht conrmrt Doaunuu& inrrrl kr# pravum for w+i rr&&m or hitdn) perCent(10%); 5.8 ARTICLE 6 FINALPAYMENT Final payment, cansdtuting the entire unpaid balance of the Contract Sum, shall be made by the Owner to the Contractor whon (1) the Contract has been fully performed by the Contractor except for ulc Cont+actor's responsibility to correct noncanfoamhg Work as provided in Subparagraph 13.2.2 of the Gd Conditions and to satisfy 0th requirements, if any, which necessarily survive final paymanG and (2) a final Cdcate for Payment has been issued by the m; such final payment shall be made by the Owner not more than 20 days after the issuance of the Owama's hal Certiflrate for Payment or as follows: When the entire Work is substantiauy completed, the Contractor and the Owner will execute and record a Notice of Completion. Twenty (20) days after the recordation of the Notice of Completion, Owner shall pay Contractor a sum suffident to inrreaoe the total payments to the Contractor to one hundred percent (100%) of the Contract Sum. If the Owner wishes to occupy portions of the Work Ldoxe the entire Work is complete, or If the Conuacmr coddcrs that it is proper for the Owner to separately accept a portlon of the Work, a CerrlfIcate of Substantial Completion d be rewrded and the Owner will pay &e Contractor a sum sufficient to haease the total paymentm to the amounts, if any, for incomplete Work and unsettle claims. If there should remain Work to be completed, the Contractor and Owner shall prepare a list of such work, attach it to &e Ccrtificatc of SuLmjtandal Completion, and the Contractor shall complete the itans on the list within a reasonablc time thereafter. The Ownu may retrrin a sum equal to one hundred Sy. (150%) percent of the estimated cost of completing any unfinished items on this list. Thereaftex, Owner shall pay Contractor, monthly, the amount retained for incomplete items on the list as each of said items is completed. 4 AlRTXCLE 7 MISCELLANEOUS PROVISIONS 7.1 7.2 7.3 8.1 8.2 9.1 When reference Is made in this Agreemmt to a provision of the General Conditions or another Contract Document, the reference refers to rhrt provision as amended or supplemented by other provisions of rhc Contract Dofumenrs. Prym~to due and unpaid under the mntxact shall. bear interest from rhe date payment is due at the rate stated below, or in the ab- thereof, at the legal rate prevaiting from time to time at the place where the Project is located. (nprut Ihs r(t16 Nbmrm a$& up?, fay.) (urwr lnwd nnd rquirmwu~ radrr &e Fcdtral Tnah in &n&ng Au# findor * d local mncumrr ucmf law nnd uUwr nghrhw .a the Ounur's ad Connrmar'r ph+ places ofb~~mrrr, Ihs kauh u/uHT PmjEn rrnd &&e ring ma chc WdhY @th& prmdszon. Ltgd &ice shmkl PI uplrdnrd widr rrrgca ID &ldm or n~&QZudam, nnd alw rLgmding nqmrenwna Neh as ward#n dlCclwi8 or v0iVas.J othu pXO~Sf0nS. Ten (10%) Percent Exhibit 'A' , pager 1, through 6 , to this conm agreement supersedep and takes precedence ovm MY confliaing requiremart of this contract, plsno and spedfkatiom, or other contract documents. AIRTXCZE 8 TERMINATION OR SUSPENSION The cOnt+act may be terminated by the Owner or the Contractor as provided in Article 14 of the General Conditions. The Work may be suspended by the Owner ad provided in Article 14 of the General Conditions. ARTICLE 9 ENUMERATION OF CONTKACT DOoWTS The Contrace Documents, acept for Modifications lssucd nftu Qccution of this Agreement. are enumurted as follows: are indudad in Erhlbit "A' of this mntsa 9.1.1 Tbc Agreement is this executed Standard Form of Ament Between Own- and Contr&or, AIA A201, 1987 Edition The Gener; Conditions axe the &al Conditi~n~ of the Contract for Construction, AlA Document A20 1,1987 Edition 9. X .2 Tho Supplenumtary and other conditions of the Contract M those contained in the Project Manual are includcd in Wb3t "A" of this Contra 9.1.3 The Specifications axe those contained in the Projert Mpnupl dated as in 9.1.4 The Drawings are included fn -bit "A" of this Contract. 9.15 The Addenda, if any, are included in exhibit "A" of this Contrwk P~o~ofaddardirrelatingtobiddingrequiranartsarenorparcofthecantract Documarts unless the bidding requirements are also enumerated in this Article 9. 9.1.6 Other documents, if any, fonntrg part of the Contract Documents are as follows: W here add&wl docwnCna W uc hmded Wfonn pnr! of Ute Gmaa Docummu. me GuUrnt ConUmu pr& thru bi& rcg~~ such as advenirwm or invaorion Io bi4 YRslrvcdonr IO Blddrrr. &fMN nnd the Gonaanor's bid UeMpenqfrhc CumUDoc~~r~~r&mWAgre~. l)lR,siwuIdbel&edhCII~~~iftobepi efthe bnunaD0Eunwar.J Subparagraph 9.1.3, are included in Exhibit "A" of this -a ct. S3INUdW03 A(lUt(E 3HLl NOMA I 01 This Agmtmemt is ente*edinto as ofthe day and yur 5rstwrltten above and is executed Ln at lust LIUU urigind wpia of which one is to be dehexed to the Conuacror, and rhe r emainder to the Owner. 0- coNTRAcmR Bladanore h.dcview Assockates Reno Contracting, hc. IRint Name: men ]Luadanore Title: GencraUMq&mrP kulnff Title: President Print Name: Mat ll ew 1. Rag 6 ET/L0’d 0E6P SSIST ZT-01‘k66T b6808Ek I 01 S3INUdWOJ ALlUtlE 3HLl WOtld Slaclrmore ParLiew Associates Catlsbad, CA EXHIBIT "A" CONTRACT DOCUMENTS ARcHLTEm Warc & Malcomb Amhitects. Inc. 61 25 Cornerstone Court, Suite 200 SanDiego, CA92121 l?kshd A- 1 A-2 A-3 A4 A- 5 A-6 A-7 A- 8 A-9 A-10 A-1 I A-I2 A-13 A-I4 08/29/94 Site Plan Floor Plan Mezzanine Plan Roof Plon I Details Lobby Floor Plan I Rcflmd Ceiling Plan Lobby & Toilet Floor Plans 1 Reflected Cciline, Plan Lobby Sections Stair & Lobby Plans & Details Exterior Elevations Wall sections Details Door Schedule / Details Details Details sTRum ENGEWER F'rimeS.hucturalEngineers 26 14 Gianelli Lane Escondido, CA 92025 F!h&& QeSQiptiw 51 General Notes & Details s2 Foundation Plan s3 Meaanine Framing Plan s4 Panel Elevations s5 Details S6 Schedule and Details s7 Details Dab 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 && 08/16/94 no date no date IlodaL: no date 0811 6/94 08/16/94 ET/80'd 0E61t 9S1ST ZT'-0Tab66T b6808Eb Blackmom Parkview Associates Carlsbad, CA S8 s9 SI0 08/16/94 s1 I ELECTRICAL DESIGN Pladht El E2 E3 EA E5 FA5 WAC & PLUMBING DESIGN: l%nsha MPl MP2 MP3 MP4 MP5 MP6 -IT "A" CONTRACT DOCUMENTS (wn't) Details and Diaphgm Nailing Schedule Details Open Web Steel Joists & Girders Schedules Plans, Details and Elevations ILA Engipecring 4710 Ruffher Road, Suite G SanDiego, CA92111-1573 Qe=iabn Notes, Legend, Lumiaajre Schedule Electrical Site Plan and Details Single tine Diagra~n, Schedules, T 24 Buildjng Electrial Plan First Floor Lobby Electrical Plan Second Floor Electrical &Lobby Plan Walsh Engineers 8840 Complex Drive, Suite 205 San Diego, CA 921 23 r)csoriotian Mechanical / Plumbing Schtdulcs, Legends Mechanical / Plumbing Floor Plans Partial Mechanical / Plumbing Floor Plans Partial Mechanical I Plumbing Roof Plans Mechanical /Plumbing Details Mechanical /Plumbing Details 08/16/94 08/16/94 no date Rate 0811 8/94 0811 8/94 08/18/94 08/18/94 08/18/94 08/18/94 - Date no date no date no date nodate no date no date. v 2 Blackmore Parkview Associates Carlsbad, CA CML ENGINEER l?hl&a C1 c2 c3 c4 LANDSCAPE ARCrnECT: &n Sheet 1 of 15 2 of 15 08/29/94 3 of 15 4of 15 5 of 15 6 of 15 7 of 15 8 of 15 9 Of 15 10 of 15 11 of 15 12 of 15 13 of 14 14 of 15 15 of15 ETzHmBIT "A" CONTRACT DOCUMENTS (cnn't) Latitiude 33 610 West Ash Street, Suite 900 San Diego. CA 92101 General Notcs, Legend Site and Utility Plans Profile Site and Utility Plans Van Dyke and Amoicatcs 2741 Fourth Ave. San Diego, CA 92103 DescriDtion Ged Notes &Vicinity Map Irrigation Plan Irrigation Notes & Legend Irrigation Details Irrigation Dutails Inigation Spccifications Irrigation Specifications Irrigation Specifications Planting Plan Planling Notes & Lcgend Plantmg Details Planting specxcations Planting Spifications Construction Details Construotion Details Rat!? 08/24/94 08/24/94 08/24/94 08/24/94 08/29/94 no date 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/94 08/29/Y4 08/29/94 08/29/94 08/29/94 08/29/94 Y 3 Blachore Par~cw Associates Carlsbad, CA 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. EXHIBIT "A" CONTRACT DOCUMEmS (con't) SdJhedulc of Values General Conditions Contfactors Overhead & Fee Grading, Earthwork & Demolition Sik Utilities Paving & Striping MWW Site Fencing Landscape & higation Signage Site Concrete Building Concrete Concrete Seala Structural Steel /Miscellaneous Metal Sheetmetal / Skylights / Column Covers Rough Carpentry / Panelized Roof Finish Carpentry Rooting Waterproofing Caulk & Sealants Insulation Door, Fmies & Hardware Glass Q Glazing Overhead Doors Lath & Plester Drywall& MetalStudFrMling AcouStioal Ceilings Resilient Floor & Carpet Painting / Scaler Ceramic Tile Clean up $ 2,900.00 62,146.00 57,332.00 4031 6.00 62,556.00 67,811.00 0.00 0.00 62,845.00 0.00 31,680.00 161,666.00 0.00 47,960.00 12,395.00 192,716.00 16,950.00 34,575.00 0.00 500.00 8,840.00 11,250.00 124,239.00 8,764.00 2,000.00 0.00 0.00 0.00 13,193 .OO 0.00 4 v BLackmoxe Parkvim Associates Carlsbad, CA 31. 32. 33. 34. 35. 36. 37. 38. 39. EXHIBIT "A" CONTRACT DOCUMENTS (can't) Schedule of Vduea Identifying Devices Toilet Partitions /Accessories Loadkg Do& Equipment Plumbing WAC Fire Protection Electrical Survey Total Conaact EXCLUSIONS BIJIT.DMQ PERMLI PLAN CHECK FEES CITY ASSESSMENTS an coNmcnms ROCK REMOVAL WATCHMAN SERVICE WINDOW COVERINGS MONUMENT SIGN FlRE PROTECTION MONITORING GEOTECWCAL AND MATERIAL TESTING $ 0.00 0.00 547.00 16,900.00 0.00 35,983.00 47,260.00 4,950.00 0.0Q $1.128.474.00 REMOVAL OF C0NTAM"ATGn SOL PERFORhfANCI? BOND C.O.C. INSURANCE ENGI"G (ununless noted otherwise) A & E FEES DEWATERN0 ROOF BOND WAREHOUSE FLOOR SEALER BASE UNDER CURBS, SIDEWALKS WAREHOUSE DRAFTSTOP \ Blackmore Parkview ksociates Carlsbad, CA EXAIBIT "A" CONTRACT DOCUMENTS (con't) QUALIFICATIONS: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. Site to balance. Painting Of fire Sphkk piping is not in painting section and is not included. Warehouse insulation is foil cap bt. Conorete in auto parking area is 6" ova 4" base per landscape drawings. Liability iasuranoc wvcragc to bc $1,000,000. Allowance of $500 for erosion control is included. Slate on planters includes a %.SO/sf mated allowance. Ceramic tile is thin set application on toilet mom walls. Rough carpentry and panelkzed roof ws(s are discounted costs (to owner); add 5% ifnot paid within 10 calendar days of invoice. G& conditions, ovcrhcad & fee, ea&work/demolitioq rough carpentry & paneked roofmg are nomatantion items and will be paid 100%. \\ \- 6 I' x ~~~ PRIME STRUCTURAL ENGINEERS 2614 Gianelli Lane Tel (619) 746-4611 Escondido, California 92025 STRUCTURAL CALCULATIONS 7+/ 30 c&e bf 7/ P+ /* ye 4 fi%m 161 c . - . STRUCTURAL MTE&?ririi b "n' b 07/09/94 94-130 8Uslp12vlsOb4148TBEA~ ANALYSIS PR06RAHslp9vlsOb4148T ~6.43)BUsOp10.00h12vO~Ob3T SPAN LENGTH = 27.00 ft (Simple Span) 1 UNlfORtl LOADS (k/ft II ft) ud ul 11 - 12 0.050 0.000 0.00 27.00 POINT LOADS (k b ft) Pd PI X 1.760 2.355 5.50 1.760 2.355 13.50 1.760 2.355 21.50 REACTIONS (k) LOAD LEFT RIM1 Dead 3.315 3.315 Live 3.533 3.533 Total 6.847 6.847 nmun FORCES V @ax = 6.85 k @ 0.00 ft .J ti lax = 54.97 kft @ 13.50 ft DEFLECTIONS (E1 = tinA2) LOAD Defl (in) X (ft) Total 68803411E1 13.50 Live 3595436/EI 13.50 Dead 3284906/E1 iidapan Sov. Deflection : Total = LllBO Required I = 132 inA4 STRESSES (kri) fv = 14.40 fv = 2.17 15 X Fb = 23.16 fb = 22.74 96 Z DEFLECTIONS [in) Total = 1.19 = L / 272 66 Z Live = 0.62 = L / 520 46 X Dead = 0.57 07/09/94 94-130 8Uslp12vlsOb4148TBEAM ANALYSIS PR06RAllslp9vlsOb4148T ~6.43~8UsOp10.00h12vOsOb31 1 SPAN LENGTH = 25.17 ft (Simple Span) UNIFORM LOADS (k/ft & It) ud ul XI - 12 0.044 0.080 0.00 25.17 0.050 0.000 0.00 25.17 REACTIONS (f) LOAD LEFT RIGHT Dead 1.183 1.183 Live 1.007 1.007 Total 2.190 2.190 HA1IMUH FORCES V #ax = 2.19 k @ 0.00 ft N lax = 13.78 kft @ 12.58 ft DEFLECTIONS (E1 = kin?) LOAD Defl (in) X (ft) Total 1570571/E1 12.58 Live 722102/E1 12.58 Dead 848463/EI nidspan 60v. Deflection : Total = Lll80 Required I = 32 in"4 U 12 x 14 Fy = 36 fsi STRESSES (ksi ) fv = 14.40 fv = 0.32 6 X Fb = 23.76 fb 11.09 47 X DEFLECTIONS (in) Total 0.61 = L I 494 36 X Live = 0.28 = L 11075 22 X Dead = 0.33 , RB-3 ____ 07/09/94 94-130 8Uslpl2vl~Oh4148TBEA~ ANALYSIS PROGRA~~lp9~1sOb4148T i6.43)BUs0p10.00hl2vOsOb3T j SPAN LENGTH = 11.50 It (Simple Span) UNlFORN LOADS (k1ft & It1 ud ul XI - x2 0.050 0.000 0.00 11.50 POlNT LOADS it b It) Pd P1 X 2.288 3.520 4.00 REACTIONS (k) LOAD LEFT RIGHT Dead 1.780 1.083 Live 2.296 1.224 Total 4.075 2.308 nAxinun FORCES v #ax = 4.08 k e 0.00 ft N lax = 15.90 kft e 4.00 ft DEFLECTIONS (El = kin"2) LOAD Dell (in) X (It) Total 300210/Ei 5.30 Live 170112/EI 5.28 Oead 129308/EI ridspan 60v. Deflection : Total = Lll80 Rewired I = 14 in"4 W 12 x 14 Fy = 36 ksi _-__-__-- STRESSES (ksi 1 Fv = 14.40 fv 1.71 12 X Fb = 23.76 fb = 12.81 54 % DEFLECTIONS (in) Total 0.12 = L 11181 15 X Live = 0.07 = L 12084 12 % Oead = 0.05 07/09/94 94-130 8Uslp12vlsOb4148T8EAH ANALYSIS PROGRAHs1p9~1~0b4148T (6.43)8UsOp10.00h12vOsOb3T SPAN LENGTH = 17.00 ft (Sieple Span) UNIFORH LOADS (klft k ft) ud ul Xl - X2 0.050 0.000 0.00 17.00 POINT LOADS (t t It) Pd PI X 1.760 2.560 1.00 1.760 2.560 9.00 REACTIONS (k) LOAD LEFT RIGHT Dead 2.910 1.460 Live 3.614 1.506 Total 6.524 2.966 HAXIHUH FORCES V lax = 6.52 k @ 0.00 ft H lax = 22.13 kft @ 9.00 ft DEFLECTIONS (El = PinY) LOAD Defl (in) X (ft) Total 988359/EI 8.49 Live 530014/EI 8.49 Dead 458345/EI midspan 60v. Deflection : Total Lll80 Required 1 = 30 inA4 W 12 x 14 Fy = 36 ksi STRESSES (ksi) Fv = 14.40 fv = 2.74 19 I fb = 23.76 fb 17.82 75 2 DEFLECTIONS (in) Total = 0.38 = L / 530 34 ‘4 Live 0.21 = L I989 24 ‘4 Dead = 0.18 MEZZANINE JOISTS ________________ r 07109194 94-130 BUslp12vlsOb4148TBEAM ANALYSIS PRO6RAMslp9vl~Ob4148T (6.43)BUsOp16.00h12vOsOb3T SPAN LENGTH = 6.75 ft LEFT CANT = 2.40 ft RIGHT CANT = 0.60 ft UNIFORH LOADS (klft & ft) vd ul Xl - 12 0.068 0.107 -2.40 6.75 REACTIONS (k) LOAD LEFT RIGHT Dead 0.422 0.200 Hax : Live 0.662 0.360 Total 1.083 0.561 Hin : Live 0.000 -0.046 Total 0.422 6.155 MAXIMUM FORCES V #ax = 0.664 k @ O.OO+ft M lax = 0.899 kft @ 3.54 ft H ain = -0.503 kft @ 0.00 ft n = o tft e 2.19 tt DEFLECTIONS (El = kin?) LOAD Defl (in) X (ft) Total 7199lEI 3.44 -69701EI L.C. Live 4984/EI 3.38 -56701E1 L.C. Dead 2213lEI iidspan -1299lEI L.C. Main Span Cant. TOTAL Defl E1 El L I I80 15998 21780 L I 240 21331 29040 L I 360 31997 43560 LIVE Dell El E1 L / 240 14767 23627 L I 360 22150 35440 L I 480 29534 47254 07/09/94 94-130 8Uslp12vl~Ob4148TBEA~ DESIGN PRD6Rl\~slp9~15Ob41481 (6.43)8U~0p10.00h12vOsOb31 Left Cant Lu = 2.40 It Bear Braced @ Supports 60v. Deflection : Cant. Live = L1360 Required El = 35440 kinA2 2x8 12 Actual : 1.5' x 7.25' Design per 1991 NDS, SIRESSES (psi) Douglas Fir-Larch Shear @ 'd' : V 0.56 I: @ 0.60 ft Hax. Shear Fv = 95 fv = 77 81 % Rain Span Fb' = 1208 fb = 821 68 % Left Cant Fb' = 1180 fb = 459 39 X Live LDF = 1.00, Cf = 1.20, CI = 0.97 Repetitive Use Heuber Le = 2.06 x Lu DEfLECTIONS (in) (E = 1600 ksi) Total: Hain Span 0.09 L I 858 28 1 Left Cant = -0.09 = L / 630 38 X Live : Hain Span 0.07 = L 11239 29 X Left Cant = -0.07 = L / 774 47 X Dead : Hidspan = 0.03 Left Cant = -0.02 REZZANINE JOISTS 07/09/94 94-130 SPAN LENGTH = 7.50 ft 1 LEFT CANT = 1.00 ft RIGHT CANT = 0.00 ft UNlFORn LOADS (klft P ft) ud Ul Xl - x2 0.068 0.107 -1.00 7.50 REACTIONS (k) LOA0 LEFT RIGHT Dead 0.328 0.250 Max : Live 0.514 0.400 Total 0.841 0.651 bin : Live 0.000 -0.007 Total 0.328 0.243 HAXIHUH FORCES V nax = 0.667 k @ O.OO+ft ti lax = 1.211 tft e 3.78 ft n rin = -0.087 kft e 0.00 ft H = 0 kft @ 0.34 ft DEFLECTIONS (El = kin"2) LOAD Defl (in) X (ft) Total 12231IEI 3.76 -514SIE1 L.C. Live 7596IEI 3.75 -3241IEI L.C. Dead 4634/EI nidspan -19041EI L.C. Rain Span Cant. TOTAL Defl El El L I 180 24461 38587 L / 240 32615 51449 L I 360 48923 77114 LIVE Defl E1 El L I 240 20256 32410 L I 360 30384 48615 L I 480 40513 64820 . HEZZANINE JOISTS 07/09/94 94-130 ________________ BUslpl2vIs0b4148TBEA~ DESIGN PROGRAHslp9~1~0b4148T (6.43)8U~Op10.00h12vOsOb3T Left Cant Lu = 1.00 ft ) Beam Braced @ Supports Gov. Deflection : Cant. Total = 11240 Required E1 = 51449 kin"2 2x8 t2 Actual : 1.5' x 7.25' Design per 1991 NDS, Douglas Fir-Larch STRESSES (psi) Shear e 'd' : V = 0.56 k @ 0.60 ft Max. Shear Fv = 95 fv = 77 81 Z Hain Span Fb' = 1208 fb = 1106 92 Z Left Cant Fb' = 1198 fb = 80 7 X Live LDF = 1.00, Cf = 1.20, CI = 0.99 Repetitive Use Meiber Le = 2.06 x Lu DEFLECTIONS (in) (E = 1600 ksi) Total: Hain Span = 0.16 = L / 561 43 X Left Cant = -0.07 = L I 356 68 '4 Live : Main Span = 0.10 = L I 903 40 1 Left Cant = -0.04 = L I 561 64 I Dead : Hidspan = 0.06 Left Cant = -0.02 n r 05/05/94 94-130 8Uslp12vlsOb414BTBEA~ ANALYSIS PROGRAHslp9vlsOb4148T ~6.43)8UsOp10.00h12vOsOb3T SPAN LENGTH = 20.00 ft (Siaple Span) \I UNIFORH LOADS (klft & ft) ud ul xi - 12 0.650 0.831 0.00 20.00 REACTIONS (k) LOAD LEFT RIGHT Dead 6.500 6.500 Live 8.305 8.305 Total 14.805 14.805 HAXIHUH FORCES V #ax = 14.81 k e 0.00 ft I! rax = 74.03 kft @ 10.00 ft DEFLECTIONS (El = kinA2) LOAD Oefl (in) X (ft) Total 53298001El 10.00 Live 29898001EI 10.00 Dead 23400001EI iidspan 60v. Deflection : Total = L1240 Required 1 = 184 in-4 Y 16 x 26 Fy = 36 ksi ______--_ STRESSES (ksi) fv = 14.40 fv = 3.77 26 X fb = 23.76 fb = 23.13 97 Z DEFLECTIONS (in) Total = 0.61 = L 1 393 61 1 Live = 0.34 = L I 701 51 X Dead = 0.27 06/26/94 94-130 8Uslp12vlsOb4148TBEAR ANALVSlS PRD6RAHslp9vlsOb4148T (6.43)8UsOp10.00h12vOsOb3T 1 SPAN LENGTH = 20.00 ft (Simple Span) UNIFDRR LDADS (klft & ft) ud Ul XI - 12 1.170 1,352 0.00 20.00 REACTIONS (k) LOAD LEFT RIGHT Dead 11.700 11.700 Live 13.517 13.517 Total 25.217 25.217 NAXIHUR FORCES V max = 25.22 k @ 0.00 ft ti nax 126.08 kft e 1o.00 ft DEFLECTIONS (El = kin”2) LOAD Defl (in) X (ft) Total 9078120/EI 10.00 Live 4866120/EI 10.00 Dead 4211999/E1 aidspan 60v. Deflection : Total = L1240 Required 1 = 313 in”4 U 18 x 40 Fy = 36 ksi STRESSES (kai 1 Fv 14.40 fv = 4.47 31 X Fb = 23.76 fb 22.12 93 1 DEFLECTIONS (in) Total = 0.51 = L I 469 51 1 Live = 0.27 = L I 875 41 X Oead = 0.24 r FB-3 ____ 06/26/94 94-130 1 8Uslp12vlrOb4148TBEA~ ANALYSIS PR06RA~slp9vlsOb4148T (6.43)8UsOp10.00h12vOsOb3T SPAN LENGTH = 30.00 It (Siaple Span) UHIFORH LOADS (k/ft II ft) ud ul XI - x2 1.180 1.100 0.00 30.00 REACTIONS (k) LOAD LEFT RIGHT Dead 17.700 17.700 Live 16.500 16.500 Total 34.200 34.200 HAXIHUH FORCES V lax = 34.20 k @ 0.00 It H aax = 256.50 kft @ 15.00 It DEFLECTIONS (El = kinA2) LOAD Dell (in) X (It) Total 41552987/EI 15.00 Live 200475001EI 15.00 Dead 21505498/E1 midspan 60v. Deflection : Total = L/240 Required I = 955 inA4 W 24 x 62 Fy = 36 kri STRESSES (kai 1 fv = 14.40 fv = 3.35 23 X Fb = 23.76 fb = 23.50 99 X DEFLECTIONS (in) Total = 0.92 = L / 389 62 1 Live = 0.45 = L / 807 45 X Dead = 0.48 t FB-4 ____ 05/05/94 '34-130 ENCINEERS~ ,,,,, BUslplZvlsOb4148TBEA~ ANALYSIS PR06RAHslp9vlsOb4148T (6.43)BUsOp10.00h12vOsOb31 SPAN LENGTH = 30.00 ft (Simple Span) UNIFORM LOADS (klft k ft) vd Ul XI - x2 0.600 0.704 0.00 30.00 REACTIONS (k) LOAD LEFT RIGHT Dead 9.000 9.000 Live 10.560 10.560 Total 19.560 19.560 HAXlHUli FORCES V lax = 19.56 k e 0.00 ft N lax = 146.70 kft @ 15.00 ft DEFLECTIONS (El i. kinA2) LOAD Ref1 (in) X (ft) Total 23765398/EI 15.00 Live 12830399/EI 15.00 Dead 10934998IEI iidspan Gov. Deflection : Total = L1240 Required I = 546 inA4 U 21 x 44 Fy = 36 ksi STRESSES (hi) Fv = 14.40 fv = 2.71 19 1 Fb = 23.76 fb = 21.57 91 Y, DEFLECTIONS (in) Total = 0.97 = L / 370 65 X Live = 0.52 = L / 686 52 X Dead = 0.45 F8-5 ____ 06/26/94 94-130 8Uslp12vlsOb4148T8EA~ ANALYSIS PR06RA~slp9~1sOb4148T ~6.43~8U~Op10.00hlZvOsOb3T SPAN LENGTH = 30.00 ft (Siaple Span) UNIFORfl LOADS (klft k ft) vd ul x1 - x2 1.080 1.024 0.00 30.00 REACTIONS [k) LOAD LEFT RIGHT Dead 16.200 16.200 Live 15.360 15.360 Total 31.560 31.560 HAllHUH FORCES V lax = 31.56 k @ 0.00 ft H lax = 236.70 kft @ 15.00 ft DEFLECTIONS (El kinA2) LOAD Defl (in) X (ft) Total 383454001El 15.00 Live 18662400lEI 15.00 Dead 19683002/E1 ridspan 60v. Deflection : Total = LIZ40 Required I = 882 inY Y 24 x 62 Fy = 36 ksi -_------- STRESSES (ksi I fv = 14.40 fv = 3.09 21 % Fb = 23.76 fb = 21.68 91 Z DEFLECTIONS (in) Total = 0.85 = L I 422 57 X Live = 0.42 = L I 867 42 % Dead = 0.44 f0-6 07/09/94 94-130 ____ 8Uslp12vlsOb4148TBEAM ANALYSIS PR06RA~slp9~1~0b4148T (6.4318UsOp10.00h12vO~Ob3T SPAN LENGTH = 49.00 It (Simple Span1 UNIFORM LOADS (k/ft & ftl ud Ul XI - 12 0.711 0.548 0.00 49.00 0.536 0.522 0.00 9.00 REACTIONS (k) LOAD LEFT RIGHT Dead 21.800 17.863 Live 17.693 13.857 Total 39.493 31.720 HAIlHUM FORCES v nax = 39.49 k e 0.00 ft H lax = 399.59 kft @ 23.81 ft DEFLECTIONS (E1 = kinV1 LOAD Dell (in1 X (ft) Total 174177999/El 24.30 Live 764467001EI 24.27 Dead 977248411El iidspan 60v. Deflection : Total = L1240 Required I = 2451 inA4 W 27 x 84 Fy = 36 ksi STRESSES (ksi 1 fv 14.40 fv = 3.21 22 X fb = 23.76 fb = 22.51 95 X DEFLECTIONS (in1 Total = 2.11 = L I 279 86 Z Live = 0.92 L I 636 57 X Dead = 1.18 FB-7 .. ... t 8Uslp12vIsOb414BTBEA~ ANALYSIS PR06RAHslp9vlsOb4148T (6.43)8UsOplO.OOh12~0~ SPAN LENGTH = 27.50 ft (Siaple Span) UNlfORH LOADS (k/ft & ft) ud ul 11 - x2 0.246 0.386 0.00 27.50 0.160 0.000 0.00 27.50 POINT LOADS Lk k ft) Pd P1 X 3.316 3.872 20.75 REACTIONS (k) LOAD LEFT RIGHT Dead 6.396 8.085 Live 6.258 8.229 Total 12.654 16.314 nAxInun FORCES v rax = 16.31 e 27.50 ft n Max = 101.09 kft @ 15.98 It DEFLECTIONS (El = kinA2) LOAD DefI (in1 X (It) Total 13851443/EI 14.17 Live 69392361EI 14.21 Dead 6905711/El midspan 60v. Deflection : Total L/240 Required 1 = 347 in"4 Y 21 x 44 fy = 36 ksi STRESSES (ksi) Fv = 14.40 fv = 2.26 16 X Fb 23.76 fb = 14.87 63 1 DEFLECTIONS (in) Total = 0.57 L I 582 41 % Live = 0.28 = L I1163 31 X Dead = 0.28 FE-8 .___ 8Uslp12~1sOb4148TEEA~ SPAN LENGTH = 17.00 ft (Simple Span) 07/09/94 '34-130 ANALYSIS PRD6RAM~lp9vIs0b4148T (6.43)8UsOp10.00hl2vO~Ob3T UNIFORM LOADS (klft k ft) ud ul Xl - x2 0.317 0,498 0.00 9.50 0.100 0.000 0.00 17.00 POINT LOADS (k I ft) Pd P1 x 0.670 1.050 9.50 REACTIONS (k) LOAD LEFT RIGHT Dead 3.316 2.066 Live 3.872 1.909 Total 7.188 3.975 nAxinun FORCES V rax = 7.19 k B 0.00 ft tl #ax = 28.23 kft @ 7.86 ft DEFLECTIONS (El = kinA2) LOAD Defl (in) 1 (ft) Total 1396945/EI 8.22 Live 738766/EI 8.18 Dead 657607IEI midspan Gov. Deflection : Total = L1240 Required I = 57 inA4 W 14 x 22 Fy = 36 ksi --___---- STRESSES (ksi 1 Fv = 14.40 fv = 2.27 16 Y Fb = 23.76 fb = 11.68 49 Y DEFLECTIONS (in) Total 0.24 = L / 843 28 X Live = 0.13 = L 11594 23 Y Dead 0.11 STRUCTURAL DATE ENGINEERS f8-9 07/09/94 _--- 94-130 8Uslp12vlsOb4148TBEA~ ANALYSIS PR06RAHslp9vlsOb4148T (6.43)8UsOp10.00h12vO~Ob3T SPAN LENGTH = 40.00 It (Simple Span) UNIfORti LOADS (klft li ft) vd ul 11 - 12 0.686 0.651 0.00 40.00 REACTIONS (k) LOAD LEFT RIGHT Dead 13.720 13.720 Live 13.180 13.180 Total 26.900 26.900 HAXIHUH fORFES V #ax = 26.90 k @ 0.00 ft H Max = 269.00 kft e 20.00 ft DEFLECTIONS (El = kin*?) LOAD DefI fin) 1 (ft) Total 77471951/El 20.00 Live 37958382lEI 20.00 Dead 39513599/EI lidspan 60v. Deflection : Total = L/240 Required 1 = 1336 inA4 W 24 x 68 Fy = 36 ksi --------- STRESSES (ksi ) fv = 14.40 fv = 2.73 19 7. fb = 23.76 fb = 20.96 88 X DEFLECTIONS (in) Total = 1.46 = L / 329 73 Z Live = 0.72 = L / 671 54 X Dead = 0.74 07/09/94 94-130 8U~lp12vlsOb4148TBEAH ANALYSIS PR06RA~slp9vls0b4148T ~6.43)8U~Op10.00h12vO~Ob3T SPAN LENGTH = 11.75 ft (Sinpie Span) UNIfORH LOADS (klft & it) ud ul xi - x2 0.686 0.840 0.00 11.75 REACTIONS (k) LOAD LEFT RIGHT Dead 4.030 4.030 Live 4.935 4.935 Total 8.965 8.965 amun FORCES V #ax 8.97 k @ 0.00 ft ll aax = 26.34 kit @ 5.88 It DEFLECTIONS (El = kin*2) LOAD Deft (in) W (ft) Total 6544681El 5.88 Live 3602581EI 5.88 Dead 294210/EI midspan 60v. Deflection : Total = L1240 Required I 38 in*4 Y 12 x 14 Fy = 36 tsi ____----- STRESSES hi) Fv = 14.40 fv = 3.76 26 X Fb = 23.76 fb = 21.21 89 X DEFLECTIONS (in) Total = 0.25 = L I 554 43 1 Live = 0.14 = L /IO06 36 X Dead = 0.11 06/26/94 94-130 SPREAD FOOTING PROGRAM (3.30) fc’ = 2.50 ksi YC = 0.15 kcf Qa = 2.00 ksf col = 9.00 in fy = 60.00 ksi SUI : 0.00 tsf b (It) h (in) Pa (t) Pu (t) As (in2) No-Size 2.50 12.00 11.56 17.34 0.65 6 I 3 Hook - F-1 2.75 12.00 13.99 20.99 0.71 7 # 3 Hook ~~ 3.00 12.00 16.65 24.98 0.78 8 # 3 Hook 3.25 12.00 19.54 29.31 0.84 3 I 5 . 3.50 12.00 22.66 33.99 0.91 3 # 5 - pl. 3.75 12.00 26.02 39.02 0.97 4 # 5 4.00 12.00 29.60 44.40 1.04 4 # 5 ~ 35 1 2.00 33.42 50.12 1.10 4 I5 - F--3- F-+ 4.50 12.00 37.46 56.19 1.17 4 # 5 - 4.75 12.00 41.74 62.61 1.23 4 # 5 5.00 12.00 46.25 69.38 1.30 5 t 5 - F-s F-b 5.25 12.00 50.99 76.49 1.40 5 # 5 - 5.50 12.00 55.96 83.94 1.64 615 - 12-7 5.75 12.00 61.17 91.75 1.90 /I:, - F-8 6.00 15.00 65.25 97.88 1.Y4 li3 6.25 15.00 70.80 106.20 2.02 7 8 5 6.50 15.00 76.58 114.87 2.11 7 t 5 - F-4 6.75 15.00 82.58 123.87 2.27 8 I 5 7.00 15.00 88.81 133.22 2.56 9 * 5 7.25 15.00 95.27 142.90 2.88 10 # 5 - F-(Q 7.50 15.00 101.95 152.93 3.22 11 # 5 .~~ ~ ~ 7.75 18.00 106.61 159.92 3.01 10 # 5 8.00 18.00 113.60 170.40 3.11 1115 - STRUCTURAL TUBE COLUMN DESIGN (1.3) 94-130 COL AT 2- C.5,D,D.5,E, E.5,F,F.5,6,6.5 AND H LDF 1.00 UNITS = INCH-KIPS U.0.N COL.HTS Lx= 12.50 FTS COL.HTS Ly= 12.50 FTS LOAD FROM FLOOR ABOVE = 50.79KIPS PID, PIL, el = 0.00 0.00 0.00 PZD, P2L, e2 = 0.00 0.00 0.00 P30, P3L, e3 = 0.00 0.00 0.00 P40, P4L, e4 = 0.00 0.00 0.00 Fix= 0.00 INCH-KIPS My= 0.00 INCH-KIPS Fy = 46.00 KSI Cb =1.00 Kx,Ky = 1.00 1.00 Cnx,Cay = 0.60 0.60 fc = 2.50 KSI ALLOY. BEARING=1.750 KSI LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 PT= 50.79 50.79 50.79 50.79 50.79 nx= 0.00 0.00 0.00 0.00 0.00 My= 0.00 0.00 0.00 0.00 0.00 TS 5.01 5.010.1875 W61- 11-97 Fa = 18.61 fa = 14.43 Fbx= 30.36 fbx- 0.00 Fby= 27.60 fby= 0.00 IA = 0.78 18 = 0.52 LOAD CASE= I TS 6.0X 4.010.1875 TS ).OX 4.030.2500 11.97 12.21 I 1 15.92 14.52 14.43 14.15 30.36 30.36 0.00 0.00 27.60 27.60 0.00 0.00 0.91 0.97 per AISC 1.6-la 0.52 0.51 per AISC 1.6-lb BASE PL 0.750 1 11.000 X 11.000 FOR TS 5.0X 5.0X0.1875 0.750 X 10.000 X 12.000 FOR TS 6.01 4.0X0.1875 0.750 X 10.000 1 10.000 FOR TS 4.01 4.0X0.2500 I I STRUCTURAL TUBE COLUMN DESIGN (1.3) 94-136 COL AT 2-C LDF 1.60 UNITS = INCH-KIPS U.0.N COL.HTS Lx= 12.50 FIS COL.HTS Ly: 12.50 FTS LOAD FROH FLOOR ABOVE = 59.62KIPS PZD, PZL, e2 = 0.00 0.00 0.66 P40, P4L, e4 = 0.00 6.00 0.60 Hx- 0.00 INCH-KIPS My= 0.00 INCH-KIPS PID, PlL, el = 0.00 0.06 0.00 P3D, P31, e3 = 0.00 6.00 0.00 Fy 4E.00 KSI Cb =l.OO Kx,Ky = 1.00 1.00 Cm,Ciy = 0.60 0.60 fc = 2.50 KSI ALLOW. BEARIN6=1.750 KSI LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 PT= 59.62 59.62 59.62 59.62 59.62 nx= 0.00 0.00 0.00 0.06 0.00 my= 0.00 0.00 0.00 0.00 0.00 TS 5.0X 5.010.1875 TS 6.01 4.0X0.2500 LOAD CASE= 1 1 U6T= 11.97 15.62 Fa = 18.61 15.60 fa = 16.94 12.99 Fbx= 30.36 30.36 fbx= 0.00 0.00 fby= 27.60 27.60 fby= 0.00 0.00 1A = 0.91 0.83 18 = 0.61 0.47 TS 4.01 4.0X0.3125 14.83 1 14.12 13.67 30.36 0.00 27.60 0.00 0.97, per AISC 1.6-la 0.50 per AISC 1.6-lb STRUCTURALDATE - ENGINEERS sm 5 BASE PL 0.750 X 11.000 X 11.000 FOR TS 5.01 5.6X0.1875 0.750 X 10,000 X 12.000 FOR IS 6.0X 4.0X0.2500 6.875 X 10.000 X 10.000 FOR TS LOX 4.6X6.3125 J I 1 STRUCTURAL TUBE COLUHN DESIGN (1.3) 94-130 COL AT 3-0 ,E, f AND 6 LDf = 1.00 UNITS = INCH-KIPS U.0.N COL.HTS Lx= 12.50 FTS COL.HTS Ly= 12.50 FTS LOAD FROH FLOOR ABOVE = 44.60KlPS PID, PIL, el = 5.94 8.80 3.00 PZD, P2L, e2 = 5.94 8.80 3.00 P3D, P3L, e3 = 0.00 0.00 0.00 P4D, P4L, e4 = 0.00 0.00 0.00 ny= 0.00 INCH-KIPS Hx= 0.00 INCH-KIPS Fy = 46.00 KS1 Cb =1.00 Kx,Ky = 1.00 1-00 Cax,Cay = 0.60 0.60 fc 2.50 KSI ALLOW. BEARIN6.1.750 KSI LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 PT- 74.08 65.28 65.28 65.28 65.28 nx= 0.00 26.40 26.40 26.40 26.40 my= 0.00 0.00 0.00 0.00 0.00 TS LOX 6.010.1875 TS 7.01 5.0W0.1875 IS 5.01 S.OX0.2500 W6T- 14.53 14.53 15.62 fa = 20.75 18.98 18.41 fa = 15.29 17.35 14.22 Fbx= 27.60 30.36 30.36 fbx= 3.33 0.00 3.89 fby= 27.60 27.60 27.60 IA 0.86 0.91 0.96 per AISC 1.6-la lB = 0.67 0.63 0.64 per AISC 1.6-lb LOAD CASE= 2 1 2 fby= 0.00 0.00 0.00 BASE PL = 0.875 X 12.000 X 12.000 FOR TS 6-01 6.0X0.1875 0.875 X 11.000 X 13.000 FOR TS 7.0X 5.0X0.1875 I A PRIME JOB^. STRUCTURAL DATE - 9 ~ f@ ENGINEERS 0.875 X 11.000 X 11.000 FOR TS 5.01 5.010.2500 I I STRUCTURAL TUBE COLUMN DESIGN (1.3) 94-130 COL AT 3-C.5, D.5, E.5, f.5 AND 6.5 LDF = 1.00 UNITS = INCH-KIPS U.0.W COL.HTS Lx= 12.50 fTS COL.HTS Ly= 12.50 FTS LOAD FRO! FLOOR ABOVE = 29.48KIPS PlD, PIL, el = 0.00 6.00 0.00 P20, P2L, e2 = 0.00 0.00 0.00 P3D, P3L, e3 = 0.00 0.00 0.00 P40, P4L, e4 = 0.00 0.00 0.00 Hx= 0.00 INCH-KIPS My= 0.00 INCH-KIPS fy = 46.00 KSI Cb =l.OO Kx,Ky = 1.00 1.00 Cnx,Cay = 0.60 0.60 fc 2.50 KSI ALLOW. BEARIN6=1.750 KSI LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 PT= 29.48 29.48 29.48 29.48 29.48 nx= 0.00 0.00 0.00 0.00 0.00 ny= 0.00 0.00 0.00 0.00 0.00 TS 4.01 4.0X0.1875 W6T= 9.42 Fa = 14.90 fa = 10.64 Fbx- 30.36 fbx= 0.00 Fby= 27.60 fby= 0.00 1A = 0.71 IS = 0.39 LOAD CASE= 1 TS 5-01 3,010,2500 12.21 1 9.40 8.21 27.60 0.00 27,60 0.00 0.87 0.30 TS 3.51 3.530.2500 10.51 I 11.39 9.54 27.60 0.00 27.60 0.00 0.84 per AlSC 1.6-la 0.35 per AISC 1.6-lb BASE PL = 0.625 X 10.000 X 10.000 FOR TS 4-03 4.0X0.1875 0.625 X 9.000 X 11.000 FOR TS 5.01 3.0X0.2500 0.625 X 9.500 X 9.500 FOR TS 3.5X 3.5X0.2500 < STRUCTURAL TUBE COLUHN DESIGN (1.3) 94-130 COL AT 3-c LDF = 1.00 UNITS = INCH-KIPS U.0.N COL.HTS Lx- 12.50 FTS COL.HTS Lv= 12.50 FTS LOAD FROH FLOOR ABOVE = 40.89KIPS PID, PIL, el = 17.01 19.66 3.00 P2D, P2L, e2 5.94 6.84 3.00 P3D, P3L, e3 = 0.00 0.00 0.00 P4D, P4L, e4 = 0.00 0.00 0.00 Hx= 0.00 INCH-KIPS Hy= 0.00 INCH-KIPS Fy = 46.00 KSI Cb =1.00 Kx,Ky = 1.00 1.00 Cm,Cay = 0.60 0.60 LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 J PT= 90.34 83.50 70.68 83.50 70.68 Hx= 71.67 92.19 12.69 92.19 12.69 ny= 0.00 0.00 0.00 0.00 0.00 TS 6.01 6.010.3125 WEIGHT= 23.34 LOAD CASE= 1 Fa = 20.49 fa = 13.17 Fbx= 30.36 fbx= 5.92 Fby= 27.60 fby= 0.00 IA = 0.83 per AISC 1.6-la 1B 0.67 per AISC 1.6-lb BASE PL = 0.875 1 12.000 X12.000 t r STRUCTURAL TUBE COLUHN DESIGN (1.3) 94-130 COL AT 44,E,F,6, 5%0,E,F AN0 6-0 LDF = 1.00 UNITS = INCH-KIPS U.0.N COL.HTS Lx= 26.00 FTS COL.HTS Ly= 26.00 FTS LOAD FROM FLOOR ABOVE = 40.80KIPS PID, PIL, el = 0.00 0.00 0.00 P20, PZL, e2 = 0.00 0.00 0.00 P30, P3L, e3 = 0.00 0.00 0.00 P40, P4L, e4 = 0.00 0.00 0.00 Hx= 0.00 INCH-KIPS Ny- 0.00 INCH-KIPS Fy 46.00 KSI Cb =1.00 Kx,Ky 2 1.00 1.00 Cix,Cny = 0.60 0.60 fc = 2.50 KSI ALLOU. BEARIN611.750 KSI LOAD LOAD LOAD LOAD LOAD CASE I CASE 2 CASE 3 CASE 4 CASE 5 PT- 40.80 40.80 40.80 40.80 40.80 Hx- 0.00 0.00 0.00 0.00 0.00 ny= 0.00 0.00 0.00 0.00 0.00 TS 7-01 7.OXO.1875 TS 8.01 6.0X0.2500 LOAD CASE= 1 1 W6T= 17.08 22.42 Fa = 11.77 8.98 fa = 8.13 6.19 Fbx= 27.60 27.60 fbx= 0.00 0.00 Fby= 27.60 27.60 fby= 0.00 0.00 1A 0.69 0.69 1B = 0.29 0.22 TS 6.0X 6.0X0.2500 19.02 I 8.33 7.30 27.60 0.00 27.60 0.00 0.88 per AlSC 1.6-la 0.26 per AISC 1.6-lb BASE PL = 0.625 X 13.000 X 13.000 FOR TS 7.0X 7.0X0.1875 0.625 X 12.000 X 14.000 FOR TS 8.01 6.0X0.2500 0.625 X 12.000 X 12.000 FOR TS 6.01 6.0X0.2500 f STRUCTURAL TUBE COLUHN DESIGN (1.3) 94-130 i COL AT 4-H LDF = 1.00 UNITS = INCH-KIPS U.0.N COL.HTS Lx- 26.00 FTS COL.HTS Ly- 26.00 FTS LOAD FRUH FLOOR ABOVE = 29.50KIPS PID, PIL, el = 0.00 0.00 0.00 P2D, P2L, e2 = 0.00 0.00 0.00 P30, P3L, e3 = 0.00 0.00 0.00 P4D, P4L, e4 = 0.00 0.00 0.00 ny= 0.00 INCH-KIPS fix= 0.00 INCH-KIPS fy = 46.00 KSI Cb 21.00 Kx,Ky = 1.00 1.00 Cmx,Cay = 0.60 0.60 fc = 2.50 KSI ALLOY. BEARIN6=1.750 KSI LOAD LOAD LOAD LDAD LOAD CASE I CASE 2 CASE 3 CASE 4 CASE 5 Pl= 29.50 29.50 29.50 29.50 29.50 nx= 0.00 0.00 0.00 0.00 0.00 ny= 0.00 0.00 0.00 0.00 0.00 1s 6.01 6.010.1875 Y61= 14.53 Fa = 8.54 fa 6.91 Fbx= 27.60 fbx= 0.00 Fby= 27.60 fby= 0.00 1A 0.81 lB = 0.25 LOAD CASE- 1 TS 7.01 5.0X0.2500 19.02 I 6.20 5.28 27.60 0.00 27.60 0.00 0.85 0.19 15 5.01 5.010.3125 19.08 I 5.48 5.26 27.60 0.00 27.60 0.00 0.96 per AISC 1.6-la 0.19 per AISC 1.6-lb EASE PL = 0.500 1 12.000 X 12.000 FOR TS 6.01 6.010.1875 0.500 X 11.000 1 13.000 FOR TS 7.01 5.0X0.2500 0.625 X 11.000 X 11.000 FUR TS 5.0X 5.0X0.3125 t r STRUCTURAL TUBE COLUHN DESIGN (1.3) 94-130 COL AI 5-C i LDF = 1.00 COL.HTS Lx= 26.00 FTS COL.HTS Ly= 26.00 FTS LOAD FROR FLOOR ABOVE = 35.70KIPS UNITS INCH-KIPS U.0.N PID, PlL, el = 0.00 0.00 0.00 P2D, P2L, e2 0.00 0.00 0.00 P3D, P3L, e3 = 0.00 0.00 0.00 P4D, P4L, e4 = 0.00 0.00 0.00 ny= 0.00 INCH-KIPS ilx= 0.00 INCH-KIPS Fy = 46.00 KSI Cb 4.00 Kx,Ky = 1.00 1.00 Cnx,Cmy = 0.60 0.60 fc = 2.50 KSI ALLOY. BEARIN6.1.750 KSI LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 PT= 35.70 35.70 35.70 35.70 35.70 nx= 0.00 0.00 0.00 0.00 0.00 my= 0.00 0.00 0.00 0.00 0.00 IS 6.OX 6.0X0.1875 TS 7.0X 5.0X0.3125 LOAD CASE- 1 1 U6T= 14.53 23.34 fa = 8.54 6.01 fa = 8.36 5.20 Fbx= 27.60 27.60 fbx= 0.00 0.00 Fby= 27.60 21. b0 fby= 0.00 0.00 111 = 0.98 0.87 IB = 0.30 0.19 TS 5.01 5.010.5000 28.43 1 4.97 4.27 27.60 0.00 27.60 0.00 0.86 per AlSC 1.6-la 0.15 per AlSC 1.6-lb BASE PL 0.625 X 12.000 X 12.000 FOR TS 6.01 6.030.3B75 0.625 X 11.000 X 13.000 FOR TS 7.0X 5.0X0.3125 0.625 X 11.000 X 11.000 FOR TS 5.OX 5.0X0.5000 t 1 STRUCTURAL TUBE COLUMN DESIGN (1.3) 94-130 I COL AT h-C LDF = 1.00 UNITS = INCH-KIPS U.0.N COL.HTS Lx= 26.00 FTS COL.HTS Ly= 26.00 FTS LOA0 FROti FLOOR ABOVE = 41.82KIPS PlD, PIL, el = 0.00 0.00 0.00 P20, P2L, e2 = 0.00 0.00 0.00 P3D, P3L, e3 = 0.00 0.00 0.00 P40, P4L, e4 = 0.00 0.00 0.00 fix= 0.00 INCH-KIPS My= 0.00 INCH-KIPS Fy = 46.00 KSI Cb =l.OO Kx,Ky = 1.00 1.00 Cix,C~y = 0.60 0.60 fc = 2.50 KSI ALLOU. BEARIN6=1.750 KSI LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3. CASE 4 CASE 5 PT= 41.82 41.82 41.82 41.82 41.82 fix= 0.00 0.00 0.00 0.00 0.00 my= 0.00 0.00 0.00 0.00 0.00 TS 7.0X 7.030.1875 U6T= 17.08 Fa = 11.77 fa = 8.33 Fbx= 27.60 fbx= 0.00 Fby= 27.60 fby= 0.00 IA = 0.71 IS = 0.30 LOAD CASE= I TS 8.OX 6.0X0.2500 22.42 I 8.98 6.35 27.60 0.00 27.60 0.00 0.71 0.23 TS 6.0X 6,010.2500 19.02 1 8.33 7.48 27.60 0.00 27.60 0.00 0.90 per AlSC 1.6-la 0.27 per AISC 1.6-lb BASE PL = 0.625 X 13.000 X 13.000 FOR TS 7.01 7.010.1875 0.625 X 12.000 X 14.000 FOR TS 8.OX 6.0X0.2500 0.625 X 12.000 X 12.000 FOR TS 6.01 6.0X0.2500 ! STRUCTURAL TUBE COLUtlN DESIGN (1.3) 94-130 COL AT 6-E LDf 1.00 UNITS = INCH-KIPS U.0.N COL.HTS Lx= 26.00 FTS COL.HTS Ly= 26.00 FIS LOAD FRON FLOOR ABOVE 35.70KIPS PID, PIL, el = 0.00 0.00 0.00 PZD, PZL, e2 = 0.00 0.00 0.00 P30, P3L, e3 = 0.00 0.00 0.00 P40, P4L, e4 = 0.00 0.00 0.00 nx= 0.00 INCH-KIPS Hy= 0.00 INCH-KIPS fy = 46.00 KSI Cb =1.00 Kx,Ky = 1.00 1.00 C#X,CDY 0.60 0.60 fc = 2.50 KSI ALLOY. BEARIN6=1.750 KSI LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 PI= 35.70 35.70 35.70 35.70 35.70 nx= 0.00 0.00 0.00 0.00 0.00 ny= 0.00 0.00 0.00 0.00 0.00 TS 6.OX 6.010.1875 WST= 14.53 Fa = 8.54 fa = 8.36 Fbx= 27.60 fbx= 0.00 Fby= 27.60 fby= 0.00 1A = 0.98 18 0.30 LOAD CASE. 1 TS 7.0X 5.0X0.3125 TS 5.0X 5.0X0.5000 23.34 28.43 I I 6.01 4.97 5.20 4.27 27.60 27.60 0.00 0.00 27.60 27.60 0.00 0.00 0.87 0.86 per AISC 1.6-la 0.19 0.15 Der AISC 1.6-lb BASE PL = 0.625 X 12.000 X 12.000 FOR TS 6.01 6.0X0.1875 0.625 X 11.000 X 13.000 FOR TS 7.0X 5.010.3125 0.625 X 11.000 X 11.000 FOR TS 5.0X 5.0X0.5000 STRUCTURAL TUBE COLUHN DESIGN (1.3) 94-130 1 COL 6-f LDF = 1.00 UNITS = INCH-KIPS U.0.N COL.HTS Lx= 26.00 FTS COL.HTS Ly= 26.00 FTS LOAD FRON FLOOR ABOVE = 30.60KIPS PlD, PIL, el = 0.00 0.00 0.00 P2D, P2L, e2 = 0.00 0.00 0.00 P30, P3L, e3 = 0.00 0.00 0.00 P4D, P4L, e4 = 0.00 0.00 0.00 Hx= 0.00 INCH-KIPS My= 0.00 INCH-KIPS Fy = 46.00 KSI Cb =1.00 Kx,Ky = 1.00 1.00 Cm,Cay = 0.60 0.60 fc = 2-50 KSI ALLOW. BEARIN6=1.750 KSI LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 PT= 30.60 30.60 30.60 30.60 30.60 nx= 0.00 0.00 0.00 0.00 0.00 ny= 0.00 0.00 0.00 0.00 0.00 TS 6.01 6.010.1875 W6T- 14.53 Fa = 8.54 fa = 7.17 Fbx= 27.60 fbx= 0.00 Fby= 27.60 fby= 0.00 14 = 0.84 18 = 0.26 LOAD CASE- I TS 7.01 5.010.2500 IS 5-01 5.0X0.3125 19.02 19.08 1 1 6.20 5.48 5.47 5.45 27.60 27.60 0.00 0.00 27.60 27.60 0.00 0.00 0.88 1.00 per AISC 1.6-la 0.20 0.20 per AISC 1.6-lb BASE PL 0,500 X 12.000 X 12.000 FOR TS 6.0X 6.0X0.1875 0.500 X 11.000 X 13.000 FOR TS 7-01 5.0X0.2500 0.625 X 11.000 X 11.000 FOR TS 5.0X 5.010.3125 C L STRUCTURAL TUBE COLUHN DESIGN (1.3) 94-130 COL AT 7-E LDF = 1.00 COL.HTS Lx= 26.00 FTS COL.HTS Ly- 26.00 FTS LOAD FROM FLOOR ABOVE = PID, Pit, el = 0.00 0.00 0.00 PZD, PZL, e2 = 0.00 0.00 0.00 P30, P3L, e3 = 0.00 0.00 0.00 P4D, P4L, e4 = 0.00 0.00 0.00 UNITS = INCH-KIPS U.0.N 7.28KlPS Mx= 0.00 INCH-KIPS My= 0.00 INCH-KIPS Fy = 46.00 KSI Cb =1.00 Kx,Ky = 1.00 1.00 CBX,CDY = 0.60 0.60 LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 PT= 7.28 7.28 7.28 7.28 7.28 nx= 0.00 0.00 0.00 0.00 0.00 my= 0.00 0.00 0.00 0.00 0.00 TS 5.0X 5.0X0.1875 WEIGHT= 11.97 Fa = 5.83 Fbx= 27.60 fbx= 0.00 Fby= 27.60 fby= 0.00 10 = 0.35 per AISC 1.6-la IS = 0.07 Der AISC 1.6-lb LOAD CASE= I fd = 2.07 STRUCTURAL [UTE - '? 'LAC ENGINEERSSHT BASE PL = 0.375 X 11.000 X11.000 i PRE-CAST CONCRETE UALL PANEL DESIGN i Considering P-Delta Effects SEAOC 'Green Boot' To iterate P-Delta effects to convergence DESCRIPTlON :PANEL N4,N5 ALLOWABLE STRESSES I DESIGN SUHNARY I ____-_______-- I N-n I Phi : NONENT CAPACITY Hn i Phi > Hcr O.K. H-u : APPLIED tlONENTS : OVERSTRESS t HEIGHT I SERVICE DEFLECTION I SERVICE LOAD DEFL. @CONVERGENCE : DESIGN SUHNARY at REVEAL I N-n I Phi : tlOhENT CAPACITY H-u : APPLIED HOHENTS t OVERSTRESS : HEIGHT I SERVICE DEFLECTION I SERVICE LOAD DEFL.@CONVERGENCE I ....................... Nn I Phi > Hcr O.K. > f'c : Concrete 3,000 psi > Hin Vert Steel X : 0.0025 > Fy : Reinf. = 60,000 psi > Nin Horiz Steel X : 0.0025 > Phi: : 0.90 Max. Vert. Spacing = 17.71 in > Seisric Factor = 0.3 nax. Horiz.Spacing 17.71 in > Wind Load = 12.4 psf Beta 1 0.85 > Reveal Depth 0.75 io 0.6 x Rhcu-Balanced= 0.0128 > Reveal to Bottom 13.75 ft Shall Unifori LL Be Used Uith WindISeisiic Loadings ? Y=1 N=O --> 0 ___ DESIGN DATA ( Enter A11 Loads UN-FACTORED ) > Clear Wall Ht. = 25.67 ft > Eccentric Dead Load = 44 plf > Total Uall Ht. = 30 ft > Eccentric Live Load = 0 plf Ht I Thk Ratio = 44.0 ) Load Eccentricity = 6.5 in ____---____ (default = t/2 + 3') > Uall Thickness = 7 in > Rebar Size '1' : 5 > Unifori Lateral Load= 0 plf > Rebar Spacing = 16 in > X-Oi5t. to Bottoi = 0 ft > 1-Dist. to Top = 0 ft > Depth To Steel = 3.5 in > Seisric=l, Uind=2 --> I <-- (default = tI2) > Point Lateral Load = OI > Axial Uniform OL = 0 plf > X-Dist. from Bottoi = 0 ft > Axial Uniform LL = 0 plf > Seismic-1, Yind=2 --> I <-- Steel at each face= I (1 for single layer, 2 for double layers) I_______________________________________-------------------------------~ SE ISH I C UIND I ______-_- ___----- 8 - - 45,519 in-l 45,579 in#: - 31,547 in-l 15,128 int: - 0.0 x 0.0 x I - I, 335 2,B09 I - 0.23 in 0.11 in I - - - - PIA ( 0.04 I f'c, O.K. - - 45,263 in4 45,263 inll - 39,406 in-# 14,992 in#: - 0.0 7. 0.0 z I - 1,305 2,550 I 0.236 in 0.121 I Hn I Phi > Hcr O.K. - - - PIA ( 0.04 * f'c, O.K. LATERAL LOADIN6S Uall Ut e 150 pcf = 87.5 psf Wind Load t 1.275 = 15.8 psf Lateral Uall Ut : 26.3 psf Lateral Ut t 1.403 = 36.8 psf VERTICAL LOADINGS At revel ----______------- ___-----__ P-Axial : 44 plf 44 plf P-Wall : 1,534 ' 1,422 ' 0.04if'C PIA = 18.8 psi 19.5 psi 120 psi Pu-Axi a1 : 46 plf 46 plf Pu-Wall : 1,611 ' 1,493 Pu-Total: 1,657 plf 1,539 plf ------- - __---- ANALYSIS VALUES ----______-_--- ---___--- Meff) = f Pu:tot t (Astfy) I 1 fy 'a' = (AsfFy t Pu) 1(.85ff~cf12) = 0.510 in '(I= 'a, 1 .E5 0.600 in Phi : Capacity Reduction Factor - 0.9 tln = Asceff) t fy t ( d - a12 1 = 50,644 in-1 Hu = nn t Phi = 45,579 in-1 = 0.260 inA21ft - AT REVEAL 0.258 in*2 0.506 in 0.596 in 0.9 50,292 in4 45,263 in-t ------__ E : 57,000 t (f'cA.51 = 3.IEt06 psi 3.1Et06 psi n : 29,000 / Ec = 9.29 9.29 Fr : nod. of Rupture : 5t( f'cA.5) = 273.9 psi 273.9 psi Section nodulus : (6ross) = 98.0 inA3 78.1 inA3 Hoient Capacity @ Cracking = S t Fr 26,838 in-t 21,395 in4 Hoient of Inertia : (6r055) = 343.0 in"4 308.7 in^4 Honent of Inertia : (Cracked) = 21.2 in*$ 12.0 inA4 Unfactored seisnic wind Reaction at support level = 460.16 plf 217.37 plf Reaction at Base = 327.33 plf 154.63 plf Cross check based on 1991 U.B.C. DETAn = 5iHn~hcn2/(48tEciIcr) = 7.569 in DETAcr =5fHcrfhcA2/(48fErfIg) = 0.248 in Hu=Wuthc"218 t Pule12 t (Pul+Pu21fDETAn= 47034 in4 HuMntPhi Hs=Uihc*2/8 t Ple12 t (PItP2)tDETs = 29,490 in4 (DETAs=hc/150) DETAs = 1.06 in DEFL.0.K. 1 llrax at 12.47 It 12.47 ft. from base t I PRE-CAST CONCRETE WALL PANEL DESIGN Considering P-Del ta El f ects SEAOC Ween Book’ To iterate P-Delta effects to convergence DESCRIPTION :PANEL N4,N5 ALLOWABLE STRESSES l”(neof GffiQer’- LOW ) f’c : Concrete = 3,000 psi ) Hin Vert Steel X : 0.0025 ) Fy : Reinf. = 60,000 psi ) Min Horiz Steel X : 0.0025 Phi: : 0.90 Max. Vert. Spacing = 17.71 in ) Seismic Factor = 0.3 Hax. Horiz.Spacing = 17.71 in ) Wind Load = 12.4 psf Beta I = 0.85 ) Reveal Depth 0.75 in 0.6 x Rhou-Balanced- 0.0128 ) Reveal to Bottom = 13.75 ft Shall Uniform LL Be Used With UindISeismic Loadings ? Y=l N=O --) 0 ___ DESIGN DATA ) Clear Uall Ht. = 25.67 It ) Eccentric Dead Load = 342 plf ) Total Wall Ht. = 30 ft ) Eccentric Live Load = 0 plf Ht I Thk Ratio = 44.0 > Load Eccentricity = 6.5 in ( Enter A11 Loads UN-FACTORED ) -_-----_-_- (default t/2 t 3’) > Wall Thickness = 7 in ) Rebar Size ‘1’ : 5 ) Uniform Lateral Load= 0 plf > Rebar Spacing = 16 in ) X-Dist. to Bottoi = 0 It ) I-Dist. to Top = 0 ft ) Depth To Steel 3.5 in ) Seismic=l, Wind=2 --) I (-- ) Point Lateral Load = 01 ) Axial Unifori DL = 0 plf ) X-Dint. from Bottoi = 0 ft ) Axial Uniform LL = 0 plf ) Seisiic=l, Hind=? --) 1 <-- I (1 for single layer, 2 for double layers) :_______________________________________-------------------------------~ I DESIGN SUHMARY SE ISH I C HIND : ; ______________ __------- ________ 0 : H-n € Phi : HOHENT CAPACITY = 46,420 in-1 46,420 in*: H-u : APPLlED NOMENTS = 39,677 in-1 16,178 in#: I OVERSTRESS - 0.0 x 0.0 x I : HEIGHT I SERVICE DEFLECTION = I, 283 2,593 I I SERVICE LOAD DEFL.@CONVERGENCE = 0.24 in 0.12 in I : DESIGN SUMMARY at REVEAL ; ____________---_-______ I H-n € Phi : MOMENT CAPACITY = 46,104 in-# 46,104 in#; ti-u : APPLIED MONENTS 42,516 in4 16,152 inti : HEIGHT I SERVICE DEFLECTION = 736 2,334 I I SERVICE LOAD DEFL.@CONVERGENCE = 0.419 in 0.132 I :_______________________________________-----.-----.-.---------.-------I (default = tI2) Steel at each face= Mn i Phi ) tirr O.K. - PIA < 0.04 i f’c, D.K. Mn i Phi ) Mcr 0.K. Nn i Phi ) Mcr O.K. - I OVERSTRESS - 0.0 z 0.0 7. I P/A ( 0.04 I f’c, O.K. 1 LATERAL LOADINGS Wall Ut e 150 pcf 87.5 psf Wind Load * 1.275 15.8 psf Lateral Wall Ut = 26.3 psf Lateral Ut t 1.403 36.8 psf VERTICAL LOADINGS At revel P-Axial : 342 plf P-Wall : 1,534 * PIA = 22.3 psi Pu-Axial: 359 plf Pu-Wall : 1,611 ' Pu-Total: 1,970 plf _______ 342 plf 1,422 ' 0.04€f'c 23.5 psi 120 psi 1,493 ' 1,852 plf 359 plf ------- ANALYSIS VALUES ------_________ _______-_ As(ef1) = [ Pu:tot t (lls*Fy) I 1 Fy 'a' = (AsfFy t Pu) 1(.85ff1cfI2) = 0.520 in IC1= la' I .E5 = 0.612 in Hn = Askff) f Fy I ( d - a12 ) = 51,578 in4 Mu = nn f Phi = 46,420 in-l = 0.265 in*2/ft - Phi : Capacity Reduction Factor - 0.9 AT REVEAL 0.263 inA2 0,516 in 0.608 in 0.9 51,227 in-l 46,104 in4 ________ E : 57,000 f (f'cA.5) 3.1Et06 psi 3.1Et06 psi n : 29,000 1 Ec = 9.29 9.29 Fr : nod. of Rupture : 511 f'cA.5) = 273.9 psi 273.9 psi Section nodulus : (Gross) = 98.0 in? 78.1 inA3 Hoient Capacity @ Cracking = S ? Fr = 26,838 in-l 21,395 in-l Moment of Inertia : (6105s) = 343.0 in"4 308.7 inA4 Hoient of Inertia : (Cracked) = 21.5 in9 12.1 inA4 Unf at: t ored seisnic wind Reaction at support level = 460.16 plf 217.37 plf Reaction at Base = 327.33 plf 154.63 plf Cr055 check based on 1991 U.B.C. DETAn 5fMnihc*2/(48~Ec*Icr) 7.605 in DETAtr =5fMtrfhc*2/(48iEctlg) = 0.248 in liu4urhcA2/8 t PuIel2 t (PultPuS)?DETAn= 50461 in4 MuMniPhi Ms=W€hc*2/8 t Ple/2 t (P1tPZ)tDETs = 31,349 in-l (DETAs=hc/l50) DETAs = 1.59 in DEFL. 0. K. niax at 12.47 ft 12.47 ft. Iron base , PRE-CAST CONCRETE WALL PANEL DESIGN 1 ............................................ Considering P-Delta Effects SEAOC 'keen Book' To iterate P-Delta effects to convergence DESCRIPTION :PANEL N3 ALLOWABLE STRESSES ) f'c : Concrete 3,000 psi ) Hin Vert Steel 1 : 0.0025 ) Fy : Reinf. = 60,000 psi ) Hin Horiz Steel X : 0.0025 ) Phi: : 0.90 Hax. Vert. Spacing = 17.71 in ) Seismic Factor = 0.3 Hax. Horiz.Spacing = 17.71 in ) Wind Load = 12.4 p5f Beta 1 = 0.85 ) Reveal Depth = 0.75 in 0.6 x Rhou-Balanced' 0.0128 ) Reveal to Bottom = 13.75 ft Shall Unifori LL Be Used With WindlSeisiic Loadings ? V=l N=O --) 0 ___ DESIGN DATA ( Enter All Loads UN-FACTORED ) > Clear Uall Ht. 25.67 ft ) Eccentric Dead Load = 44 plf ) Total Wall Ht. = 30 ft ) Eccentric Live Load = 0 plf Ht I Thk Ratio = 44.0 ) Load Eccentricity = 6.5 in (default = t12 t 3') ) Uall Thickness = 7 in ) Rebar Size '1' : 5 ) Unifori Lateral Load= 8.75 plf ) Rebar Spacing = 12 in ) X-Dist. to Bottom = 7 ft ) X-Oist. to Top = 30 ft 1 (-- I ) Depth To Steel = 3.5 in ) Seisiic=l, Wind=:! --) (default = t/2) ) Point Lateral Load = 0 # ) Axial Uniform DL 685 plf ) X-Dist. fror Bottoi = 0 ft ) Axial Uniform LL 0 plf > Seismic=l, Wind=2 --) I <-- 1 (I for single layer, 2 for double layers) ;_______________________________________-------------------------------: I DESIGN SUHHARV SElSHIC WIND : ; ---------__--- ---__-__- ________ 8 I H-n t Phi : HOtiENT CAPACITY = 59,548 in-# 59,548 in#: Hn t Phi ) Hcr D.K. H-u : APPLIED HOHENTS = 51,990 in-# 13,180 in#: I OVERSTRESS - 0.0 1 0.0 1 : I HEIGHT / SERVICE DEFLECTION = 272 3,224 : I SERVICE LOAD DEFL.@CONVERPENCE = 1.13 in 0.10 in ; I DESIGN SUHtlARV at REVEAL I ____----____-----__-~-- ! H-n * Phi : HOHENT CAPAClTV = 59,306 in-1 59,306 in#; Hn t Phi ) ncr O.K. Hn t Phi ) ncr O.K. H-u : APPLIED ROHENTS = 55,150 in-# 11,983 in#; ; OVERSTRESS - 0.0 z 0.0 1. I I HEIGHT / SERVICE DEFLECTlON = 232 3,190 I : SERVICE LOAD DEFL.@CONVERGENCE = 1.329 in 0.097 I I_________________._____________________-------------------.----.------~ Steel at each face= - PIA < 0.04 I f'c, O.K. - .) 1 P/A < 0.04 t f'c, O.K. I , LAlERAL LOADINGS Yall Ut @ 150 pcf = 87.5 psf Wind Load f 1.275 = 15.8 psl Lateral Wall Ut = 26.3 psf Lateral Ut t 1.403 = 36.8 psf VERTICAL LOADINGS -___-_----_------ P-Axial : 729 plf P-Wall : 1,513 ' P/A = 26.7 psi Pu-Axial: 765 plf Pu-Wall : 1,589 ' Pu-Total: 2,354 plf -----__ At revel 729 plf _______-__ 1,422 ' 0.04if'c 28.7 psi 120 psi 765 plf 1,493 ' 2,258 plf __-__-- ANALYSIS VALUES AT REVEAL -__-_-_---_____ ----___-- ---_____ As(eff) = [ Pu:tot t (AstFy) 1 I Fy = 0.349 inA2/ft 0.348 in*2 'a' = (AstFy t Pu) /(.85tf'c*12) = 0.685 in 0.682 in IC'= 'a' / .85 = 0.806 in 0.802 in Mn = As(ef1) t Fy € ( d - a12 1 = 66,165 in-$ 65,895 in4 Mu = Hn t Phi = 59,548 in-# 59,306 in-1 E : 57,000 t (fic".5) = 3.1Et06 psi 3.IEt06 psi n : 29,000 / Ec = 9.29 9.29 Fr : Hod. of Rupture : 5*( f'cA.5) = 273.9 psi 273.9 psi Section Modulus : Gross) = 98.0 in9 78.1 inA3 Moilent Capacity @ Cracking = S i Fr = 26,838 in4 21,395 in-1 Moment of Inertia : (6ross) = 343.0 inA4 308.7 inA4 Moment of Inertia : (Cracked) = 25.6 inA4 i4.3 inA4 Unfactored seisnic wind Reaction at support level = 605.20 plf 217.37 plf Reaction at Base = 383.54 plf 154.63 plf Cross check based on 1991 U.B.C. DETAn = 5tHnihca2/(48iEc*Icr) = 8.169 in DETAcr =5tHcr*hcA2/(48*EciIg) = 0.248 in Hu-Wu*htA2/8 t Pulel2 t (PuitPu2)tDETAn= 63339 in-l Mu)Mn*Phi Ms=W*hcA2/8 t Ple/2 t (PltP2)1DEls = 38,391 in-1 (DETAs=hc/150) DElAs = 2.57 in DEFL.EXCEED - Phi : Capacity Reduction Factor - 0.9 0.9 1 MD~X at 12.71 ft 12.47 It. fro8 base I PRE-CAST CONCRETE UALL PANEL DESIGN Considering P-Del ta Ef fec ts SEADC 'Green Book' To iterate P-Delta effects to convergence DESCRIPTION :PANEL d'7 ALLOWABLE STRESSES ) ffc : Concrete = 3,000 psi f Min Vert Steel Z : 0.0025 f fy : Reinf. = 60,000 psi f Min Horiz Steel Z : 0.0025 ) Phi: : 0.90 Max. Vert. Spacing = 17.71 in > Seisric factor 0.3 Hax. Horiz.Spacing = 17.71 in f Uind Load = 12.4 psf Beta 1 = ' 0.85 > Reveal Depth = 0 in 0.6 x Rhuu-Balanced= 0.0128 ) Reveal to Botton = LEG I: 1 ---___------------ 13.75 ft Shall Unifori LL Be Used Uith Uind/Seisiic loadings ? Y=l N=O --) 0 _-- DESIGN DATA ( Enter All Loads UN-FACTORED ) > Clear Wall Ht. = 26.5 ft ) Eccentric Dead Load = 44 plf ) Total Yall Ht. = 30 ft f Eccentric Live Load = 0 plf Ht I lhk Ratio = 45.4 ) Load Eccentricity = 6.5 in (default = t12 t 3') ) Wall Thickness = 7 in f Rebar Size 'I' : 5 ) Uniform Lateral Load= 39.4 plf ) Rebar Spacing = IO in f X-Dist. to Bottom = 14 ft ) X-Dist. to Top = 30 ft > Depth To Steel = 4.75 in ) Seismic=l, Wind.2 --) 1 {-- ,) (default = tI2) ) Point Lateral Load = 01 ) Axial Uniform DL = 2990 plf ) X-Dist. from Bottor = 0 ft ) Axial Unifori LL = 0 plf ) Seisiic=l, Wind22 --) 1 <-- Steel at each face= 2 (1 for single layer, 2 for double layers) DESIGN SUMMARY ---____-___--_ H-n t Phi : MOMENT CAPACITY Mn t Phi ) Mcr D.K. M-u : APPLIED MOHENTS OVERSTRESS HEIGHT I SERVICE DEFLECTION SERVICE LOAD DEFL. @CONVERGENCE DESIGN SUMMARY at REVEAL k-n t Phi : nOMENT CAPACITY H-u : APPLIED HOMENTS OVERSTRESS HEIGHT I SERVICE DEFLECTION SERVICE LOAD DEFL.@CONVERGENCE SEISMIC HIND I _--______ _____---; - 104,224 in-l 104,224 in#: - 77,073 in-# 16,983 in11 - 0.0 x 0.0 x I - 191 2,428 I - 1.66 in 0.13 in I - - - - PIA { 0.04 t f'c, O.K. - - NA in-1 NA in#: - NA in-1 16,183 in); - NA Z NA 1.1 - NA 2,288 I - NA in 0.139 I - - - - NA LATERAL LOADINGS Wall Ut @ 150 pcf = 87.5 psf Yind Load t 1.275 = 15.8 psf Lateral Wall Ut = 26.3 psf Lateral lit t 1.403 = 36.8 psf VERTICAL LOADINGS At revel P-Axial : 3,034 plf P/A = 51.5 psi Pu-Axial: 3,186 plf Pu-Uall : 1,356 * Pu-Total: 4,542 plf P-Wall : 1,292 ' -______ 0 plf 0' 0.04rf'c 0 psi 120 psi 0 plf 0' 0 plf -______ ANALYSIS VALUES _______________ _________ Adeff) = [ Pu:tot t (AsiFy) 1 / fy la' = (AsiFy t Pu) /(.B5if'ct12) = 0.878 in Y= id) I .as = 1.033 in Phi : Capacity Reduction Factor - 0.9 Mn = Askff) t Fy t ( d - a12 f = 115,804 in-l Wu = Hn f Phi = 104,224 in-l = 0.448 inA2/ft - AT REVEAL _--_____ NA inA2 0.000 in 0.000 in 0.9 NA in-# 0 in-# E : 57,000 t (f'cA.5) = 3.1Et06 psi 3. IEt06 psi n : 29,000 I Ec = 9.29 9.29 Fr : Mod. of Rupture : 5*( f'cA.5) = 273.9 psi 273.9 psi Section nodulus : (61055) = 98.0 inA3 98.0 in9 lionent Capacity @ Cracking = S t fr 26,838 in-# 26,838 in-# Hoient of Inertia : (Gross) = 343.0 in"4 308.7 in*4 Honent of Inertia : (Cracked) = 61.9 inA4 0.0 inA4 Un fat t ored seisnic wind Reaction at support level = 969.10 plf 210.57 plf Reaction at Base = 448.79 plf 161.43 plf Cross check based on 1991 U.B.C. BETAn = 5tMn*hc*2/(48tEciltr) = 6.315 in DETAcr =5tMcr*hcA2/ (4BiEctlg) = 0.264 in Hu=Uu€hcA2/8 t PuW2 t (Pul+Pu2)tDETAn= 92153 in-l O.K. #s=UfhcA2/8 t PIelZ + (PltP2)tDETr = 59,051 in-# fDETAs=hc/l50) DETAs = 2.46 in DEFL. EXCEED ) Mmax at 15.24 ft 13.02 ft. fron base , PRE-CAST CONCRETE WALL PANEL DESIGN Consider in0 P-Del t a Effect 5 SEAOC 'Green Book' To iterate P-Delta effects to convergence Lq- 0 DESCRIPTIDN :PANEL N7 ALLOUABLE STRESSES > f'c : Concrete = 3,000 psi ) Hin Vert Steel I : 0.0025 ) Fy : Reinf. = 60,000 psi ) Min Horiz Steel Z : 0.0025 > Phi: : 0.90 Hax. Vert. Spacing = 17.71 in > Seismic Factor = 0.3 Hax. Horiz.Spacing = 17.71 in > Hind Load 12.4 psf Beta 1 = 0.85 > Reveal Depth = 0.75 in 0.6 x Rhou-Balanced. 0.0128 > Reveal to Bottoi = 13.75 ft Shall Uniform LL Be Used With UindlSeisnic Loadings ? Y.1 N=O --) 0 ------------------ --- DESIGN DATA ( Enter All Loads UN-FACTORED ) > Clear Hall Ht. = 26.5 ft > Eccentric Dead Load = 44 plf > Total Uall Ht. = 30 It ) Eccentric Live Load = 0 plf Ht I Thk Ratio = 45.4 ) Load Eccentricity = 6.5 in (default = t12 t 3') ) Hall Thickness = 7 in > Rebar Size 'I' : 5 > Uniform Lateral Load= 21.9 plf ) Rebar Spacing 7 in > X-Dist. to Bottom = 14 It > X-Di5t. to Top = 30 ft -1 > Depth To Steel = 3.5 in ) Seismic=l, Hind.2 --> 1 <-- (default = t12) > Point Lateral Load = 01 > Axial Uniform DL = 2029 plf > X-Dist. fror Bottom = 0 It > Axial Uniform LL = 0 plf > Seismic=l, Hind.2 --> 1 <-- Steel at each face= 1 (1 for single layer, 2 for double layers) I_______________________________________-----~-------------------------, i DESIGN SUHHARY SEI sn IC HIND I I _____--_______ ---__-_-- ----___- 1 I M-n * Phi : MOHENT CAPACITY = 33,224 in-# 93,224 in#: M-u : APPLIED MOMENTS = 65,937 in-1 16,817 in#! I OVERSTRESS - 0.0 I 0.0 I I : HEIGHT I SERVICE DEFLECTION = 175 2,450 i I SERVICE LOAD DEFL.@CONVERGENCE = 1.81 in 0.13 in I I DESIGN SUMMARY at REVEAL i H-n t Phi : MDHENT CAPACITY = 33,408 in-: 93,408 in#: Hn t Phi ) Mcr O.K. Nn * Phi > Hcr O.K. M-u : APPLIED HONENTS = 73,007 in-# 16,858 in#: : OVERSTRESS - 0.0 x 0.0 x I I SERVICE LOAD DEFL.@CONVERGENCE = 1.927 in 0.145 L :_______________________________________---------------.---------------~ Hn t Phi > Mcr O.K. - PIA ( 0.04 t f'c, O.K. , ....................... . I HEIGHT I SERVICE DEFLECTION = 165 2,200 I 1 PIA < 0.04 3 f'c, D.K. , LATERAL LOADINGS -_______________ Uall Ut B 150 pcf = 87.5 psf Uind Load t 1.275 15.8 psf Lateral Uall Ut = 26.3 psl Lateral Wt i 1.403 = 36.8 psf VERTICAL LOADINGS At revel P-Axial : 2,073 plf 2,073 plf ----------_------ _-------__ P-Wall : 1,339 ' 1,422 0.04€l'C PIA = 40.6 psi 46.6 psi 120 psi Pu-Axial: 2,177 pll 2,177 plf Pu-Uall : 1,406 ' 1,493 ' Pu-Total: 3,582 plf 3,670 plf --_-___ __----- ANALYSIS VALUES AT REVEAL _--_-----___--- --------- ________ As(ef1) = 1 Pu:tot + (AstFy) I I fy = 0.591 inAZ/ft 0.593 inA2 'ai = (AstFy + Pu) /(,85€f1ct12) = 1.159 in 1.162 in 'c'= 'at / -85 = 1.364 in 1.367 in Mn = As(eff) * Fy € ( d - a12 ) = 103,583 in-l 103,787 in-1 Mu = Mn t Phi = 93,224 in-1 93,408 in-1 E : 57,000 € (f'c*.5) = 3.IEt06 psi 3.1Et06 psi n : 29,000 I Ec = 9.29 9.29 Fr : Hod. of Rupture : S€( ficA.5) = 273.9 psi 273.9 psi Section nodulus : (6ross) = 98.0 in*3 78.1 in"3 Hoient Capacity @ Cracking = S i fr = 26,838 in-1 21,395 in4 Homent of Inertia : 16ross) = 343.0 inA4 308.7 inA4 Horent of Inertia : (Cracked) = 35.2 in*4 20.7 in^4 Unfactored seismic uind Reaction at support level = 736.65 plf 210.57 plf Reaction at Base = 401.24 plf 161.43 plf Cross check based on 1991 U.B.C. DETAn = 5iWnrkcA2/148€Ectlcr) = 9.928 in DETAcr =5t~tr€hc^2/(48iEcrIg) = 0.264 in Hu=YuihcY/8 + PuW2 t (Pul+PuZ)€DETAn= 87176 in-t O.K. fis=Wihc^2/8 + Ple/2 + (PI+PZ)tDETs = 47,689 in-t (DETAs=hc/150) - Phi : Capacity Reduction Factor - 0.9 0.9 ,I Hnax at 14.70 It 13.02 It. from base DETAs 2 2.89 in DEfL.EXCEED i i ... , PRE-CAST CONCRETE WALL PANEL DESIGN ............................................ Considering P-Del t a El fec t s SEAOC 'Wen Book' To iterate P-Delta effects to convergence DESCRIPTION :PANELF AND $f 2b E7 ALLOWABLE STRESSES ) f'c : Concrete 3,000 psi > Min Vert Steel % : 0.0025 > fy : Reinf. = 60,000 psi > bin Horiz Steel X : 0.0025 > Phi: : 0.90 Max. Vert. Spacing = 15.50 in > Seismic factor = 0.3 Hax. Horiz.Spacing 15.50 in > Wind Load = 12.4 psf Beta I = 0.85 ) Reveal Depth = 0 in 0.6 x Rhow-Balanced; 0.0128 > Reveal to BOttOB = 0 It Shall Unifori LL Be Used With WindISeisRic Loadings ? Y=l N.0 --) 0 DESIGN DATA ( Enter All Loads UN-FACTORED 1 ___ > Clear Wall Ht. = > Total Wall Ht. = Ht I Thk Ratio ) Wall Thickness ) Rebar Size '1' : > Rebar Spacing = > Depth To Steel = (default = tl2) > Axial Uniform DL = > Axial Unifori LL = Steel at each face= 25.5 It ) Eccentric Dead Load = 220 plf 30 It > Eccentric Live Load = 0 plf 38.3 > Load Eccentricity = 8 in (default = tl2 + 3'1 8 in 5 > Uniform Lateral Load= 67.5 plf 7 in ) X-Dint. to Bottom = 0 It > X-Dist. to Top = 15 ft 5.5 in > Seisric=l, Wind.2 --> 1 (-- > Point Lateral Load = 94 # 3365 plf ) X-Dist. from Bottom = 9.5 It 0 plf ) Seisiic=l, Wind52 --> 1 (-- 2 (1 for single layer, 2 for double layers) I DESIGN SUtltlARY ; --_----------- I tl-n t Phi : BOnENT CAPACITY H-u : APPLIED nOnENTS I OVERSTRESS I HEIGHT I SERVICE DEFLECTION I SERVICE LOAD DEfL.@CONVERGENCE I DESIGN SUHMARY at REVEAL : H-n 4 Phi : tlOnENT CAPACITY nn 4 Phi ) ntr O.K. I ....................... n-u : APPLIED MOMENTS I OVERSTRESS : HEIGHT I SERVICE DEFLECTION I SERVICE LOAD DEFL.@CONVERGENCE SEI SH IC WIND I --__----- ________I - - 166,107 in4 166,107 inll - 126,479 in-1 (63,426)inl: - 0.0 x 0.0 % I - 175 (1,011) I - 1.75 in -0.30 in I - - - - PIA ( 0.04 t f'c, O.K. - - HA in-1 NA inll - NA in-l ERR in#; - NA y. NA x: . NA ERR I - NA in ERR : - - - NA t LATERAL LOADINGS ------______---- Wall Ut @ 150 pcf = 100.0 p5f Wind Load t 1.275 = 15.8 psf Lateral Uall Ut = 30.0 psf Lateral Ut i 1.403 42.1 psf VERTICAL LOADINGS ------______----- P-Axial : 5,675 plf P-Wall : 2,050 ' PIA = 80.5 psi Pu-Axial: 5,959 plf Pu-Uall : 2,153 * Pu-Total: 8,111 plf ----_-- At revel -_________ 0 plf 0' 0.04tf'c 0 psi 120 psi 0 plf 0' 0 plf _______ ANALYSIS VALUES -_----_______-- __------- Asleff) = [ Pu:tot t (Asify) I / fy ,a, = (Asify t Pu) 1(.85fffci12) = 1.307 in IC)= 'a' / .85 = 1.538 in Phi : Capacity Reduction factor - 0.9 Nn = Asceff) i fy t ( d - a12 ) = 193,843 in-1 nu Nn i Phi = 174,459 in-1 = 0.667 inA2/ft - AT REVEAL ________ NA in*2 0.000 in 0.000 in 0.9 NA in-1 0 in-# E : 57,000 I (f'cA.5) = 3.IEt06 psi 3.1Et06 psi n : 29,000 / Ec = 9.29 9.29 fr : Mod. of Rupture : Si( f'cA.5) = 273.9 psi 273.9 psi Section Modulus : (61055) = 128.0 in*3 128.0 in"3 Horent Capacity @ Cracking = 5 i Fr = 35,054 in+ 35,054 in-I Morent of Inertia : (6ross) = 512.0 inY 460.8 in"4 Moment of Inertia : (Cracked) = 111.8 in"4 0.0 inA4 Unfactored seismic wind Reaction at support level = 862.22 plf 218.82 plf Reaction at Base = 1144.2 plf 153.18 plf Cross check based on 1991 U.B.C. DETAn = 5iHnfhc*2/(48tEctlcr) = 5.419 in DETAcr =5iHcrihr*2/ (48iEciIg) = 0.214 in Nu=Uu*hcA2/8 t Pulel2 t (PultPu2)iDElAn= 160089 in4 O.K. Hs4thrA2/8 t Ple/2 t (PltP21tDETs = 108,174 in-1 (DETAs=hc/150) DETAs = 2.61 in DEfL.EXCEED ) Hoax at 9.50 ft 12.35 ft. from base I PRE-CAST CONCRETE WALL PANEL DESIGN ............................................ Considering P-Delta Effects SEAOC ‘6reen Book‘ To iterate P-Delta effects to convergence DESCRIPTION :PANEL El,E2 ALLOWABLE STRESSES LEG # I ) f’c : Concrete = 3,000 psi > Hin Vert Steel X : 0.0025 > fy : Reinf. = 60,000 psi > Hin Horiz Steel X : 0.0025 ) Phi: : 0.90 Hax. Vert. Spacing = 16.00 in ) Seisaic factor = 0.3 Max. Horiz.Spacing = 16.00 in > Wind Load = 12.4 psf Beta I 0.85 > Reveal Depth = 0 in 0.6 x Rhou-Balanced= 0.0128 > Reveal to Bottom 0 ft Shall Uniform LL Be Used With Wind/Seismic Loadings ? V=l N=0 --> 0 DESI6N DATA > Clear Wall Ht. = 27 ft > Eccentric Dead Load = > Total Wall Ht. = 30 ft ) Eccentric Live Load = Ht I Tht Ratio = 41.8 > Load Eccentricity = (default = t12 t 3’) ) Wall Thickness = 7.75 in > Rebar Size ’I’ : 5 ) Unifori Lateral Load= > Rebar Spacing = 9 in > X-Dist. to Bottoi > X-Dist. to Top = > Depth To Steel = 5.5 in > Seismic=l, Wind.2 --> > Point Lateral Load = > X-Dist. fro8 Bottom = > Seisiid, Wind=2 --> ( Enter All Loads UN-FACTORED ) __________- (default = t12) > Axial Uniform Dl = > Axial Unifori LL = 1 4246 plf 0 plf _-_ 220 plf 0 plf 7 in 70 plf 14 ft 30 ft I (-- O# 0 ft 1 (-- Steel at each face= 2 (1 for single layer, 2 for double layers) :_______________________________________-------------------------------: I DESIGN SUHHARY SEISHIC WIND I I ______-__----- --_------ __-__--- 8 I H-n i Phi : HOHENT CAPACITY = 139,010 in4 139,010 in1I H-u : APPLIED tlOHENTS = 116,381 in-# 18,514 in#: I OVERSTRESS - 0.0 x 0.0 z I : HEIGHT I SERVICE DEFLECTION = 163 2,944 : SERVICE LOAD DEfL.@CONVERGENCE 1.99 in 0.11 in I I DESIGN SUHHARY at REVEAL ; _________----_---__-___ I H-n i Phi : HOHENT CAPACITY = HA in4 NA in#: H-u : APPLIED HOHENTS = NA in-1 ERR in#; : OVERSTRESS - NA X NA 1.: : HEIGHT I SERVICE DEFLECTION = NA ERR I I SERVICE LOAD DEfL.@CONVERGENCE = NA in ERR I I_______________________________________-------------------------------: Hn f Phi > Hcr O.K. - PIA < 0.04 i f’c, O.K. - HA PEE-CAST CONCRETE WALL PANEL DESIGN _-_--_-----_--_--__------------------------. Considering P-Del ta Effects SEAOC 'Green Book' To iterate P-Delta effects to convergence DESCRIPTION :PANEL E2, tl ALLOUABLE STRESSES LEG # 'L ) f'c : ConCrete = 3,000 psi > Hin Vert Steel 1 : 0.0025 ) Fy : Reinf. = 60,000 psi > Hin Horiz Steel X : 0.0025 ) Phi: : 0.90 tiax. Vert. Sparing = 16.00 in > Seismic Factor = 0.3 Max. Horiz.Spacing = 16.00 in ) Wind Load = 12.4 psf Beta 1 = 0.85 ) Reveal Depth = 0 in 0.6 x Rhou-Balanced: 0.0128 > Reveal to Bottom = 13.75 ft Shall Unifori LL Be Used Uith UindISeismic Loadings ? Y=I N=O --> 0 --_ OESIGN DATA > Clear Yall Ht. = 27 It > Eccentric Dead Load = 220 plf ) Total Wall Ht. = 30 ft > Eccentric Live Load = 0 plf Ht I Thk Ratio = 41.8 ) Load Eccentricity = 6.5 in ( Enter All Loads UN-FACTORED ) --_----_-__ (default = t12 t 3') > Yall Thickness = 7.75 in > Rebar Size '1' : 5 ) Uniform Lateral Load= 67.5 plf > Rebar Spacing = 5.5 in > X-Dist. to Bottoa = IO It > I-Did. to Top = 30 ft > Depth To Steel = 5.5 in ) Seiskic.1, Uind-2 --> I <-- I (default = t12) ) Point Lateral Load = O# > Axial Uniform DL = 4995 plf > X-Dist. fron Bottoi = 0 ft ) Axial Uniforr LL = 0 plf > Seiaiic.1, Uind=2 --) I (-- Steel at each face= 2 (I for single layer, 2 for double layers) ;_______________________________________-------------------------------I : DESIGN SUHHARY SEISHIC YlND I ! _-__---__-__-- _-----_-- _-------; : n-n I Phi : HOHENT CAPACITY = 202,375 in-1 202,375 inti H-u : APPLIED HOHENTS = 111,155 in4 12,532 inti ! OVERSTRESS - 0.0 % 0.0 x I I HEIGHT I SERVICE DEFLECTION 154 4,335 I Rn t Phi > Hrr O.K. - : SERVICE LOAD DEFL.@CONVERGENCE = 2.10 in 0.07 in I I DESIGN SUNNARY at REVEAL ! fl-n t Phi : NOENT CAPACITY = NA in4 NA in#! H-u : APPLIED HDflENTS = NA in-1 10,351 in#: I OVERSTRESS - NA z NA 1. I i HEIGHT I SERVICE DEFLECTION = NA 4,699 I ! SERVICE LOAD DEFL.@CONVERGENCE = NA in 0.069 ! !_._____________________________________-------------------------------! PIA < 0.04 t flc, O.K. I ....................... - HA )! LATERAL LOADINGS ---___--_-_----- 1 Wall Wt @ 150 pcf = 96.9 psf Wind Load I 1.275 = 15.8 psf Lateral Wall Ut = 29.1 psf Lateral Wt i 1.403 = 40.8 psf VERTICAL LOADINGS At revel __-_________----- __________ P-Axial : 5,215 plf 0 plf Pu-Axial: 5,476 plf 0 plf Pu-Uall : 1,564 ' 0' Pu-Total: 7,039 plf 0 plf P-Wall : 1,489 ' 0' 0.04?f'c P/A = 72.1 psi 0 psi 120 psi ____-_- _------ ANALYSIS VALUES ----____-----_- __-______ Asleff) = [ Pu:tot + (AsiFy) I / Fy 'a1 = (AsfFy + Pu) /(.85tftc*12) = 1.556 in 'c'= 'ar / .85 = 1.831 in nn = As(ef1) * Fy (. ( d - a12 ) = 224,861 in-# Hu = Hn i Phi = 202,375 in-l = 0.794 inWft - Phi : Capacity Reduction Factor - 0.9 AT REVEAL __--_-__ HA inA2 0.000 in 0.000 in 0.9 NA in4 0 in-1 E : 57,000 * (f'cA.5) = 3.1E106 psi 3. IE+06 psi n : 29,000 I Ec = 9.29 9.29 Fr : Hod. of Rupture : 5*( f'cA.5) = 273.9 psi 273.9 psi Section tlodulus : Gross) = 120.1 inA3 120.1 inA3 Hoient Capacity @ Cracking = S t Fr 32,898 in-# 32,898 in-1 tlohent of Inertia : (6ross) = 465.5 inA4 418.9 inA4 tloient of lnertia : (Cracked) = 123.8 in"4 0.0 inA4 Un f ac tor ed seismic uind Reaction at support level = 1484.3 plf 206.67 plf Reaction at Base = 737.5 pif 165.33 plf Cross check based on 1991 U.B.C. DETAn = 5tHnihcA2/(48*Ectlcr) = 6.362 in DETAcr =SttlcrfhcA2/(48iEctig) = 0.248 in Hu=Uu*hcA2/8 + Putel2 + IPul+PuZ)iDETAn= 162664 in-# O.K. tls=Ufhc"2/8 i PlelZ + lPltP2)tDETs 105,967 in4 (DETAs=hc/1501 ,) tlrax at 14.63 ft 13.33 It. fro# base DETAs = 2.57 in DEFL.EXCEED L PRE-CAST CONCRETE UALL PANEL DESIGN ............................................ Considering P-Delta Effects I SEAOC ‘Green Book’ To iterate P-Delta effects to convergence DESCRIPTION :PANEL E2, i( LE6 t )f ’3 ALLOUABLE STRESSES ) f’c : Concrete = 3,000 psi ) Min Vert Steel x : 0.0025 ) fy : Reinf. = 60,000 psi ) Min Horiz Steel X : 0.0025 > Phi: : 0.90 Max. Vert. Spacing = 16.00 in ) Seismic factor = 0.3 nax. Horiz.Spacing = 16.00 in ) Reveal Depth = 0 in 0.6 x Rhou-Balanced; 0.0128 ) Reveal to Bottom = Shall Unifori LL Be Used With UindISeismic Loadings ? Y=l N=O --> 0 ) Wind Load = 12.4 psf Beta I = 0.85 13.75 It -_- DESIGN DATA I Enter A11 Loads UN-FACTORED ) > Clear Uall Ht. = 27 ft ) Eccentric Dead Load = 220 plf ) Total Uall Ht. = 30 ft ) Eccentric Live Load 0 plf Ht I Thk Ratio = 41.8 ) Load Eccentricity = 6.5 in (default t12 t 3’) ) Uall Thickness = 7.75 in ) Rebar Size ‘1’ : 5 ) Unifori Lateral Load= 105 plf ) Rebar Spacing = 5 in > X-Dist. to Bottom 14 It ) X-Dist. to Top = 30 ft 1 > Depth To Steel = 5.5 in ) Seisiic-I, Uind=2 --) 1 <-- ) Point Lateral Load = O# ) Axial Unifori DL = 6370 plf ) 1-Dist. from 8ottor = 0 ft ) Axial Unifori LL = 0 plf ) Seisri~l, Uind=Z --) 1 <-- 2 (I for single layer, 2 for double layers) :_______________________________________-------------------------------: ! DESIGN SUMMARY SElSNIC WIND I ! _____-_______- _--__-_-_ _-----__: I n-n i Phi : HOMENT CAPACITY = 220,925 in-# 220,925 in#: M-u : APPLIED tlOMENTS = 150,981 in4 18,782 in#: I OVERSTRESS - 0.0 x 0.0 x I : HEIGHT 1 SERVICE DEFLECTION = 150 2,906 I ! SERVICE LOAD DEFL.@CONVERGENCE = 2.16 in 0.11 in I I DESIGN SUMMARY at REVEAL ; ....................... ! M-n * Phi : HOMENT CAPACITY = NA in-1 HA in#: M-u : APPLIED MOHENTS = NA in-1 17,612 in#: I OVERSTRESS - HA x NA 1: : HEIGHT 1 SERVICE DEFLECTION = NA 2,780 I ! SERVICE LOAD DEFL.PCONVER6ENCE = HA in 0.117 I (default = tI2) Steel at each face= Mn * Phi ) Mcr O.K. - PIA ( 0.04 t f’c, O.K. I: HA 8 LATERAL LOADINGS 1 Wall Wt 8 150 pcf = 96.9 psf Wind Load t 1.275 = 15.8 psf Lateral Hall Ut = 29.1 psf Lateral Ut t 1.403 = 40.8 psf VERTICAL LOADINGS At revel _________-_____-- ______--__ P-Axial : 6,590 plf 0 plf P-Yall : 1,339 ' 0' 0.04tf'c Pu-Axial: 6,920 plf 0 plf Pu-Wall : 1,406 ' 0' Pu-Total: 8,326 plf 0 plf P/A = 85.3 psi 0 psi 120 psi _----_ - ____--- ANALYSIS VALUES -______---____- ---_____- As(eff) 2 [ Pu:tot + (A5tFy) I / Fy 'a' = (AstFy t Pu) /(.85tftct12) = 1.731 in IC'= 'a' / .85 = 2.036 in Mn = As(eff) t Fy t ( d - a12 ) = 245,472 in-# Hu = Rn t Phi = 220,925 in4 = 0.883 in"2/ft - Phi : Capacity Reduction Factor - 0.9 AT REVEAL ---___-- NA in"2 0.000 in 0.000 in 0.9 NA in-# 0 in-1 E : 57,000 t (ftcA.5) = 3.1€+06 psi 3.1E106 psi n : 29,000 / Ec = 9.29 9.29 Fr : Rod. of Rupture : St( f'cA.5) = 273.9 psi 273.9 psi 1 Section Modulus : (6105s) = 120.1 in^3 120.1 inA3 Hoient Capacity e Cracking = S € Fr 32,898 in-# 32,898 in-1 Moment of Inertia : (61055) = 465.5 in-4 418.9 inA4 Horent of Inertia : (Cracked) = 132.1 inA4 0.0 inA4 Un f ac tor ed seisiic uind Reaction at support level = 1853.2 plf 206.67 plf Reaction at Base = 698.61 plf 165.33 plf Cross check based on 1991 U.B.C. DElAn = 5tRn~hcA2/(48tEc~lcr) = 6.506 in DETAcr =5t~crfhcA2/(48tEctIg) = 0.248 in Ru=WuthcA2/8 t PuW2 + (Pul+PuZ)tDETAn= 177082 in4 O.K. Hs=Wthc*2/8 t Ple12 t (PlrP2)IDETs = 113,546 in-1 (DETAs=hc/lSO) DElAs = 2.62 in DEFL.EXCEED Riax at 16.18 It 13.33 It. fro8 base . ..... .. . ~~ . . ....... ... ~. ~ . ~~. r I PRE-CAST CONCRETE WALL PANEL DESIGN ) Considering P-Delta Effects SEAOC ‘6reen Book‘ To iterate P-Delta effects to convergence DESCRIPTION :PANEL pf S 5, Sb ALLOWABLE STRESSES 2ND FLOOR ) f’c : Concrete = 3,000 psi > Min Vert Steel I : 0.0025 ) fy : Reinf. = 60,000 psi > Hin Horiz Steel Z : 0.0025 ) Phi: : 0.90 Max. Vert. Spacing = 18.00 in ) Seisaic Factor 0.3 Max. Horiz.Spacing = 18.00 in ) Uind Load = 12.4 psf Beta I = 0.85 ) Reveal Depth = 0.75 in 0.6 x Rhou-Balanced. 0.0128 > Reveal to 8otton = 10.25 ft Shall Uniform LL Be Used With HindISeisaic Loadings ? Y=t N=O --) 0 DESIGN DATA > Clear Wall Ht. = 13.25 ft > Eccentric Dead Load = 1536 plf > Total Hall lit. = 16.25 ft > Eccentric Live Load 0 plf Ht I lhk Ratio = 24.5 > Load Eccentricity = 6 in __- ( Enter All Loads UN-FACTORED 1 ------__--- (default = t12 t 3’) > Wall Thickness = 6.5 in > Rebar Size ‘V : 5 > Unifori Lateral Load= 45 plf ) Rebar Spacing = 16 in ) X-Dist. to Bottoi = 9.25 It > X-Dist. to lop = 16.25 ft ) Depth To Steel = 3.25 in > Seisiic=l, Wind.2 --) I <-- (default = tI2f 1 ) Point Lateral Load = 01 > Axial Unifori DL = 1050 plf > X-Dist. from Botton = 0 ft ) Axial Uniform LL = 0 plf > Seisric=l, Hind.2 --> I (-- 1 (1 for single layer, 2 for double layers) :^______________________________________-------------------.-----------~ I DESIGN SUMMARY SEI SH IC HIND I ; --____________ ---___--- _-------; ! H-n 1 Phi : HOMENT CAPACITY = 46,290 in4 46,290 in#! H-u : APPLIED HORENTS = 15,158 in-# 8,426 in#: I OVERSTRESS - 0.0 x 0.0 x I I HEIGHT I SERVICE DEFLECTION = 4,215 7,010 I I SERVICE LOAD DEFL.@CONVERGENCE = 0.04 in 0.02 in ! I DESIGN SUHHARY at REVEAL ; ....................... ! H-n I Phi : HOMENT CAPACITY = 45,904 in-# 45,904 in#! Mn t Phi ) ncr O.K. Mn t Phi > Hcr O.K. M-u : APPLIED MOHENTS = 14,177 in-# 9,503 inti I OVERSTRESS - 0.0 x 0.0 x : I HEIGHT I SERVICE DEFLECTION = 3,907 5,342 ! ! SERVICE LOAD DEfL.PC0NVERGENCE = 0.041 in 0.030 ! ;--- ____________________------~-------------------.------.--- -----_----: Steel at each face; Mn I Phi ) ncr O.K. - PIA ( 0.04 t f’c, O.K. - PIA < 0.04 t f’c, O.K. LATERAL LOADINGS -___-_---------- I Uall Wt @ 150 pcf 81.3 psf Hind Load t 1.275 = 15.8 psf Lateral Hall Ut 24.4 psf Lateral Wt f 1.403 = 34.2 psf VERTICAL LOADINGS ____________-_--- P-Axial : 2,586 plf P-Hal 1 : 633 ' PIA = 41.4 psi Pu-Axial: 2,715 plf Pu-Wall : 671 ' Pu-Total: 3,387 plf ----___ At revel 2,586 plf __.---____ 488 ' 0.04tf'c 44.5 psi 120 psi 2,715 plf 512 ' 3,227 plf ______ ANALYSIS VALUES AT REVEAL _________------ __-_----- _____--- As(eff) = [ Pu:tot t (AstFy) I / Fy = 0.289 inA2/ft 0.286 in*2 'a' = (AsiFy t Pu) /(.85if'ct12) = 0.567 in 0.561 in 'C" fa' / -85 = 0.667 in 0.660 in Hn = As(eff) i Fy t ( d - a12 ) = 51,433 in-l 51,005 in4 Nu = fin t Phi = 46,290 in4 45,904 in4 E : 57,000 i (f'cA.5) = 3.1Et06 psi 3.1Et06 psi n : 29,000 / Ec = 9.29 9.29 Fr : Hod. of Rupture : 5t( f'c*.5) = 273.9 psi 273.9 psi Section Nodulus : 16ross) = 84.5 in*3 66.1 inA3 Homent Capacity @ Cracking = S 1 Fr = 23,111 in-1 18,109 in-1 Nonent of Inertia : (6ross) = 274.6 in*4 247.2 inA4 Norent of Inertia : (Cracked) = 19.1 in-4 10.2 inA4 Un far tor ed seisiic wind Reaction at support level = 546.00 plf 123.56 plf Reaction at Base = 165.09 plf 77.94 plf Cross check based on 1991 U.B.C. DETAn = 5€NnfhcA2/(48tEctIcr) = 2.272 in DETAcr =5tNrr*hcA2/(48tEctIg) = 0.071 in Nu=Uu€hcA2/8 t Pulel2 t (PultPu2)tDETAn- 22693 in-1 O.K. Ns=YthcA2/8 t He12 t (PI+P2)*DETs = 17,289 in-# (DETAs=hc/150) - Phi : Capacity Reduction Factor - 0.9 0.9 .I Niax at 8.38 ft 6.29 ft. from base DETAs = 0.05 in DEFL.0.K. . r I PEE-CAST CONCRETE WALL PANEL DESIGN ________________________________________--~~ Considering P-Del ta Effects SEAOC 'Green Book' To iterate P-Delta effects to convergence DESCRIPTION :PANEL s5,Sb ALLOWABLE STRESSES j f'c : Concrete = 3,000 psi ) Hin Vert Steel X : 0.0025 j Fy : Reinf. = 60,000 psi ) Hin Horiz Steel X : 0.0025 > Phi: : 0.90 Max. Vert. Spacing = 5.77 in j Seisiic Factor = 0.3 Hax. Horiz.Spacing = 5.77 in ) Reveal Depth = 0 in 0.6 x Rhou-Balanced; 0.0128 ) Reveal to Bottom = 0 ft Shall Uniforn LL Be Used With Wind/Seisiic Loadings ? V=l N=O --) I 1ST FLOOR ----_--------_---_ j Wind Load = 12.4 psf Beta 1 = 0.85 ___ DESIGN DATA ( Enter All Loads UN-FACTORED 1 ) Clear Wall Ht. = 13.75 ft ) Eccentric Dead Load = 5556 plf j Total Wall Ht. = 13.75 ft > Eccentric Live Load = 5850 plf Ht I Thk Ratio = 7.7 > Load Eccentricity = 7 in (default = tI2 i 3') ) Uall Thickness = 21.5 in ) Rebar Size '#I : 5 > Uniform Lateral Load= 48.8 plf j Rebar Spacing = 10 in ) X-Dist. to Bottom : 9 ft ) Depth To Steel = 18.25 in ) Seisric=l, Wind.2 --) I (-- 1 5-' ) X-Dist. to Top 13.75 it (default = tI2) > Point Lateral Load = OI ) Axial Uniform DL = 3170 plf ) X-Dist. from Bottom = 0 ft ) Axial Unifori LL = 0 plf ) Seisaic=l, Uind.2 --> 1 <-- 2 (I for single layer, 2 for double layers) I_______________________________________-------------------------------~ : DESIGN SUHHARV SE ISH I C WIND I I tl-n * Phi : HOHENT CAPACITY = 642,122 in-# 642,122 inti ti-u : APPLIED HDHENTS = 90,803 in-l 51,093 inti I OVERSTRESS - 0.0 % 0.0 x I : HEIGHT / SERVICE DEFLECTION 24,872 41,499 I : SERVICE LOAD DEFL.@CDNVERCiENCE = 0.01 in 0.00 in I I DESIGN SUMARV at REVEAL I ....................... I ti-n t Phi : HOHENT CAPACITY = HA in-l NA in#I R-u : APPLIED HOHENTS = NA in4 ERR in#! I OVERSTRESS NA z NA XI I HEIGHT I SERVICE DEFLECTION NA ERR I SERVICE LOA0 DEFL.@CONVERGENCE HA in ERR I I_______________________________________-------------------------------~ Steel at each face= I ______________ --------- ________I Hn t Phi > Hcr 0.K. - PIA ( 0.04 * f'c, O.K. - ,) MA L , LATERAL LOADINGS __---___________ Uall Ut @ 150 pcf = 268.8 psf Hind Load € 1.275 = 15.8 psf Lateral Uall tit = 80.6 psf Lateral Wt + 1.403 = 113.1 psf VERTICAL LOADINGS At revel P-Axial : 14,576 plf P-Uall : 1,549 ' PIA = 62.5 psi Pu-Axial: 16,621 plf Pu-Uall : 1,627 ' Pu-Total: 18,248 plf ------- 0 plf 0' 0.04tf'c 0 psi 120 psi 0 plf 0' 0 plf _______ ANALYSIS VALUES -----__________ _________ Adeff) = [ Pu:tot t (As€Fy) 1 I fy 'a' = (As+Fy t Pu) /(.85€f1c*12) 1.326 in 'c'= 'a' / .85 = 1.560 in Nn = As(eff) + Fy € ( d - a12 ) = 713,469 in-1 nu = !in i Phi = 642,122 in-1 = 0.676 inYIft - Phi : Capacity Reduction factor - 0.9 J E : 57,000 + (f'c".5) 3.1Et06 psi 3.1Et06 psi n : 29,000 / Ec = 9.29 9.29 Fr : Nod. of Rupture : 5*( f'cA.5) = 273.9 psi 273.9 psi Section Nodulus : (6ross) = 924.5 inA3 924.5 inA3 Homent Capacity @ Cracking S * fr = 253,185 in-# 253,185 in-# Noment of Inertia : (6ross) = 9938.4 inA4 8944.5 inA4 Homent of Inertia : (Cracked) = 1764.7 inA4 0.0 inA4 Un f at t or ed sei sri c uind Reaction at support level = 746.05 plf 85.25 plf Reaction at Base = 594.33 plf 85.25 plf Cross check based on 1991 U.B.C. DETAn 5iNnihcA2/(48rEc€Icrf = 0.367 in DETAcr =S+~crihcA2/(48€Ec+lg) = 0.023 in Nu=Uu+hcA2/8 t PuleI2 t (PultPu2)*DETAn= 97353 in-1 O.K. Ns=Y+hcA2/8 t Plel2 t (PItP2)tDETs = 99,081 in-# (DETAs=h~ll50) Nnax at 7.99 ft 6.88 ft. from base OETAs = 0.01 in DEFL.0.K. AT REVEAL ________ NA $2 0.000 in 0.000 in 0.9 NA in-# 0 in-1 PRE-CAST CONCRETE MALL PANEL DESIGN Considering P-Del ta El fer ts SEAOC "frreen Book' To iterate P-Delta effects to convergence DESCRIPTION :PANEL U2 ALLOWABLE STRESSES 2ND fLOOR ) f'c : Concrete = 3,000 psi > Bin Vert Steel Y : 0.0025 > Fy : Reinf. 60,000 psi > nin Horiz Steel 1 : 0.0025 j Phi: : 0.30 nax. Vert. Spacing = 18.00 in ) Seismic Factor = 0.3 Max. Horiz.Spacing 18.00 in > Hind Load = 12.4 pSf Beta 1 = 0.85 ; Reveal Depth = 0.75 in 0.6 x Rhou-Balanced= 0.0128 > Reveal to Bottom = 10.25 It Shall Unifori LL Be Used Uith Hind/Seisiic Loadings ? Y=l N=O --> 0 DESIGN DATA ( Enter All Loads UN-FACTORED ) > Clear Hall Ht. = 12.75 It ) Eccentric Dead Load = > Total Hall lit. = 16.25 It ) Eccentric Live Load = Ht I Thk Ratio = 23.5 f Load Eccentricity = (default = t12 t 3') > Wall Thickness 6.5 in ) Rebar Size 'I' : 5 ) Uniform Lateral Load' ) Rebar Spacing = 16 in > 1-Dint. to Bottoi = ) W-OiSt. to Top > Depth To Steel = 3.25 in ) Seisaic.1, Wind=2 --) > Point Lateral Load = ____-----__ 1 (default = tI2) ) Axial Unifori OL ) Axial Uniform LL = 4273 plf 0 plf I (I for single layer, 2 for double layers) :_______________________________________-------------------------------: ; DESIGN SUMMARY SEISMIC HIND I ; -------------- ---__---- ___-____I : fl-n € Phi : HOnENT CAPACITY 51,728 in-t 51,728 in#: nn * Phi ) ncr O.K. M-u : APPLIED HONENTS = 8,090 in-l 4,197 in#: I OVERSTRESS - 0.0 I 0.0 z I ! HEIGHT I SERVICE DEFLECTION 9,016 15,679 I I SERVICE LOAD DEFL.@CONVERGENCE = 0.02 in 0.01 in I I DESIGN SUHHARY at REVEAL ; ....................... I n-n * Phi : ROMENT CAPACITY = 50,854 in-# 50,054 in#; Hn * Phi > ncr O.K. Hn + Phi > ncr O.K. it-u : APPLIED HOMENTS = 3,714 in-# 2,046 in#: I OVERSTRESS - 0.0 7. 0.0 x I I HEIGHT I SERVICE DEFLECTION = 16,124 26,153 : ; SERVICE LOAD DEFL.@CDNVERGENCE = 0.009 in 0.006 I I_______________________________________-.-----...-----.-----.---------~ ) X-OiSt. fro* Bottom > Seisaic=l, Wind-2 --> Steel at each face= - PIA < 0.04 € f'c, O.K. . PIA < 0.04 I f'r, O.K. --- 286 plf 0 plf 6 in 122 plf 9.25 It 16.25 ft I (-- O# 0 It I (-- LATERAL LOADINGS Mall Ut P 150 pcf = 81.3 p5f Wind Load t 1.275 = 15.8 psf Lateral Wall Wt = 24.4 psf Lateral Ut I 1.403 = 34.2 psf VERTICAL LOADINGS At revel P-Axial : 4,559 plf 4,559 plf P-Wal 1 : 841 ' 488 0.04*l'c PIA = 69.2 psi 73.1 psi 120 psi Pu-Axial: 4,787 plf 4,787 plf Pu-Wall : 883 ' 512 * Pu-Total: 5,670 plf 5,299 plf ---___-_---_-___- ______-___ ____ ___ ____--- ANALYSIS VALUES ---____________ --_______ As(eff! = [ Pu:tot + (Asify) I / fy 'ar = (AstFy + Pu) /(.85if'crlZ) = 0.641 in ICf= 'a' t .85 = 0.754 in Hn = As(eff) * fy t ( d - a12 ! = 57,476 in4 nu = Hn t Phi = 51,728 in4 = 0.227 in*Z/ft - Phi : Capacity Reduction factor - 0.9 AT REVEAL 0.321 inA2 0.629 in 0.740 in 0.9 56,504 in-# 50,854 in4 -----___ E : 57,000 t (l'c*.S) LIE106 psi 3.1E+06 psi n : 29,000 / Ec = 9.29 9.29 fr : Hod. of Rupture : 5€( f'c*.5) = 273.9 psi 273.9 psi Section Hodulus : (6ross) = 84.5 inA3 66.1 inA3 Hoient Capacity @ Cracking = S t fr = 23,141 in4 18,109 in-l Hoient of Inertia : (Gross) = 274.6 in9 247.2 inA4 Horent of Inertia : (Cracked) = 20.6 in"4 10.9 in*4 Unfactored seisaic wind Reaction at support level = 1106.4 plf 128.41 plf Reaction at Base = 143.68 plf 73.09 plf Cross check based on 1991 U.B.C. DETAn = Stnn€hc*2/(48tEctlcr) : 2.175 in DETAcr ~5tMcrthc*2/(48rEctlg) = 0.066 in Hu=Wu€hcA2/8 + PuW2 + (Puf+PuZ)€DETAn= 20296 in-l O.K. Hs=WfhcA2/8 + Piel2 + (PftP2ltDETs = 14,138 in-l (DETAs=hc/lSOl 1 Hiax at 5.89 It 5.89 It. fro@ base WAS 0.04 in DEF L. 0. K. PRE-CAST CONCRETE WALL PANEL DESIGN TRUCTUML ON Considering P-Delta Effects SEAOC 'Green Book' To iterate P-Delta effects to convergence DESCRIPTION :PANEL ybdZ/ ALLOWABLE STRESSES ) f'c : Concrete = 3,000 psi > nin Vert Steel X : 0.0025 ) Fy : Reinf. = 60,000 psi > Hin Horiz Steel X : 0.0025 ) Phi: : 0.90 Kax. Vert. Spacing = 9.92 in ) Seisiic Factor 0.3 HaX. Horiz.Spacing = 9.92 in ) Wind Load = 12.4 psf Beta I = 0.85 ) Reveal Depth = 0.75 in 0.6 x Rhou-Balanced= 0.0128 ) Reveal to Bottoi = IO ft Shall Uniform LL Be Used Ui th UindlSeisric Loadings ? Y=l N=O --> I IST FLOOR --_--------------- --- DESIGN DATA ( Enter All Loads UN-FACTORED ) ) Clear Uall Ht. = 13.75 It > Eccentric Dead Load = 572 plf ) Total Uall Ht. = 13.75 It ) Eccentric Live Load = 880 plf Ht I Tht Ratio = > Load Eccentricity = 7 in (default = t12 + 3') ) Uall Thickness = 12.5 in ) Rebar Size 'I' : 5 ) Unifori Lateral Load= 122 plf ) Rebar Spacing = 16 in ) X-Dist. to Bottom 9 It > Depth To Steel = 9.25 in > Seisric=l, Wind-2 --> 1 <-- ) ) X-Dist. to Top = 13.75 It (default = t12) ) Point Lateral Load 1: O# ) Axial Uniform DL = I1176 plf > X-Dist. from Bottom = 0 ft > Axial Uniform LL = 4400 plf ) Seisiic=l, Uind.2 --> I <-- 2 (I for single layer, 2 for double layers) :_______________________________________-------------------------------~ I DESIGN SUMMARY SEISMIC WIND : ; ----_--_------ _______-_ ______--I : I!-n t Phi : nOnENT CAPAClTY = 264,557 in-# 264,557 in#: n-u : APPLIED HOHENTS 40,291 io-# 10,611 in#: : OVERSTRESS - 0.0 x 0.0 x : I HEIGHT I SERVICE DEFLECTION = 11,931 40,919 I I SERVICE LOAD DEFL.@CONVERGENCE = 0.01 in 0.00 in I I DESIGN SUMNARY at REVEAL I -__________--_--_______ I M-n + Phi : HDNEHT CAPACITY = 263,357 in-) 263,357 in#: nn + Phi ) Mcr O.K. nn t Phi > Rcr O.K. 4-u : APPLIED NOMENTS = 39,745 in-1 11,511 in#: I OVERSTRESS - 0.0 X 0.0 X I ) I SERVICE LOAD DEFL.@CONVERGENCE = 0.015 in 0.005 ! I_______________________________________-------------------------------~ Steel at each face= nn + Phi ) ncr O.K. - P/A ( 0.04 t f'c, O.K. - I HEIGHT I SERVlCE DEFLECTION = 10,829 33,481 I P/A Exceed 0.04 tf'c !!' 5&6 pO&od/df Sct pH ) LATERAL LOADINGS Wall Ut @ 150 pcf = 156.3 psf Wind Load t 1.275 = 15.8 psf Lateral Wall Ut = 46.9 psf Lateral Ut f 1.403 65.7 psf VERTlCAL LOADINGS -------_-_-___--_ P-Axial : 17,028 plf P-Ual 1 : 742 " PIA = 118.5 psi Pu-Axial: 19,067 plf Pu-Wall : 779 ' Pu-Total: 19,846 plf _______ At revel 17,028 plf 586 ' 124.9 psi 19,067 plf 615 ' -___-__--- -______ 19,683 plf 0.04s f ' c 120 psi overstress!! YD[Y ANALYSIS VALUES AT REVEAL -______________ _________ ________ As(effl [ Pu:tot t (Astfy) 1 / Fy = 0.563 inA2/ft 0.561 inA2 ,ai = (AstFy t Pu) /(.85*fict12) = 1.104 in 1.099 in 'ct= ,ar / .85 = 1.299 in 1.293 in Hn As(ef1) t Fy t ( d - a12 f = 293,952 in-# 292,619 in-l Nu = Nn t Phi = 264,557 in4 263,357 in-# E : 57,000 * (fic".5) = 3.1Et06 p5i 3.IEt06 psi n : 29,000 1 Ec = 9.29 9.29 Fr : Hod. of Rupture : 5*( f'c*.5) = 273.9 psi 273.9 psi Section Nodulus : (6105s) = 312.5 in"3 276.1 in"3 Hoaent Capacity @ Cracking = S t Fr = 85,582 in-l 75,620 in-l Noaent of inertia : (Gross) = 1953.1 in"4 1757.8 in*4 Horent of Inertia : (Cracked) = 339.5 in*4 279.1 inV Unfactored sei sai c wind Reaction at support level = 801.67 plf 85.25 plf Reaction at Base = 422.36 plf 85.25 plf Cross check based on 1991 U.B.C. DETAn = 5tHnthcA2/(48tEc*lcr) = 0.786 in DETAcr ~StMcrihc*2/(48*Ectlgl = 0.040 in Hu=Wuthc*2/8 t Pule/:, t (Pul+Pu2)tDETAn= 55528 in-# D.K. Hs=Uthc"2/8 t Ple/2 t (PltP2MDET5 = 58,809 in-# (DETAs=ht/150) - Phi : Capacity Reduction Factor - 0.9 0.9 > Hiax at 9.00 ft 6.88 ft. fro1 base DETAs = 0.03 in DEFL. O.K. I PRE-CAST CONCRETE WALL PANEL DESIGN Considering P-Delta Effects SEAOC 'Green Book' To iterate P-Delta effects to convergence . DESCRIPTION :PANEL HI IS1 FLOOR LEG I @ ALLOWABLE STRESSES ---._-___-_------- f'c : Concrete = 3,000 psi > bin Vert Steel X : 0.0025 > fy : Reinf. = 60,000 psi > Itin Horiz Steel Y. : 0.0025 > Phi: : 0.90 nax. Vert. Spacing = 18.00 in ) Seismic factor = 0.3 Hax. Horiz.Spacing = 18.00 in > Uind Load 12.4 psi Beta 1 = 0.85 ) Reveal Depth = 0.75 in 0.6 x Rhou-Balanced- 0.0128 ) Reveal to Bottom = 10 ft Shall Unifori LL Be Used With UindISeisiic Loadings ? Y=l N=O --> I ___ DESIGN DATA ( Enter All Loads UN-FACTORED 1 ) Clear Wall Ht. = 13.75 ft ) Eccentric Dead Load = 668 plf ) Total Wall Ht. 13.75 ft > Eccentric Live Load = 970 plf Ht I Thk Ratio = 25.4 ) Load Eccentricity = 7 in (default = t12 t 3') > Wall Thickness = 6.5 in ) Rebar Size 'I' : 5 > Unifori Lateral Load= 52.5 plf ) Rebar Spacing = 16 in > X-Dist. to Bottoi = 9 It ) X-Dist. to Top = 13.75 ft I > Depth To Steel = 3.25 in > Seismic=l, Yind.2 --> I <-- (default = t12) > Point Lateral Load = 01 ) Axial Uniform DL = 3695 plf > X-Dist. from Bottoi = 0 ft > Axial Uniform LL = 0 plf ) Seismic-1, Wind.2 --> I (-- I (1 for single layer, 2 for double layers) :_______________________________________-------------------------------I ! DESIGN SUHMRY SEISnlC UlND I I ---__-_------- ___----_- __---__- 8 I n-n ? Phi : HOHENT CAPACITY 53,104 in-# 53,104 intl H-u : APPLIED H0)IENTS 25,216 in4 11,596 in1I I OVERSTRESS - 0.0 x 0.0 x I I HEIGHT / SERVICE DEfLECTION = 2,657 5,251 I I SERVICE LOAD DEFL.@CONVERGENCE 0.06 in 0.03 in I I DESIGN SUnnARY at REVEAL I _____________-_________ I n-n t Phi : NORENT CAPACITY = 52,862 in-l 52,882 inti nn * Phi > Hcr O.K. tln ? Phi > Hcr O.K. ii-u : APPLIED ROHENTS = 28,855 in-l 13,457 in#: I OVERSTRESS - 0.0 x 0.0 x ; I HEIGHT I SERVICE DEFLECTION = (22,841 1 4,027 I I SERVICE LOAD DEfL.PCONVERGENCE = -0.007 in 0.041 I Steel at each face= tin i Phi ) Mcr O.K. - PIA ( 0.04 * f'c, O.K. PIA < 0.04 t f'c, O.K. ) :_______________________________________------------..-----------------~ LATERAL LOADINGS ._______________ Wall Wt @ 150 pcf 81.3 psl Wind Load t 1.275 15.8 psf Lateral Wall Ut = 24.4 psf Lateral Ut i 1.403 = 34.2 psf VERTICAL LOADINGS At revel P-Axial : 5,353 plf P-Wall : 395 ' PIA = 73.7 psi Pu-Axial: 5,843 plf Pu-Hall : 415 ' Pu-Total: 6,258 plf _______ 5,353 plf 5,843 plf 305 ' 0.04tf' c 82 psi 120 psi 320 ' 6,163 plf ______ - ANALYSIS VALUES _______________ ____--___ As(ef1) = [ Pu:tot t (Astfy) 1 / Fy ,a, = (AsfFy t Pu) /(.85if1ci12) = 0.660 in 'c'= 'a' 1 .85 = 0.777 in Hn = As(eff) t fy i ( d - a12 ) = 59,004 in-# nu = Hn i Phi = 53,104 in4 = 0.337 inA2/ft - Phi : Capacity Reduction factor - 0.9 AT REVEAL 0.335 in7 0.657 in 0.773 in 0.9 58,758 in4 52,882 in-1 ________ E : 57,000 i (f1cA.5) = 3.1Et06 psi 3.1Et06 psi n : 29,000 1 Ec = 9.29 9.29 Fr : Hod. of Rupture : 5t( f'cA.51 = 273.9 psi 273.9 psi 66.1 inA3 Section Rodulus : (6ross) = 84.5 in*3 Hoient Capacity @ Cracking = S i fr = 23,141 in-# 18,109 in-l Hoient of Inertia : (6ross) = 274.6 in"4 241.2 in"4 Hoient of Inertia : (Cracked) = 21.0 in*4 11.1 inA4 Unfactored seismic wind Reaction at support level = 373.87 plf 85.25 plf Reaction at Ease = 210.65 plf 85.25 plf Cross check based on 1991 U.B.C. OETAn = 5rHnihc*2/(4EfEc?Icr) = 2.551 in OETAcr =5in~rihc~2/(48iEctlg) 0.077 in Ru=Uu?hcY18 t Pule12 t (PultPu2)iDETAn= 40156 in4 O.K. Hs=YthcA218 t Ple12 t (PltP2)iOETs 27,899 in-# (DETAs=hcll5O) j Hoax at 8.89 ft 6.88 ft. froi base DETAs = 0.40 in DEf L. 0. K. TRUCTUML CITE PRE-CAST CONCRETE WALL PANEL DESIGN -----._.__________-_____________________---- Considering P-Delta Effects SEAOC 'Green Boot' To iterate P-Delta effects to convergence DESCRIPTION :PANEL Nl ALLOWABLE STRESSES IS1 FLOOR LE6 I I > f'c : Concrete = 3,000 psi > Nin Vert Steel X : 0.0025 > Fy : Reinf. = 60,000 psi > Nin Horiz Steel Z : 0.0025 > Phi: : 0.90 Hax. Vert. Spacing = 18.00 in > Seiseic Factor = 0.3 Hax. Horiz.Spacing = 18.00 in > Hind Load 12.4 psf Beta 1 = 0.85 ) Reveal Depth = 0.75 in 0.6 x Rhou-Balanced= 0.0128 > Reveal to Bottoi = IO ft Shall Unifori Ll Be Used With WindISeisoic Loadings ? Y=l N=O --> I DESIGN DATA ( Enter All Loads UN-FACTORED ) ) Clear Wall Ht. 13.75 ft > Total Wall Ht. = 13.75 ft Ht I Thk Ratio = 25.4 ) Wall Thickness 6.5 in > Rebar Size '1' : 5 > Rebar Spacing = 16 in > > Depth To Steel = 3.25 in (default = t12) ) Axial Uniforr DL = > Axial Uniform LL = 2558 plf 0 plf > Eccentric Dead Load = > Eccentric Live Load = > Load Eccentricity = (default = t12 t 3') > Uniform Lateral Load= ) X-Dist. to Bottoi = ) X-Dist. to Top = > Seisiic=l, Wind-2 --> > Point Lateral Load = ) 1-Dist. frob Bottom = ) Seisaic=l, Wind.2 --> --_ 2005 plf 2970 plf 7 in 26.3 plf 9 ft 13.75 ft I <-- 01 0 ft 1 (-- Steel at each face= I (I for single layer, 2 for double layers) I_______________________________________-------------------------------: : DESIGN SUHHARY SEISHIC WIND ! : H-n i Phi : HOHENT CAPACITY = 59,460 in4 59,460 in:: H-u : APPLIED HOHENTS 46,625 in-# 27,265 in#! ! OVERSTRESS - 0.0 X 0.0 1 I I HEIGHT / SERVICE DEFLECTION = 319 2,321 : I SERVICE LOAD DEfL.@CONVERGENCE = 0.52 in 0.07 in I : DESIGN SUIIHARY at REVEAL I H-n i Phi : HOnENl CAPACITY 59,153 in-1 59,153 inll: Hn t Phi > ncr O.K. Hn i Phi ) Ncr O.K. H-u : APPLIED HOHENTS = 58,382 in-# 44,278 in#: I OVERSTRESS - 0.0 I 0.0 I : I HEIGHT I SERVICE DEFLECTION = 220 210 I I SERVICE LOAD DEfL.@CONVERGENCE 0.749 in 0.785 : _________ -------- 8 3 ______________ Hn i Phi ) ncr O.K. - PIA < 0.04 i f'c, O.K. I __________________.____ - PIA ( 0.04 i f'c, O.K. ) I_______________________________________-------------------------------, PRIME J03- STRUCTURAL DATEL-5./ i ENGINEERS s,trk LATERAL LOADINGS Uall Ut @ 150 pcf = 81.3 psf Wind Load f 1.275 = 15.8 psf Lateral Wall Ut : 24.4 psf Lateral Wt I 1.403 34.2 psf VERTICAL LOADINGS At revel P-Axial : 7,533 plf P-Wal I : 434 ' PIA = 102.1 psi Pu-Axial: 8,578 plf Pu-Wall : 456 ' Pu-Total: 9,034 plf --_____ 7,533 plf 113.6 psi 120 psi 8,578 plf 320 ' 8,898 plf 305 ' 0.04tf'c -______ ANALYSIS VALUES AT REVEAL --.-_____ -_______ --_-_-_________ As(eff) = [ Pu:tot t (Asffy) 1 / fy = 0.383 inA2/ft 0.381 in*2 'a' = (Asffy t Pu) /(.85*f'cfl2) 0.751 in 0.747 in IC'= 'a' / .85 = 0.884 in 0.878 in Hn = Asceff) f fy i ( d - a12 ) = 66,066 in4 65,726 in-# Hu = Hn * Phi 59,460 in-) 59,153 in-1 E : 57,000 f (f'cA.5) = 3. IEt06 psi 3.1Et06 psi n : 29,000 / Ec = 9.29 9.29 fr : Hod. of Rupture : 5fl f'cA.5) = 273.9 psi 273.9 psi Section nodulus : (6ro5s) = 84.5 inA3 66.1 inA3 Hoient Capacity @ Cracking S f fr = 23,141 in-# 18,109 in-l Hoient of Inertia : (6ross) = 274.6 in*4 247.2 in^4 = 22.7 inA4 12.0 in^4 Horent of Inertia : (Cracked) Unfactored seismic wind Reaction at support level = 270.92 plf 85.25 plf Reaction at Base = 189.15 plf 85.25 plf Cross check based on 1991 U.B.C. DETAn = 5fHnihcA2/~48fEcfIcr) = 2.645 in DETAcr -5€HrrihcA2/(48fEcflg) = 0.077 in Hu=WufhcA2/8 t Pule/? t (PultPuZ)*DETAn= 61374 in-# Hu)HnfPhi Hs=W*hcA2/8 t Pld2 t (PItPZlfDETs 43,177 in-# (DETAs-hcll50) DETAs = 1.28 in DEF L. EXCEED - - Phi : Capacity Reduction factor 0.9 0.9 ,) HDdK at 8.40 ft 6.88 ft. fror base , PRE-CAST CONCRETE WALL PANEL DESIGN Considering P-Del ta Ef fec t5 SEAOC 'Green Book' To iterate P-Delta effects to convergence DESCRIPTION :PANEL N1 ALLOWABLE STRESSES ) f'c : Concrete = 3,000 psi > Min Vert Steel '1. : 0.0025 ) fy : Reinf. = 60,000 psi > Hin Horiz Steel 7. : 0.0025 ) Phi: : 0.90 Max. Vert. Spacing = 18.00 in ) Seismic Factor = 0.3 ilax. Horiz.Spacing = 18.00 in ) Uind Load = 12.4 psf Beta 1 = 0.85 ) Reveal Depth = 0.75 in 0.6 x Rhou-Balanced. 0.0128 > Reveal to Bottoa = 10.25 It 2ND FLOOR -------_-_________ Shall Uniform LL Be Used With Wind/Seismic Loadings ? V=l N=O --) 0 ___ DESIGN DATA [ Enter AI1 Loads UN-FACTORED ) ) Clear Wall Ht. = 12.75 It > Eccentric Dead Load = 52 plf > Total Wall Ht. 16.25 ft ) Eccentric Live Load 0 plf Ht / Thk Ratio 23.5 ) Load Eccentricity = 7 in --_-_--____ (default = tI2 t 3') > Wall Thickness = 6.5 in ) Rebar Size 'I' : 5 ) Unifori Lateral Load= 52.5 plf ) Rebar Spacing = 16 in > X-Dist. to Bottor = 9.25 ft ) K-Dist. to Top = 16.25 ft ,J ) Depth To Steel = 3.25 in ) Seisiic=l, Uind.2 --) I <-- (default = tI2) > Point Lateral Load 01 > Axial Uniform DL = 1225 plf > X-Dist. from Bottom 0 ft > Axial Uniform LL = 0 plf > Seismic=l, Wind=? --> 1 <-- Steel at each fate= 1 (1 for single layer, 2 for double layers) :_______________________________________-------------------------------~ I DESIGN SUHHARV SEI SHlC WIND I I H-n I Phi : HOMENT CAPACITY 43,463 in-# 43,463 in#; H-u : APPLIED HOHENTS 7,350 in-1 3,495 in#: ! OVERSTRESS - 0.0 x 0.0 x I I HEIGHT I SERVICE DEFLECTION = IO, 185 19,420 I I SERVICE LOAD DEFL.@CDNVERGENCE = 0.02 in 0.01 in I I DESIGN SUHHARV at REVEAL I H-n t Phi : MOliENT CAPACITY = 42,551 in-# 42,551 in#: Hn t Phi > Hcr O.K. Hn t Phi ) Hcr O.K. H-u : APPLlED MOHENTS = 3,118 in-# 1,410 in#: I OVERSTRESS - 0.0 Y. 0.0 x I i HEIGHT I SERVlCE DEFLECTION = 21,071 41,815 I 1 SERVICE LOAD DEFL.@CONVERGENCE = 0.007 in 0.004 I :_______________________________________---.-------------------------.., 8 -_--------_--- _____--__ ________ L Hn I Phi > Hcr D.K. - PIA ( 0.04 f f'c, O.K. I -______________________ - PIA < 0.04 f f'c, D.K, ) LATERAL LOADINGS ________________ Wall Ut @ 150 pcf 81.3 psf Wind Load t 1.275 = 15.8 psf Lateral Uall Ut = 24.4 psf Lateral Ut t 1.403 = 34.2 psf VERTICAL LOADINGS At revel P-Axial : 1,277 plf 1,277 plf P-Wall : 841 ' 488 ' 0.04t f 1 c PIA 27.2 psi 25.6 psi 120 psi Pu-Axial: 1,341 plf 1,341 plf Pu-Wall : 883 ' 512 ' Pu-Total: 2,224 plf 1,853 plf _________________ __________ ______ - _______ ANALYSIS VALUES ----------__--- _________ As(eff) I Pu:tot + (Astfy) 1 I fy 'ar = (AstFy + Pu) /(.85*f'c*12) = 0,529 in 'cl= 'a' I .85 = 0.622 in Mn = As(eff) * Fy * ( d - a12 1 = 48,292 in-& Uu = fin t Phi 43,463 in-# = 0.270 inA21ft - Phi : Capacity Reduction Fattor - 0.9 AT REVEAL 0.263 inA2 0.516 in 0.608 in 0.9 47,278 in-l 42,551 in-l _-_---__ E : 57,000 * (f'cA.5) = 3.IEt06 psi 3.1E106 psi n : 29,000 I Ec = 9.29 9.29 fr : Hod. of Rupture : 5*( ffcA.5) 273.9 psi 273.9 psi Section Modulus : (6ross) = 84.5 in"3 b6.1 inA3 Nolent Capacity @ Cracking = S t fr = 23,141 in4 18,109 in-l Moient of Inertia : (6ross) = 274.6 inA4 247.2 inA4 Moient of inertia : (Cracked) = 18.3 inY 9.7 in"4 Un fact ored seismic wind Reaction at support level = 619.91 plf 128.41 plf Reaction at Base = 143.68 plf 73.09 plf Cross check based on 1991 U.B.C. DETAn = 5*~n*hcA2/(48fEc*lcr) 2.066 in DETAcr .5t~crthcA2/(48tEciIg) = 0.066 in Hu=Yu*hcA2/8 + PuleI2 + (Pul+Pu2)*DETAn= 11899 in4 O.K. Fis=W*hcA2/8 + PleIZ + (PI+PZ)tDETs = 8,491 in-1 (DETAs=hcI150) hax at 5.89 It 5.89 ft. fror base DE145 i 0.02 in DEf L. 0. K. .. ENGINEERS mL.')- DIAPHRAGH i , 0!/04/94 BROOK 8Uslp12vlsOb4148TBEA~ ANALYSIS PROGRAMslp9vlsOb4148T (6.43)8UsOp10.00h12vO~Ob3T SPAN LENGTH =175.00 ft (Simple Span) UNIFORM LOADS (Hft k It) ud ul XI - x2 1.180 0.000 0.00 37.00 1.040 0.000 37.00 117.00 0.890 0.000 117.00 175.00 POINT LOADS (k I It) Pd PI X 15.000 0.000 117.00 REACTIONS (k) . 1 LOAD LEFT RIGHT Dead 99.162 94.318 Live 0.000 0.000 Total 99.162 94.318 nAwn FORCES V lax = 99.16 k @ 0.00 It Vd aax 99.16 k @ 0.00 It tl rax = 4342.29 kft @ 90.37 It Hd oax = 4342.29 kft e 90.37 ft DEFLECTIONS (E1 = kin"2) LOAD Dei1 (in) X (It) Total 23937296256KI 87.84 Live WE1 0.00 Dead 239368572WEI midspan TOTAL DefI El L / 180 2051768320 L / 240 2735691008 L / 360 4103536640 06/28/94 BROOK 8Uslp12vlsOb4148TBEAM ANALYSIS PR06RAHslp9vlsOb4148T (6.43)8UsOp10.00h12vOsOb31 I SPAN LENBIH =141.00 ft (Siiple Span) UNIFORM LOADS (k/ft & ft) ud ul x1 - x2 1.270 0.000 0.00 60.00 1.400 0.000 60.00 141.00 POINT LOADS (I: It) Pd P1 X 16.000 0.000 60.00 REACTIONS (k) LOAD LEFT RIGHT Dead 101.751 103.849 Live 0.000 0.000 Total 101.751 103.849 HAXIMUH FORCES V lax : 103.85 k @ 141.00 ft Vd Bax = 103.85 k @ 141.00 It H lax = 3851.64 kft @ 66.82 ft Hd rax = 3851.64 kft @ 66.82 It DEFLECTIONS (El = kin*?) LOAD Dell (in) X (It) I- ... .~ . .~ ~ I CONCRETE SHEAR YALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE 3 WALL 11 II= PI = P2 = Ll = LZ = L= hl = H= V- Hall THK = Eff. THK = 2.17 kips/ft 22.23 kips 27.59 kips 0.00 ft 31.00 It 31.00 It 0.00 ft 22.75 ft ’____________ L ___-_____---‘ 169.00 kips 7.00 in f’c= 3.00 ksi Load factor- 1.40 7.00 in fy= 60.00 ksi H/L = 0.73 Av = 2604.00 in? 0iAcviSQRT(f’c) = 1141.02 kips Vn = 818.48 kips PhiiVn = 0.6tVn = 491.09 kips Vc = 463.08 kips PhiiVr = 0.6iVc = 277.85 kips Vu = 236.60 kips Va = 0.00 kips Vu < 0.6 I Vn O.K. shear reinf. As reqid= 0.21 inA21fT 14 @ 11.00 in 0.c. SHEAR REINf. 15 @ 18.00 in 0.c. 16 @ 18.00 in 0.c. 17 e 10.00 in 0.c. CHECK HOLDOHN RERUIREI(ENTS. Unifori load = U = 1.4E t 0.9i 01 67.30 kips) ,.Lq,a I rc Hall ut = 61.71 kips Point loads = 49.82 kips Sun P 178.83 kips Holdoun at left end = 97-14 kips As= 1.80 inch”2 Holdoun at right end: 92.24 kips As= 1.71 inch*Z Holdoun Bars left end right end 15 re-bars = 6.00 6.00 16 re-bars = 5.00 4.00 #7 re-bars = 3.00 3.00 $8 re-bars = 3.00 3.00 CONCRETE SHEAR UALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE 3 UALL $1 Check Boundary Heaber Requirement. C.6 of load= 15.96 It. froa left end e = 0.46 ft I gross = 3.00Et07 inchA4 at left end at right end nu = 5299.57 5465.73 ft-kips S = 161448.00 161448.00 inchA3 fb = 0.39 0.41 ksi fa 0.07 0.07 ksi fb + fa = 0.46 0.47 ksi Boundary tleiber not required Flexural Design Hu = 5382.65 ft-kips H& /a/-?E*t. LkVkL - As req'd = 3.32 sq.in As rin = As lax = 8.54 sq.in (20011~ € b € d) 41.08 so.in (Rhou bal * 0.75 * b * d) Beta = 0.85 Rhow bal = 0.02 As req'd t 413 provided AS 14 re-bar reqtd= 23.00 4.60 sq.in t 15 re-bar req'd= 15.00 4.65 sq.in 16 re-bar reo'd- 11.00 4.84 %.in de,& = 8. Cf 17 re-bar req'd= 8.00 4.80 5q.in 18 re-bar reqtd= 6.00 4.74 sq.in pr-ou~dt % F 1.65 L.16 ?f t9 re-bdr reqld= 5.00 5.00 sq.in #4 dowels at slab on grade Avf req1d=Yu/(0.6€Phiify) = 7.73 in"2 IO ' 0.c. 14 douels at 3-#% CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE 3 WALL X2 w= Pi = P2 i L1 = L2 = L= hi = H= V= Wall THK = Eff. THK = ID 17.50 ft H IL1: L2 ,I :v VI 0.00 ft 22.30 ft ~____________ L _______-____' 52.60 kips 7.00 in f'c= 3.00 ksi Load factor= 1.40 7.00 in fy= 60.00 ksi H/L = 1.27 Av = 1470.00 inA2 8tAcvtSRRTff'O = 644.12 kips Vn = 462.05 kips PhiiVn = 0.61Vn = 277.23 kips Vc 2 173.20 kips PhifVc = 0.61Vc = 103.92 kips Vu = 73.64 kips Vs = 0.00 kip5 Vu ( 0.6 1 Vn O.K. <) shear reinf. As req'd= 0.21 inA21FT 14 @ 11.00 in 0.c. SHEAR REINF. 15 @ 18.00 in 0.c. #6 e 18.00 in 0.c. 17 @ 18.00 in 0.c. CHECK HOLDOUN REQUIREMENTS. U = 1.4E t 0.91 DL Uniform load = 30.24 kips > bf,y$ lc Hall ut = 34.15 kips Point loads 14.85 kips Sur P = 79.24 kips Holdoun at left end = 53.01 kips As= 0.98 inch*? Holdoun at right end= 66.77 kips As= 1.24 inchA2 Holdoun Bars left end right end 15 re-bars = 4.00 4.00 16 re-bars = 3.00 3.00 ) 17 re-bars 2.00 3.00 18 re-bars = 2.00 2.00 CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE 3 YALL #2 Check Boundary Heiber Requireeent. C.6 of load= 7.11 It. from left end e = 1.64 It I gross = 5.40Et06 inchY at left end at right end mu = 1772.11 1512.23 ft-kips S = 51450.00 51450.00 inchA3 fb 0.41 0.35 ksi fa = 0.05 0.05 Lsi fb t fa = 0.47 0.41 ksi Boundary Member not required Flexural Design Mu = 1642.17 ft-kips vu 4 ffk’23. LtUkb As req’d = 1.82 sq.in As #in = As lax = 4.76 sq.in (200Ify t b t d) 22.90 so.in (Rhow bal i 0.75 f b t d) Beta = 0.85 Rhou bal = 0.02 As req’d i 413 provided 16 re-bar req’d= 6.00 2.64 sq.in ,&e,. ‘ 4. 76 - 6cCt/,q bOr[.%r17.5’) AjRsa r‘ OS 14 re-bar req’d= 13.00 2.60 5q.in 15 re-bar req’d= 8-00 2.48 sq.in t 17 re-bar req’d= 5.00 3.00 sq.in 19 re-bar req’dz 3.00 3.00 sq.in 18 re-bar req’d= 4.00 3.16 sq.in flL.4 /IT 6 y3 )C 0, w : /. rf 4 - 3-&-b 14 dowels at slab on grade Avf req’d=Vu/(0.6tPhitfy) = 2.41 inA2 t4 dowels at 16 ’ O.C. CRC71-31 ___-___ GRADE REAM ANALYSIS PROGRAM (4.02) Footing LENGTH = 61.00 ft I Footing WIDTH = 4.75 ft Footing DEPTH = 3.00 ft Conc Weight = 0.15 kcf Surcharge 0.00 ksf Footing + Surch. = 2.14 kif UNlFORli LOADS Wft k ft) 1 2 3 4 XI - x2 4.160 4.160 4.160 4.160 15.00 46.00 0.000 0.000 0.000 1.680 15.00 30.50 0.000 0.000 1.680 0.000 30.50 46.00 POINT LOADS (t k ft) I 2 3 4 X -128.10 128.10 -128.10 128.10 15.50 128.10 -128.10 128.10 -128.10 45.50 22.23 22.23 22.23 46.23 15.00 27.59 27.59 40.35 27.59 46.00 RESULTANTS (k, ft k ksf) CASE I 2 3 4 Pt 309.17 309.17 347.97 359.21 x 43.20 18.34 42.93 18-44 Q rax 2.44 2.37 2.70 2.73 Q rin 0.00 0.00 0.00 0.00 amun FORCES (t, kft) CASE 1 2 3 4 V lax 117.22 113.54 133.87 136.36 H lax 985.23 954.92 1117.57 1134.02 I! &in -250.56 -241.75 -242.35 -234.17 V lax = 136.36 k n aax = 1134.02 kft 1 @in = -250.56 kft 07/04/94 CRC7 1-31 _______- GRADE BEAM DESIGN PROGRAM !4.02) DESIGN DATA f'c = 3.00 ksi b = 57.00 in fy = 60.00 ksi h = 36.00 in toad Factor 1.40 d = 32.00 in SHEAR DESIGN Viax = 136.4 k Vc = 199.8 k Vn = 224.6 k Vs = 24.8 I Av rin = 0.57 silft S lax = 16.00 in Av str 0.15 silft Av = 0.57 silft 1 1 3 Stirrup @ 4.6' 2 I3 Stirrups e 9.3' I 1 4 Stirrup @ 8.4' 2 # 4 Stirrups @ 16.0' FLEXURAL DESIGN Beta 1 = 0.85 As ain = 6.08 si As lax = 29.25 si M+ max = 1134 kft M- min = -251 kft Mnt = 1764 kft fln- = -390 kft As str = 11.95 si As str = 2.48 si As = 11.95 si As = 3.30 si Ear #4 15 16 17 #E 19 110 111 BDttOl Steel No. Spate 59.1 - 38.5 - 27.1 1.8' 19.9 2.5' 15.1 3.1' 11.9 4.1' 9.4 4.9' 7.7 6.1' Top Steel No. Space 16.5 2.9' 10.6 4.5' 7.5 6.1' 5.5 8.2' 4.2 9.8' 3.3 12.3" 2.6 16.3' 2.1 16.3" 07/04/94 07/04/94 94-130 GRADE BEAM ANALYSIS PROGRAB (4.02) I Footing LENGTH = 31.00 ft Footing WIDTH = 4.25 ft footing DEPTH = 3.00 ft Conc Weight = 0.15 kcf Surcharge = 0.00 ksf Footing t Surth. = 1.91 tlf UNIFORM LOADS (klft h ftf 1 2 3 4 XI - x2 3.680 3.680 3.680 3.680 10.50 28.00 0.000 0.000 0.880 0.000 19.25 28.00 0.000 0.000 0.000 0.880 10.50 19.25 POINT LOADS (k h ft) 1 2 3 4 X -71.10 71.10 -71.10 71.10 11.00 71.10 -71.10 71.10 -71.10 27.50 14.85 14.85 14.85 23.65 10.50 4.50 4.50 4.50 4.50 28-00 RESULTANTS (k, ft & ksf) CASE 1 2 3 4 Pt 143.04 143.04 150.74 159.54 x 25.26 8.86 25.18 9.24 ._ 1 R aax 3.91 2.53 4.06 2.71 Q nin 0.00 0.00 0.00 0.00 NAKlMUtl FORCES (k, kft) CASE I 2 3 4 V lax 39.79 70.60 41.62 77.88 M lax 80.50 437.69 84.16 476.09 tl iin -123.59 -14.42 -123.59 -14.42 V lax = 77.88 k I! aax = 476.09 kft M #in = -123.59 kft GRADE BEAN DESIGN PROGRAH (4.02) DESIGN DATA f'c = 3.00 ksi b = 51.00 in fy = 60.00 ksi h = 36.00 in Load Factor = 1.40 d = 32.00 in SHEAR DESIGN VBax = 77.9 k Vc = 178.8 k Vn = 128.3 k Vs 0.0 k Av = 0.51 si/ft S lax = 16.00 in Vs = 0, stirrups are om I t 3 Stirrup @ 5.2' 2 1 3 Stirrups e 10.4' 1 1 4 Stirrup @ 9.4' 2 # 4 Stirrups @ 16.0' FLEXURAL DESIGN Beta I = 0.85 A5 nin = 5.44 si As aax = 26.17 si tlt lax = 476 kft tl- nin = -124 kft tlnt = 741 kft fin- -192 kft As str = 4.19 5i As str = 1.21 si As = 5.44 si A5 = 1.62 si Bar 14 15 #6 t7 18 19 #lo #ll Bottoi Steel No. Space 27.2 1.5' 17.5 2.4' 12.4 3.3' 9.1 4.3' 6.9 6.1' 5.4 7.2' 4.3 8.6' 3.5 10.8' Top Steel No. Space 8.1 4.8' 5.2 7.2' 3.7 10.8' 2.7 14.3' 2.0 21.5' 1.6 21.5' 1.3 21.5' 1.0 - 07/04/94 94-130 ..... ~. .. ... . 0 tii SYSTEHS PROFESSIONAL PROGRAH NO. 11.0 REY-bO5J.FI *ti CONCBETE COLUtlN - STRENGTH DESIGN HETHOD, 1983 ACI itftttttiiii*tiliiitfii€i€€iiii€€fiitititi€~itii€€i€ii€€iii*iiiiitiitii€ CRC LOT 71 JO6 t 44-13!! : ~OUNOARY HEMER i~t~ittit€i~t€litiiiifiii€iitiiiiii€iitiii~t€iii~~€iiifi€€€ii€if~*tifiit . ALL INFORflATlON PRESENTED IS FOR REVIEU, APPROVAL, INTERPRETATION ANDAPPLICAIIOH BY A REGISTERED ENGINEER-----^ tiiiiittiiitittti~it~itiiiii*€ii€i€ii€iifiii€€€*€€€iitiitti€€€€t€it€€€ii iNVESTIGATION OF TIED COLUtlN INPUI VALUES ........................... E 1 F’C FY PHlC PHI8 ASMN ASHAX CLKHN F‘C EC ES EU IN IN KSI KSI RATIO RATIO IN KSI KSI KSI IN/IN 18.0 10.0 3.0 60. .00 ;00 ,000 ,000 -00 -00 0. 0. ,000 fllN ROY It2 MAX ROY 1t2 HlN ROY 3t4 HA1 ROW 3t4 R fi0. BAR COV NO. BAR COV NO. BAR COV NO. BAR COV NO. BAR CDV nODE BAR SIZE IN BM SIZE IN BAR SIZE IN BAR SIZE IN BAR SIZE IN 2 0 8 1.50 5 0 .00 5 U .00 0 0 .OO 0 0 -00 NO. Of BAR AREA Of STEEL COVER BARS SIZE STEEL (SO-IN) PERCENTAGE \IN) IO 8 7.90 4.39 1.50 ,J ROU I ROW 2 RON 3 ROY 4 COVER 1.500 I. 500 I. 500 1,500 NO. lHlERACllDW INFORnATlOH LHODE LINES X AXIS(I0X) Y AXIS(I0Y) BARS 5 NO. B 5 NO. B o NO. i- o NO. B a OF LOADING O=NOT REQUESTED, OTHERWISE RERUESIED 00 1 1 VALUES ASSUIIED BY PROGRAM ........................... B 1 F’C FY PHlC PHIB ASHIN ASHAX CLHRN F’C EC ES EU IN IN KSI KSI SQ-IN SE-IN IN KSI KSI KSI INllN 18.0 10.0 3.0 60. .70 .90 -00 -00 .00 2.55 3156. 29000. .003 flIN ROW It2 #AX ROU it2 MlN ROW 3t4 NAI ROU 3+4 R NO. BAR COV NO. BAR COV NO. BAR COV NO. EAR COY NO. BAR COV flDDE BAR SIZE IN BAR SIZE IH BAR SIZE IN BAR SIZE IN BAR SIZE IN 2 10 8 1.50 5 8 1.50 5 8 1.50 0 8 1.50 0 B 1.50 INTERACTION CONTROL POINTS REEUESTED AXIS PZ P-OFV P-.5FY PB .lP *,80 s I.3q.o ”/ ti-OFY N-.SFY nn .in L 511.” 639.0 369.7 226.5 90.8 53.7 68.5 91.6 105.8 99.3 112.6 Y 639.0 416.8 270.1 147.0 53.8 Z 639.0 432.1 257.3 105.5 54.0 93.6 130.2 153.8 155.0 190.8 62. I 91.3 104.4 103.2 128.1 GRADE BEAM ANALYSIS PROGRAM (4.02) 07/04/94 94-130 footing LENGTH : 68.00 ft Footing YlDTH = 5.00 ft Footing DEPTH 2 4.00 ft Conc Ueight 2 0.15 tcf Footing t Surch. = 3.00 tlf I Surcharge = 0.00 tsf UNlfORH LOADS (k/ft & ftl I 2 3 4 XI - x2 3.460 3.460 3.460 3.460 22.00 39.50 ,,,A?, cnlt I, 'L.. 13 .f- 46i4fli' POINT LOADS (t h ft) -296.60 296.60 -296.60 296.60 22.75 17.60 17.60 17.60 17.60 3.00 23.76 23.76 58.96 58.96 65.00 I 2 3 4 x I4 11 3 + 3, 9 .t- L +, 5w-i' 296.60 -296.60 296.60 -296.60 38.75 I RESULTANTS (k, ft & ksf) CASE 1 2 3 4 Pt 305.91 305.91 341.11 341.11 X 49.49 18.47 51,09 23.27 E lax 2.20 2.21 2.69 1.95 Q Bin 0.00 0.00 0.00 0.05 HAxlHUH FORCES (k, tft) CASE I 2 3 4 V lax 218.62 210.13 212.12 214.86 il lax 1978.32 1341.65 1816.01 1128.15 il #in-1089.10-1754.58-1117.69-2135.22 V rax 218.62 k n iax = 1978.32 tft M iin =-2135.22 kft , aCRC71-D 07/04/94 94-130 GRADE BEAH DESIGN PROGRAM (4.02) DESIGN DATA f'c :: 3.00 ksi b = 60.00 in fy = 60.00 ksi h = 48.00 in Load Factor = 1.40 d = 44.00 in SHEAR DESIGN Vnax = 218.6 I! Vc = 289.2 k Vn = 360.1 k Vs = 70.9 1: Av min = 0.60 silft Av str = 0.32 silft Av = 0.60 silft S sax = 22.00 in 1 t 3 Stirrup @ 4.4' 2 13 Stirrups @ 8.8' 1 t 4 Stirrup @ 8.0' 2 1 4 Stirruos @ 16.0' FLEXURAL DESIGN Beta 1 = 0.85 A5 @in = 8.80 si A5 lax = 42.33 5i Ht max = 1978 tft H- nin = -2135 kft Hnt = 3077 tft Hn- = -3321 kft A5 str = 14.99 si As str = 16.28 si As = 14.99 si A5 16.28 5i Bottom Steel Top Steel Bar No. Space No. Space I7 25.0 2.1' 27.1 - 8 E 19.0 2.7' 20.6 2.5' # 9 15.0 3.5' 16.3 3.1' 110 11.8 4.3" 12.8 4.0' 111 9.6 5.2' 10.4 4.7' J PY 0.76% Y 1 t CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1931 UBC) DESCRIPTION: LINE J PAHEL N4 AND N5 U = 0.04 kips/ft unilorp loads (u) ,_________________________I ,__________---___---______I Pi = 0.00 kips P2 = 0.00 kips hl I Ll 0.00 ft I, L2 = 0.00 ft I, V-------) I b PI P? ; ,I I/ ,E I, It I, 1, L = 24.00 ft ..---H~+lJ I L2 I, IV VI hl = 4.00 ft H = 26.00 It V = 39,,10 kips '____________ L ________.--_/ Wall THK = 7.00 in I*(= 3.00 ksi Load lactor. 1.40 Elf. IHK : 6.25 in ly= 60.00 ksi HIL = 1-08 Av = 1800.00 inA2 BtAcvrSQRT(f'0 788.72 kips Yn 565.77 kips PhitYn = 0.6tVn = 339.46 kips Vc = 264.78 kips PhitVc = 0.6fVc = 158.87 kips Vu = 54.74 kips Vs = 0.00 kip5 Vu < 0.6 t Vn D.K. shear reinf. As req'd. 0.21 inA2/FT 14 @ 11.00 in O.C. SHEAR REINF. t5 e 18.00 in 0.c. t6 @ 18.00 in O.C. 17 @ 18.00 in 0.c. CHECK HOLDOWN REQUIREHENIS. U = 1.4E t 0.91 DL Unifori load = 1.06 kips Wall ut = 63.00 kips Point loads = 0.00 kips SUB P = 64-06 kips Holdoun at left end 31.12 kips As= 0.58 inchA? Holdoun at right end= 31.12 kips As- 0.58 inchA? Holdoun Bars left end right end 15 re-bar5 = 2.00 2.00 Yb re-bars = 2.00 2.00 17 re-bars = 1.00 1.00 I8 re-bars = 1.00 1.00 r * CONCRETE SHEAR MALL DESIGN (PER SEC.2625 1991 UBC) DESCKIPTION: LINE J PANEL N4 AND N5 Check Boundary Nerber Requirement. C.G of load= 12.00 ft. froa left end e = 0.00 ft I gross = 1.24Et07 inchA4 at left end at right end ku = 1423.24 1423.24 ft-kips S = 86400.00 86400.00 inchA3 fb = 0.20 0.20 tsi fa = 0.04 0.04 ksi fb t fa = 0.23 0.23 k5i Boundary iierber not required .) Flexural Design Nu = 1423.24 ft-kips As req'd = 1.13 sq.in As ain = As sax = 6.58 sq.in (ZOOlfy I b t d) 31.65 sq.in (Rhov bal f 0.75 f b t d) Beta = 0.85 thou bal = 0.02 As req'd f 413 provided AS Y4 re-bar req'd- 8.00 1.60 sq.in #S re-bar req'd: 5.00 1.55 sq.in f Y6 re-bar req'd= 4.00 1.76 sq.in $7 re-bar req'd= 3.00 1.80 sq.in I8 re-bar req'd- 2.00 1.3 sq.in $9 re-bar req'd= 2.00 2.00 sq.in 14 douels at slab on grade Avf req'd=Vul(0,6tPhitfy) = 1.79 in? $4 dowels at 32 ' 0.c. CONCRETE SHEAR UALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE J PANEL N3 U = 0.71 tipslft uniform loads (u) I_________________ __------( ,_________________ _____---, P1 = 0.00 kips P2 = 0.00 kips hl I I PI P2 I v ----___ > L1 = 4.00 It 5, L2 = 3.00 ft I A1 I A2 I, L3 21.00 ft HIV VI hl = 0.00 ft A1 0.00 It : h2 h2 = 7.00 ft A2 = 0.00 ft I, 4, I, I1 t________I L 28.00 It H = 21.90 fT I---Lf-..: L2 ---L3--..: V 53.20 kips Wall THK = 7.00 in f'c= 3.00 ksi Load factor= 1.40 Elf. THK = 6.25 in fy= 60.00 ksi h2/L1= 1.75 Rfl- 0.94 VI= 4.74 kips h2/L3= 0.33 RfZ= 9.64 V2= 48.46 kips At Pier 11 Av = 300.00 inA2 EtAcvtSQRl(f'c) = 131.45 kips Vn = 86.08 kips PhiWn = 0.6tVn 51.65 kips Vc = 23.00 kips PhitVc = 0.6tVc = 13.80 kips Vu 6.63 kips Vs = 0.00 kips Vu < 0.6 t Vc O.K. shear reinf. As req'd= 0.21 in"2/FT 1 $4 9.00 in 0.c. SHEAR REINF. 15 @ 9.00 in O.C. 16 @ 9.00 in O.C. 17 @ 9.00 in O.C. At Pier 12 Av = 1575.00 inA2 EtAcvtSQRl(f'0 = 690.13 kips Vn = 451.92 kips PhiWn = 0.6tVn = 271.15 kips Vc = 277.90 kips PhitVc O.6tVc = 166.74 kips Vu = 67.85 kips Vs = 0.00 kips Vu ( 0.6 t Vc O.K. shear reinf. A5 req'd- 0.21 inA2/fl 14 @ 11.00 in O.C. SHEAR REINF. $5 @ 18.00 in O.C. 16 @ 18.00 in O.C. X7 C 18.00 in 0.c. 14 douels at slab on grade At left At Reight ,) Avf req'd=Vu/(O.KtPhi€fy) = 0.22 2.22 inA2 14 douels at 24 ' 0.c. 21 ' O.C. CONCRETE SHEAR HALL DESIGN (PER SEC.~~ 1991 unc) DESCRIPTION: LINE J PANEL N3 CHECK HOLDOHN REOUIREIIEHTS. U = 1.4E t 0.91 DL Load at Pier #I Load at Pier #2 Uniform load = 3.91 15.98 kips Mall ut = 9.62 42.20 kips Point loads = 0.00 0.00 kips Sui P = 13.53 58.17 kips Holdoun at left end 26.97 kips As= 0.50 inchA2 Holdoun at right end= 25.95 kips As= 0.48 inchA2 Holdoun Bars left end right end 15 re-bars = 2.00 2.00 $6 re-bars = 2.00 2.00 $7 re-bars = 1.00 1.00 18 re-bars = 1.00 1.00 Check Boundary Heiber Requirerent. C.6 of load= 14.22 ft. fro8 left end ) C.6 of sec.= 15.02 It. from left end I gross = 1.92Et07 inch”4 _- At left At Right Hu = 1688.62 1573.60 5 106324.76 114071.28 fb 0.19 0.17 fa = 0.04 0.03 fb t fa = 0.23 0.20 Boundary Heiber not required e= 0.80 It based on section At left At Right 46.42 474.94 ft-kips 2688.00 74088.00 inch*3 0.21 0.08 ksi 0.04 0.03 ksi 0.25 0.11 ksi Flexural Design At left nu 46.42 As req’d = 0.24 As @in = 1.03 As lax = 4.94 Beta = 0.85 Rhou bal 0.02 As req’d * 4/3 provided 14 re-bar = 2 15 re-bar = 2 16 re-bar = I $7 re-bar = 1 18 re-bar = 1 #9 re-bar = I At Left At right 474.94 ft-kips 0.43 sq.in 5.79 sq.in (ZOO/fy i b * d) 0.85 0.02 27.84 sq.in (Rhou bal i 0.75 i b i At Right As req’d i 4/3 provided AS 0.40 * 3 0.60 0.62 2 0.62 0.44 2 0.88 0.60 I 0.60 * 0.79 1 0.79 1.00 I 1.00 CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE J PANEL N2 Y= PI P2 = Ll L2 = L3 = L= hl = h2 = H= V= Wall THK = Elf. THK = h2/L1= h2/L3= At Pier #I Av = -. Vn = ; Vc = vu = vs = - 0.71 kipslft unifori loads (w) 0.00 kips 0.00 kips hl I I_________________ _______-I ,_____-------_____ ____----, y ----__-) I P1 P2 I 3.00 ft I At I A2 3, 5.00 ft HIV VI 0.00 ft A1 0.00 ft I hi! 7.00 It A2 = 0.00 It It I, 3, I, 12.00 It I, ;________1 20.00 It 21.90 FT :---Ll--: L2 I ---L3---1 25.00 kips 7.00 in f'c: 3.00 ksi Load factor= 1.40 6.25 in fy- 60.00 ksi 0.58 Rf1= 5.13 VI= 19.52 kips 1.40 Rf2= 1.44 V2= 5.48 kips 300.00 in"2 8iAcvtSBRT(ft0 = 394.36 kips 282.89 kips PhiiVn = 0.6iVn = 169.73 kips 155.90 kips PhitVc = 0.6tVc 93.54 kips 27.33 kips 0.00 kips Vu ( 0.6 f Vc O.K. shear reinf. As req'd= 0.21 in*ZIFl 14 @ 11.00 in 0.1. SHEAR REINF. t5 @ 18.00 in 0.1. 16 @ 18.00 in 0.c. 17 @ 18.00 in O.C. At Pier t2 Av = 375.00 inA2 8iAcviSRRT(f1c) = 164.32 kips Vn 117.87 kips PhitVo = 0.6tVn = 70.72 tips Vc = 36.77 kips PhiiVc = 0.6iVc = 22.06 kips Vu = 7.67 kips Vs 0.00 kips Vu < 0.6 t Vc O.K. shear reinf. As req'd: 0.21 inWF1 14 @ 11.00 in 0.1. SHEAR REINF. #5 @ 12.00 in O.C. 16 @ 12.00 in O.C. 17 @ 12.00 in O.C. 14 dowels at slab on grade At left At Reiqht Avf req'd=Vu/(O.KiPhitfy) = 0.89 0.25 inA2 14 dowels at 29 0.1. 30 * 0.c. CONCRETE SHEAR YALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE J PANEL N2 CHECK HOLDOWN REQUIREMENTS. U 1.4E t 0.9t DL Load at Pier 11 Load at Pier 12 Uniform load = 9.58 4.62 kips Wall ut = 24.95 11.54 kips Point loads 2 0.00 0.00 kips SUI P = 34.54 16.15 kips Holdoun at left end = 15.62 kips As= 0.29 inchA? Holdown at right end= 16.21 kips As= 0.30 inrhA2 Holdoun Bars left end right end 15 re-bars = 1.00 1.00 16 re-bars 1.00 1.00 17 re-bars = 1.00 1.00 t8 re-bars = 1.00 1.00 Check Boundary fieher Requirement. C.6 of load= 9.87 ft. froi left end C.G of sec.= 9.38 ft. froi left end e= 0.49 ft 1 gross = 7.51Et06 inchA4 based on section bt left bt Right At left At Right nu = 766.50 766.50 191.32 53.68 ft-kips S 66737.08 62615.08 24192.00 4200.00 inch*3 fb 0.14 0.15 0.09 0.15 ksi fa 0.03 0.04 0.03 0.04 ksi fb t fa = 0.17 0.19 0.13 0.19 ksi Boundary HeBber not required Flexural Design At left nu = 191.32 A5 req'd = 0.30 As ain = 3.27 As rax = 15.71 Beta = 0.85 Rhou bal = 0.02 As req'd i 413 provided 14 re-bar = 3 W5 re-bar 2 16 re-bar = I 17 re-bar = 1 tB re-bar = I #9 re-bar = 1 At Left ~1 At right 53.68 ft-kips 0.21 sq.in 1.31 sq.in (2001fy t b i d) 6.29 sq.in (Rhou bal t 0.75 * b t 0.85 0.02 At Right As req'd t 413 provided As 0.60 2 0.40 0.62 I 0.31 t 0.44 t I 0.44 0.60 1 0.60 0.79 I 0.79 1.00 1 1.00 I n I .nnl , CONCRETE SHEAR UALL DESIGN (PER SEC.2625 1991 U8C) DESCRIPTION: LINE 6.5 PANEL E5 U= PI = P2 = Ll L2 = L= hl = H= V= Wall THK = Elf. THK 6.11 kips/ft uniform loads (u) 6.06 kips 0.00 kips hl ! 0.00 ft ,I 0.00 It I, ,_________________________I ,_______________--_-------, v ____-_-) : PI P2 I 3, I, It I, I, ,I ,I 32.00 ft H IL1: LZ It ;v VI 4.00 ft 26.00 It 61.10 kips ~____________ L ____________) 7.00 in f'c= 3.00 ksi Load factor. 1.40 6.25 in fy= 60.00 ksi H/L 0.81 Ilv = 2400.60 inA2 8fAcvtSRRT(f'c) 1051.63 kips Vn = 754.36 kips PhitVn = 0.6Wn = 452.62 kips Vc = 427.02 kips PhitVc = 0.6Wc = 256.21 kips Vu = 85.54 kips ' .) Vs = 0.00 kips Vu < 0.6 f Vn O.K. shear reinf. 4s req'd= 0.21 inA2/FT 14 @ 11.00 in O.C. SHEAR REINF. 15 @ 18.00 in O.C. 16 @ 18.06 in O.C. 17 @ 18.60 in 0.c. CHECK HOLDOYN REEUIREHENTS. U = 1.4E t 0.9t DL Uniforn load = 3.52 kips Wall ut = 84.00 kips Point loads = 0.00 kips Sui P = 87.52 kips Holdown at left end 30.60 kips As= 0.57 inch? Holdoun at right end= 30.66 kips As= 0.57 inchA2 Holdoun Bars left end right end 15 re-bars = 2.00 2.00 16 re-bars 2.60 2.00 17 re-bars = 1.06 1.60 #E re-bars 1.00 1.00 CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE 6.5 PANEL E5 Check Boundary Member Requirement. C.G of load= 16.00 ft, fro8 left end e = 0.00 ft I Qross = 2.95Et07 inthV at left end at right end Mu = 2224.04 2224.04 ft-kips S = 153600.00 153600.00 inchY fb = 0.17 0.17 ksi fa = 0.04 0.04 ksi fb + fa = 0.21 0.21 ksi Boundary Member not required Flexural Design flu = 2224.04 ft-kips As req’d = 1.32 sq.in As pin = As lax 8.82 sq.in 1200/fy t b t d) 42.43 sq.in (Rhou bal t 0.75 t b t d) 1 Beta = 0.85 Rhou bal = 0.02 As req’d * 4/3 provided 14 re-bar req’d- 3.00 1.80 sq.in t5 re-bar req’d= 6.00 1.86 sq.in t6 re-bar req’d- 4.00 1.76 sq.in * 87 re-bar req’d= 3.00 1.80 sq.in 18 re-bar req’d= 3.00 2.37 sq.in 19 re-bar req’d- 2.00 2.00 sq.in As t4 dowels at slab on grade Avf reqtd~Vu/(0.6tPhitfy) = 2.80 inA2 #4 dowels at 21 ’ 0.to CONCRETE SHEAR HALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: L [NE 6.5 PANEL E4 W = 0.11 kipsIft uniform loads tu) PI 0.00 kips ,_________________________) PZ = 0.00 kips hi I v _______) I PI P2 I L1 = 0.00 ft It L2 = 0.00 ft I, ,_________________________I I, I, I, I, ,I It $I L = 24.00 ft H :LlI L2 I, IV v; hl = 4.00 ft H = 26.00 ft V = 33.30 kips ~____________ L ____________' Uall THK = 7.00 in f'r= 3.00 ksi toad fattor= 1.40 Elf. THK = 6.25 in fy- 60.00 ksi HIL = 1.08 Av = 1800.00 in*2 8?AcvfSQRT(f'O = 788.72 kips Vn = 565.77 kips PhitVn = 0.6tVn = 339.46 kips Vr = 264.78 kips PhitVc = 0.6tVc = 158.87 kips Vu = 46.62 kips Va = 0.00 kips Vu < 0.6 ? Vn O.K. ,) shear reinf. As reqld= 0.21 in*2IF1 #4 @ 11.00 in O.C. SHEAR REINF. 15 @ 18.00 in 0.c. 16 @ 18.00 in 0.c. 17 @ 18.00 in O.C. CHECK HOLDOWN REQUIREMENTS. U 1.4E t 0.9s DL Uniform load = 2.64 kips Wall ut = 63.00 kips Point loads = 0.00 kips Sui P = 65.64 kips Holdoun at left end = 21.41 kips As= 0.40 inch*2 Holdoun at right end= 21.41 kips As= 0.40 inch*2 Holdoun Bars left end right end 15 re-bars = 2.00 2.00 16 re-bars = 1.00 1.00 17 re-bars = 1.00 1.00 /' #E re-bars = 1.00 1.00 CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTIDN: LINE 6.5 PANEL E4 Check Boundary Member Requirelent. C.G of load= 12.00 ft. from left end e = 0.00 ft I gross = 1.24E107 inch? at left end at right end Mu = 1212.12 1212.12 ft-kips s = a640o.00 86400.00 inch9 fb = 0.17 0.17 ksi fa 0.04 0.04 ksi fb + fa = 0.20 0.20 ksi Boundary Henber not required Flexural Design nu = 1212.12 ft-kips \ 1 A5 req'd = 0.96 sq.in As iin = A5 lax = 6.58 sq.in (200/fy I b t d) 31.65 sq.in (Rhow ha1 i 0.75 b t d) Beta = 0.85 Rhou bal = 0.02 As req'd t 4/3 provided AS 14 re-bar req'd= 7.00 1.40 5q.h 15 re-bar req'd= 5.00 1.55 sq.in 16 re-bar req'd- 3.00 1.32 sq.in t 17 re-bar req'd= 3.00 1.80 sq.in 18 re-bar req'd' 2.00 1.58 sq.in 19 re-bar req'd- 2.00 2.00 sq.in 14 douels at slab on grade Avf req'd=Vu/l0.6tPhitfy) = 1.52 inA2 36 ' 0.c. 14 dowels at PRIME STRUCTURAL DATE= I ENGINEERS SHT L -48 \ __ . CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE 6.5 PANEL E3 m: Pl = PZ = Ll = L2 = L3 = L= hl = h2 = H= V= Yall THK = Elf. THK = 0.11 kipslft uniforn loads (u) 0.00 kips ,_--_______-______ ---_____, 0.00 kips hl : v ----___) I P1 P2 I 16.15 ft ,I 3.00 ft : A1 : A2 ,I 4.85 ft HIV VI 4.00 ft Ai = 0.00 It I h2 7.00 It A2 = 0.00 It ,___.._____________ ________I ,I 43 ,I I, 4________I 24.00 ft 26.00 FT :---Lf--I L2 J3---: 32.80 kips 7.00 in f’c= 3.00 ksi Load factor= 1.40 6.25 in fy= 60.00 ksi h2/Ll= 0.43 Rfl- 7.24 V1= 27.60 kips h2/L3= 1.44 Rf2= 1.36 V2= 5.20 kips At Pier 11 Av = 1211.25 in? 8rAcvrSRRT(f’c) = 530.74 kips Vn = 380.72 kips PhiiVn = 0.6iVn = 228.43 kips Vc = 212.15 kips PhiiVc 0.6iVc = 127.29 kips Vu = 38.64 kips V5 = 0.00 kips Vu ( 0.6 t Vc O.K. shear reinf. As req’d= 0.21 inA2/fT 14 @ 11.00 in O.C. SHEAR REINF. 15 @ 18.00 in 0.c. 16 @ 18.00 in O.C. 17 @ 18.00 in O.C. At Pier 12 Av = 363.75 in*2 BtAcvtSRRl(f’0 159.39 kips Vn = 114.33 kips PhitVn = 0.6tVn = 68.60 kips Vc = 34.40 tips PhitVc = O.6rVc = 20.64 kips Vu = 7.28 kips Vs = 0.00 kips Vu ( 0.6 t Vc O.K. shear reinf. As req’d= 0.21 inA2/FT 14 @ 11.00 in O.C. SHEAR REINF. 15 @ 11.00 in O.C. #6 @ 11.00 in O.C. ,) 17 @ 11.00 in O.C. #4 douels at slab on grade At left At Reight Avf req’d=Vu/LO.6?Phitfy) = 1.26 0.24 inA2 #4 douels at 28 ’ 0.c. 29 ” O.C. . CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE 6.5 PANEL E3 CHECK HOLDOUN RERUIRENENTS. U = 1.4E t 0.9r DL Load at Pier 11 Load at Pier 12 Uniform load = 1.94 0.70 kips Hall ut = 45.41 15.75 kips Point loads = 0.00 0.00 kips SUI P = 47.35 16.45 kips Holdoun at left end = 21.09 kips As= 0.39 inchA2 Holdoun at right end= 21.88 kips As= 0.41 inthA2 Holdoun Bars left end right end 15 re-bars = 2.00 2.00 16 re-bars = 1.00 1.00 17 re-bars = 1.00 1.00 8B re-bars = 1.00 1.00 r ) Check Boundary Werber Requirerent, C.6 of load= 11.84 ft. froi left end C.G of set.= 11.19 ft. fror left end I gross = 1.26Et07 inchY At left At Right nu = 1193.92 1193.92 S = 93686.88 87385.32 fb = 0.15 0.16 fa = 0.03 0.04 fb t fa = 0.19 0.20 Boundary Heaber not required e= 0.64 ft based on section At left At Right 43818.18 3951.78 inch*3 0.07 0.15 ksi 0.03 0.04 ksi 0.11 0.20 ksi 270.50 50.94 ft-kips flexural Design At left nu = 270.50 A$ req’d = 0.32 A5 iin = 4.43 As @ax 21.30 Beta = 0.85 Rhow bal = 0.02 As req’d t 413 provided 14 re-bar = 3 15 re-bar = 2 VI re-bar = I t8 re-bar = 1 19 re-bar = 1 At Left i 16 re-bar = I At right 50.94 ft-kips 0.21 sq.in 1.26 sq.in (200/fy i b i d) 6.08 sq.in (Rhou bal t 0.75 i b t 0.85 0.02 At Right As req’d t 4/3 provided As 0.60 2 0.40 0.62 1 0.31 t 0.44 t 1 0.44 0.60 1 0.60 0.79 1 0.79 1.00 1 1.00 : I ! I I -A ./f3 'I CONCRETE SHEAR UALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE I LJI, L, i ‘ UPPER LEVEL Y= P1 = P2 = L1 = L2 = L3 = L= hi = h2 = H= V= Uall THK Elf. THK = h2/L1= h2/L3= At Pier 11 Av = Vn = vc = vu = vs = 1 0.29 kipslft uniform loads (u) 0.00 kips ,__----___.--_____ -_____--, 0.00 kips hl I v ---____) I PI P2 I 4.00 ft ,I 20.00 ft : A1 ! A2 I, 4.00 ft HIV v: 28.00 ft 4.00 ft Ai 0.00 It ; h2 8.00 ft A2 = 0.00 ft 12.50 kips 6.50 in f’c- 3.00 ksi Load factor. 1.40 5.75 in fy- 60.00 ksi 2.00 Rf1= 0.71 V1: 6.25 kips 2.00 Rf2= 0.71 V2= 6.25 kips I____.____________ _______-I ,I I3 I, ,I 1_--_____1 16.25 FT I--..LI--: L2 I ---L3---: 276.00 inA2 BiAcvtSRXTlf’r) = 120.94 kips 71.63 kips PhirVn = 0.6tVn = 42.98 kips 18.96 tips PhitVc = 0.Wc = 11.38 kips 8.75 tips 0.00 kips Vu ( 0.6 i Vc O.K. shear reinf. As req’d= 0.20 inA2/FT 14 @ 9.00 in O.C. SHEAR REINf. 15 @ 9.00 in O.C. 16 @ 9.00 in O.C. 17 @ 9.00 in O~C. At Pier 12 Av = 276.00 in*Z B*AcvtSQRT(f’c) = 120.94 kips Vn = 71.63 kips PhitVn = O.brVn = 42.98 kips Vc = 18.96 kips PhitVc = 0.6tVc = 11.38 kips Vu 8.75 kips Vs = 0.00 kips Vu ( 0.6 t Vc O.K. shear reinf. As req’d. 0.20 inA2/FT 14 @ 9.00 in o.c. SHEAR REINF. 15 I! 9.00 in 0.c. (6 @ 9.00 in O.C. 17 @ 9.00 in O.C. #4 dowels at slab on grade At left At Reight Avf req’d=Vu/(0.6€Phi€fy) = 0.29 0.29 in? 14 dowels at 24 ’ O.C. 24 ’ 0.C- CONCRETE SHEAR MALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE I Wl, 5, q, 6 UPPER LEVEL CHECK HOLDOWN REOUIREHENTS. U 1.4E t 0.9t DL Load at Pier #I Load at Pier 12 Uniform load : 4.00 4.00 kips Wall ut = 16.53 16.53 kips Point loads = 0.00 0.00 kips Sur P = 20.54 20.54 kips Holdoun at left end = 0.00 kips As= 0.00 inch*? Holdoun at right end= 0.00 kips As= 0.00 inch*2 Holdoun Bars left end right end 15 re-bars = 0.00 0.00 16 re-bars 0.00 0.00 17 re-bars = 0.00 0.00 I8 re-bars = 0.00 0.00 ND Holdoun required. Check Boundary Nenber Requirement. C.G of load= 14.00 It, fro8 left end C.6 of set.= 14.00 ft. from left end e= 0.00 ft I gross = 1.31Et07 inchA4 based on section At left At Right At left At Right Mu = 284.38 284.37 70.00 70.00 It-kips S = 77732.57 77732.57 2496.00 2496.00 inchY fb = 0.04 0.04 0.34 0.34 ksi fa = 0.07 0.07 0.07 0.07 ksi fb + fa = 0.11 0.11 0.40 0.40 ksi Boundary Member not required Flexural Design At left nu = 70.00 As req’d 0.36 As iin = 0.95 As nax = 4.59 Beta = 0.85 Rhou bal = 0.02 As req’d t 413 provided 14 re-bar = 3 15 re-bar = 2 16 re-bar 2 i 87 re-bar = 1 I8 re-bar = t 19 re-bar = 1 At Left At right 70.00 It-kips 0.36 sq.in 0.95 sq.in (20Olfy I b I d) 4.59 sq.in (Rhou bal I 0.75 I b + 0.85 0.02 At Right As req’d t 413 provided As 0.60 3 0.60 0.62 2 0.62 0.88 2 0.88 0.60 I 1 0.60 1, 0.79 I 0.79 1.00 I 1.00 CONCRETE SHEAR UALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE 1 01, l-, 5, LOWER LEVEL U = 0.35 kips/ft uniform loads iu) Pl = 0.00 kips /_________________ ---_----, P2 = 0.00 kips hl ! v -----_-) I PI P2 ; 11 = 4.00 ft ,I L2 = 20.00 ft I A1 I A2 $0 L3 = 4.00 ft HIV VI hl = 0.00 ft A1 = 0.00 ft ; h2 h2 = 6.00 ft A2 = 0.00 ft I.________________ .._-___--I ,I I# ,I I, I___-____/ L = 28.00 It H = 19.20 FT :-_-LI-.: L2 -J3---k V = 28.20 kips Wall THK = 12.50 in f’c= 3.00 ksi toad factor= 1.40 Elf. THK = 11.75 in fy= 60.00 ksi hZ/Ll= 1.50 Rf1= 1.27 V1= 14.10 tips h2/L3= 1.50 R12= 1.27 V2= 14-10 kips At Pier #1 Av = 564.00 $2 8tAcvtSRRT(ftc) = 247.13 kips Vn = 177.27 kips PhitVn = 0.6iVn 106.36 tips Vc = 50.01 kips PhitVc = 0.6iVc = 30.00 kips Vu = 19.74 tips VE = 0.00 kips Vu ( 0.6 t Vc U.K. 1 -, a.31-7 J shear reinf. As req’dz 0.38 in*2/FT 14 @ 6.00 in O.C. SHEAR REINF. t5 @ 9.00 in O.C. 16 @ 9.00 in O.C. 17 e 9.00 in O.C. At Pier 12 Av = 564.00 in*2 8iAcvtSQRT(f’c) : 247.13 kips Vn 177.27 kips PhiWn = O.6iVn = 106.36 kips Vc = 50.01 kips PhiiVc = 0.6iVc = 30.00 kips Vu = 19.74 kips Vs = 0.00 kips Vu ( 0.6 t Vc O.K. shear reinf. As req’d= 0.38 in*2/Fl 14 @ 6.00 in o.c, SHEAR RElNf. #5 @ 9.00 in O.C. 16 @ 9.00 in O.C. ,) 17 e 9.00 in O.C. 1;4 douels at slab on grade At left At Reight Avf req‘d=Vu/(0.6tPhitfy) = 0.65 0.65 in9 #4 douels at 12 ‘ O.C. 12 - 0.c. CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) #I, 2, 5, b DESCRIPTION: LINE 1 LOYER LEVEL CHECK HOLDOWN KEQUIRENENTS. U 1.4E t 0.9t Dl toad at Pier tl toad at Pier #2 Uniforn load i 4.86 4.86 tips Wall ut = 32.63 32.63 kips Point loads = 0.00 0.00 kips Sui P = 37.48 37.48 kips Holdoun at left end = 0.00 kips As= 0.00 inth*2 Holdown at right end= 0.00 kips As= 0.00 inch? Holdown Bars left end right end 15 re-bars = 0.00 0.00 86 re-bars = 0.00 0.00 17 re-bars = 0.00 0.00 18 re-bars = 0.00 0.00 NO Holdoun required. Check Boundary Herber Requirement. C.6 of load= 14.00 ft. fro1 left end C.6 of set.= 14.00 ft. from left end 1 gross = 2.51Et07 inchA4 At left At Right nu 758.02 758.02 S = 149485.71 149485.71 fb = 0.06 0.06 fa = 0.06 0.06 fb t fa = 0.12 0.12 Boundary Heaber not required e= 0.00 ft based on section At left At Right 118.44 118.44 ft-kips 4800.00 4800.00 inch'3 0.30 0.30 ksi 0.06 0.06 ksi 0.36 0.36 ksi Flexural Design At left nu = 118.44 As req'd = 0.61 As nin = 1.83 As lax = 8.82 Beta = 0.85 Rhou bal = 0.02 As req'd i 413 provided 14 re-bar = 5 15 re-bar = 3 16 re-bar = 2 t7 re-bar 2 #8 re-bar = 2 Y9 re-bar = I At Left At right 118.44 ft-kips 0.61 sq.in 1.83 sq.in (2001fy i b i d) 8.82 sq.in (Rhou bal i 0.75 i b 0.85 0.02 At Right As req'd t 413 provided AS 1.00 5 1.00 0.93 3 0.93 0.88 i 2 0.88 i 1.20 2 1.20 1.58 2 1.58 1.00 1 1.00 CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE I d>, f LOWER LEVEL W= P1 = PZ = L1 = L2 L3 = L= hl = h2 = H= V= Wall THK = Eff. THK = h2/LI= h2/L3= At Pier #1 Av = Vn = vc = vu = vs = 0.35 kipslft uniform load5 (u) 19.04 kips I_--______________ _-______, 8.25 kips hl I I PI P? ; y ---____ > 4.00 ft I, 8.67 It I AI I A2 ,I 4.00 ft HIV VI 16-67 It I________t 0.00 ft A1 = 0.00 ft I h2 6.00 It A2 = 16.67 ft I_________________ ________I I, 3, ,I ,I 19.20 FT ~-__Ll--I L2 : .._-L3---: 19.20 kips 12.50 in f’c: 3.00 ksi Load factor= 1.40 11.75 in fy= 60.00 ksi 1.50 Rfl: 1.27 VI= 9.60 kips 1.50 Rf2= 1.27 V2= 9.60 kips 564.00 inA2 RtAcvtSQRT(ftcf = 247.13 kips 177.27 kips PhirVn = 0.6tVn = 106.36 kips 56.01 kips PhitVc = 0.6tVc = 30.00 kips 13.44 kips 0.00 kips Vu ( 0.6 t Vc O.K. shear reinf. As req’d= 0.38 in*2/f1 14 @ 6.00 in 0.c. SHEAR REINf. 15 @ 9.00 in O.C. 16 @ 9.00 in O.C. 17 @ 9.00 in 0.c. At Pier 12 Av = 564.00 inA2 8tAcvtSQRT(ft0 = 247.13 kips Vn = 177.27 kips PhitVn 0.6tVn 106.36 kips Vc = 50.01 kip5 PhitVc 0.6tVc 30.00 kips Vu = 13.44 kips Vs = 0.00 kips Vu ( 0.6 t Vc O.K. shear reinf. As reqld= 0.38 in*2/FT 14 @ 6.00 in O.C. SHEAR REINf. t5 e 9.00 in O.C. 16 @ 9.00 in O.C. 17 @ 9.00 in o.c, #4 dowels at slab on grade At left At Reight , I Av f req’d=Vu/ (0.6rPhi t f y) = 0.44 0.44 in”2 84 dowels at 16 ’ O.C. 16 ’ O.C. CONCRETE SHEAR WALL DESIGN (PER SEC.2625 1991 UBC) DESCRIPTION: LINE 1 d?, ./ LOWER LEVEL CHECK HOLDOYN RERUIRENENTS. U = 1.4E t 0.9i DL Load at Pier 11 Uniforn load = 2.89 2.89 kips Yall ut = 20.94 20.94 kips Point loads = 19.04 8.25 kips Sua P = 42.87 32.08 kips Load at Pier 12 Sy IPJ~PWTIW, / Holdoun at left end = 0.00 kips As= 0.00 inthY Holdoun at right end- 2.15 kips As= 0.04 inch-2 HoldoUn Bars left end right end 15 re-bars = 0.00 1.00 16 re-bars = 0.00 1.00 17 re-bars = 0.00 18 re-bars = 0.00 Check Boundary kibei Requirelent. C.6 of load= 7.14 ft. from left end C.6 of set.= 8.34 ft. from left end I gross = 7.17Et06 inchY At left At Right Hu = 606.03 426.16 S = 71638.16 71638.16 fb = 0.10 0.07 fa = 0.07 0.05 fb t fa = 0.17 0.12 Boundary Heiber not required 1.00 1.00 e= 1.20 ft based on section At left At Right 80.64 80.64 ft-kips 4800.00 4800.00 inch"3 0.20 0.20 ksi 0.07 0.05 ksi 0.27 0.26 ksi Flexural Design At left nu = 80.64 As req'd = 0.41 As nin = 1.83 As aax = 8.82 Beta = 0.85 Rhou bal = 0.02 As req'd i 413 provided 14 re-bar = 3 15 re-bar = 2 16 re-bar = 2 17 re-bar 2 1 18 re-bar = I At Left ) 1)9 re-bar = 1 At right 80.64 ft-kips 0.41 sq.in 1.83 sq.in (200/fy * b i d) 8.82 sq.in (Rhou bal t 0.75 .) b 1 0.85 0.02 At Right As req'd t 413 provided AS 0.60 3 0.60 0.62 2 0.62 0.88 2 0.88 0.60 i 1 0.60 i 0.73 I 0.79 1.00 1 1.00 > LEDGER ANCHDR BOLTS DESIGN YITH 4 K LEDGER (Anchor bolt conn. to cont. and masonry wall) PURLlNS AT 8'4' O.C. _____1__1____-_-____________________l__l----- I, 3, €tI :ti I it: :it _____I I___________________________I I----- a_. ,_- DESCRIPTION :LINE 5 Anchor Bolt : 0.75 Inch Dia. 91 HDS(Y=I,H=O)= 1 Design Loads: Gravity Loads--------- DL= 1760 # LDF= 1.25 Horizontal loads------- = 268 PLF LDF- 1.33 0 LL: 2560 t Live load to be include in combine loading------- (Yes.1, No.0) Allowable load: parallel to grain: 5500 PSI i) Gravity loads : perpend. to grain: 2500 PSI nuiber = (D+L)/(ZniniLDFti2) 0.750 inch dia. A.bolts 5 ii) Combine loads (ul 4' horiz. load): lain t LDf = 1159.63 POUND R = SQRT(Gravity*2+HorizontalA2) = 2060.77 POUND number = RI(1rinILDf) 0.750 inch dia. A.bolts 2 iii) Center bolt takes 4' horiz. load : nuiber Hl(2rintLDF) 0.750 inch dia. A.bolts 1 )_______________________________________---------------------: I USE 5 0.75 ' dia. A.bolts at ea. purlin : 1 0.75 ' dia. A.bolts bet. purlins : c t LEDGER ANCHOR BOLTS DESIGN YlTH 4 X LEDGER (Anchor bolt tonn. to conc. and masonry uall) PURLINS AT 8'-0' 0.C. _____1__1___________________________(__I It I I----- iil lIi i IIl !It _____I I___________________________I I_____ '-- '-- DESCRIPTION :LINE I Anchor Bolt : 0.75 Inch Dia. 91 NDS(Y=I,N=O)= I Design Loads: Gravity Loads--------- DL= 2288 t LDF= 1.25 Horizontal loads------- = 150 PLF LDF= 1.33 Live load to be include in combine loading------- ' 0 LL= 2816 b (Yes.1, No.0) Allowable load: parallel to grain: 5500 PSI perpend. to grain: 2500 PS1 i) Gravity loads : number = (DtL)/(ZminiLDF*l2) ) 0.750 inch dia. A.bolts 6 ii) Coibine loads (ul 4' horiz. load): Ziin I LDF = 1010.65 POUND R = SQRT(6ravity"2tHorizontalA2) = 2365.36 POUND number R/(Znin*LDF) 0.750 inch dia. Asbolts 3 iii) Center bolt takes 4' horiz. load : number = H/(Zmin*LDF) 0.750 inch did. A.bolts I I_______________________________________---------------------~ I USE 6 0.75 ' dia. A.bolts at ea. purlin 1 0.75 ' dia. A.bolts bet. purlins c r LEDGER ANCHOR BOLTS DESIGN WITH 4 X LEDGER (Anchor bolt conn. to conc. and rasonry wall) PURLINS AT 8'4' 0.C. _____1__1___________________________)__)----- I, ID til :*I i til :it _____I I______________.____________( I_____ b __ I __ DESCRIPTION :LINE 6.5 Anchor Bolt : 0.75 Inch Dia. 91 NDS(V=I,N=O)= 1 Design Loads: Gravity Loads--------- DL= 880 # LDf= 1.25 Horizontal loads------- = 504 PLF LDf= 1.33 0 LL= 1600 t Live load to be include in coibine loading------- Allowable load: parallel to grain: 5500 PSI perpend. to grain: 2500 PSI (Yes-1, No.0) i) Gravity loads : number = (DtL)/(Zmin*LDFtlZ) 0.750 inch dia. A.bolts 3 ii) Combine loads (u/ 4' horiz. load): I Zein 1 LDF 1632.65 POUND R = SQRT(6ravityA2tHorizontalA2) = 2199.69 POUND number = R/(Ziin*LDfI 0.750 inch dia. &.bolts 2 iii) Center bolt takes 4' horiz. load : nurber = H/(hin*LDF) 0.750 inch dia. A.bolts 2 I_______________________________________---------------------~ I USE 3 0.75 " dia. A.bolts at ea. purlin I 2 0.75 ' dia. A.bolts bet. purlins I LEDGER ANCHOR BOLTS DESIGN WITH 4 X LEDGER (Anchor bolt conn. to conc. and masonry wall) DESCRIPTION :LINE J Anchor Bolt : 0.75 Inch Dia 91 NDS(Y=l,N=O)= 1 Design Loads: (91 UBC, N.0) Gravity Loads--------- DL= 65 PLf LDF: 1.25 Horizontal loads------- = 754 PLF LDF= 1.33 0 LL= 100 PLF Live load to be include in corbine loading------- Allowable load: parallel to grain: 5500 PSI perpend. to grain: 2500 PSI (Yes-I, No.0) i) Gravity loads : spacing. (ZninftDFil2)/(D+L) 0.75 inch dia. A.bolt @ 48 inch O.C. ii) Combine loads : Ziin t LDf = 1865.43 POUNDS c t- LEDGER ANCHOK BULTS DESIGN WITH 4 X LEDGER (Anchor bolt conn. to conc. and iasonry wall) DESCRIPTION :LINE G Anchor Bolt : 0.75 Inch Dia 91 NDS(Y=l,N=O)= 1 Design Loads: (91 UBC, N=O) Gravity Loads--------- DL: 44 PLF LDF= 1.25 Horizontal loads------- = 393 PLF LDF= 1.33 0 LL= 80 PLF Live load to be include in coibine loading------- Allowable load: parallel to grain: 5500 PSI (Yes.1, No=O) perpend. to grain: 2500 PSI i) Bravity loads : spacing= (ZminiLDFi12)/(D+L) 0.75 inch dia. A.bolt @ 48.00 inch 0.c. ii) Coibine loads : Zrin i LOF = 1852.49 POUNDS r LEDGER ANCHOR BOLTS DESIGN UlTH 4 X LEDGER (Anchor bolt tonn. to conc. and oa5onry wall) ................................................ DESCRIPTION :LINE 1 AT HEZZANINE Anchor Bolt : 0.875 Inch Dia 91 NDS(V=l,N=O)= 0 Design Loads: (91 UBC, N.0) Gravity Loads--------- DL= 561 PLF LDF. 1.00 Horizontal lOad5------- = 155 PLF LDF= 1.33 I LL= 880 PLF Live load to be include in coclbine loading------- (Yeszl, No.0) Allowable load: parallel to grain: 1945 1 PER BOLT 1199 # PER BOLT i) Gravity loads : perpend. to grain: spacing. (Q*LDFtlZI/(DtL) 0.875 inch dia. A.bolt @ 9.98 inch O.C. ii) Coibine loads : PtRtLDF P sinAO t Q cos*O Fn2 __-_---_---------- : 1601.70 POUNDS R = SRRT(6ravityAZtHorizontal*2) = 1449.31 POUNDS spacing. (Fntl2)IR 0.875 inch dia. A.bolt @ 13 inch O.C. I_______________________________________---------------------~ USE 0.875 ’ dia. A. bolts @ 9.98 inch O.C. I \ c Y LEDGER ANCHOR BOLTS DESIGN UlTH 4 X LEDGER (Anchor bolt conn. to conc. and masonry uall) ................................................ DESCRlPTlON :LINE J AT MEZZANINE Anchor Bolt : 0.875 Inch Dia 91 NDS(Y=I,N=O)= 0 Design Loads: (91 UEC, N=O) Gravity Loads--------- DL= 68 PLF LDF= 1.00 Horizontal loads------- = 716 PLF LDF= 1.33 I LL= 106 PLF Live load to be include in combine loading------- (Yes.1, No.0) Allowable load: parallel to grain: 1945 t PER BOLT 1199 8 PER BOLT if Gravity loads : perpend. to grain: spacing. (RtLDFtl2)/(OtL) 0.875 inch did. A.bolt @ 48.00 inch O.C. ii) Coabine loads : PtRfLDF P sinAO t R cosV rn= _____________.____ = 2500 11 POUNDS R = SRRT(Gravity*2tHorizontalA2) 736.84 POUNDS spacing. (Fntl2)/R 0.875 inch dia. A.bolt e 40 inch O.C. I_______________________________________---------------------~ USE 0.875 ' dia. A. bolts @ 40.00 inch D.C. I I_______________________________________---------------------~ STRUCTURAL DXE~ 9 ENGlNEERSsm 1-75 i ,_~ 7- WhE FLANGE COLUHN DESIGN (3.0) 94-130 CRC LOT 71 LDF = 1.33 UNllS = INCH-KIPS U.0.N COL,HTS Lx= 22.00 FTS COL,HTS Ly- 0.00 FTS LOAD FROH FLOOR ABOVE 22.70KIPS PID, PlL, e! = 0.00 0.00 0.00 PZD, PZL, e2 0.00 0.00 0.00 P3D, P3L, e3 = 0.00 0.00 0.00 P4D, P4L, e4 0.00 0.00 0.00 nx= 174.20 INCH-KIPS ny= 0.00 INCH-KIPS Fy 8 36.00 KSI Cb ~1.00 Kx,Ky = 1.00 1-00 Cmx,Cmy = 0.60 0.60 LOAD LOAD LOAD LOAD LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 i PT= 22.70 .22.70 22.70 22.70 22.70 nx= 174.20 174.20 174.20 174.20 174.20 ny= 0.00 0.00 0.00 0.00 0.00 W14X 22 LOAD CASE= I Fa = 24.68 fa = 3.50 Fbx; 7.37 fbx= 6.01 Fby= 35.91 fby= 0.00 IA = 0.65 per AlSC 1.6-la 1B = 0.94 per ARC 1.6-lb STRUCTURAL DATE^-$/ ENGINEERS sm 1-71 ‘, L> -. c WIDE FLANGE COLUtN DESIGN (3.0) 94-130 CRC LOT 71 LDF = 1.33 UNITS INCH-KIPS U.0.N COL.HTS Lx= 22.00 fTS COL.HTS Ly: 0.00 FTS LOAD FROH FLOOR ABOVE 45.40KIPS PlD, PIL, el = 0.00 0.00 0.00 PZD, P2L, e2 0.00 0.00 0.00 P3D, P3L, e3 = 0.00 0.00 0.00 P4D, P4L, e4 = 0.00 0.00 0.00 nx= 174.20 INCH-KIPS My= 0.00 INCH-KIPS Fy = 36.00 KSI Cb 21.00 Kx,Ky = 1-00 1.00 CEX,CBY = 0.60 0.60 LOAD LOAD LOAD LOAD LOAD CASE I CASE 2 CASE 3 CASE 4 CASE 5 PT- 45.40 45.40 45.40 45.40 45.40 tlx= 174.20 174.20 174.20 174.20 174.20 i Hy= 0.00 0.00 0.00 0.00 0.00 U16X 26 LOAD CASE= 1 fa = 25.29 fa = 5.91 Fbx= 7.31 fbx= 4.54 Fby= 35.91 fby= 0.00 IA = 0.63 per AISC 1.6-la lB 0.83 per AISC 1.6-lb c, & z. -, WIDE FLANGE BEAM-COLUMN DESIGN (3.0) 94-130 CRC LOT 71 LDF = 1.33 UNITS = INCH-KIPS U.0.N BEAM-COL Lx= 20.00 FTS BEAM-COL Ly= 0.00 FTS AXIAL LOAD = 12.70KIPS Mx=1514.00 INCH-KIPS My= 0.00 INCH-KIPS Fy = 36.00 KSI Cb =1.00 Kx,Ky = 1.00 1.00 Cix,Ciy = 0.60 0.60 W18W 40 Fa = 26.21 fa 1.08 Fbx= 28.73 fbx= 22.13 Fby- 35.91 fby= 0.00 IA = 0.51 per AISC 1.6-la 1B = 0.81 per AISC 1.6-lb ) * -" e- WlJE FLANGE BEAM-COLUflN DESIGN (3.0) 94-130 CRC LOT 71 LDF = 1.33 UNITS = INCH-KIPS U.0.N BEAN-COL LF 20.00 FTS BEAN-COL Lyz 0.00 FTS AXIAL LOAD = 31.30KIPS Mx= 888.00 INCH-KIPS ny= 0.00 INCH-KIPS fy = 36.00 KSI Cb 21.00 Kx,Ky = 1.00 1.00 CIX,CDY = 0.60 0.60 Wl6X 26 Fa = 25.70 fa = 4.08 Fbx= 28.73 fbx= 23.13 Fby= 35.91 fby= 0.00 1A = 0.66 per AISC 1.6-la 18 = 0.95 per AISC 1.6-lb 1 ' I 'avi'" TRUS JOIST MACMILLAN A Limited Partnership May 3, 1994 Prime Engineering 2614 Gianelli Street Escondido, California 92025 .. .*. . .. ** Re: Lot 71 Carlsbad, CA The enclosed three (3) ce :ulations we Y the !Crus tist MacMillan representative in Carlsbad, CA for structural components to be used in t& subject building. The date these calculations were run is listed in the upper left corner of the sheet and corresponds to the following list: 0542-94 05-02-94 05-02-94 11: 54 :13 11 : 55 : 26 11: 56: 39 The professional engineer's seal on this letter is to indicate that the analysis presented on these calculations conforms with accepted design values. The specific producLappUation, design loads and dimensions shown on the calculations have been selected by our representative. the project plans to verify that this input information is correct. For these calculations to be valid for the subject project you should verify that the spans and loads shown agree with the project plans. Building Inspectors should look for the Silent Floor@, MICRO-& LVL and Parall& PSL marking on Trus Joist Madillan products to confirm that the calculations are valid for the products actually used. Please let us know if there are out these calculations. I have not reviewed 'e Sincerely, Trus Joist MacMillan Alan C. Eakuri, P. Regional Engineer Desert Pacific Sale- Desert Pacific Sales Region 660 E. Parkridge (1108 Comna, California 91719 Phone (909) 371-1170 4CT 20 '94 8:06 FROM TRUS JOIST SAN DIEGO / 10-20-1994 01: 56:30 TJ-SizingTM v4.30 sn:114085001 r nai . YC. I Trus Joist MacMillan 300 Carlsbad Yillage Dr. lZl8 Carlaad, CA 92008 USA Phcne: 619.434.3374 ......................................................................................................................... lam: Jag Love Project Rue: LOT 71 - BCACMOXB Page rid: FLOOR Based on Allowable Stress Uesign (AN) WC building code for Custob TJI products Application.. ...... ?loor . Con. Deflection Criteii! (Ma) Heiber Use. ........... , . JOE Load Classification.. ..... Floor GI Defl TLJefl. Heater Top Slope(ic,:t! ... 0.Dh Goad Duration lactor..... .. 1.00 Span 1 U600 :C/240 Roof Slopeiin/itj. ...... 0.OOC Live Load(psf 1 ............. 80.0 ?her Decking. ............... 6 .. Repetitive Yetbe: DsE.. V Dead Load(psf) ............. 31.0 ....... Partition Load(psf). ....... 20.0 Beinfoiced 0ve:hangs.r ...... B/l _______________---------.-----------~ ........................................................................ 20" TJI ( R 1 /S5C JOIST B 19 -2" o/c A 22'- 0.00" * ___-__--- _____-_.___________----.------------------ S 1 €1 A I A 1 T S 1 S . A S D ......................................... IIPOBTA111! The analyois presented belov is output fro8 softvare developed by Ttns Joist NaeYillat(?JX). Allowable prodnct valnes shown are in accordance xith corrent TJN Raterials 6Ud code accepted design values. The specifir p:odo:t application, input design loads and stated diiensions have been provided by others, havs not he?n checked for conforrance with tbe design drawings of the building, and have not been reviewed by TJV Engioeering. Concentrated load requirenents for standard non-residential floors have been considered. Web stiffeners are required at bearing 1, 2 Shear(1b) 2306 2306-a. 119% L!. end Span 1 under Floor loading Reaction( lb) 2306 2306 ( 2740 119% Boating 1 under Ploor loading Hoient(ft-lb) 12681 12681 ( 15125 124\ HID Span 1 under Yloor loading live Defl.(in) 0.385 ( 0.440 L/686 HID Span 1 under Floor hading Total Defl.(in) 0.630 ( 1.100 Id419 HID Span 1 under Floor loading * HariBa Design lllovadle Control ------- - span 1 * lax. Reaction lotal(1b) 2306 2306 Live(1b) 1408 1408 Xequired Brg. Lengtb(in) 2.50(Y) Z.SO(W) Wax. Uabraced Gengtb(in) 69 . '. Copyright IC) 1994 bg Trus Joist Madillan, a linited prrtnerihip, Boise, Idaho. TJI(1I is a registered tradeiart of Tras Joist WtcNillan. TJ-Siaingfl is a tradeiark of Trus Joist Yaclillan. I2 I b 17.1 /% 15 ' I 26. I' , i 6.33' +- I _..I_ ....... - 6;oo ....... ......... B?Jz 445 I__ 460 438 ZYooox .83 Fv 26,l '''14 ~ - '- I - 1.2. . = 24.4 '. . I I 3.3 + .6 3.4 - 3.5k - 1.5' , = z3.q STRUCTURAL lUBE BEAH-COLUMN DESIGN (1, 94-130 Blacklore rev. 6. ?/A LDf = 1.33 UNITS = INCH-KIPS U.0.W BEMI-COL Lx: 23.75 flS BEM-COL Ly= 23.75 FTS ALLPIED AXlAL LOAD = 0.OOKIPS IF 273.00 INCH-KIPS My: 0.00 INCH-KIPS Fy = 46.00 KSl Cb =1.00 Kx,Ky = 1.00 1.00 ClX,ClY 2 1.00 1.00 TSIO.01 6.016.1875 Y6T= 19.63 Fa = 14.69 fa = 2.00 Tbx= 36.71 fbx= 19.90 fby= 36.71 fby: 0.00 1A = 0.71 18 = 0.60 TS12.0X 4.0X0.1875 19.63 -2.18 2.00 36-71 19.40 36.71 0.00 -0.36 0.58 IS 8.0X 4.0110.3125 23.34 6.42 1.68 36.71 23.52 36.71 0.00 0.96 per MSC 1.6-la 0.69 per AISC :.E-!t '. STRUCTURAL TUBE BEAbCOLUHM DESIGN (1.3) 94-130 Blatkaore rev. 6.9 /B.b LDf = 1.33 UNITS = INCH-KIPS U.0.N BEAM-COL Lx- 23.10 FTS BEAM-COL Ly= 23.10 FTS ALLPIED AXIAL LOAD = O.M)KIPS MX= 448.00 INCH-KIPS My= 0.00 INCH-KIPS Fy = 46.00 KSI w =1.00 Kx,Ky = 1.00 1.00 Cax,Cay = 1.00 1.00 TSI2.01 4.0XO. 1875 U6T= 19.63 fa = -0.56 fa = 3.49 fbx= 36.71 * fbx= 28.78 Fby= 36.71 fby: 0.00 iA = -5.44 18 = 0.88 TS12.01 6.010.1875 22.18 16. I2 3.09 36.71 22.79 36.71 0.00 0.85 0.71 TS 8.01 6.010.3125 27.59 14.76 2.49 36.71 26.02 36.71 0.00 0.96 per AISC 1.6-la 0.78 per AlSC 1.6-lb '. STRUCTURAL TUBE BEAH-COLUtlN DESIGN (1.3) 94430 Blacknore rev. b.7 / E LDF = 1.33 UNITS = INCH-KIPS U.0.N BEAR-COL Lx' 24.05 FTS BEAR-COL Ly' 24.05 FTS ALLPIED AXIAL LOAD = 0.OOKIPS Rx- 218.00 INCH-KIPS Hy: 0.00 INCH-KIPS Fy = 46.00 KS1 cb =l.W Kx,Ky = 1.00 1.00 Cax,Cay = 1.00 1-00 TS 7.0X 5.OXO.IQ75 Y6T= 14.53 Fa = 9.92 fa 0.96 Fbx= 36.71 * fbx: -1.16 Fby= 36.71 fby. 0.00 1A = 0.06 1s = -0.01 TS 8.OX 4.0X0.2500 19.02 6.49 1.31 36.71 21.58 36.71 0.00 0.83 0.62 TS 6.03 6.030.2500 19.02 12.95 1.31 36.71 24.14 36.71 0.00 0.83 per AISC 1.6-la 0.69 per AISC 1.6-lb / t h . PRIME STRUCTURAL ENGINEERS 2614 Gianelli Lane Tel (619) 746-4611 Escondido, California 92025 STRUCTURAL CALCULATIONS Y+3) Q A TYP. U.O.N. a I zo' I . .. -r 7. '. i BUslplZv1~0b4148TBEA~ ANALYSIS PRO6RAHslp9~1sOb414BT (6.43~8Us0p10.00h12~0~0~3T SPAN LEHGTH = 20.00 ft (Siaple Span) -_ UNIFORH LOADS (k/ft k ft) 1, Wl - w2 ,.1 ud *I.- 0.650 (!.3,:>!! (1.OO 20.60 ,. 0.00(1 fi,E$<l (1.00 4.83 1, 0.00(1 1.3; 4.Q 20.00 /; REACTIONS fi .: LOAD .. LEFT RIGHT Dead 5.500 6,500 Live 1:..22 12.764 Total !7.7?2 19.264 n~~nun FORCE: V aax = m.26 1. e 20.00 ft 'R #ax = '35.!1 ift @ 10.13 ft DEFLECTIONS -:El = kin*2) - LOAD 3efl (in) 1 (ft) Total 6819824/EI 10.04 Live 4479886/E1 10.06 Dead 2340000/EI nidspan 60v. Def1ecti.x : ic:al = Liz40 Required ! = I;: ir'i DEFLECTIONS ficl Total = 0.5: = 4 / 457 52 I Live = 0.34 : t I 696 52 Y. Dead = 0,!k - '. ', iIii!3194 ' 94-330 RUslp12vlsC~4148iBEA~ ANALYSIS PR06RA~slp9vlsOb~44148i (6.43)8UsOp10.60h12vO;Objl SPAN LENGTb = 20.00 ft (Sirplr :pan) -. UNlfORH LOA35 ;k/ft h ft) ud 21 XI - x2 0.650 0.000 0.00 20.00 0.000 1.301 0.00 7.50 0.000 0,880 7.$0 20.00 :, REACTIONS I. k) LOAD LEFT RIGHT Dead 6.500 6.500 I .iYE ::.365 !.3'32 Total i7.265 15.892 . LOAD Lei. !in) X (ftl Total 597?087/EI 9.91 .. Live 36324311EI 9.86 Dead 2340600iEI mdspan 60v. Deflect:on : Total = Ll240 Required I = ?06 in'4 Y 16 x 31 Fv = 36 ksi 1 1/03/94 . 94-30 UNIFORM Li'AirS (rift h fti 0.000 .;52 0.00 4.83 0.000 ,615 4,83 20.00 REACTIONS 'k) LOAD LEFT RIGHT Dead . 11.700 11.700 Live 15.032 15.996 Total 26.732 27.696 HAXIHUH FOkCES V lax = '27.70 k e 20.00 ft ti lax = ~7.72 tft e 10.06 ft DEFLECTIONL iE: = kin^2i LOAD * iiefl (io) 1 (ft) Total 9898512!EI 10.02 Live 5686537/EI 10.03 Oead -i,:lb,.!it! lidspan :.,'-.;,. ,_ Gov. Defie::;m : iatil : L/240 ieoujred j - 341 ;;"a U 18 x 46 Fy = 36 ksi STRESSES !pi 1 Fv = 14.41 fv = 4.26 30 Z Tb = 23.7; fb = 20.97 88 % DEFLECTIONS (in) Total = 0.48 a L I 501 4B 4 Live = 0.28 = L I871 41 I Dead = 0.20 ' .' Bn AT LINE Z BET E.5 F 11!03/?'4 . 94-330 -_-----___..-------_---- 8Uslpl2vlr ~414BTBEAH ANALYSIS PR06RAHsIp9vlsOb4148T t6.13)8UsOp10.00h12vOs0b31 SPAN LENGi. = 20.00 ft (Si#p!p Span) UNIFORH LCRDS (tift & ft) ud . ~ ul XI - 12 1.170 ,000 0.00 20.00 I _r i 0.000 ..615 0.00 7.50 0.000 ,252 !.so 20.00 REACTIONS i! LOAD LEFT RIG;: Dead 11.700 11.700 Live 15.121 13.887 !otd '2i,.821 25.587 nAXinuN FG:ES V lax =* 26.82 k P 0.00 ft H nax = :zi.ei kft @ 9.85 ft DEFLECTIDRS (El = kinA2) . LOAD Defl (in) X (ft) Total 9368169/EI 9.97 Live 5156275/E1. 9.94 Dead 4211999/EI iidspan Gov. Defle<tion : Total = L1240 Required I = 323 in"4 STRESSES . FV 14.: !i 4.76 33 Z Fb = ??..~.' !r : 22.77 16 1 DEFLECTl0k:i (in) Total = ':!.53 'a L / 455 53 '1 Live = :, .- __ ,..iY L i 826 14 X Dead = 9.24 ' .' 11/03/94 . 94-30 ..I 8Uslp12vlsOb4!48TBEA~ ANALYSIS PR06RAHslp9vlsOb414RT (6.43)8Us6p10.0(lh12vOjOb31 SPAN LENfiIr 2 20.00 ft (Sinpl: Sun:. UNIFORH LO: .: it/ft ti ftl i. 11 - x'; Wd . *! . 1. 170 i , i!OO O&j 2;. 'D 6.066 :.'I29 0.06 7.00 0.006 1.352 7;00 20.60 REACTIONS ,.j LOAD . LEFT RIGHT Dead 11.700 11.760 Live 16.851 14.224 iota! 28.551 25.924 nAximum FOF_:ES V max = 29.55 k @ 6.00 ft II lax = :33.26 kft @~ 9.72 ft DEFLECTIONS (El = kinA2) LOAD Defl (in) 1 (ft) Total 3639!47/EI 9.93 STRESSES 51 1 Fv : 14.C fv : 5.06 35 Z ', ..I , ... fb = 23.7C fb = 23.38 98 X DEFLECTION:^ ( in) Total = -.54 '* L I 442 54 7. Live = L.31 L I785 46 X Dead = ;.24 LOAD LEFT RIGHT Dead 11.700 11.700 Live 13.793 14.375 Total 25.493 26.075 HbIIHUH FOKES V lax = 26.07 k e 20.00 It H max = :28.86 kft e 10.11 I: DEFLECTIOW: lEl = uin"2) LOAD Dell (in) X (fL ?;La1 i:791'1'3/EI 10.02 iive 5067161/EI 10.03 Bead :~I~(;W:;~l aidspan Gov, Def!r-,ion : Total = L/24C ReFu!rea : :. ZC if4 STRESSES '!~31) Fv = 14.# fv = 1.62 32 Z Fb = 23.i- fb 22.61 95 X . DEFLECTIOb (in) Total = '.52'* L I459 52 X Live = !1.29 : L I 841 43 X Dead = tb.24 " ._ . 9.. , I iL IaY ., . SPAN LENGTc : 15.00 ft (Sinpie Soan) t UNIFORH LOAOS (klft h ft! ud .- dl x1 - 12 0.022 O.’l40 0.00 15.00 L M nax = :.744 kft @ 7.50 ft DEFLECTIONS :E: = Itin”?) LOhD 3efl !in1 X (ftj Total 70622/EI 7.50 Live 45562IEl 7.50 Derd ;5059/El iidspan kov. DefletEon : Total = LlISO Required El = 70622 kinA2 L!ve = 0.2; = L I625 38 X Dead = 0.15 3 ' ' , 63 , *f* SYSTEMS PROFESSIONAL PROGRAH NO. 11.0 REV-SO5J.Fl fff CONCRETE COLiiNN - STRENGTH DESIGN METHOD, 1983 ACI f*t*iiff*itti*ittti4t€~~€ttt*?*i~~t*tt*ti*it~tifffffft*ffffffffffffff*ti .* INPUT VALUES ______-__--____-_---------- B 1 F'C FY PHIL PHI6 ASBIN ASMAX CLRNN F'C EC ES EU IN IN KSI KSI . RATIO RATIO IN KSI KSI KSI INlIN 18.0 18.0 3.0 so. .oo .no .ooo ,000 .oo .oo o. 0. .OOO BIN KOW It2 MAX ROY It2 HlN RON 34 MAX ROU 3t4 R NO. BAR COV NO. BAR COV NO. BAR COV NO. BAR COV NO. BAR COV MODE BAR SIZE IN BAR SIZE IN BAR SIZE IN BAR SIZE IW BAR SIZE IN I 12 7 2.00 0 0 .oo 0 0 .oo 0 0 .oo 0 0 -00 NO. OF BAR AREA OF STEEL COVER BARS SIZE STEEL +%-IN) PERCENTAGE (IN) I2 7 7.20 2.23 2.00 SVMHETRICAL REINFORCENEHT PATTERN ROli I k ', ,h ' '-' i RQU 3 RON 4 BARS 4 NO. 7 4 UO. ? 2 NO. 7 i :IO. 7 COVER 2.000 2,000 2.000 :,iiiio NO, IN?ERRC!ION INFORIIATION LHODE LINES x AxIS(I0X) v AXIS(1OY) or LOADING U=W REQUESTED, OTHERWE REQUESTED 00 1 1 VALUES ASSUMED BY PRObKM ........................... B T F'C FV Pliii. PHIB bSM1N ASBAX CLMRN F'C EC ' ES EU IN IN KSI KSI WIN SR-IN IN KSI KSI KSI IN/IN 18.0 18.0 3.0 60. .73 -98 .Ob -00 .OO 2.55 3156. 29000. ,003 MN ROW It2 HAX-ROU It2 MIN RON 34 HAX .ROU 3+4 R YO. BAR COV NO. BAR COV NO. BAR COV NO. BAR COV NO. BAR COV MODE BAR SIZE IN EAR SIZE IN BAR SI?E IN EAR SIZE IN BAR SIZE IN I 12 7 2.00 4 7 2.00 4 1 2.00 2 7 2.00 2 7 2-00 INTERACTION CUNTROL POINTS REQUESTED PB * iP AXIS PI p-si, o-,zi'y 11 867.9 564,, 381.4 240,;. 97.5 n-cw, n-.5~y ne .in nz 140.6 190.3 217.8 198.9 211.9 14i!.i 190.3 217.9 198.9 211.4 a=- A 17- 9 tin n (~~1 V 867.9 564.5 ' 381.4 240.3 97.5 1 867.9 635.: 404.8 212.1 96.9 1 ^^ .)'. . . (1 I 'i' (. CONCRETE EEAH DESIGN [tension steel only) . .. I DESCRIPTION: SPANDREL Eil AT CANOPY 1 .* 'i! , ,I 11 i' ,I I,. f'c. 3 !si Va = 3 kip b = 12 in fy = 60 ksi tia = ..29.98 k-ft h = I8 in .,i: Ultlallou = 1.4 d = h - 2 in d = 16 in Vu = 25.74 05i Vc = 109.54 osi V5 = 0.00 psi vc!L = 54.77 p5/ No shear reinf. req'd spacing of 13 tie required = 0.00 in O.C. * HU = 41.97 !.-it As req'd. 0.61 sq.in A5 #in = 0.64 sq.in (20011~ x b'x d 1 As #ax = . 3.08 sq.in (Rhou Ea1 x 0.75 x b x d ) Beta 0.85 Rhow Bal = 0.02 A5 rin provided AS #4 re-bar req'd= 4 . 0.80 sq.in 15 re-bar reqtd= 3 0.93 sq.in 16 re-bar req'd= 2 0.88 sq.in 17 re-bar req'd; 2 1.20 sq.in i 18 re-bar req'd= I 0.79 sq,in 19 re-bar req'd= I 1.00 sq.in '. 1.2 I, , GRADE BEAH ANALYSIS PROGRAM ii.02) footing LENGTH = 7.50 ft footing UlE:! = 7.50 ft footing DEPIh = 2.00 It Conc Ueight = 0.15 kcf Surcharge = 0.00 ksf Footing + Surih. = 2.25 klf POINT LDAOS (k & It) r. I x 36.70 3.75 HDHENT LOADS (kft & ft) 1- x 100.94 3.75 RESULTANTS *k, ft b ksfl - CASE Pt 5:.:1 10/31/94 \ $ _I 5 2. . '. , ' , i _- DESIGN DATA f'c = 2.50 ksi b = 90.00 in 'r. fy = bO.08 ksi h = 24.00 in Load Fact(r = 1.40 d = 21.00 in .e SHEAR DESIGN .* VMX = 39.3 k vr = 189.0 k Vn = 64.7 k Vs = 0.0 k ftEXURAL DE::iiN Beta 1 = 0.85 As rin = 6.30 si As lax = 25.26 5i Ht lax = R8.7 kft H- ain = -12.2 kft Hn+ = 1?El.O kft In- = -19.0 kft As str : 1.33 si As str = 0.18 si As = i.77 si lis = 0.24 si . Bottom Steel Top Steet Bar No. Space . No. Space I. I 9.8 9.3' 1.2 42.0' # 5 5.7 14.0' 0.8 - I K 4.0 21.0' 0.5 - PRlMEm3* * . '. ',J L, , -. ~- I I I .. bu f ! i I B1 -- BEAM ANALYSIS PROGRAM IWJ SPAN LENGTH = 16.00 ft (Simple Span) i _- UNIFORM LOADS (k/ft & ft) 1 - x2 0.00-i 16.00 .. - 0.100 0.160 REACTIONS (k) OAD LEFT RIIGHT Dead f 0.800 0.800 Live 1.280 1.280 Total 2.080 2.080 AXIHUM FORCES V max = 2.08 k @ 0.00 ft M max = 8.32 kft @ 8.00 ft DEFLECTIONS (E1 = kinA2) OAD Defl (in) x (ft) Total 383386/EI 8.00 Live 235930/EI 8.00 De@ 147456/EI midspan Gov. Deflection : Total = L/180 Required I = 12 inA4 W 8 x 10 Fy = 36 ksi -------- TRESSES (ksi) Fv = 14.40 fv = 1.55 11 % Fb = 23.76 fb = 12.78 54 % Total = 0.43 = L / 447 40 % Live = 0.26 = L / 727 33 % Dead = 0.17 . EFLECTIONS (in) '. 11/09/94 94-330 B2 -- BEAM ANALYSIS PKOGRAM (643) SPAN LENGTH = 16.00 ft ., (Simple Span) \ $ _> UNIFORM LOADS (k/ft & ft) 1 - x2 -" 0.020 0.000 0.00 5 16.00 POINT LOADS (k & ft) .j d P1 X 1.600 2.860 8.00 REACTIONS (k) OAD LEFT RIGHT Dead 0.960 0.960 Live 1.280 1.280 Total 2.240 2.240 AXIMUM FORCES v maic = 2.24 k @ 0.00 ft M max = 17.28 kft @ 8.00 ft DEFLPCTIONS (E1 = kin"2) OAD Defl (in) x (ft) Total 642908/EI 8.00 Live 377487/EI 8.00 Dead 265421/EI midspan Gov. Deflection : Total = L/180 Required I = 21 in"4 TRESSES (ksi) Fv = 14.40 fv = 0.94 7% Fb = 23.76 fb = 13.92 59 % . EFLECTIONS (in) Total =. 0.25 = L / 767 23 % Live = 0.15 = L /1307 18 % Dead = 0.10 11/09/94 94-330 i t '/ i 'i. 1 '*.tS, , FOOTING AT MECH. ENCLOSURE .......................... GRADE BEAM ANALYSIS PROGRAM. ., (4.02) Footing LENGTH = 2.50 ft Footing WIDTH = 1.00,ft Footing DEPTH = 1.00 ft Conc Weight = 0.15 kef..- .. Surcharge = 0.00 ksf$ .. Footing + Surch. = 0.15 kif " .. i ,.* :i &, POINT LOADS (k & ft), 7. 3:; c i.i z: aV ' : /$ 0.95 1.25 .. ii.. .. ,. . . ., ,, 0.80 1.25 '. 1 '1. .. MOMENT LOADS (kft & ft) .i RESULTANTS (k, ft & ksf) ASE 1 Q min 0.00 NAXIMUM FORCES (k, kft) ASE 1 - V max 0.98 M max 0.84 W min -0.12 "3C 0. *( 11/02/94 94-330 . FOOTING AS MECH . ENCLOSURE 94-330 .......................... GRADE BEAM DESIGN PROGRAM. (4.02) 5- ESIGN DATA f*c = 2.50 ksi b 7 12.00 fy = 60.00 ksi h = 12.00 Load Factor = 1.40 d.-g 9.00 iu 'E. HEAR DESIGN Vmax = 1.0 k Vc = 10.8 k Vn = la6 k Vs = 0.0 k Av = 0.12 si/ft S max = 4.50 in Vs = 0, stirrups are 1 # 3 stirrup @ 4.5" 1 # 4 stirrup @ 4.5" LE- DESIGN Beta 1 = 0.05 As min = 0.36 si As max = 1.44 si . M+ max = 0.8 kft M- min = -0.1 kft m+ = 1.3 kft Mn- = -0.2 kft As str = 0.00 s b As str = 0.03 si As = 0.04 si As = 0.01 si0 $ Bottom Steel Bar No. Space 0.2 - x4 0.1 x5 0.1 #6 0.1 x7 0.0 #9 0.0 - - - - - #a Top Steel No. Space 0.0 - 0.0 - 0.0 - 0.0 - 0.0 - 0.0 - '. 1 7 -1 -1 -1 !-I -1 -J -1 -1 , -1 -1 -1 -1 PRELIMINARY GEOTECHNICAL STUDY CARLSBAD RESEARCH CENTER CARLSBAD, CALIFORNIA FOR BLACKMORE PARKVIEW ASSOCIATES C/O BILBRO & GRIFFIN 750 B STREET, SUITE 1930 SAN DIEGO, CALIFORNIA 92101 LOT 71, CARLSBAD TRACT 85-24, UNIT 4 JUNE 9, 1994 W.O. 1699-SD GeoSoils, Inc. u .. TABLE OF CONTENTS . SITE DESCRIPTION ........................................................ 1 PROPOSED DEVELOPMENT .................... ; ............................ 2 F r. FIELD EXPLORATION ....................................................... 2 1 :I .-I . 1 -1 ,- I -J -1 -1 -1 -1 -1 '7 1 -1 ,.I LABORATORYTESTING ..................................................... 2 2 4 ExpansionlndexTest ................................................... 4 ShearTest ........................................................... 4 "RValueTest ......................................................... 4 General .............................................................. 2 Field Moisture and Density ............................................... Laboratory Standard - Maximum Dry Density .................................. EARTH MATERIALS ........................................................ 5 Arttflctal F~ll ........................................................... 5 Paleosoil ............................................................. 5 . Point Loma Formation ................................................... 5 .... Metavolcanic Bedrock ................................................... 5 GROUNDWATER .......................................................... 5 FAULTING AND REGIONAL SEISMICIlY ........................................ 6 Other Hazards Considered ............................................... 6 FINDINGS ............................................................... 7 EXISTING FILLS ........................................................... 7 Existing Slopes ........................................................ 7 RECOMMENDATIONS-EARTHWORK CONSTRUCTION ............................. 8 Removals ............................................................ 8 Fill Placement ......................................................... 8 Earthwork Balance ..................................................... 8 Subdrain Systems ...................................................... 8 Lot Overexcavation and Capping ........................................... 9 Slope Stabtllty ......................................................... 9 Fill Slopes ............................................................ 9 Cut Slopes .......................................................... 10 Erosion Control ....................................................... 10 .. RECOMMENDATIONS . POST EARTHWORK CONSTRUCTION ...................... 10 Foundation Settlement ................................................. 11 ..................................................... Floor Slab Design 11 CeoSoils. Inc . Table of Contents (continued) .. Retaining Walls ....................................................... 12 General ........................................................ 12 Restrained Walls . . . . . . , . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Cantilevered Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Wall Backfill and Drainage . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . 12 POST GRADING CRITERIA. . . . . , . . . . . . . . . . , . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . 13 Graded Slope Maintenance and Planting . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . 13 Additional Site Improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Additional Grading .................................................... 13 Footing Trench Excavation .............................................. 13 Trenching ........................................................... 13 Drainage ............................................................ 13 Landscape Maintenance ................................................ 14 Utility Trench Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . 14 PLAN REVIEW ........................................................... 14 LIMITATIONS ............................................................ 15 - u , i I -1 .-I -1 GeoSoils, Inc. -I 1 I @@E* - Geotechnical Geologic Environmental 5741 Palmer Way Carlsbad, California 92008 (619) 438-31 55 FAX (619) 931 -091 5 June 9, 1994 -1 W.O. 1699-SD -1 I -1 -1 7 -1 '-1 -1 -1 -1 fl'l -3 -- 1 -1 r- 1. . I BLACKMORE PARKVIEW ASSOCIATES c/o Bilbro & Griffin 750 B Street, Suite 1930 San Diego, California 92101 Attention: Mr. Rob Bilbro Subject: Preliminary Geotechnical Study Lot 71, Carlsbad Tract 85-24, Unit 4 Carlsbad Research Center Carlsbad, California Gentlemen: In accordance with your request, GeoSoils, lnc. has performed a preliminary geotechnical study concerning proposed development at the subject site. The purpose of our study was to evaluate the nature of earth materials underlying the site and to provide recommendations for site preparation, earthwork construction and foundation design/construction based on our findings. Selective testing of existing artificial fills/earth materials on the previously sheet-graded property was included in our evaluation. SITE DESCRIPTION Lot 71 of the Carlsbad Research Center development is pentagonal in shape, and comprises approximately 3.52 acres. The site is located northwest of the intersection of College Boulevard and Aston Avenue, in the City of Carlsbad, California (Figure 1). Carlsbad Research Center Lot 72, currently also sheet graded and undeveloped, is located northwest of the subject property. To the west of the site is a manufacturing facility, and on the adjacent property to the northwest is a recreational/park area (pond and landscaped areas). Lot 71 has previously been mass graded. According to a geotechnical report reviewed (Reference l), fills of up to 25-t feet in depth exist on the site. Fill slopes, all approximately 2:1 in gradient (horizontal to vertical) and up to 122 and 222 feet in height, descend to adjacent properties to the northeast and northwest of the subject property, respectively. A temporary desilting basin/sump drain is located toward the western most corner of the site. Site surface drainage is generally directed to this basin primarily by means of sheet flow action. At the time WPROXIMATE SCALE = 1":2,400' ?ROM THOMAS BROTHERS GUIDE. 1994 SITE LOCATION MAP DATE MAY, 1994 W.O.NO 1699-SD Geotechnical Engineering 0 Engineering Geology I FIGURE 1 FORM 89/22 .- BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 2 of our study, most of the interior areas of the site appear to have been recently disced. Perimeter areas adjacent to College Boulevard and Aston Avenue are landscaped. PROPOSED DEVELOPMENT It is our understanding that proposed site development will consist of preparing the property for the construction of a 60,000? square foot, concrete tilt-up industrial building with a mezzanine. Access driveways, parking and landscaped areas are also anticipated. It is assumed that site grading will utilize typical cut and fill grading techniques, with anticipated cuts and fills on the order of 5 feet in height. It is also our assumption that any fill and/or cut slopes are to be constructed at gradients of 2:l (horizontal to vertical) or flatter. Data collected during our field evaluation is presented on the enclosed Geotechnical Map, Plate 1. The base for this plate is a 1"=30' topographic map provided by OMalley and Associates. FIELD EXPLORATION Subsurface site conditions were explored by excavating 6 large diameter (22 feet) borings with a bucket auger drill rig. Field exploration was performed on May 23, 1994. Field explorations were performed by a GeoSoils, Inc. staff geologist, who logged the borings and obtained representative samples of the earth materials for laboratory testing. Borings ranged from 4 to 262 feet in depth. Logs of the excavations are included in Appendix I. The approximate locations of the borings are shown on the enclosed Geotechnical Map (Plate 1). LABORATORY TESTING Genera I Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics and engineering properties. The test procedures used and subsequent results are presented below. Field Moisture and Density Field moisture content and dry unit weight were determined for relatively "undisturbed samples of earth materials obtained. The dry unit weight was determined in pounds per cubic foot (pcf) and the field moisture content was determined as a percentage of the dry weight. Water contents were measured in general accordance with ASTM 0-2216. Results of this testing are summarized in the following table: GeoSoils, Inc. 'I 7 --I -1 -I 7 -1 -1 -3 -1 :I -1 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 3 CeoSoiIs, Inc. e E1 @a E3 @ 15' 8-4 @ 1' BLACKMORE PARKVIEW ASSOCIATES I W.O. 1699-SD -! Olive gray CLAY wlsand 108.0 20.0 Light brown CLAY wlsand 110.0 19.0 Olive gray sandy CLAY 11 3.5 16.0 JUNE 9, 1994 PAGE 4 - Laboratory Standard - Maximum Dry Density To determine the compaction character of representative samples of onsite soil, laboratory testing summarized in the following table: - , was performed in accordance with ASTM Test Method D-1557-91. Results of this testing are -1 :I 7 -1 7 -1 -1 -1 -1 -1 ExDansion Index Test An expansion test was performed on a representative sample of site soil. The sample was tested in general conformance with test number 29-2 of the Uniform Building Code. An expansion index number was recorded for the material obtained from boring B-1 at a depth of 0-2 feet. An expansion index number of 67 was recorded for this soil. This test result is classified as medium in expansion potential. Shear Test A shear test was performed on a remolded soil sample in a strain control-type direct shear machine. The sample was prepared at optimum moisture content and 90 percent of maximum dry density. Testing was performed in general accordance with ASTM Test Method D-3080-90. Results of this testing is plotted on the enclosed Shear Test Diagram, Plate SH-1 (see Appendix 11). "R" Value Test A representative sample of near surface soil was collected from boring B-1 for 'R' Value testing. Results of this testing is included in Appendix 11, at the back of this report. Based on this result, pavement design section(s) can be provided once traffic index numbers are provided, assuming that site conditions do not change significantly subsequent to site fine grading. Based upon the abundance of fine grained soils on the site and the low 'R' Value determined for the sample tested, lime treatment of pavement design areas may increase the service life of site pavement areas. Typically, this would consist of mixing 3-5 percent lime into surficial site subgrade soils, prior to compacting to 95% relative compaction. More precise recommendations for lime treatment of pavement subgrade soils could be provided in a final compaction report, which will be prepared subsequent to rough grading of the site. -1 '- I GeoSoils, Inc. BLACKMORE PARKVIEW ASSOCIATES - W.O. 1699-SD JUNE 9, 1994 PAGE 5 . EARTH MATERIALS - Earth materials encountered onsite consist of artificial fill, Tertiary sediments, metavolcanic bedrock, and Cretaceous age sediments of the Point Loma Formation. Artificial Fill (map symbol at) Existing fill was encountered across most of the site. Fill encountered generally consisted of medium brown clay with sand and gravel to cobble size rock. The fill was generally medium dense to dense, and moist below the top 1.5t feet (see Appendix I). Paleosoil Olive green and brown mottled clay with sand was encountered in borings 8-3, 6-4 and 6-5. This material appears to be what Wilson (1972) has identified as Paleocene (?) Paleosoil. This material is believed to represent highly weathered underlying volcanic and sedimentary bedrock (Point Loma Formation) materials. Paleosoil material encountered was generally very firm and moist. -i -1 1 "I :I -1 -1 7 --I -1 1 '- 1 "-1 Metavolcanic Bedrock (map symbol Jsp) Jurassic age volcanic bedrock is identified on published geologic maps reviewed of the subject site area (Reference 3). Additionally, according to Reference 1 this volcanic material was exposed at grade subsequent to the rough grading of Lot 71. For the subject investigation, volcanic material was observed near the surface toward the western portion of the site, and encountered in boring 6-6 at a depth of 12 foot. Where exposed, the volcanic rock has weathered to a yellow brown mottled silty sand with rock fragments. The volcanics were very dense at shallow depth when encountered in our borings (see Appendix I, borings 6-1 and 6-6). Since the site appears to have been recently disced, exposed (i.e., mapped) volcanics are only approximated on Plate I. More accurate mapping of this unit should be performed during fine grading of the site. Point Loma Formation Sedimentary bedrock, identified by others (Reference 3) as belonging to the Cretaceous age Point Lorna Formation, was encountered in a boring excavated toward the eastern portion of the site (see Appendix I, boring 6-2). Where encountered, this material consisted of a light olive gray sandstone with silt, was medium dense and moist. GROUNDWATER Groundwater was not encountered in any of our excavations and is not anticipated to adversely affect site development. The observations made reflect site conditions at the time of this geotechnical study and do not preclude changes in local groundwater conditions in the future. The need for subdrainage should be further evaluated when project grading plans are finalized, and during project earthwork. GeoSoils, Inc. .-. I -, 'I i -. I i -1 -1 -1 -1 -J -1 L. -1 -1 -1 ,- J -1 -1 -' I BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 6 FAULTING AND REGIONAL SEISMICITY No known active or potentially active faults are shown on published maps in the vicinity of the site (Jennings, 1992). No evidence of faulting was observed in any of the exploratory borings excavated. There are a number of faults in the Southern California area which are considered active and would have an affect on the site in the form of ground shaking, should they be the source of an earthquake. These include but are not necessarily limited to the San Andreas Fault, the San Jacinto Fault, the Elsinore Fault, and the Rose Canyon Fault Zone. It should be noted, that there is no published or unpublished consensus on the relative seismic activity of the Rose Canyon Fault Zone. Studies at one location in Rose Canyon have indicated Holocene activity along one strand of this fault zone (Lindvall, et. al., 1989). As a result of these studies, the state of California has classified portions of the fault in the City of San Diego as active. The possibility of ground acceleration, or seismic shaking, at the site may be considered as approximately similar to the Southern California region as a whole. The relationship of the site's location to major mapped faults within Southern California is indicated on the Fault Map of Southern California (Figure 2). The peak horizontal ground accelerations were determined based on the attenuation relation developed by Sadigh (1989). The largest probable and credible peak horizontal ground accelerations anticipated at the site would be 0.2689 and 0.4259, respectively, produced by a magnitude 6.25 earthquake on the Rose Canyon Fault, 62 miles west of the site (see Appendix Ill). The acceleration-attenuation relations of Sadigh (1989) have been incorporated into EQFAULT (Blake, 1989). EQFAULT is a computer program which produces deterministic values of horizontal accelerations from digitized California faults. The results of this computer file search and computations are enclosed in Appendix 111. Other Hazards Considered The following list includes other potential seismic related hazards that have been evaluated with respect to the site. In our opinion, the potential for these hazards to affect the site is considered negligible. . Surface fault rupture . Liquefaction . Dynamic Settlement . Tsunami . Ground lurching or shallow ground rupture -' J GeoSoils, Inc. c - c - 7- -1 -i -1 -1 ,. -1 -1 7 71 -1 7 -1 -1 -1 -1 Modified after Friedman and Others. 1976 I Geotechnical - Geologic Environmental FIGURE I FIGURE' FORM 89/22 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 7 ,-- -1 -1 7 .. -1 -1 -3 -1 -1 -1 FINDINGS Based on our field exploration, laboratory testing, engineering and geological analyses, it is our opinion that the project site is suited for the proposed development from a geotechnical engineering and geologic viewpoint. The recommendations presented herein should be incorporated into the final design, grading and construction phases of site development. The engineering and geologic analyses performed and the recommendations presented, have been completed using the information provided. In the event that the information concerning the proposed development is not correct, or any changes in site design as currently understood are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed, and the recommendations presented herein are modified or approved in writing by this office. The primary geologic and geotechnical conditions which affect proposed site development are summarized below: . . Potential cut/fill transition(s). In-place densities of the existing fills and their ability to support additional loading without undergoing significant consolidation. The stability of existing fill slopes. Depth of removals. Material bulking and/or shrinkage. Engineering properties of onsite materials. Control and mitigation measures for erosive materials. The possibility of seismic shaking to occur during a seismic event on one of the regional faults. EXISTING FILLS Field testing provided by San Diego Geotechnical Consultants, Inc. during construction indicated the fill was consistently placed above 90% relative compaction (Reference I). Based on our field observations and laboratory analyses the fills appear reasonably well compacted and moist. Field observations within the upper 1.55 feet of the existing fill indicates relative compaction is consistently less than 90% due to weathering and discing. As these materials will be subject to additional loading, removal and recompaction of the upper 1.5 feet of all existing fill is warranted. Exlstlns SloDes All existing slopes are at 2:1 gradients. These slopes have performed well and show no evidence of instability. Some minor erosion has occurred. Overall, existing site slopes should continue to perform adequately in the future provided an appropriate maintenance program is followed. GeoSoils, Inc. I BLACKMORE PARKVIEW ASSOCIATES - W.O. 1699-SD JUNE 9, 1994 PAGE a . RECOMMENDATIONS-EARTHWORK CONSTRUCTION - I - All grading should conform to the guidelines presented in Appendix IV, Chapter 70 of the Uniform Building Code, and the requirements of the County of San Diego and City of Carlsbad, except where specifically superseded in the text of this report. During earthwork construction all removals, keyways, sub- and/or backdrains, cut slopes, fill slopes and the general grading procedures should be observed and the fill selectively tested by a representative of this office. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. Specific guidelines and comments pertinent to the planned development are offered below. 1 - .J - J - Removals 1 Prior to Placing fill, organic materials, loose surficial fills (top 1.5-c feet), and highly weathered J c bedrockshould be removed to competent underlying materials. A representative of GeoSoils, Inc. should observe these removals to verify the competence of underlying materials exposed prior to any fill placement. I ~ c Fill Placement I Debris, vegetation and other deleterious materials should be removed from areas proposed for structural fill prior to fill placement. Subsequent to completing removals and ground preparation (Le., scarifying and moisture conditioning the upper 15 foot of the removal bottom), the excavated on-site and/or import soils may be placed in thin lifts (4 to 6r inches), cleaned, brouaht to at least ootimum moisture content and compacted to a minimum relative compaction -_I - 1 -.. c J L I of Scpercent of the'laboratory standard. If soil is to be imported to the site for use as compacted fill, it should be evaluated by this office prior to importing. This should be accomplished to determine if the proposed import material is compatible with the existing onsite soils. Earthwork Balance The volume change of excavated materials upon compaction as engineered fill is anticipated to vary with material type and location. However, the overall earthwork shrinkage and bulking may be approximated by using the following parameters: Existing Artificial Fills . . . . , . . , . . . . , . . . , . . . , . . . . . . , . . , . . . . . . . . 0% to 5% shrinkage Bedrock ................................................... O%to5%bulking It should be noted that the above factors are estimates only, based on preliminary data obtained. Final earthwork balance factors could vary. Subdrain Svstems Based on the nature of the existina and proposed contacts between artificial fill and bedrock, in addition to the possible location(s) of proposed site structures, water could possibly be subsurficially transmitted in irregular quantities. Potentially, subdrain system(s) may be needed GeoSoils, Inc. -, -1 -1 - 1 - .. 1 -1 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 9 beneath the fill(s) at these contact(s). Specific location and extent of any recommended drainage systems can be better defined during a grading plan review, or during the grading stage of the project. Typical recommendations for the designlconstruction of subdrain systems are presented in Appendix IV. Subdrain systems should discharge into an existing drainage pattern or other appropriate outlet. Lot Overexcavation and Cappinq To provide more uniform foundation support conditions, the cut portion of proposed transition areas (cut/fill) should be overexcavated to a minimum depth of three feet below design pad grade or two feet below the bottom of the foundation system (whichever is greatest), and replaced with a compacted fill blanket. This will need to be applied based both on existing and proposed grading. The areas affected can be identified when grading plans are reviewed. These areas typically extend five (5) feet outside of the structure's footprint. Over-excavation of cut areas may be necessary if bedrock materials are present which display variable engineering characteristics (e.g., claystone and sandstone vs. metavolcanics). Slope Stability General: All slopes should be constructed in accordance with the minimum requirements of the County of San Diego, the City of Carlsbad, the Uniform Building Code and the Grading Guidelines presented in Appendix IV. Based on the analyses performed, fill slopes are anticipated to perform adequately in the future with respect to gross and surficial stability if the soil materials are maintained in a solid or semi-solid state. Fill Slopes It is our understanding that all fill slopes will be constructed at gradients of 2:l or flatter. Fill slopes to be constructed at this gradient would be considered grossly stable assuming proper construction, as recommended in the enclosed grading guidelines (Appendix IV). Fill slopes overlying cut or natural slopes should be provided with a key. Keyways should penetrate existing loose surficial soils and at least 1 foot of dense bedrock along the outer edge of the keyway. The key bottom, should be at least 15 feet wide and tilted into the slope. The importance of proper fill slope cornpaction to the face of a fill slope cannot be overemphasized. In order to achieve proper compaction, one or more of the four following methods should be employed by the contractor following implementation of typical slope construction guidelines: 1) track walk the slopes at grade, 2) grid roll the slopes, 3) use a combination of sheep foot roller and track walking, or 4) overfill the slope 3 to 5 feet laterally and cut it back to grade. Random testing should be performed to verify compaction to the face of the slope, if the tests do not meet the minimum recommendation of 90 percent relative compaction, the contractor will be informed and additional compactive efforts recommended. -1 GeoSoils, Inc. ~ -~ c Strip -, 24 2.m 0.35 350 2,500 I -1 -1 -1 -I 7 -1 7 -1 -1 -1 -1 -1 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9,1994 PAGE 10 Cut Slopes Any proposed cut slopes are anticipated to be graded at gradients of 2:l or flatter. Cut slopes are expected to expose bedrock or existing artificial fill soil and would be considered grossly stable. Cut slopes are not anticipated to require stabilization unless continuous fractures or shearing is encountered. All cut slopes should be mapped by a geologist from this office, during grading, to allow for amendments to recommendations. Erosion Control Cut and fill slopes will be subject to surficial erosion. Onsite earth materials have a moderate to high erosion potential. Evaluation of cuts during grading will be necessary in order to identify any areas of loose or non-cohesive materials. Should any significant zones be encountered during earthwork construction, remedial grading (e.g., stabilization fills) may be recommended; however, no remedial measures are anticipated at this time. RECOMMENDATIONS - POST EARTHWORK CONSTRUCTION For preliminary planning purposes the following recommendations are presented. It is our understanding that the structure will be erected utilizing the concrete tilt up method of construction. Column loads are not anticipated to exceed 70 kips while wall loads are not expected to exceed 6 kips per lineal foot. The preliminary recommendations presented below, have been prepared using these anticipated loads and assuming the recommendations contained herein are considered during design and planning. Presented below are vertical bearing values that incorporate the total and differential settlement values provided. 24 2,m 0.35 350 2,500 1) Spread GeoSoils, lnc. r] -I -1 I -I I -1 -1 -1 -1 -I -1 -1 . -1 -- -I -1 -1 -1 .'-I r I '1 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 11 same elevation as the bottom of the adjoining footings and the reinforcement should be continuous. Reinforcement for spread footings should be specifically designed by the project structural engineer. The foundation soils should be well moistened prior to pouring concrete. Floor Slab Desian Concrete slab on grade construction is anticipated. The following are presented as minimum design parameters for the slab, they are in no way intended to supersede design by the structural engineer. Design parameters do not account for concentrated loads from fork lifts, other machinery, etc. The slabs in areas which will receive relatively light live loads should be a minimum of 4 inches thick and be reinforced with No. 3 reinforcing bar on 18 inches centers in two perpendicular directions. Reinforcing should be properly supported to ensure placement near the vertical midpoint of the slab. "Hooking" of the reinforcement is not considered an acceptable method of positioning the steel. The project structural engineer should consider the use of transverse and longitudinal control joints to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement are: 1) add a sufficient amount of reinforcing steel to increase the tensile strength of the slab; and 2) provide an adequate amount of control and/or expansion joints of accommodate anticipated concrete shrinkage and expansion. In areas where moisture condensation is undesirable, (e.g., areas to have moisture sensitive floor coverings) a minimum 10 mil plastic membrane should be placed. The membrane should be sandwiched between two inch minimum sand layers. These areas should be separate from areas not similarly protected. This separation could be provided with a concrete cut-off wall extending at least 18 inches into the subgrade soil, below the sand layer. The project structural engineer should design the slabs in areas subject to high loads. If requested, we will aid the structural engineer in the design of the slab. Modulus of subgrade reaction (k-value) may be used in the design of the floor slab supporting heavy truck traffic, fork lifts, machine foundations and heavy storage areas. A k-value (modulus of subgrade reaction) of 125 pounds per square inch per inch would be prudent to utilize for preliminary slab design. The subgrade material should be compacted to a minimum ninety percent of the maximum laboratory dry density. Prior to pouring concrete, the subgrade soils should be well moistened. Foundation Settlement Provided that the recommendations contained in this report are incorporated into the final design and construction phase of development, most (50 to 75 percent) of the anticipated foundation settlement is expected to occur during construction. Differential settlement is not expected to exceed 1/4 inch between similar elements in a 20 foot span. Maximum settlement should be less than 1/2 inch. GeoSoits, Inc. - -, - -i -8 I -1 ~ -I -I ,-- I --I -I -1 -I -I -. 1 -1 -1 '- I -I 1 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 12 Retainina Walls General: The equivalent fluid pressure parameters provided assume that low expansive granular backfill is utilized behind the proposed walls. The low expansive granular backfill, should be provided behind the wall at a 1 :1 projection from the heal of the foundation system. Foundation systems for any proposed retaining walls should be designed in accordance with the recommendations presented in the Foundation Design section of this report. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. Restrained Walls: Any retaining wails that will be restrained prior to placing or that have male or reentrant corners, should be designed for at-rest equivalent fluid pressures of 65 pcf, plus any applicable surcharge loading. For areas of male or reentrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Cantilevered Walls: The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events or adverse geologic conditions. SURFACE SLOPE OF EQUIVALENT RETAINED MATERIAL FLUID WEIGHT HORIZONTAL TO VERTICAL P.C.F. Level 35 2 to 1 45 Wall Backfill and Drainage: All retaining walls should be provided with an adequate pipe and gravel backdrain system (minimum two outlets), to prevent buildup of hydrostatic pressures. In addition, gravel used in backdrain systems should be a minimum of thickness of 12 inches, utilizing 3/8 to 3/4 inch clean crushed rock wrapped in filter fabric. Where the void to be filled is confined, the use of panel drains is recommended, but should be reviewed and approved by the project geotechnical engineer prior to implementation. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil. Proper surface drainage should also be provided. GeoSoils, Inc. -1 BLACKMORE PARKVIEW ASSOCIATES I W.O. 1699-SD -! JUNE 9, 1994 PAGE 13 -I POST GRADING CRITERIA I Graded Slope Maintenance and Plantinq Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Overwatering should be avoided. Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Additional Site ImDrovements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Additional Gradinq This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and/or retaining wall backfills. -I -1 -I --I -1 -1 Footinq Trench Excavation All footing trench excavations should be observed by a representative of this office prior to .. I placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. -1 Trenchinq Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could -I be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes. -. -1 ,J Drainaae Positive site drainage should be maintained at all times. Drainage should not be allowed to flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of five feet from the proposed structure or -j -1 rJ . CeoSoils, Inc. -/ -1 -1 -1 -1 -1 -1 -1 -1 .. -1 -1 -1 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 14 into a subsurface drainage system. Due to the nature of onsite soils, combined with the hardness and permeability of the bedrock materials on site, local areas of seepage may develop due to irrigation or heavy rainfall. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. LandscaDe Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over watering the landscape areas could adversely affect proposed site improvements. We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of addition amendments they should be recompacted to 90% compaction. The soil materials should be maintained in a solid to semi- solid state. The slope areas should be planted with drought resistant vegetation. Consideration should be given to the type vegetation chosen and their potential effect upon surface improvements (i.e. some trees will have an affect on concrete flatwork with their extensive root systems). Utility Trench Backfill 1. All interior utility trench backfill should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow under-slab trenches (12"&), sand, having a sand equivalent value of 30 or greater, may be utilized and jetted or flooded into place. Observation/probing/testing should be accomplished to verify the desired results. Exterior trenches in structural areas, beneath hardscape features and in slopes, should be compacted to a minimum of 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used adjacent to perimeter footings or in trenches on slopes. Compaction testing and observation, along with probing, should be performed to verify the desired results. All trench excavations should minimally conform to CAL-OSHA and local safety codes. 2. 3. PLAN REVIEW Specific grading and foundation plans should be submitted to this office for review and comment as they become available, to minimize any misunderstandings beween the plans and recommendations presented herein. In addition, foundation excavations and earthwork construction performed on the site should be observed and tested by this office. If conditions GeoSoils, Inc. BLACKMORE PARKVIEW ASSOCIATES - W.O. 1699-SD JUNE 9, 1994 PAGE 15 - are found to differ substantially from those stated, appropriate recommendations would be offered - , at that time. -. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed to be representative of the total area. However, variations from the anticipated conditions and actual field conditions should be expected. Test excavations are reflective of the soil and rock materials only at the specific location explored. Site conditions may vary due to seasonal changes or other factors. GeoSoils, Inc. assumes no responsibility or liability for work or testing performed by others. Since our study is based on the site materials observed, selective laboratory testing and engineering analyses, the conclusions and recommendations are professional opinions based upon those parameters. These opinions have been derived in accordance with the current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change in time. If you should have any questions regarding this report, please do not hesitate to contact this office. Respectfully submitted, GeoSoils, Inc. - - J Principal Geologist Edward H. LaMont Staff Geologist EXP. 6-30.- EHUPLMIAJJlmb Enclosures: Reference List Appendix I, Excavation Logs Appendix II, Laboratory Testing Appendix 111, EQFAULT -1 Appendix IV, Grading Guidelines I Plates 1. Geotechnical Map xc: (4) Addressee -1 -1 GeoSoils, Inc. REFERENCES --I -1 -' i 1. "As-Graded Geotechnical Report, Carlsbad Research Center Phases 111, IV, and V (Lots 76 through 91, 108 and 109 (sic)) Carlsbad, California, by San Diego Geotechnical Consultants, Incorporated, dated April 1, 1988, Job No 05-2863-006-00-10. Wilson, Kenneth Lee, 1972, "Eocene and Related Geology of a Portion of the San Luis Rey and Encinitas Quadrangles, San Diego County, California". Weber, Harold F., 1982, "Geologic Map of the Central-North Coastal Area of San Diego County, California, Showing Recent Slope Failures & Pre-Development Landslides". Jennings, Charles W., 1992, Preliminary Fault Activity Map of California; Calif. Div. of Mines and Geology, Geologic Data Map series No. 1, to 750,000 scale. Lindvall, S., Rockwell, T. and Lindvall, E., 1989, The Seismic Hazard of San Diego Revised: New Evidence for Magnitude 6+ Holocene Earthquakes on the Rose Canyon Fault Zone, Roquemore et. al. eds., Proceedings from a Workshop on 'The Seismic Risk in the San Diego Region: Special Focus on the Rose Canyon Fault System", 106 pp. Blake, Thomas F., 1989, EQFAULT Computer Program for the Deterministic Prediction of Horizontal Accelerations from Digitized California Faults. 2. 3. 4. 5. 6. -1 -1 GeoSoils, Inc. -, i -1 I I -1 -1 -1 -1 APPENDIX I LOGS OF EXCAVATION GeoSoils, Inc. 4 - GEOSOILS, INC. BORING LOG ,- - ,-- 1 -! -1 -I -1 -1 -I --I -I 'I - - 7 TI SAMPLE FORM 881 -1 CLIENT BLACKMORE PARKVIEW ASSOCIATES MRK ORDER NO. 1699-SD 5-23-94 LOT 71, UNIT 4, CARLSBAD TRACT ATEEXCAV EXCAVATED - t TI t .- F. s; 3" L 0 - .02.1 .01.3 .05.9 .03.5 L06.7 z1.6 z4.1 , 11.6 21.9 22.6 - DESCRIPTION OF MATERIAL 1-1.5' ARTIFICIAL FILL: Dark olive gra 3 :layey SAND to sandy CLAY wlth gravel an :obble, loose, dry to slightly moist. 1.5'-14' Becomes medium dense/fim, moist to very moist. 14'-18' Becomes dark gray brown, stiff, moist. @l8' (bedrock?). Total depth= 18 feet No ground water Refusal on large volcanic rock No caving Hole backfilled *P= PUSH ~~ ~ CeoSoils, Inc. GEOSOILS, 3". BORING LOG - .- - ~ -' I - I I .- I I -1 rl -1 :I -1 ..- I :I -1 7 -1 -1 -1 -. 8819 CLIENT BLACmORE PARKVIEW ASSOCIATES UORK ORDER NO. 1699-SD LOT 71, UNIT 4, CARLSBAD TRACT 85-2hr~ EXCAVATED 5-23-94 SAMPLE METHOD KELLY WEIGHT= 5,742 BORING NO. B-2 SHEET 2 OF& LB. TO 30 FT. LOGGED BY EHL + 3 c- 5% 3" L 0 - 07.0 04.0 01.6 12.4 - .13.9 - DESCRIPTION OF MATERIAL )-1.5'+ ARTIFICIAL FILL: Dark olive gray xown mottled clayey SAND to sandy CLAY, .oose, dry. t.5' -10' Becomes medium dense/fim, noist, to very moist. LO'-16' BEDROCK - POINT LOMA FORMATION: Light olive gray to gray SANDSTONE with silt. medium dense, friable, molst. Clean ~~ :ont&ct with overlying fill rota1 depth= 16 feet io aroundwater i? go Eavin 3ole bac filled *P= PUSH GeoSoils, Inc. 3 GEOSOILS, INC. BORING LOG SAMPLE 1699-SD LOT 71, UNIT 4, CARLSBAD TRACT ~~-~~ATEEXCAVATEO 5-23-94 CLIENT BLACKMORE PARKVIEW ASSOCIATES UORK ORDER NO. SAMPLE WETHOD KELLY WEIGHT= 5,742 BORING NO. B-3 SHEET 2 OF1 LB. TO 30 FT. LOGGED BY EHL t 3 t .- SI SI" L 0 - 07.2 16.8 14.2 09.3 .07.7 .08.6 .13.7 - 18.1 14.6 13.8 18.9 15.9 18.3 15.9 - DESCRIPTION OF MATERIAL 0-1.5' 5 ARTIFICIAL FILL: Dark to light olive gray mottled clayey SAND to sandy CLAY, loose, dry. 1.5'-12' Becomes light,gray brown orange mottled, medium dense/flrm, moist. PALEOSOIL: Highly mottled orange, brown, yellow, gray, highly weathered volcanics and sandstone fragments. Volcanics weathered tc clay and sandy clay. moist. Sectlons with breccia-llke texture. Overall dense/stiff, Total de th 26 feet No caving Hole backfilled No groun 5= water *P= PUSH GeoSoils, Inc. GEOSOILS, INC- I 1 BORING LOG r i r A PPL" FORM 881 I CLIENT BLACKMORE PARKVIEW ASSOCIATES WRY ORDER No. 1699-SD LOT 71, UNIT 4, CARLSBAD TRACT 85-24~1~ EXCAVATED 5-23-94 SAMPLE HETHOO- + 3 CA si nv L 0 - .01.9 .16.4 .12.2 .13.6 - .21.2 - - P) L 2s ulv .- 0 TI - !0.5 L3.5 L7.0 15.4 - L3.3 - LLY WEIGHT= 5,742 BORING NO. B-4 SHEET 2 OF1 . TO 30 FT. GGED BY EHL DESCRIPTION OF MATERIAL 2-1.5' & ARTIFICIAL FILL: Gray brown sandy :LAY to clayey SAND, loose, dry. 1.5'-11' Becomes medium dense/firm, moist to very moist. 11'-16' PALEOSOIL: Olive green brown mottled silty CLAY [highly weathered volcanics), firm/stiff, moist. Total depth= 16 feet No groundwater NO caving Hole backfilled GeoSoils, Inc. c 1 --I -1 7 -1 -1 *- I -i -1 -1 APPENDIX I1 LABORATORY TESTING GeoSoils, Inc. -1 I ! ! I8 -1 7 '- I &' I -1 ,7 -1 ._I -..I 7 ,~ I .-I 7 -1 -- 1 *- 1 DIRECT SHEAR REMOLDED TO 00% RELATIVE DENSITY; THEN SATURATED 1 1 UNDISTURBED NATURAL SHEAR SATURATED NORMAL PRESSURE-KSF % SATURATED MOISTURE CONTENT 08-o PCF 20% MOISTURE 29.5 % SATURATED MOISTURE CONTENT I SHEAR TEST DIAGRAM PLATE SH-1 FORM 8718-ZA P A 4 A 7 1 .-. I I 1 1 1 -1 I -1 -1 -1 JUN-07-1994 14:40 FROM LF(E€LE-MF~RUINI.INC. TO 16199310915 P.O1 . Blackmore #1699 PROJECT NUMBER 21996 BORING NUMBER: B-1 @ 0-2' SAMPLE DESCRIPTION: Medium Brown Silt .......................................................................... SPECIMEN Equili briurn R-value b Steven R. MaNin, RCE 30659 The data above is based upon processing and testing samples as received from the Transportation. State of California, Materials & Research Test Method No. 301. -1 field. Test procedures in accordance with latest revisions to Department of -- 1 .- -1 TO 16199310915 P.02 JUN-07-1994 14:40 FRDM LRFELLE-MFIRUIN.INC. - - 1 R-VALUE GRAPHICAL PRESENTATION r- '--I . 400 wo '51 v, 350 300 PRDJECT NO. 21496 BORmG No. 8 -/@ 0-a DATE JHM 7 /9c74 200 7R.4FFIC INDEX wurrea 4.0 R-VALUE: BY EXUDATION 10 so I lbm w Lz W e. E O I- n. 100 0. 5: 0 u ~-JsLe~ 1 % MOISTURE AT FABRICATION R-VALUE BY EXPANSION -1 - 800 700 600 500 400 300 200 100 ,la0 le0 2p9 1.0 2.0 3.0 4.0 COVER ltIICKNEsS BY EWANSION. IT. z m1sm I TI -1 - R-VALUE VB. Ern. PReS. L - T by EXUDATION .. I I EX(ID.Tvs.EXPAN.T A 5 5 T by EXpANSlOlJ - REIuI(Ks Ad t.2r J -1 + , -1 ~ -1 APPENDIX 111 EQFAULT GeoSoils, Ine. I U'A~E: Tuesday, May 17, 1994 c - -i -1 *X**X****YI*****X******************f* * * * EQFAULT * * * * Ver . 2 .OO * * * * * ..................................... (Estimation of Peak Horizontal Acceleration From Digitized California Faults) CkARCH PERFORMED FOR: Blackmore -bB NAME: Blackmore TTE COORDINATES: JOB NUMBER: 1699-SD , LATITUDE: 33.133 N -)ARCH RADIUS: 100 mi LONGITUDE: 117.283 W ATTENUATION RELATION: 10) Sadigh et al. (1987) Horiz. - Rock I UNCERTAINTY (M=Mean, S=Mean+l-Sigma ): M SCOND: 0 COMPUTE PEAK -)ULT-DATA FILE SOURCE OF DEPTH -1 HORIZONTAL ACCELERATION USED: CALIFLT.DAT VALUES (A=Attenuation File, F=Fault Data File): A '-1 -1 -1 , 1 MAX. I APPROX. I----- . ABBREVIATED ;DISTANCE ! MAX. -, FAULT NAME 1 mi (km) ICRED. I i I 1 MAG. __________________________(_________)___-- LUE CUT 1 80 (129): 7.00 _________________________I_________)____- - RREGO MTN. (San Jacinto); 64 (103): 6.50 _-________-_______________l_________l___-- 1 98 (158); 7.50 AMP ROCK - EMERSON ------------_--_-________)_________I_____ CASA LOMA-CLARK (S.Jacin.)! 46 ( 75): 7.50 2 REDIBLE EVENT; !MAX. PROBABLE EVENT _____________I ~-__---_--------_--- PEAK 1 SITE 1 I MAX.; PEAK 1 SITE !I ______I______ 0.011! I11 I_____ -"i'JCAMONGA ! 72 f116)! 7 on! n n3c;l v !! A 76 ; ELSINORE ,I 0.0261 V 11 6.251 0.008; 111 1 ?- 3tr****************************************************** -END OF SEARCH- 34 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. -, I ROSE CANYON FAULT IS CLOSEST TO THE SITE. J :T IS ABOUT 6.4 MILES AWAY. -.)XSEST r, MAXIMUM-CREDIBLE SITE ACCELERATION: 0.425 g ,ARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.268 g r -3 -1 ., c .... 1 7 -1 -1 -1 -1 -1 -1 -1 -1 -1 APPENDIX IV GRADING GUIDELINES GeoSoils, Inc. f- i’ GRADING GUIDELINES i- r- !?I ‘1 rl I r I ..I ‘1 i, ‘1 i r- 1 Ti ‘I 1 Grading should be performed to at least the minimum requirements of the governing agencies, Chapter 70 of the Uniform Building Code and the guidelines presented below: Site Clearinq Trees, dense vegetation, and other deleterious materials should be removed from the site. Non- organic debris or concrete may be placed in deeper fill areas under direction of the Soils Engineer. Light, dry grasses may be thinly scattered and incorporated into the fill under direction of the Soils Engineer, provided concentrations of organics are not developed. Subdrainaqe 1. Subdrainage systems should be provided in all canyon bottoms and within buttress and stabilization fills prior to placing fill. Subdrains should conform to schematic diagrams GS-1, GS-3, and GS-4, approved by the Soils Engineer. For canyon subdrains, runs less than 500 feet may use six inch pipe. Runs in excess of 500 feet should have the lower end as eight inch minimum. Filter material should be Class 2 permeable filter material per California Department of Transportation Standards tested by the Soils Engineer to veriiy its suitability. A sample of the material should be provided to the Soils Engineer by the contractor at least two working days before it is delivered to the site. The filter should be clean with a wide range of sizes. As an alternative to the Class 2 filter, the material may be a 50/50 mix of pea gravel and clean concrete sand which is well mixed, or clean gravel wrapped in a suitable filter fabric. An exact delineation of anticipated subdrain locations may be determined at 40 scale plan review stage. During grading, the Engineering Geologist should evaluate the necessity of placing additional drains. All subdrainage systems should be observed by the Engineering Geologist and Soils Engineer during construction and prior to covering with compacted fill. Consideration should be given to having subdrains located by the project surveyors. Outlets should be located and protected. 2. 3. 4. 5. Treatment of Existina Ground 1. All heavy vegetation, rubbish and other deleterious materials should be disposed of off site. All surficial deposits of alluvium and colluvium should be removed (see Plate GS-1) unless otherwise indicated in the text of this report. Groundwater existing in the alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. 2. 3. ! ‘I , .” GeoSoils, Inc. r 'i i 7 I 1 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD GRADING GUIDELINES JUNE 9, 1994 PAGE 3 8. The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled' over the slope face nor should slopes be "pushed out" to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled approximately every 4 feet vertically as the slope is built. Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. Finish grade testing of the slope should be performed after construction is complete. Each day the Contractor should receive a copy of the Soils Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day. Fill over cut slopes should be constructed in the following manner: a) 9. All surficial soils and weathered rock materials should be removed at the cut-fill interface. A key at least 1 equipment width wide and tipped at least 1 foot into slope should be excavated into competent materials and observed by the soils engineer or his representative. The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. b) c) 10. Transition lots (cut and fill) and lots above stabilization fills should be capped with a three foot thick compacted fill blanket. Cut pads should be observed by the Engineering Geologist to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones,and/or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases. 11. GeoSoils, Ine. -1 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 5 -’ . I -I -1 -I -I -1 -I . ‘7 1 GRADING GUIDELINES JOB SAFETY General: At GeoSoils, Inc., getting the job done safely is of primary concern. The following is the company’s safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading construction projects. The company recognizes that construction activities will vary on each site and that job site safety is the contractor’s responsibility. However, it is, imperative that all personnel be safety conscious to avoid accidents and potential injury. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of our field personnel on grading and construction projects. 1. Safetv Meetinqs: Our field personnel are directed to attend the contractor’s regularly scheduled safety meetings. Safetv Vests: Safety vests are provided for and are to be worn by our personnel where warranted. Safetv Flaqs: Two safety flags are provided to our field technician; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. In the event that the contractor’s representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation and Clearance: The technician is responsible for selecting test pit locations. The primary concern is the technician’s safety. However, it is necessary to take sufficient tests at various location to obtain a representative sampling of the fill. As such, efforts will be made to coordinate locations with the grading contractors authorized representatives (e.g. dump man, operator, supervisor, grade checker, etc.), and to select locations following or behind the established traffic pattern, preferable outside of current traffic. The contractors authorized representative should direct excavation of the pit and safety during the test period. Again, safety is the paramount concern. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The technician’s vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates that the fill be maintained in a driveable condition. Alternatively, the contractor may opt to park a piece of equipment in front of the test pits, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits (see Plate GS-7). No grading equipment should enter this zone during the test procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established both for safety and to avoid excessive ground vibration which typically decreases test results. When taking slope tests, the technician should park their vehicle directly above or below the test 2. 3. GeoSoils, Inc. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD GRADING GUIDELINES c - I _. JUNE 9, 1994 PAGE 6 location on the slope. The contractor’s representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician’s vehicle should be parked at the perimeter of the fill in a highly visible location. In the event that the technician’s safety is jeopardized or compromised as a result of the contractor’s failure to comply with any of the above, the technician is directed to inform both the developer’s and contractor’s representatives. If the condition is not rectified, the technician is required, by company policy, to immediately withdraw and notify their supervisor. The grading contractors representative will then be contacted in an effort to effect a solution. No further testing will be performed until the situation is rectified. Any fill placed in the interim can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to technicians attention and notify our the project manager or office. Effective communication and coordination between the contractors’ representative and the field technician(s) is strongly encouraged in order to implement the above safety program and safety in general. The safety procedures outlined above should be discussed at the contractor’s safety meetings. This will serve to inform and remind the equipment operators of these safety procedures particularly the zone of non-encroachment. Trench Safety: It is the contractor’s responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation which 1) is 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless of depth. All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored or laid back. Trench access should be provided in accordance with OSHA standards. Our personnel are directed not to enter any trench by being lowered or “riding down” on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify their supervisor. The contractors representative will then be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. r 1 GeoSoils, Inc. -1 I - I -1 I - -1 -1 -1 -1 -1 -1 -1 -1 I 7 -1 -1 -1 -1 -1 DATE 6/94 Final Grade ,, ,. : W.O. NQ 1699-SD ground , Loose \Subdrain (See Plate GS-3) ?.- I - - ?-- _- - -! i -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 No e : Where natural slope gradient is 5:l or less, benching is not necessary unless stripping did not remove all compressible material. I TYPICAL FILL OVER NATURAL SLOF DATE 6/94 NO. NQ 1699-SD Geotechnical Geologic Environmental FORM 89/22 PLATE GS-2 -1 I Geotechnical Geologic Environmental J -1 I ALTERNATE 1 7 -i -1 -i -i --1 ,SOIL - SLOPEWASH - ALLUVIUM REMOVED TO BEDROCK - "'08 / " '--,\ ,, . . -' I ALTERNATE -I --I .. -1 -I Canyon subdrain : 6' perforated pipe with 9 cu. ft. gravel per ft. of drain wraped with filter fabric. of drain wraped with filter fabric. -1 -1 -I -1 -1 CANYON SUBDRAIN DESIGN AND CONSTRUCTION W.O. NO 1699-SD DATE 6/94 e .:,,...s c :.: le 'w#,, "v -1 -1 - - -i -1 -1 '- 1 7 rl -1 -1 -1 -1 -1 -1 -1 -1 -1 ~ 36" THICK FILL CA 2%- - .I .. .. FINISHED SURFACE\ _c drain detail) Y L--- 7 . .' c_ 4. Buttress slope to have a bench 3. Buttress key depth varies. (see at every 20 to 30 feet. preliminary reports) :. Buttress key width varies. (see prel i mi nary re ports ) ). Backdrains and lateral drains located at elevation of every bench drain. First drain at elevation just above lower lot grade. Additional drains may be required at discretion of GeoSoils, Inc. I 4"perforated pipe (or approved equivalent) placed in I cu. ft. per . linaar ft. of graded , f i I t er materia I.* Pipe to extend . full length of ' but tress. - r A. I r 4" non perfora t ed - pipe lateral to, ~ slope face at. --above, bench IO~' intervals , ~ .- *Graded filter material to conform to State of Calif. Dept, Public Works standard specifications for.Class 2 permeable materiol I Geotechnical Geologic Environmental PLATE GS-4 FORM 89/22 - c - L - -1 I -1 -I -1 7 :I -I -1 'I -1 -1 -1 -I -1 FILL SLOPE Soil shall be pushed over rocks .and floode into voids. Compact around and over eact wind row. ROCK DISPOSAL DETAIL G$Gij)@jg* 11 Geotechnical Geologic Environmental FORM 89/22 PLATE GS-5 REMOVE ALL TOPSOIL, COLLUVIUM AND CREEP MATERIAL FROM TRANSITION qij+@g= I c TYPICAL FILL OVER CUT SLOPE 3 W.O. N 16 - Geotechnical Geologic - Environmental I I CUT I BEDROCK OR FIRM FOR MAT I ON MAT E R I AL I FORM 89/22 PLATE GS-6 - - I c - I , I I 1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -i -1 TEST PIT SAFETY DIAGRAM . SIDE VIEW I NOT TO SCALE 1 Top VlEw k loo FEET 4 I I I I SPOIL 1 II 1 FLAG I I, 0 I I Geotechnical Geologic Environmental . s - LOT 71 CARLSBAD RESEARCH CENTER CARLSBAD, CA JULY 11,1994 Prepared for: BLACKMORE 8 ASSOCIATES Prepared By: LAmDE 33 6100 WEST ASH STREET, SUITE 900 SAN DIEGO, CALIFORNIA 92101 (61 91 232-3344 LAT33 J.N. 133.00 Registration Expires 3-31 -96 Prepared By: /&.A - This drainage report has been prepared to document the design and calculations for the drainage system associated with the Carlsbad Research Center, Lot 71 of Carlsbad, CA. The site has been previously mass graded and the trunk storm drain system was constructed per City of Carlsbad Dwg No. 8712. The proposed system will tie into the existing 18" RCP at one locations, see Exhibit 'A'. - This drainage system has been designed in general conformance with the City of San Diego Drainage Design Manual. Drainage basins are less than 1 square mile; therefore, the Rational and Modified Rational Methods were utilized to calculate storm runoff. Since the developed drainage systems will be underground and tributary drainage areas are smaller than 1 square mile, the 50-year-frequency storm has been used for runoff calculations. . The runoff coefficients of 0.85 was used for all basins, see Appendix 1, Runoff Coefficients - Undeveloped/Developed Area. Time of concentration was calculated using Urban Areas Overland Time of Flow Curves, see Appendix 2. A minimum time of concentration used was 5 minutes. 0 . Intensity was calculated using the Raiiall Intensity-Duration-Frequency Curves for City of Carlsbad, see Appendix 3. Flood routing was calculated by using the Modified Rational Method weighting the smaller flow by the ratio of either the intensities or the time-of-concentration, see Appendix 4. Pipe sizing and flow routing was calculated by using Manning's equation for chanwl flow. Calculations for pipes flowing partially full Tables 74 and 7-14 of Handbook of Hydraulics , by Ernest F. Brater and Horace Williams King was used, see Appendix 5. 0 0 . Curb inlet lengths were calculated using City of San Diego Gutter and Roadway Discharge- Velocity Chart and Capacity of Curb Opening Inlets, see Appendix 6 and 7 respectively. Sump inlets lengths were calculated using City of San Diego Nomograph-Capacity, Curb Inlet at Sag, see Appendix 8. The underground storm drain systems designed to convey the 50-year storm underground. Pipes are sized for non pressurized flow. The proposed system discharge into the existing 18" RCP; therefore, no energy dissipaters are required. r - RATIONAL METHOD RUNOFF COEFFICIENTS JAND USE COEFFICIENT, C Soil Group A B C D Residential: Single Family .40 .45 .50 .55 Multi-units .45 -50 -60 .70 Mobile homes -45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial 80% impervious Industrial . 90% impervious Source: San Dieao County Hydrology Manual .70 .75 .80 .85 .a0 .a5 .90 .95 .--URBAN AREAS OVERLAND TIME OF FLOW CURVES A2 u I 4 0 c - u c c m L kz. &I C .- 0 0. U 5 -c OI 0 L 5, U. uc c- Q 4u c SU mo L.- on -c c - I ? U d+ z2 c I e.. . " 6-Hour Precipitation (inches) ,- VI t I? 0 II 0 c u) I P W 3 cl U a - L " . UD . m m L (c) If the tributary areas have different time of concentration, the smaller of the tributary Q's must k corrected as follows: h-y- Q The usual case is where the trikrtary area with the longer time of concentration has the larger Q. In this ase, the smaller Q is corrected by a ratio of the intensities and added to the larger Q to obtain the peak Q. The tabling is then continued downstream using the longer time of concentration. 'p 'A 'A . Qp QA + QB 5 .. h some cases,-thc tributary area with the shorter time of concentration hu the luger Q. h this case, the unalkr Q is corrected by a ratio of the tima of concentration and added to the larger Q to obtain the peak Q. The tabling is then continued downstream using the shorter time of concentration. 84 A4 I HANDBOOK OF HYDRAULICS .W for the Solution of Hydraulic Engineering Problems Sixth Edition .01 .OZ .03 .M .OS .07 .OS .06 --- ---__- n= 0.013 - .m .OI. .oz .as .M .m .w .O .I .w887.0118 ,0142 .om ,0195 ,0225 m57 .4 .1s61 ,1833 ,1705 .17n .my ,1929 .zoo6 - _----_---- .m .wo31 .ow74 .~IS .WZP .ma~~ .2 .MM) .OH8 .M92 .0537 ,0385 .W .MBd .3 ,0907 .We8 ,1027 .I089 ,1153 .I218 ,1284 .5 ,232 .23P ,247 .255 -263 ,271 .279 .8 ,311 ,310 327 .335 ,343 ,350 .3S .7 ,388 ,395 ,402 .4" .4l6 ,422 .129 .8 ,453 .458 .463 ,488 .473 ,477 .48l .9 ,494 .498 .497 .408 .498 A98 .A98 1.0 .463 Table 74. For Determining the Am a of the Cm5 Section of a Circular Canduit Flowing Part Full depthof -ter D La* di.*Ur ~f ch.nne, - -J .nd C. - tb. ubuhtni *.he. ¶'hen o - Ca. .m .M .m .wss .mom .m7r .om .mn .wet m8z .ZIW .2un ,0738 ,0798 .W9 ,1352 ,1420 ,1190 ,287 ,295 ,303 ,386 373 ,380 ,435 ,441 .447 .485 ,488 ,491 A94 ,489 ,483 1 .(I .7 .8 Table 7-14. Values of K' for Circular Channels in tIie Form& A5 I CHART 1-104.12 I- 1 -\L ... 01s .----..- REV. I CITY OF SAN DIEGO - DESIGN GUIDE 1 GUTTER AND ROADWAY I DISCHARGE -VELOCITY CHART SHT. NO. CHART .l-103.6 A CAPACIN OF CURE OPENING INLETS . ASSUMED 2% CROWN. Q = 0.7L (A+Y) 312 *A 0.33 Y 0 HEIGHT OF WATER AT CURB FACE (0.4' k1MUH) REFER TO CHART 1-104.12 L = LENGTH OF CLEAR OPENING OF INLET *Use A4 when the inlet is adjacent to traffic; 1 .e., for a Type 'J' ndian inlet or where the parking lane is removed. REV. I ClfY OF SAN DIEGO - DESIGN GUIDE SHT. NO. CAPACITY OF CURB OPENING INLETS ' w. AT CHART IyIO3.6C 1.0 0 REV. ClTY OF SAN DIEGO - DESIGN GUIDE NOMOGRAM-CAPACITY ,CURB INLET AT SAG / SHT. NO. 12 TO NON-RESIDENTIAL LAND OWNER: PLEASE READ THIS OPTION AGREEMENT CAREFULLY AND BE SURE YOU THOROUGHLY UNDERSTAND THE OPTIONS BEFORE SIGNING. THE OPTION YOU CHOOSE WILL AFFECT YOUR PAYMENT OF THE DEVELOPED SPECIAL TAX ASSESSED ON YOUR PROPERTY. THIS OPTION IS AVAILABLE ONLY AT THE TIME OF BUILDING PERMIT ISSUANCE. PROPERTY OWNER SIGNATURE IS REQUIRED BEFORE A BUILDING PERMIT WILL BE ISSUED. a I&no~r &pk~ieu~ As sc)c /f?Tt3 619 - 7qL-lZ/t Telephone Name of Owner Carlsbad , CA City State Zip Code ztz - \Lo- (3COa Assessor's Parcel Number, or APN and Lot Number. LO CZ~- €3~5' Cctte # Building Permit # As cited by Ordinance No. NS- 155 and adopted by the City Council of the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All Non-Residential Properly, upon the issuance of the first building permit shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX - ONE-TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by signing below: I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERW OWNER OF THE SUBJECT PROPERW AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Option (1): I elect to pay the SPECIAL DEVELOPMENT TAX now, as a ONE-T ME payment. Amount of One-Time Special Tax: $ \ 28, 5 t 8 , A . Signature of Owner of land Date Option (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum Annual Special Tax: 7 r0.33 . //3 -/ 4- 7 q Sicmature of owner of land Date The City of Carlsbad has not independently verified the information provided by you or the developer upon your behalf. Therefore, we accept no responsibility as to the accuracy or completeness of this information. NON-RESIDENTIAL Hazardous Materials PART II: COUNTY OF SAN DIEGO HEALTH DEPARTMENT- HAZARDOUS MATERIALS MANAGEMENT DIVISION CONTINGENCY PLAN REVIEW: If the answer to any of tha questions is yes. applicant must mntact the County of San Diego Hazardous Materials ManaOamsnt building permit. FEES MAY BE REQUIRED Division. 1255 lmparial Avenue. 3rd Floor, San Diego. CA 921865261. Telephone (8191 338-2222 prior to the issuance of a Yes No 1s your business listed on the reverse side of this form? Will your business store or handle Hazardous Substances in quantities equal to or grostar than 55 gallons, Will your business dispose of Hazardous Substances or Medied Warts in any ~lount? Will your business use en edsting or install an underground storage tank? Will your businesr store or handle Acutely Hazardous Materials? ;:; 4.0 a 500 pounds, 200 cubic feat or carcinogsnsheprdudva toxins in any quantity? 3. n 5.0 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE U~~~ caiiri ir 1.1 811ia I Business Nema Contact Person Telephone I OFFICE USE ONLY 17 RMPP kempt I Date Initials c] RMPP Required Data lnitislr 0 RMPP Completed I Date Initials .I PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS MANAGEMENT DIVISION: OCCUPANCY CLASSIFICATION Indicate by circling the item, whsthar your businoas will use. procars, or store any of the following heardous materials. If any of the items ere circlad. applicant mutt contact the Fire Protection Agency with jurisdiction prior to plan submind. EXEMPT FROM PIRMIT nEauinvmns COUNTY-HMMD APCD *PPROVW ran WILDING PWIT ELIT NOT occucmrf movw ran OCCLWNCI COUNN-HMMD APCO COUNTY-HMMO APCD -- .. - -. reverse rida of this fork? 2.0 0 (ANSWER ONLY IF QUESTION 1 IS YES.) Will the subject facility be located within 1.OOO feet of the outer boundary of a school IK through 12) as listed in the currant Directory of School and Community Collage Dicta, published by the San Diego County Office of Education and the current California Private School Directory. compiled in accordance mth provisions of Education Cds Section 331907 Bristly dascri e nature o $ e into .-- .“qti.-’ *-*....*-- I/, ” -- %I @ BUILDING PERMIT (73+0@437 12/06/94 10:37 Page I of 1 Job Address: 1818 ASTON AV Permit Type: PLAN CHECK REVISION Suite: Parcel No: 212-120-05-00 Lot#: Valuation: 0 Construction Type: NEW Occupancy Group: Reference#: CB940855 Description: REVISE MEZZANINE FRAMING, : INSTALL ELAVATOR PIT AND REVISE CANOPY r FINAL ma ,b ‘NSP. - OAR CLEARANCE PCR No: PCR94049 Project No: A9401204 Development No: m3ll2/06/9)~1oi 02 C-PRWT 652.00 Status: ISSUED Applied: 12/02/94 Apr/Issue: 12/06/94 Entered By: MDP 619 79241212 Appl/Ownr : BLACKMORE PARKVIEW ASSOC. 12626 HIGH BLUF SANB DIEGO, C *** Fees Required Fees : Adjustments: Total Fees: __________-_----_---- Fee description Plan Check Revisi ___________-_----- Credits - _ ___ -_ - - - - _- .oo .oo 652.00 Ext fee - 652.00 *** Data