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HomeMy WebLinkAbout2293 COSMOS CT; ; CB901860; PermitB U I L . D 57 1 2293 COSMOS CT INDUSTRIAL BUILDING ING PERMIT 03/22/91 15 Page 1 of Job Address Permit Type Parcel No Valuation 1,818,535 Construction Type HIM Occupancy Group B2 Description. Str Permit No Project No Development No Fl Ste 1534 03/22/91 0001 01 Class Code 6*21 OFFICE 5421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM Appl/Ownr OWNER * ** AXIOM AIRPORT PARTNERS 28202 CABOT ROAD #260 LAGUNA NIGUEL, CA 92677 AXIOM AIRPORT PROPERTIES 28202 CABOT RD 260 LAGUNA NIGUEL, CA 92677 Fees Required *** 714 Lie Status Applied Apr/Issue Validated By 643-5822 CB901860$ A9002126" 02 126.T3. ISSUED 11/27/90 03/22/91 CD OWNER 714 643 Fees 128,725 Adjustments Total Fees 128,725 Fee description 00 00 .00 Building Permit Plan Check Strong Motion Fee Enter 'Y' to Autocalc P.F.F. F M F /G M F and Zone(99) Traffic Impact Fee Bridge Fee Enter Number of EDU's MFF * BUILDING TOTAL Enter "Y" for Plumbing Issue Fee Each Plumbing Fixture or Trap Each Building Sewer > Each Roof Drain. > * PLUMBING TOTAL Enter "Y" for Electric Issue Fee > Three Phase 480 Per AMP > * ELECTRICAL TOTAL ($10 Minimum) Enter 'Y' for Mechanical Issue Fee> Install Furn/Ducts > Each Install/Re]oc Appliance Vent > * MECHANICAL TOTAL *** Fees Collected & Total Credits • Total Payments. Balance Due • .Units Fee/Unit Credits 00 2, 352 00 126,373 00 Ext fee 5178 00 * * *^ vi — - $ > § ^^ Dat3 Xy- — -f <* > > > > > > 1910 5 3760 8272 ... 11 24170 3366 273 63649 19105 3760 8272 FNAUPPROV CITY OF CARLSBAD 2075 Las Palmas Dr, Carlsbad CA 92009 (619) 438-1161 PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr , Carlsbad, CA 92009 (eis) 438-nsi rj TENANT IMPROVEMENT QTENANT IMPROVEMENT I PERMIT TYPE "A rj COMMERCIALDNEW B f^fNDUSTRIAL B*EU C fj RESIDENTIAL DEPARTMENT Q CONDO QSIWGLE FAMILY DUELLING Q ADDITION/ALTERAT ION DDUPLEX DDEMOLITION ORELOCAHON [^MOBILE HOME ^ELECTRICAL OPOOL DSPA DETAINING WALL QSOLAR QoTHER PROJECT INFORMATION PLAN CHECK No EST VAt. PLAN CK DEPOSIT_ VALID BY DATE 9551 .11/27/90 000.1 01 <Y? C-PRMT 2352-00 FOR OFFICE USE ONLY Address Nearest Cross Streets BuiIding or Suite No LEGAL DESCRIPTION Lot No Subdivision Name/Number CHECK BEU)W IF SUBMITTED .s^ .-.^T ^^ £$2 Energy Calcs [Jfestructural Calcs BV Soils Report BlAddressed Envelope ASSESSOR'S PARCEL EXISTING USE PROPOSED USE DESCRIPTION OF WORK 3. CONTACT PERSON 4 APPLICANT NAME Q AGENT FOR CONTRACTOR ADDRESS ZIP CODE Q AGENT FOR OWNER f ^^J ~7 PAY TELEPHONE 5 PROPERTY OWNER NAME /*?/<£ &fC-ZIP CODE DAY TELEPHONE 6 CONTRACTOR NAME STATE LIC # SIGNATURE ADDRESS ZIP CODE LICENSE CLASS TITLE DAY TELEPHONE cirr BUSINESS LIC # DATE DESIGNER NAME CITY ADDRESS ZIP CODE DAY TELEPHONE ( ?VV 7 WORKERS' COMPENSATION Workers' Compensation Declaration I hereby affirm that 1 have a certificate of consent to self insure issued by the Director of Industrial Relations or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab C) -?&EXP1RATINSURANCE COMPANY POLICY NO"ftMRATION DATE / " / "" _ Certificate of Exemption \ certify that in the performance ""of the work Tor which this permit is issued I shall not employ any^person in any manner so as to become subject to the Workers' Compensation Laws of California SIGNATURE 8 OWNER-BUILDER DECLARATION Owner Builder Declaration I hereby affirm that I am exempt from the Contractor's License Law for the following reason |~~] i as owner of the property or my employees with wages as their sole compensation will dc the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner builder will have the burden of proving that he did not build or improve for the purpose of sale ) I, as owner of the? property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) [~] I am exempt under Section Business and Professions Code for this reason (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the al leged px'Smption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred^dolla/s/f$500])% SIGNATURE DATE COMPLETE THIS SECTION FOR HON RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? DYES DNO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES DNn Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? DYES ONO IF AMY OF THE ANSWERS ARE TES A FINAL CERTIFICATE OF OCCUPANCY HAY NOT BE ISSUED AFTER JULY 1 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT CONSTRUCTION LENDING AGENCY _ I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097( i ) Civil Code) 10 APPLICANT'S SIGNATURE I certify that I have read the application and state that the above information is correct I agree to comply nun all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the nbove mentioned property for inspection purposes 1 ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT Expiration Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or worn authorized by such permit is suspended or abandoned atjny time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code) 'NER [^CONTRACTOR APPROVED BY DATE WHITE File YELLOW Applicant PINK Finance PERMIT APPLICATION City of Carlsbad Building Department 2075 Las PaImas Dr.. Carlsbad, CA 92009 (619) 438-1161 ] PERMIT TYPh ILkNew 1A - U Commercial IfcKNew Building U Tenant Improvement B - D Industnal D New Building D Tenant Improvement C - D Residential D Apartment D Condo D Single Family Dwelling D Addition/Alteration D Duplex D Demolition D Relocation D Mobile Home O Electrical D Plumbing D Mechanical D Pool D Spa D Retaining Wall D Solar D Other 2 PROJECT INFORMATION PLAN CHECK NO CE USE ONLY or suite No Nearest Cross Street LEGAL DESCRIPTION CotNo Subdivision Name/Number Unit No Phase No CHECK BliLUv IF SUBM11 1ED D 2 Energy Calcs D 2 Structural Calcs d 2 Soils Report D 1 Addressed Envelope ASSESSOR'S PARCEL EXISTING USE PROPOSED USE DESCRIPTION OF WORK FT # OF STOR 3 CONTACT 4 APPLICANT NAME CITY UAGKNI hoiicoNiRACi ADDRESS STATE ZIP CODE QOWNER UACJt.NI KJK UWNhK DAY TELEPHONE 5 PROPERTY UWIMHK NAME CITY b lUNTKAUlUk NAME ADDRESS STATE ZIP CODE t^-J^ " ADDflESSi^/ \ ^ /^l ^*^ CITY Ys \ HP CODECJ* IJCENS. 'HONE CUT BUSINESS LIC # STATE ZIP CODE DAY TELEPHONE STATE UC #7 woir ' COMPliNSATION Workers Compensation Declaration I hereby aflirm that I have a certihcate of consent to sell-insure issued by the Director oflndustnaT Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab C) INSURANCE COMPANY POLICY NO EXPIRATION DATE Certificate of Exemption I ccrtily that in the perlormance of the work tor which this permit is issued, so as to become subject to the Workers' Compensation Laws of California shall not employ any person in any manner SIGNATURE DATE DraARATION Owner-Builder Declaration Thereby aflirm thatTam exempt from the Contractors License Law lor the following reason D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's lacense Law) D I am exempt under Section Business and Professions Code for this reason (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penally of not more than five hundred dollars [$500]) SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act7 D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF TI IE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS 11 IE APPLICANT IIAS MET OR IS MEETING THE.REQUIREMENTS OF 11IK OFFICE OF EMERGENCY SERVICES AND T1IE AIR POLLUTION CONTROL DISTRICT 9 CXJNS'1'HUL.'llON LUMPING AUKNCY I hereby allirm that there is a construction lending agency lor the perlormance ot the work lor which this permit is issued (.Sec 309710 Civil CodeJ LENDER'S NAME LENDER'S ADDRESS 10 APPLICANT Chll ITFICATION 1 certify that I have read the application and state that the above information is correct I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDF.MNIFY AND KEEP HARMLESS HIE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COS1S AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF 11 IF. GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height Expiration Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code) APPLICANT'S SIGNATURE DATE WHITE File YELLOW. Applicant PINK: Finance j * FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M PLAN CHECK!: CB93106J)___^ PERMIT*: NsmS-l-O&O' PROJECT NAME: 384 SF OFFICE AND 60 SF STAIRS /7XLRECEIVED \m o 7 ^03 WATER DATE: 01/26/94 PERMIT TYPE: ITI ADDRESS: 2293 COSMOS CT CONTACT PERSON/PHONE#: MH/KEVIN/714-554-7680 SEWER DIST: CA WATER DIST: CA INSPECTED. BY: h« J^yul^ INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS:r- FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK*: CB901860 DATE: 01/29/92 PERMIT*: CB901860 PERMIT TYPE: INDUST PROJECT NAME: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM ADDRESS: 2293 COSMOS CT CONTACT PERSON/PHONE#: CHRIS/431-3753 SEWER DIST: WATER DIST: INSPECTED /W V) DATE -? ?/ 00 / BY: XL-Kj^tO INSPECTED: £-£.'**'7<L APPROVED V DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M PLAN CHECK*: CB901860 PERMIT*: CB901860 PROJECT NAME: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM ADDRESS: 2293 COSMOS CT CONTACT PERSON/PHONE*: CHRIS/431-3753 SEWER DIST: WATER DIST: WATER DATE: 01/29/92 PERMIT TYPE: INDUST INSPECTED /.. BY : flcrjk. A t^^Jt 0 INSPECTED BY: INSPECTED BY: DATE i INSPECTED: 2-/2'< DATE INSPECTED: DATE INSPECTED: ' hi APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE ^LANNTNGj U/M PLAN CHECK*: CB901860 PERMIT*: CB901860 PROJECT NAME: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM WATER DATE: 01/29/92 PERMIT TYPE: INDUST ADDRESS: T2293 CQSMOS-CT- CONTACT PERSON/PHONE#: CHRIS/431-3753 SEWER DIST: WATER DIST: INSPECTED^ < ) BY: :T\Z^ INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: 2-— APPROVED APPROVED APPROVED "DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS: L 1 12 '92 13 5? KOBZEFF & RSSOCIflTESHflHHCflEftPflHH p 1 KOBZEFF & ASSOCIATES LANDSCAPE ARCHITECTURE • ENVIRONMENTAL DESIGN ° 18003 Sky Park Circle, Suite A, Irvine, CA 92714 (714) 660-9540 :_Mr.;LarryjBlack City of Carlsbad Planning Department 2075 Las Palmas Drive Carlsbad, CA 92009-4859 RE: Andrex Development Lot 6 Axiom Airport Partners Dear Larry: A site viait was conducted on Februaiy 12, 1992 on the above mentioned project. Attending was Ms. Christina Pisank and myself. As the licensed designer of record, I find the pi eject has been installed in substantial conformance with the approved plans and specifications. This should conclude our business for installation of this project per the Landscape Manual section V A.I, (letter of certification, Installation) Should you have any questions, please feel free to call us. Sincerely, KOBZKFF & AZ #19133 CA #01777 TX #01274 cc: Ms. Christina Pisank FINAL BUILDING INSPECTION r M I//7 DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER 4 PLAN CHECK*: CB901860 DATE: 01/29/92 PERMIT*: CB901860 PERMIT TYPE: INDUST PROJECT NAME: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM ADDRESS: 2293 COSMOS CT CONTACT PERSON/PHONE#: CHRIS/431-3753 SEWER DIST: WATER DIST: INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS:c*c U, DEPT: BUILDING FINAL BUILDING INSPECTION ENGINEERING FIRE PLANNING U/M PLAN CHECK*: CB901860 PERMIT#: CB901860PROJECT NAME: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM ADDRESS: 2293 COSMOS CT CONTACT PERSON/PHONE#: CHRIS/431-3753 SEWER DIST: WATER DIST: WATER DATE: 01/29/92 PERMIT TYPE: INDUST M ""!!!' M\S JAN 3019921 j( INSPECTED BY: DATE INSPECTED: £- INSPECTED BY: DATE INSPECTED: '2^ INSPECTED BY: DATE INSPECTED: APPROVED APPROVED APPROVED DISAPPROVED COMMENTS: OIL -Vo WATER DATE: 01/29/92 PERMIT TYPE: INDUST FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M PLAN CHECK#: CB901860 PERMIT*: CB901860 PROJECT NAME: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM ADDRESS: 2293 COSMOS CT CONTACT PERSON/PHONE#: CHRIS/431-3753 SEWER DIST: WATER DIST: INSPECTED/ BY: Cx^ / ,y INSPECTED^ BY: i ^X- INSPECTED BY: COMMENTS : ^J/.y/tfH/S ^1 -^ DATE , - INSPECTED: /-~2f-7j- APPROVED DATE / / INSPECTED: 2-1 $O 1^9- APPROVED \^ DATE ' INSPECTED: APPROVED DISAPPROVED L^ DISAPPROVED DISAPPROVED / DATE / PERMIT * JOB ADDRESS UNSCHEDULED INSPECTION INSPECTOR PLANCK #_ TIME ARRIVE: CD LVL DESCRIPTION & TIME LEAVE: ACT COMMENTS PESMITi 6/13/8S UNSCHEDULED INSPECTION DATE fJL/7^/<S2 INSPECTOR PERMIT j» 7 L//0 (a?) /PLANCK # JOB ADDRESS TIME ARRIVE: TIME LEAVE; CD LVL DESCRIPTION ACT COMMENTS P1BMITS 6/15/SS \ CITY OF CARLSBAD BUILDING DEPARTMENT DATE. 438-3550 2075 LAS PALMAS DRIVE TIME. IOCATION PERMIT NO. A*/<=7 I FOR INSPECTION CALL 438-3101 RE-INSPECTION FEE DUE1? FOR FURTHER WKORMATION, CONTACT YES BUILDING INSPECTOR CODE ENFORCEMENT OFFICER ft USLDSNG ADDRESS: D APPROVED PLANS SHALL BE N JOB SITE S3 D FOUNDATION D REINFORCI D MASONRY D GROUT-GUN D FLOOR AND D»SHEATHING FJ FRAME Cf EXTERIOR LATH D INSULATION G INTERIOR LATH OR DRYWALL PLUMBING n UNDERGROUND PLUMBIN. D UNDERGROUND WATER D ROUGH PLUMBING H TOP OUT PLUMBING G SEWER AND PL/CO D TUB OR SHOWER PAN G GAS TEST H WATER HEATER ELECTRICAL ['.'! TEMPORARY SERVICE D ELECTRIC UNDERGROUND C; ROUGH ELECTRIC Ll POOL BONDING D ELECTRIC SERVICE D UFER GROUND n G F i U SMOKE DETECTOR liSCELLANEOUS :; PLENUM AND DUCTS ] COMBUSTION AIR ] CONDITIONED AIR SYSTEMS J SOLAR : GRADING ] POOL J PATIO j SIGN j OTHER 'TIME . DATE DATE INSPECTION INSPECTOR .A-/? PERMIT PLANCK * JOB ADDRESS 22.^*3 TIME ARRIVE:TIME LEAVE: CD LVL DESCRIPTION ACT CO DATE UNSCHEflUT.ED INSPECTION INSPECTOR PERMIT # / PLANCK * JOB ADDRESS 22.^3 TIME ARRIVE: CD LVL DESCRIPTION TIME LEAVE: ACT COMMENTS 7**^ PERMITS 6/15/89 G&L G&L Electric Inc. 3315 E Miraloma, #111 Anaheim CA 92806 (714)993-6076 cr /CA frLL • WHOLESALE ELECTRIC CO •Corporate Office 2825 Temple Avenue, Signal Hiy, CA 90806 • (310) 988-3100 A "i -fr 0 NINE LOCATIONS COMPTON (310) 638-04847(213) 636-1101 • SANTA ANA (714) 541-2253 WESTMINSTER (714) 895-7700 • ANAHEIM (714) 630-7321 • TORRANCE (310) 542-8686 CERRITOS (310) 404-7710/(714) 739-1090 • COSTA MESA (714) 545-2022 HARBOR CITY (310) 325-5077 • LONG BEACH (310) 436-2452 DATE ~"7 V PERMIT I <?£-' JOB ADDRESS UNSCHEDULED INSPECTION INSPECTOR /^1/ft PLANCK # TIME ARRIVE:TIME LEAVE: CD LVL DESCRIPTION ACT COMMENTS (gX S£L WflZr 5f/*eS •*%.- PERMITS 6/15/89 CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 01/23/92 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: INSPECTOR AREA MC PLANCK* CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 REMARKS: MH/CHRIS/431-3753 INSPECTOR SPECIAL INSTRUCT: PATIO ARBOUR. AM CONCRETE GUYS WILL BE THERE 7 TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE STATUS CD 11 SE910007 SWOW ISSUED LVL DESCRIPTION ACT COMMENTS ST Ftg/Foundation/Piers ***** INSPECTION HISTORY ***** DATE DESCRIPTION 011692 Final Combo 011092 Frame/Steel/Bolting/Welding 011092 Rough Electric 011092 Rough Electric 011092 Rough/Ducts/Dampers 011092 Interior Lath/Drywall 122091 Frame/Steel/Bolting/Welding 121791 Frame/Steel/Bolting/Welding 120491 Frame/Steel/Bolting/Welding 112191 Frame/Steel/Bolting/Welding 112191 Frame/Steel/Bolting/Welding 112091 Frame/Steel/Bolting/Welding 111591 Frame/Steel/Bolting/Welding 111491 Fixtures 111391 Ftg/Foundation/Piers 111391 Underground/Conduit-Wiring 110891 Interior Lath/Drywall 110791 Rough Electric 110691 Rough Electric 110591 Ftg/Foundation/Piers 110591 Frame/Steel/Bolting/Welding 110191 Frame/Steel/Bolting/Welding 110191 Rough Electric 103191 Rough Electric 103091 Ftg/Foundation/Piers 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall ACT PI AP AP CO CO CO PI PI PI CO CO CO CO PI PI PI PA PA PA PA PA NR CO CO PA AP CO NR AP INSP MFC MPC MFC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS PRELIMINARY W/CORR. 1ST FLR CLNG GRID SYSTEMS LIGHT FIXTURES SEE INSP LIST SEE INSP LIST SEE INSP LIST SEE INSP NOTES SEE INSP NOTES GUARDRAIL REQMT TRELLIS COVER FRAMING NDS LATERALLY BRACED SEE INSP NOTES SEE INSP NOTES MT ELEC/SEIS FOR LGHT FIXTURE PLANTERS,WALLS WAREHOUSE LIGHT FIXTURES REST OF LOBBY INSIDE SOFFIT LIGHTS LOBBY SOFFITT LIGHTS SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 01/22/92 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 REMARKS: MH/CHRIS/431-3753 INSPECTOR SPECIAL INSTRUCT: PARKING LOT LIGHT STD FOOTINGS TOTAL TIME: —RELATED PERMITS—PERMIT# TYPE STATUS SE910007 SWOW ISSUED CD LVL DESCRIPTION ACT COMMENTS 11 ST Ftg/Foundation/Piers ***** INSPECTION HISTORY ***** DATE DESCRIPTION 011692 Final Combo 011092 Frame/Steel/Bolting/Welding 011092 Rough Electric 011092 Rough Electric 011092 Rough/Ducts/Dampers 011092 Interior Lath/Drywall 122091 Frame/Steel/Bolting/Welding 121791 Frame/Steel/Bolting/Welding 120491 Frame/Steel/Bolting/Welding 112191 Frame/Steel/Bolting/Welding 112191 Frame/Steel/Bolting/Welding 112091 Frame/Steel/Bolting/Welding 111591 Frame/Steel/Bolting/Welding 111491 Fixtures 111391 Ftg/Foundation/Piers 111391 Underground/Conduit-Wiring 110891 Interior Lath/Drywall 110791 Rough Electric 110691 Rough Electric 110591 Ftg/Foundation/Piers 110591 Frame/Steel/Bolting/Welding 110191 Frame/Steel/Bolting/Welding 110191 Rough Electric 103191 Rough Electric 103091 Ftg/Foundation/Piers 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall ACT PI AP AP CO CO CO PI PI PI CO CO CO CO PI PI PI PA PA PA PA PA NR CO CO PA AP CO NR AP INSP MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS PRELIMINARY W/CORR. 1ST FLR CLNG GRID SYSTEMS LIGHT FIXTURES SEE INSP LIST SEE INSP LIST SEE INSP LIST SEE INSP NOTES SEE INSP NOTES GUARDRAIL REQMT TRELLIS COVER FRAMING NDS LATERALLY BRACED SEE INSP NOTES SEE INSP NOTES MT ELEC/SEIS FOR LGHT FIXTURE PLANTERS,WALLS WAREHOUSE LIGHT FIXTURES REST OF LOBBY INSIDE SOFFIT LIGHTS LOBBY SOFFITT LIGHTS SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES * CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 01/10/92 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: INSPECTOR AREA MC PLANCK* CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 REMARKS: MH/CHRIS SPECIAL INSTRUCT: CEILING AM PLEASE INSPECTOR TOTAL TIME: —RELATED PERMITS —PERMIT* TYPE SE910007 SWOW STATUS ISSUED CD 14 24 34 44 LVL DESCRIPTION ACT COMMENTS ST Frame/Steel/Bolting/Welding PL Rough/Topout EL Rough Electric ME Rough/Ducts/Dampers ***** INSPECTION HISTORY ***** DATE DESCRIPTION 122091 Frame/Steel/Bolting/Welding 121791 Frame/Steel/Bolting/Welding 120491 Frame/Steel/Bolting/Welding 112191 Frame/Steel/Bolting/Welding 112191 Frame/Steel/Bolting/Welding 112091 Frame/Steel/Bolting/Welding 111591 Frame/Steel/Bolting/Welding 111491 Fixtures 111391 Ftg/Foundation/Piers 111391 Underground/Conduit-Wiring 110891 Interior Lath/Drywall 110791 Rough Electric 110691 Rough Electric 110591 Ftg/Foundation/Piers 110591 Frame/Steel/Bolting/Welding 110191 Frame/Steel/Bolting/Welding 110191 Rough Electric 103191 Rough Electric 103091 Ftg/Foundation/Piers 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall 102891 Frame/Steel/Bolting/Welding 102191 Interior Lath/Drywall 101691 Insulation ACT PI PI PI CO CO CO CO PI PI PI PA PA PA PA PA NR CO CO PA AP CO NR AP CO PA NR INSP MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MP.C MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC PK COMMENTS SEE INSP NOTES SEE INSP NOTES GUARDRAIL REQMT TRELLIS COVER FRAMING NDS LATERALLY BRACED SEE INSP NOTES SEE INSP NOTES MT ELEC/SEIS FOR LGHT FIXTURE PLANTERS,WALLS WAREHOUSE LIGHT FIXTURES REST OF LOBBY INSIDE SOFFIT LIGHTS LOBBY SOFFITT LIGHTS SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES CHECKED ON 10-15-91 ElimL ^>B SS! £Q<?3 D APPROVED PLANS SHALL BE ON JOB SITE BUILDING • n FOUNDATION : D REINFORCING STEEL D MASONRY D GROUT-GUNITE G FLOOR .AND CEILING FRAME ,,~^ D SHEATHING (z? n FRAME" -, . D EXTERIOR LATH " : D INSULATION D INTERIOR LATH OR DRYWALL PLUMBING D UNDERGROUND PLUMBING n UNDERGROUND WATER D ROUGH PLUMBING D TOP OUT PLUMBING D SEWER AND PL/CO D TUB OR SHOWER PAN D GAS TEST U WATER HEATER ELECTRICAL H TEMPORARY SERVICE n ELECTRIC UNDERGROUND D ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE n UFER GROUND n G FI D SMOKE DETECTOR WiiSCELLANEOUS n PLENUM AND DUCTS n COMBUSTION AIR D CONDITIONED AIR SYSTEMS Q SOLAR D GRADING a POOL D PATIO u SIGN H OTHER DATE UNSCHEDULED INSPECTION INSPECTOR JOB ADDRESS PLANCK # TIME ARRIVE:TIME LEAVE: CD LVL DESCRIPTION ACT COMMENTS x/r PERMITS 6/15/89 A * CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 12/20/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS CONTRACTOR: OWNER: AXIOM AIRPORT PROPERTIES INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: PHONE: 714 643-5822 PHONE: PHONE: 714 643 .5822 INSPECTOR / / ^-"""REMARKS: MH/CHRIS SPECIAL INSTRUCT: MEET THEM 10 AM. HAND RAIL MAN READY/TO tfABRICATE HANDRAIL TOTAL TIME: —RELATED PERMITS—PERMIT# SE910007 TYPE STATUS SWOW ISSUED CD LVL DESCRIPTION ACT COMMENTS 14 ST Frame/Steel/Bolting/Welding f/ DbV&U ***** INSPECTION HISTORY ***** DATE DESCRIPTION 121791 Frame/Steel/Bolting/Welding 120491 Frame/Steel/Bolting/Welding 112191 Frame/Steel/Bolting/Welding 112191 Frame/Steel/Bolting/Welding 112091 Frame/Steel/Bolting/Welding 111591 Frame/Steel/Bolting/Welding 111491 Fixtures 111391 Ftg/Foundation/Piers 111391 Underground/Conduit-Wiring 110891 Interior Lath/Drywall 110791 Rough Electric 110691 Rough Electric 110591 Ftg/Foundation/Piers 110591 Frame/Steel/Bolting/Welding 110191 Frame/Steel/Bolting/Welding 110191 Rough Electric 103191 Rough Electric 103091 Ftg/Foundation/Piers 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall 102891 Frame/Steel/Bolting/Welding 102191 Interior Lath/Drywall 101691 Insulation 101691 Rough Electric 101691 Ftg/Foundation/Piers 101591 Insulation 101191 Frame/Steel/Bolting/Welding ACT PI PI CO CO CO CO PI PI PI PA PA PA PA PA NR CO CO PA AP CO NR AP CO PA NR NR NR AP NR INSP MPC MFC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC PK PK PK PK MPC COMMENTS SEE INSP NOTES GUARDRAIL REQMT TRELLIS COVER FRAMING NDS LATERALLY BRACED SEE INSP NOTES SEE INSP NOTES MT ELEC/SEIS FOR LGHT FIXTURE PLANTERS,WALLS WAREHOUSE LIGHT FIXTURES REST OF LOBBY INSIDE SOFFIT LIGHTS LOBBY SOFFITT LIGHTS SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 11/21/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: REMARKS: MH/CHRIS/431-3753 SPECIAL INSTRUCT: LUNCH ARBOR INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 INSPECTOR TOTAL TIME: —RELATED PERMITS— CD LVL DESCRIPTION PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED 14 ST Frame/Steel/Bolting/Welding ***** INSPECTION HISTORY ***** DATE DESCRIPTION 111591 Frame/Steel/Bolting/Welding 111491 Fixtures 111391 Ftg/Foundation/Piers 111391 Underground/Conduit-Wiring 110891 Interior Lath/Drywall 110791 Rough Electric 110691 Rough Electric 110591 Ftg/Foundation/Piers 110591 Frame/Steel/Bolting/Welding 110191 Frame/Steel/Bolting/Welding 110191 Rough Electric 103191 Rough Electric 103091 Ftg/Foundation/Piers 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall 102891 Frame/Steel/Bolting/Welding 102191 Interior Lath/Drywall 101691 Insulation 101691 Rough Electric 101691 Ftg/Foundation/Piers 101591 Insulation 101191 Frame/Steel/Bolting/Welding 101191 Rough Electric 101091 Rough Electric 100891 Grout 100891 Frame/Steel/Bolting/Welding ACT CO PI PI PI PA PA PA PA PA NR CO CO PA AP CO NR AP CO PA NR NR NR AP NR CO PA AP AP INSP MPC MFC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC PK PK PK PK MPC MPC MPC MPC MPC COMMENTS SEE INSP NOTES MT ELEC/SEIS FOR LGHT FIXTURE PLANTERS,WALLS WAREHOUSE LIGHT FIXTURES REST OF LOBBY INSIDE SOFFIT LIGHTS LOBBY SOFFITT LIGHTS SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 11/20/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER:- AXIOM AIRPORT PROPERTIES PHONE: INSPECTOR AREA MC PLANCKtf CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 REMARKS: MH/CHRIS/431-3753 SPECIAL INSTRUCT: FIRE TAPING - CEILING INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT# TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD 14 LVL DESCRIPTION ST Frame/Steel/Bolting/Welding ACT COMMENTS DATE 111591 111491 111391 111391 110891 110791 110691 110591 110591 110191 110191 103191 103091 102991 102991 102891 102891 102891 102191 101691 101691 101691 101591 101191 101191 101091 100891 100891 ***** INSPECTION HISTORY ***** DESCRIPTION Frame/Steel/Bolting/Welding Fixtures Ftg/Foundation/Piers Underground/Conduit-Wiring Interior Lath/Drywall Rough Electric Rough Electric Ftg/Foundation/Piers Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Rough Electric Rough Electric Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Conduit-Wiring Ftg/Foundation/Piers Interior Lath/Drywall Frame/Steel/Bolting/Welding Interior Lath/Drywall Insulation Rough Electric Ftg/Foundation/Piers Insulation Frame/Steel/Bolting/Welding Rough Electric Rough Electric Grout Frame/Steel/Bolting/Welding ACT CO PI PI PI PA PA PA PA PA NR CO CO PA AP CO NR AP CO PA NR NR NR AP NR CO PA AP AP INSP MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC PK PK PK PK MPC MPC MPC MPC MPC COMMENTS SEE INSP NOTES MT ELEC/SEIS FOR LGHT FIXTURE PLANTERS,WALLS WAREHOUSE LIGHT FIXTURES REST OF LOBBY INSIDE SOFFIT LIGHTS LOBBY SOFFITT LIGHTS SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB901860 FOR 11/15/91 INSPECTOR AREA MC DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE PLANCK# CB901860 34920 SF INDUST SPR SEE COMM OCC GRP TYPE: INDUST CONSTR. TYPE VN JOB ADDRESS: 2293 COSMOS CT STR: FL: STE: APPLICANT: AXIOM AIRPORT PARTNERS PHONE: 714 643-5822 CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: 714 643 5822 REMARKS: MH/TIM SPECIAL INSTRUCT: STAIRWAY INSPECTOR TOTAL TIME: —RELATED PERMITS--PERMITft TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD 14 LVL DESCRIPTION ST Frame/Steel/Bolting/Welding ACT COMMENTS ^ ***** INSPECTION HISTORY ***** DATE DESCRIPTION 111391 Ftg/Foundation/Piers 111391 Underground/Conduit-Wiring 110891 Interior Lath/Drywall 110791 Rough Electric 110691 Rough Electric 110591 Ftg/Foundation/Piers 110591 Frame/Steel/Bolting/Welding 110191 Frame/Steel/Bolting/Welding 110191 Rough Electric 103191 Rough Electric 103091 Ftg/Foundation/Piers 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall 102891 Frame/Steel/Bolting/Welding 102191 Interior Lath/Drywall 101691 Insulation 101691 Rough Electric 101691 Ftg/Foundation/Piers 101591 Insulation 101191 Frame/Steel/Bolting/Welding 101191 Rough Electric 101091 Rough Electric 100891 Grout 100891 Frame/Steel/Bolting/Welding 100791 Rough Combo 100791 Footing ACT PI PI PA PA PA PA PA NR CO CO PA AP CO NR AP CO PA NR NR NR AP NR CO PA AP AP PI AP INSP MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC PK PK PK PK MPC MPC MPC MPC MPC MPC MPC COMMENTS PLANTERS,WALLS WAREHOUSE LIGHT FIXTURES REST OF LOBBY INSIDE SOFFIT LIGHTS LOBBY SOFFITT LIGHTS SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 11/14/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: 714 643 5822 INSPECTOR AREA MC PLANCK* CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 REMARKS: MH/CHRIS/431-3753 INSPECTOR SPECIAL INSTRUCT: AM PLEASE. WHSE ELECTRICAL LIGHTING - S^ISMJC TOTAL TIME: —RELATED PERMITS —PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD LVL DESCRIPTION 35 EL Fixtures ACT COMMENTS ft- ***** INSPECTION HISTORY ***** DATE DESCRIPTION 110891 Interior Lath/Drywall 110791 Rough Electric 110691 Rough Electric 110591 Ftg/Foundation/Piers 110591 Frame/Steel/Bolting/Welding 110191 Frame/Steel/Bolting/Welding 110191 Rough Electric 103191 Rough Electric 103091 Ftg/Foundation/Piers 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall 102891 Frame/Steel/Bolting/Welding 102191 Interior Lath/Drywall 101691 Insulation 101691 Rough Electric 101691 Ftg/Foundation/Piers 101591 Insulation 101191 Frame/Steel/Bolting/Welding 101191 Rough Electric 101091 Rough Electric 100891 Grout 100891 Frame/Steel/Bolting/Welding 100791 Rough Combo 100791 Footing 100491 Frame/Steel/Bolting/Welding 100491 Frame/Steel/Bolting/Welding ACT PA PA PA PA PA NR CO CO PA AP CO NR AP CO PA NR NR NR AP NR CO PA AP AP PI AP PA CO INSP MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC PK PK PK PK MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS REST OF LOBBY INSIDE SOFFIT LIGHTS LOBBY SOFFITT LIGHTS SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 11/13/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: INSPECTOR AREA MC PLANCKtf CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 REMARKS: MH/CHRIS/431-3753 SPECIAL INSTRUCT: AND WAREHOUSE LIGHTING INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD 11 LVL DESCRIPTION ST Ftg/Foundation/Piers ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 110891 Interior Lath/Drywall 110791 Rough Electric 110691 Rough Electric 110591 Ftg/Foundation/Piers 110591 Frame/Steel/Bolting/Welding 110191 Frame/Steel/Bolting/Welding 110191 Rough Electric 103191 Rough Electric 103091 Ftg/Foundation/Piers 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall 102891 Frame/Steel/Bolting/Welding 102191 Interior Lath/Drywall 101691 Insulation 101691 Rough Electric 101691 Ftg/Foundation/Piers 101591 Insulation 101191 Frame/Steel/Bolting/Welding 101191 Rough Electric 101091 Rough Electric 100891 Grout 100891 Frame/Steel/Bolting/Welding 100791 Rough Combo 100791 Footing 100491 Frame/Steel/Bolting/Welding 100491 Frame/Steel/Bolting/Welding ACT PA PA PA PA PA NR CO CO PA AP CO NR AP CO PA NR NR NR AP NR CO PA AP AP PI AP PA CO INSP MPC MFC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC PK PK PK PK MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS REST OF LOBBY INSIDE SOFFIT LIGHTS LOBBY SOFFITT LIGHTS SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES DTD 11-5-91 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP r CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 11/05/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: INSPECTOR AREA MC PLANCKtf CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 REMARKS: RS/CHRIS/431-3753 INSPECTOR SPECIAL INSTRUCT: FRAMING - STRAPS ON MEZZANINE ??? FOOTING MAY BE A DUPLICATE FROM 11/1/91, TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS 11 ST Ftg/Foundation/Piers 14 ST Frame/Steel/Bolting/Welding ***** INSPECTION HISTORY ***** DATE DESCRIPTION 110191 Frame/Steel/Bolting/Welding 110191 Rough Electric 103191 Rough Electric 103091 Ftg/Foundation/Piers 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall 102891 Frame/Steel/Bolting/Welding 102191 Interior Lath/Drywall 101691 Insulation 101691 Rough Electric 101691 Ftg/Foundation/Piers 101591 Insulation 101191 Frame/Steel/Bolting/Welding 101191 Rough Electric 101091 Rough Electric 100891 Grout 100891 Frame/Steel/Bolting/Welding 100791 Rough Combo 100791 Footing 100491 Frame/Steel/Bolting/Welding 100491 Frame/Steel/Bolting/Welding 100391 Frame/Steel/Bolting/Welding 100391 Rough Electric 100391 Frame/Steel/Bolting/Welding 100291 Rough/Topout ACT NR CO CO PA AP CO NR AP CO PA NR NR NR AP NR CO PA AP AP PI AP PA CO PI PI CO AP INSP MFC MPC MFC MPC MPC MPC MPC MPC MPC MPC PK PK PK PK MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES PLANTER PRECAST WALL FTNGS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 11/01/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: REMARKS: MH/CHRIS/431-3753 SPECIAL INSTRUCT: FIRST THING IN AM INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT# TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD 14 34 LVL DESCRIPTION ST Frame/Steel/Bolting/Welding EL Rough Electric ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 102991 Ftg/Foundation/Piers 102991 Underground/Conduit-Wiring 102891 Ftg/Foundation/Piers 102891 Interior Lath/Drywall 102891 Frame/Steel/Bolting/Welding 102191 Interior Lath/Drywall 101691 Insulation 101691 Rough Electric 101691 Ftg/Foundation/Piers 101591 Insulation 101191 Frame/Steel/Bolting/Welding 101191 Rough Electric 101091 Rough Electric 100891 Grout 100891 Frame/Steel/Bolting/Welding 100791 Rough Combo 100791 Footing 100491 Frame/Steel/Bolting/Welding 100491 Frame/Steel/Bolting/Welding 100391 Frame/Steel/Bolting/Welding 100391 Rough Electric 100391 Frame/Steel/Bolting/Welding 100291 Rough/Topout 092091 Ftg/Foundation/Piers 091991 Frame/Steel/Bolting/Welding 091891 Ftg/Foundation/Piers 091891 Steel/Bond Beam ACT AP CO NR AP CO PA NR NR NR AP NR CO PA AP AP PI AP PA CO PI PI CO AP NR CO PA PA INSP MPC MPC MPC MPC MPC MPC PK PK PK PK MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB CITY OF CARLSBAD INSPECTION REQUEST PERMITS CB901860 FOR 10/30/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR : PHONE : OWNER:AXIOM AIRPORT PROPERTIES INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 PHONE: 714 643 5822 INSPECTORREMARKS: MH/CHRIS/431-3753 SPECIAL INSTRUCT: MER SHE CALLED AT 3:30 TUBS AND ASKED FC DID NOT SAY WHAT TYPE OF INSPECTION WEp PM TOTAL TIME: —RELATED PERMITS—PERMIT# TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD 11 LVL DESCRIPTION ST Ftg/Foundation/Piers ACT COMMENTS f>A ***** INSPECTION HISTORY ***** DATE DESCRIPTION 102191 Interior Lath/Drywall • 101691 Insulation 101691 Rough Electric 101691 Ftg/Foundation/Piers 101591 Insulation 101191 Frame/Steel/Bolting/Welding 101191 Rough Electric 101091 Rough Electric 100891 Grout 100891 Frame/Steel/Bolting/Welding 100791 Rough Combo 100791 Footing 100491 Frame/Steel/Bolting/Welding 100491 Frame/Steel/Bolting/Welding 100391 Frame/Steel/Bolting/Welding 100391 Rough Electric 100391 Frame/Steel/Bolting/Welding 100291 Rough/Topout 092091 Ftg/Foundation/Piers 091991 Frame/Steel/Bolting/Welding 091891 Ftg/Foundation/Piers 091891 Steel/Bond Beam 091891 Frame/Steel/Bolting/Welding 091891 Frame/Steel/Bolting/Welding 091791 Steel/Bond Beam 091691 Rough/Topout 091691 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding ACT PA NR NR NR AP NR CO PA AP AP PI AP PA CO PI PI CO AP NR CO PA PA CO AP NR CO AP PA INSP MFC PK PK PK PK MFC MPC MFC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING FLR & ROOF SHEATHING * CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 10/29/91 INSPECTOR AREA MC DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE PLANCK* CB901860 34920 SF INDUST SPR SEE COMM OCC GRP TYPE: INDUST CONSTR. TYPE VN JOB ADDRESS: 2293 COSMOS CT STR: FL: STE: APPLICANT: AXIOM AIRPORT PARTNERS PHONE: 714 643-5822 CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: 714 643 5822 REMARKS: MH/CHRIS/431-3753 SPECIAL INSTRUCT: REBAR AM PLEASE INSPECTOR /r TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD LVL DESCRIPTION 11 ST Ftg/Foundation/Piers ACT COMMENTS / DATE 102191 101691 101691 101691 101591 101191 101191 101091 100891 100891 100791 100791 100491 100491 100391 100391 100391 100291 092091 091991 091891 091891 091891 091891 091791 091691 091691 091391 //J ***** INSPECTION HISTORY ***** DESCRIPTION Interior Lath/Drywall Insulation Rough Electric Ftg/Foundat ion/Piers Insulation Frame/Steel/Bolting/Welding Rough Electric Rough Electric Grout Frame/Steel/Bolting/Welding Rough Combo Footing Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Rough Electric Frame/Steel/Bolting/Welding Rough/Topout Ftg/Foundation/Piers Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Steel/Bond Beam Rough/Topout Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding ACT PA NR NR NR AP NR CO PA AP AP PI AP PA CO PI PI CO AP NR CO PA PA CO AP NR CO AP PA INSP MPC PK PK PK PK MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING FLR & ROOF SHEATHING I CITY OF CARLSBAD _ V* i INSPECTION REQUEST PEKfolT# CB901860 ' FOR 10/28/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE : INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS CONTRACTOR : INSPECTOR AREA MC PLANCKtf CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: PHONE: 714 643-5822 PHONE: OWNER:AXIOM AIRPORT PROPERTIES PHONE: 714 643 5822 INSPECTORREMARKS: MH/CHRIS SPECIAL INSTRUCT: SHE ASKED FOR REBAR PM AND INT DRYWALL READY TO TAPE f TOTAL TIME: —RELATED PERMITS—PERMIT# TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS 11 17 ST Ftg/Foundation/Piers ST Interior Lath/Drywall DATE 102191 101691 101691 101691 101591 101191 101191 101091 100891 100891 100791 100791 100491 100491 100391 100391 100391 100291 092091 091991 091891 091891 091891 091891 091791 091691 091691 ***** INSPECTION HISTORY ***** DESCRIPTION Interior Lath/Drywall Insulation Rough Electric Ftg/Foundation/Piers Insulation Frame/Steel/Bolting/Welding Rough Electric Rough Electric Grout Frame/Steel/Bolting/Welding Rough Combo Footing Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Rough Electric Frame/Steel/Bolting/Welding Rough/Topout Ftg/Foundation/Piers Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Steel/Bond Beam Rough/Topout Frame/Steel/Bolting/Welding ACT PA NR NR NR AP NR CO PA AP AP PI AP PA CO PI PI CO AP NR CO PA PA CO AP NR CO AP INSP MPC PK PK PK PK MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING RCV BY XEROX TELECOPIER 7010 ,10-25-91 10 sea BV KFWER &. OSSOCIPTES ,10-25-91 9 2iftM 7148382023^. 71453B2023-7'CCITT )002 T 8 U C T U R A L ENGINEERS, INC, Suite 136, Win, Cafifema 92680 (714) 833 6222 ftX (714) 838 2023 re.- PROJECT; Ax "ATTENl PROM: ION: MOV 1^ 1 COMMENTS: SfA/f: (including tronsmltta!) It If you have any problems receiving this transmission {714)838-6222 -JEf CITY OF CARLSBAD ^. INSPECTION REQUEST PERMIT* CB901860 FOR 10/28/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT STR: INSPECTOR AREA MC PLANCKtf CB901860 OCC GRP CONSTR. TYPE VN FL: STE: ***** INSPECTION HISTORY ***** DATE DESCRIPTION 091391 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091191 Frame/Steel/Bolting/Welding 090591 Ftg/Foundation/Piers 090591 Grout 090491 Grout 083091 Footing 081991 Ftg/Foundation/Piers 080791 Ftg/Foundation/Piers 080791 Steel/Bond Beam 080691 Ftg/Foundation/Piers 073191 Steel/Bond Beam 073191 Frame/Steel/Bolting/Welding 072691 Steel/Bond Beam 072691 Frame/Steel/Bolting/Welding 070591 Ftg/Foundation/Piers 070591 Steel/Bond Beam 070391 Ftg/Foundation/Piers 070291 Underground/Under Floor 062891 Ftg/Foundation/Piers 062791 Underground/Under Floor ACT PA CO CO CO AP CO CO PA AP AP PA PA PA PA PA PA PA PA PA CO PA INSP MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS FLR & ROOF SHEATHING ND NAILING & GRID LINE (ROOF) SEE INSP NOTES 9-11-91 SEE INSP NOTES SOUTH P/I RET WALLS SEE INSP NOTES SEE INSP NOTES FTNG/PNL CON C/SD3 REST OF BLDG FTNGS REST OF CONC WALL PNLS GRID BM @ LN 1-8, E TO F N & E WALL PNLS SEE INSP NOTES E,W & S WALL PNLS E,W & S WALL PNLS SLAB ON GRADE SLAB ON GRADE SEE INSP NOTES SEE INSP NOTES NDS SOILS ENGRS OK SEE INSP COMMENTS CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB901860 FOR 10/28/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 OWNER:AXIOM AIRPORT PROPERTIES REMARKS: MH/CHRIS PHONE: 714 643 5822 INSPECTOR SPECIAL INSTRUCT: SHE ASKED FOR REBAR PM AND INT DRYWALL AM READY TO TAPE / TOTAL TIME: —RELATED PERMITS —PERMIT# TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS Ftg/Foundation/Piers Interior Lath/Drywall ***** INSPECTION HISTORY *gysp-r**-*** DATE 102191 101691 101691 101691 101591 101191 101191 101091 100891 100891 100791 100791 100491 100491 100391 100391 100391 100291 092091 091991 091891 091891 091891 091891 091791 091691 091691 DESCRIPTION Interior Lath/Drywall Insulation Rough Electric Ftg/Foundation/Piers Insulation Frame/Steel/Bolting/Welding Rough Electric Rough Electric Grout Frame/Steel/Bolting/Welding Rough Combo Footing Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Rough Electric Frame/Steel/Bolt ing/Welding Rough/Topout Ftg/Foundation/Piers Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/Welding Frame/Steel/Bolt ing/Welding Steel/Bond Beam Rough/Topout Frame/Steel/Bolting/Welding ACT PA NR NR NR AP NR CO PA AP AP PI AP PA CO PI PI CO AP NR CO PA PA CO AP NR CO AP INSP MFC PK PK PK PK MPC MFC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS SEE INSP NOTES CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING BV XEROX TELECOPIER 7010 ,10-25-91 10 21PM - SENT Fjy KRONER & ftSSOCIfiTES ,10-25-91 9 21P.M , i —fc. 7148382023-? 7143382023^ s W2 Dow Avenue R U C T I) U L ENGINEERS, INC. Suite 136, Tusto, California 92680 (714) 838 6222 FAX (714) 838 2023 AT TEN FROM: TOTAL Please c DA TE: PROJECT: "IcE-y COMMENTS: 'AGES SENT: (including transmtttal) CCITT 1D1TTOIL II If you have any problems receiving this transmission (714)838-6222. SENT BY KRflMER S, ftSSQCIATES .10-25-91 9 22fif1 7143332023-^CCITT G3,tt 2. STRUCURAL ENGINEERS, INC. -MA-4J- JOIST JObFiO 6 - / Qafa lO ' Page. 05 1" ^^LT J^I^T^ m <**• CITY OF CARLSBAD ^ INSPECTION REQUEST PERMIT* CB901860 FOR 10/21/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER:AXIOM AIRPORT PROPERTIES REMARKS: MH/CHRIS/431-3753 SPECIAL INSTRUCT: 1ST THING IN AM PLEASE INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 PHONE: 714 643 5822 INSPECTOR A TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD 17 LVL DESCRIPTION ST Interior Lath/Drywall ACT COMMENTS f&lM&t&V MS. ' J ***** INSPECTION HISTORY ***** DATE DESCRIPTION 101691 Insulation 101691 Rough Electric 101691 Ftg/Foundation/Piers 101591 Insulation 101191 Frame/Steel/Bolting/Welding 101191 Rough Electric 101091 Rough Electric 100891 Grout 100891 Frame/Steel/Bolting/Welding 100791 Rough Combo 100791 Footing 100491 Frame/Steel/Bolting/Welding 100491 Frame/Steel/Bolting/Welding 100391 Frame/Steel/Bolting/Welding 100391 Rough Electric 100391 Frame/Steel/Bolting/Welding 100291 Rough/Topout 092091 Ftg/Foundation/Piers 091991 Frame/Steel/Bolting/Welding 091891 Ftg/Foundation/Piers 091891 Steel/Bond Beam 091891 Frame/Steel/Bolting/Welding 091891 Frame/Steel/Bolting/Welding 091791 Steel/Bond Beam 091691 Rough/Topout 091691 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding ACT NR NR NR AP NR CO PA AP AP PI AP PA CO PI PI CO AP NR CO PA PA CO AP NR CO AP PA CO INSP PK PK PK PK MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS CHECKED ON 10-15-91 CHECKED ON 10-15-91 SEE INSPECTORS COMMENTS STILL W/CORR ON 2ND FLOOR WIRING STILL NOT COMPLETE NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING FLR & ROOF SHEATHING ND NAILING & GRID LINE (ROOF) CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 10/15/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: INSPECTOR AREA MC PLANCK* CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 64 ..INSPECTORREMARKS: MH/CHRIS/43J.^3753 SPECIAL INSTRUCT:pCANjT~BEjFrIRST...THING- TUESDAY MORN7.J5HE HAS DRYWALLER SeHEDULED-.~SHE~ THOUGHT"MER "COULD" "BE THERE MONDAY PM*. TOTAL TIME: —RELATED PERMITS— CD LVL DESCRIPTION 16 ST Insulation PERMIT* SE9 10007 CB910872 TYPE SWOW ELEC STATUS ISSUED ISSUED ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 101091 Rough Electric 100891 Grout 100891 Frame/Steel/Bolting/Welding 100791 Rough Combo 100791 Footing 100491 Frame/Steel/Bolting/Welding 100491 Frame/Steel/Bolting/Welding 100391 Frame/Steel/Bolting/Welding 100391 Rough Electric 100391 Frame/Steel/Bolting/Welding 100291 Rough/Topout 092091 Ftg/Foundation/Piers 091991 Frame/Steel/Bolting/Welding 091891 Ftg/Foundation/Piers 091891 Steel/Bond Beam 091891 Frame/Steel/Bolting/Welding 091891 Frame/Steel/Bolting/Welding 091791 Steel/Bond Beam 091691 Rough/Topout 091691 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091191 Frame/Steel/Bolting/Welding 090591 Ftg/Foundation/Piers 090591 Grout 090491 Grout 083091 Footing 081991 Ftg/Foundation/Piers ACT PA AP AP PI AP PA CO PI PI CO AP NR CO PA PA CO AP NR CO AP PA CO CO CO AP CO CO PA INSP MFC MFC MPC MFC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS NDS GREEN WIRE IN ALL PLEX RM SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING FLR & ROOF SHEATHING ND NAILING & GRID LINE (ROOF) SEE INSP NOTES 9-11-91 SEE INSP NOTES SOUTH P/I RET WALLS SEE INSP NOTES SEE INSP NOTES FTNG/PNL CON C/SD3 CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 10/10/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: REMARKS: MH/CHRIS/431-3753/AM PLS SPECIAL INSTRUCT: TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE910007 SWOW CB910872 ELEC INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 INSPECTOR STATUS ISSUED ISSUED CD 34 LVL DESCRIPTION EL Rough Electric ACT COMMENTS S/J ***** INSPECTION HISTORY ***** DATE DESCRIPTION 100891 Grout 100891 Frame/Steel/Bolting/Welding 100791 Rough Combo 100791 Footing 100491 Frame/Steel/Bolting/Welding 100491 Frame/Steel/Bolting/Welding 100391 Frame/Steel/Bolting/Welding 100391 Rough Electric 100391 Frame/Steel/Bolting/Welding 100291 Rough/Topout 092091 Ftg/Foundation/Piers 091991 Frame/Steel/Bolting/Welding 091891 Ftg/Foundation/Piers 091891 Steel/Bond Beam 091891 Frame/Steel/Bolting/Welding 091891 Frame/Steel/Bolting/Welding 091791 Steel/Bond Beam 091691 Rough/Topout 091691 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091191 Frame/Steel/Bolting/Welding 090591 Ftg/Foundation/Piers 090591 Grout 090491 Grout 083091 Footing 081991 Ftg/Foundation/Piers 080791 Ftg/Foundation/Piers ACT AP AP PI AP PA CO PI PI CO AP NR CO PA PA CO AP NR CO AP PA CO CO CO AP CO CO PA AP INSP MFC MFC MPC MFC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS SEE INSP NOTES SEE INSP NOTES NO.SLOPE MASONRY WALL ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING FLR & ROOF SHEATHING ND NAILING & GRID LINE (ROOF) SEE INSP NOTES 9-11-91 SEE INSP NOTES SOUTH P/I RET WALLS SEE INSP NOTES SEE INSP NOTES FTNG/PNL CON C/SD3 REST OF BLDG FTNGS i CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 10/08/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: REMARKS: MH/CHRIS/431-3753/PM PLEASE SPECIAL INSTRUCT: INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 INSPECTOR TOTAL TIME: —RELATED PERMITS— CD LVL DESCRIPTION 66 MA Grout PERMIT# TYPE STATUS SE910007 SWOW ISSUED CB910872 ELEC ISSUED ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 100491 Frame/Steel/Bolting/Welding 100491 Frame/Steel/Bolting/Welding 100391 Frame/Steel/Bolting/Welding 100391 Rough Electric 100391 Frame/Steel/Bolting/Welding 100291 Rough/Topout 092091 Ftg/Foundation/Piers 091991 Frame/Steel/Bolting/Welding 091891 Ftg/Foundation/Piers 091891 Steel/Bond Beam 091891 Frame/Steel/Bolting/Welding 091891 Frame/Steel/Bolting/Welding 091791 Steel/Bond Beam 091691 Rough/Topout 091691 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091191 Frame/Steel/Bolting/Welding 090591 Ftg/Foundation/Piers 090591 Grout 090491 Grout 083091 Footing 081991 Ftg/Foundation/Piers 080791 Ftg/Foundation/Piers 080791 Steel/Bond Beam 080691 Ftg/Foundation/Piers 080691 Ftg/Foundation/Piers 073191 Steel/Bond Beam ACT PA CO PI PI CO AP NR CO PA PA CO AP NR CO AP PA CO CO CO AP CO CO PA AP AP PA PA PA INSP MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS ALL METAL STUDS 2ND FLR CORR NOT COMP METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING FLR & ROOF SHEATHING ND NAILING & GRID LINE (ROOF) SEE INSP NOTES 9-11-91 SEE INSP NOTES SOUTH P/I RET WALLS SEE INSP NOTES SEE INSP NOTES FTNG/PNL CON C/SD3 REST OF BLDG FTNGS REST OF CONG WALL PNLS GRID BM @ LN 1-8,E TO F GRID BM @ LN 2.8,E TO F N fie E WALL PNLS CORRECTION NOTICE ADDRESS: D APPROVED PLANS SHALL BE ON JOB SITE BUILDING D FOUNDATION D REINFORCING STEEL D MASONRY D GROUT-GUNITE D FLOOR AND CEILING FRAME D SHEATHING D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL PLUMBING D UNDERGROUND PLUMBING D UNDERGROUND WATER D ROUGH PLUMBING D TOP OUT PLUMBING D SEWER AND PL/CO D TUB OR SHOWER PAN a GAS TEST D WATER HEATER <*J •*- ' ,7 - ELECTRICAL D TEMPORARY SERVICE D ELECTRIC UNDERGROUND D ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE n UFER GROUND n GFI D SMOKE DETECTOR MISCELLANEOUS D PLENUM AND DUCTS n COMBUSTION AIR D CONDITIONED AIR SYSTEMS D SOLAR D GRADING D POOL D PATIO D SIGN D OTHER TIME . DATE INSPECTOR CITY OF CARLSBAD BUILDING INSPECTION DEPARTMENT PHONE - 438-3550 Note Final Inspection Required CITY OF CARLSBAD INSPECTION REQUEST PERMITtf CB901860 FOR 10/07/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: REMARKS: MH/CHRIS/431-3753 SPECIAL INSTRUCT: JUST ASKED FOR WALLS TOTAL TIME: —RELATED PERMITS—PERMIT# TYPE SE910007 SWOW CB910872 ELEC INSPECTOR AREA MC PLANCKtf CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 INSPECTOR PM PLEASE 7 STATUS ISSUED ISSUED CD 14 24 34 44 LVL DESCRIPTION ACT COMMENTS ST Frame/Steel/Bolting/Welding _£ PL Rough/Topout _i EL Rough Electric ME Rough/ Ducts/ Dampers ?/ AP M9/U?y *SL&F& AyQ^tdty ccj7t<<__ ***** INSPECTION HISTORY ***** DATE DESCRIPTION 100391 Frame/Steel/Bolting/Welding 100391 Rough Electric 100391 Frame/Steel/Bolting/Welding 100291 Rough/Topout 092091 Ftg/Foundation/Piers 091991 Frame/Steel/Bolting/Welding 091891 Ftg/Foundation/Piers 091891 Steel/Bond Beam 091891 Frame/Steel/Bolting/Welding 091891 Frame/Steel/Bolting/Welding 091791 Steel/Bond Beam 091691 Rough/Topout 091691 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091391 Frame/Steel/Bolting/Welding 091191 Frame/Steel/Bolting/Welding 090591 Ftg/Foundation/Piers 090591 Grout 090491 Grout 083091 Footing 081991 Ftg/Foundation/Piers 080791 Ftg/Foundation/Piers 080791 Steel/Bond Beam 080691 Ftg/Foundation/Piers 080691 Ftg/Foundation/Piers ACT PI PI CO AP NR CO PA PA CO AP NR CO AP PA CO CO CO AP CO CO PA AP AP PA PA INSP MPC MFC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS METAL STUDS SEE INSP NOTES SEE INSP NOTES WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING FLR & ROOF SHEATHING ND NAILING & GRID LINE (ROOF) SEE INSP NOTES 9-11-91 SEE INSP NOTES SOUTH P/I RET WALLS SEE INSP NOTES SEE INSP NOTES FTNG/PNL CON C/SD3 REST OF BLDG FTNGS REST OF CONG WALL PNLS GRID BM @ LN 1-8,E TO F GRID BM @ LN 2.8,E TO F CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 10/04/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: REMARKS: MH/CHRIS/431-3753/AM PLEASE SPECIAL INSTRUCT: INSPECTOR AREA MC PLANCK* CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 J22 INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS 14 ST Frame/Steel/Bolting/Welding fa AU- ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP 100291 Rough/Topout AP MPC 092091 Ftg/Foundation/Piers NR MPC 091991 Frame/Steel/Bolting/Welding CO MPC 091891 Ftg/Foundation/Piers PA MPC 091891 Steel/Bond Beam PA MPC 091891 Frame/Steel/Bolting/Welding CO MPC 091891 Frame/Steel/Bolting/Welding AP MPC 091791 Steel/Bond Beam NR MPC 091691 Rough/Topout CO MPC 091691 Frame/Steel/Bolting/Welding AP MPC 091391 Frame/Steel/Bolting/Welding PA MPC 091391 Frame/Steel/Bolting/Welding CO MPC 091191 Frame/Steel/Bolting/Welding CO MPC 090591 Ftg/Foundation/Piers CO MPC 090591 Grout AP MPC 090491 Grout CO MPC 083091 Footing CO MPC 081991 Ftg/Foundation/Piers PA MPC 080791 Ftg/Foundation/Piers AP MPC 080791 Steel/Bond Beam AP MPC 080691 Ftg/F-Oundati^on/Piers PA MPC (DJELQ&9-1- 073191 073191 072691 072691 070591 070591 PA MPC COMMENTS WASTE/VENT & H20 LNS ALSO NDS TO COMPLY W/SORS D-7 SEE INSP NOTES FRONT STAIRS FRONT ENTRY SLAB SEE INSP NOTES ROOF FRAMING NDS TEST ROOF SHEATHING FLR & ROOF SHEATHING ND NAILING & GRID LINE (ROOF) SEE INSP NOTES 9-11-91 SEE INSP NOTES SOUTH P/I RET WALLS SEE INSP NOTES SEE INSP NOTES FTNG/PNL CON C/SD3 REST OF BLDG FTNGS REST OF CONC WALL PNLS GRID BM @ LN 1-8,E TO F GRID BM" @ QsTTTsTE TQ F Steel/Bond Beam PA MPC Frame/Steel/Bolting/Welding PA MPC Steel/Bond Beam PA MPC Frame/Steel/Bolting/Welding PA MPC Ftg/Foundation/Piers PA MPC Steel/Bond Beam PA MPC U & E WALL PNLS SEE INSP NOTES E,V & S WALL PNLS E,W & S WALL PNLS SLAB ON GRADE SLAB ON GRADE DATE /£? PERMIT # JOB ADDRESS UNSCHEDULED INSPECTION INSPECTOR >^ANCK # ,22 TIME ARRIVE: CD LVL DESCRIPTION TIME LEAVE: ACT COMMENTS PERMITS 6/15/89 DATE *?/ /? UNSCHEDULED INSPECTION INSPECTOR PERMIT PLANCK JOB ADDRESS TIME ARRIVE:TIME LEAVE: CD LVL DESCRIPTION ACT COMMENTS (ft -s. PERMITS 6/15/89 CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 09/18/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE : INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR : PHONE : OWNER:AXIOM AIRPORT PROPERTIES INSPECTOR AREA MC PLANCK* CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 REMARKS: MH/TIM SPECIAL INSTRUCT: RABAR PHONE: 714 643 5822 INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD LVL DESCRIPTION 11 ST Ftg/Foundation/Piers %£- ACT COMMENTS DATE 091391 091391 091191 090591 090591 090491 083091 081991 080791 080791 080691 080691 073191 073191 072691 072691 070591 070591 070391 070291 062891 062791 ***** INSPECTION HISTORY ***** DESCRIPTION Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Grout Grout Footing Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/Welding Steel/Bond Beam Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Underground/Under Floor Ftg/Foundation/Piers Underground/Under Floor ACT PA CO CO CO AP CO CO PA AP AP PA PA PA PA PA PA PA PA PA PA CO PA INSP MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC MPC COMMENTS FLR & ROOF SHEATHING ND NAILING & GRID LINE (ROOF) SEE INSP NOTES 9-11-91 SEE INSP NOTES SOUTH P/I RET WALLS SEE INSP NOTES SEE INSP NOTES FTNG/PNL CON C/SD3 REST OF BLDG FTNGS REST OF CONG WALL PNLS GRID BM @ LN 1-8,E TO F GRID BM § LN 2.8,E TO F N & E WALL PNLS SEE INSP NOTES E,W & S WALL PNLS E,W & S WALL PNLS SLAB ON GRADE SLAB ON GRADE SEE INSP NOTES SEE INSP NOTES NDS SOILS ENGRS OK SEE INSP COMMENTS uv , ;j| 3A11) DWIMV&Q QHVQNVJ.S 1VWOID3H ©9180 9-0 3NIMVUQ "'0 1MEI 3 J a '"if "l 53UIRBD3 SOBVawVlS 1VBOI858 DS3ID HffS 3tU AO IJJIAA suss )po|q ||8 ip.) g •5|iejsp piie sajou (euomppe JO} pue i 3 tfiuiAABjQ pjepuejg aog -j a6jeipjns peo| BAIJ ^sd ggj jo iiweq Buidon i 2/1 i CAI| jo ||ippaq Buidojs NVId 7 J J/s J / 'd K)60m6l9 'ON ONiy33NION3 l6-0£-0ny 4 CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 07/30/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER:AXIOM AIRPORT PROPERTIES REMARKS: MH/TONY/431-3753 SPECIAL INSTRUCT: TILT UP PANELS INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 PHONE: 714 643 5822 INSPECTOR TOTAL TIME: --RELATED PERMITS —PERMIT! TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD LVL DESCRIPTION 11 ST Ftg/Foundation/Piers fr- ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 070591 Ftg/Foundation/Piers 070591 Steel/Bond Beam 070391 Ftg/Foundation/Piers 070291 Underground/Under Floor 062891 Ftg/Foundation/Piers 062791 Underground/Under Floor ACT INSP COMMENTS PA MFC SLAB ON GRADE PA MFC SLAB ON GRADE PA MPC SEE INSP NOTES PA MPC SEE INSP NOTES CO MPC NDS SOILS ENGRS OK PA MPC SEE INSP COMMENTS r NIV BY JjPOX TELECOPIER 7010 , 7-30-91 ' T. 02FI .cMT Bi'Mf.ftMEfi^S, P550CIftTES , 7-3Q-91 i 03F' STRUCTURAL E N G I H E E R S, I N C ! Oow taw, Suits 136. Tustio, Califofru 92680 (714! 838-6222 (AX (714) 838 21 J 7146C.32QZ: 7U635202:CCITT Q3, ( JOTTOH ro (including iransmittal) )B -fo Vfauf Please call if you have any problems receiving his '-ansmission (71^)838-6222. F,CU 5'yjr.EFOX .TELECOF IEP 7010 , 7-70-91 2 32FI , 5EN •<(£-. PSSOCIflTES , 7-30-91 1 03R , STRUCTURAL ENGINEERS, INC 7i4.535Zei.IT- 7145352023- Datt, .8 Z CCITT Q3,tt I oven- 'pp-ourws, if- CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 07/03/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: INSPECTOR AREA MC PLANCK* CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 REMARKS: MH/TONY/431-7896 INSPECTOR SPECIAL INSTRUCT: MER PLEASE ASK TONY TO GIVE THE ABOVE PERMIT NUMBER AND NOT 910872. THANK YOU. / TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED CD 11 LVL DESCRIPTION ST Ftg/ Foundation/ Piers ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 062891 Ftg/Foundation/Piers 062791 Underground/Under Floor ACT INSP COMMENTS CO MFC NDS SOILS ENGRS OK PA MFC SEE INSP COMMENTS CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 07/02/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE: CONTRACTOR : PHONE : OWNER: AXIOM AIRPORT PROPERTIES PHONE: REMARKS: MH/LATE PM SPECIAL INSTRUCT: INSPECTOR AREA MC PLANCK# CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 714 643 5822 INSPECTOR T< TOTAL TIME: —RELATED PERMITS — CD LVL DESCRIPTION 24 PL Rough/Topout PERMITfl TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED ACT COMMENTS <r, ***** INSPECTION HISTORY ***** DATE DESCRIPTION 062891 Ftg/Foundation/Piers 062791 Underground/Under Floor ACT INSP COMMENTS CO MPC NDS SOILS ENGRS OK PA MPC SEE INSP COMMENTS CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB901860 FOR 06/27/91 DESCRIPTION: 6421 OFFICE 6421 MEZZ STORAGE 34920 SF INDUST SPR SEE COMM TYPE: INDUST JOB ADDRESS: 2293 COSMOS CT APPLICANT: AXIOM AIRPORT PARTNERS PHONE CONTRACTOR: PHONE: OWNER: AXIOM AIRPORT PROPERTIES PHONE: 714 643 5822 REMARKS: MH/431-3752 AM IF POSS SPECIAL INSTRUCT: INSPECTOR AREA MC PLANCK* CB901860 OCC GRP CONSTR. TYPE VN STR: FL: STE: 714 643-5822 INSPECTOR TOTAL TIME: —RELATED PERMITS— CD LVL DESCRIPTION 24 PL Rough/Topout PERMIT* TYPE SE910007 SWOW CB910872 ELEC STATUS ISSUED ISSUED ACT COMMENTS DATE DESCRIPTION ***** INSPECTION HISTORY ***** ACT INSP COMMENTS PERMIT* CB910872 DESCRIPTION: TEMP POWER CITY OF CARLSBAD INSPECTION REQUEST FOR 07/01/91 AXIOM DEVELOPMENT TYPE: ELEC JOB ADDRESS APPLICANT: CONTRACTOR: OWNER: 2293 COSMOS CT AXIOM DEVELOPMENT REMARKS: MH/TONY SPECIAL INSTRUCT: PHONE: PHONE: PHONE: INSPECTOR AREA MC PLANCK* CB910872 OCC GRP CONSTR. TYPE NEW STR: FL: STE: 714 643-5822 INSPECTOR TOTAL TIME: —RELATED PERMITS —PERMIT# TYPE STATUS CB901860 INDUST ISSUED SE910007 SWOW ISSUED CD LVL DESCRIPTION 11 ST Ftg/Foundation/Piers ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP 062191 Const. Service/Agricultural AP PY COMMENTS PCV Bf XEROX TELECOPIER FFOf, £ 0: EOF HE <i fl£50C 14 01 (KG)) KENNETH G QSBOR^.E & ASSOCIATESV •* *^^\ CONFERENCE MEMORANDUM F2ELD MEMO ' 54-| PROJECT 6& r/^i fa TECHNICIAN PftOJECT iHQINESfc PARTIES J^l //C n COPIES TO /^ /M/^ - f/?V..-tr: rzi..^rvr "71> C-L. i SUBJECT ^T^feAJ CONCLUSlOMS AND ^AA/f,*~2 (JA C NOTE In order 10 avoid misundetstanding1, aruing from oral communications, this firm presents this statement of Us understanding of lOMilK n\ subjett Lonfercncc or of field conditions If you do not understand or disagree wilh any information or directives presented on this lorni plcast contact this office immediatel> at (714) 474-2001 Wyman Testing Laboratories 13230 EVENING CREEK DRIVE SOUTH, SUITE 218 SAN DIEGO, CALIFORNIA 92128 (619)486-0354 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF DREINFORCED CONCRETE DPRE STRESSED CONCRETE DREINFORCED MASONRY DSTRUCT STEEL ASSEMBLY DREINFORCED GYPSUM DGLUE LAM FABRICATION DPILE DRIVING DOTHER JOB ADDRESS2293 Cosmos Court Carlsbad QWNJER OR PROJECT NAMEAxiom CT3NETR-MAT L (TYREJ3RADE ETC )Reinforced concrete w$8 spsEiGTH TaYMit MFGR McxR1!feMsAiTgLn(T ¥3ffl tfRW G W &4^GRType 1 1 6.4 Sack w/WRDA 79 & Fly Ash 292 oz. of S.D. Daravair 3/8" Rock = 3000 psi Reinf . Steel ASTM A615 Gr. 60 "° 91-160 E°D,NGEK 8-23 ,9 91 B<!rRG T l)FyHT N° PLAN FILE NO tfoleman & Caskey ENGINEER ,,Reagan & Kramer GENERAL CONTRACTOR CONTR DOING REPORTED WORK LAB RECEIVING & RESTING CONSTR MAT L SAMPLESWyman Testing Laboratory CONCRETE INSPECTION 8-19 Inspected the reinforcing steel installation for extended panel footing per foundation plans on SI and specific detail D on SD3. Inspected reinforcing steel for size, grade, lap, locations, and clearances. Verified member dimensions with inplace formwork. Verified dimensions of excavated locations. Inspected the placement and consolidation of 28 1/2 cubic yards of concrete, mix design # P3000DW04 in the following locations: line 3, A.5 to B.I; diagonal line, A to A.5 from 2.75 to 3.75, line B, 1 to 3; line 1, B to E; line E, 1 to 2.8; line 3.75 to 6; line 2.8, E to F; 2.8 to 4 on line F. One set of 4 test cylinders taken from E at 2.8. Slump test results 5". Concrete supplied by CalMat. Ticket # 616359, ruck # 4416. Work inspected is in accordance with the approved plans, specifications and the UBC. A, CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICATIONS. & APPLICABLE SECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS OF REGISTERED INSPECTOR / DATE BF REPORT REGISTER NUMBER WYMAN TESTING LABORATORIES r13230 Evening Creek Dr Suite 218 San Diego, CA 92128 (619) 486-0354 REPORT OF COMPRESSION TESTS PROJECT. PROJECT ADDRESS CONTRACTOR ARCHITECT/ENGINEER TO BE BILLED BLDG PERMIT NO AXIOM DEVELOPMENT PROJECT NO 91-160 2293 COSMOS COURT, CARLSBAD AXIOM AIRPORT PARTNERS COLEMAN/CASKEY ARCH./ INC. // REAGAN & KRAMER AXIOM AIRPORT PARTNERS CB-90-1860 PLAN FILE NO N/A SAMPLE DATA REPORT OF SUPPLIER _ CONCRETE D MORTAR D GROUT D OTHER CALMAT PLACEMENT DATE MIX DESCRIPTION MIX NUMBER SLUMP TYPE CEMENT UNIT WEIGHT . 08-19-91 6.4 SACK P 3000 DW04 5" TICKET NUMBER TIME IN MIXER _ ADMIXTURE 616359 53 MIN WRDA 79, FLYASH & DARAVAIR II AIR CONTENT N/A N/A DESIGN STRENGTH 3000 LOCATION OF PLACEMENT LINE E @ 2.8, CORNER PANEL FOOTING "TIE-IN1 SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (fc) SAMPLES MADE BY 3000 JULIE MOEN PSI AT .DAYS DATE RECEIVED IN LAB 08-21-91 LABORATORY DATA FIELD IDENTITY LAB CONTROL NUMBER DATE TESTED DIMENSIONS INCHES TEST AREA SQ INCHES MAX LOAD POUNDS COMPRESSIVE STRENGTH PSI 7 29 29 39 40 41 08-26-9 09-17-9 09-17-9 1 6 X 12 1 6 X 12 1 6 X 12 28.27 28.27 28.27 70,OOG 108, OOC 112, OOC 2480 3820 3960 LABORATORY DATA REMARKS DISTRIBUTION REVIEWED BY ALL SAMPLING AND TESTING CONDUCTED IN ACCORDANCE WITH ASTM STANDARD DESIGNATIONS C31-69, C39-80. C78-75, C617-76 HATP Wyman Testing Laboratories 13230 EVENING CREEK DRIVE SOUTH, SUITE 218 SAN DIEGO, CALIFORNIA 92128 (619)486-0354 JOB ADDRESS2293 Cosmos Court Carlsbad OWNEj? OR PROJECT NAMEAxiom Development CONSTR MAT L (TYPE GRADE ETC )Grade Beam DESIGN STRENGTH SOURCE OR MFGRf'c 3000 psi CalMat DESCRIBE MAT L (M IX DESIG ^N. RE-BAR G R ADE & MFGR JMix Design \ C517CW04 Rebar ASTM A615 Grade 60 Embed Plates ASTM A3 6 N° 91-160 END,™"* 8-9 ,9 9] BLDG PERMIT NO PLAN FILE NOCB 90-1860 ARCHITECT , , .Coleman/Caskey Architects ENGINEERReagan & Kramer GENEFJAU CONTRACTORAxiom Airport Partners CONTR DOING REPORTED WORKCBI Concrete LAB RECEIVING & TESTING CONSTR MAT L SAMPLESWyman Testing Laboratory COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF OREINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DPRE STRESSED CONCRETE DfiEINFORCED GYPSUM DGLUE-LAM FABRICATION DREINFORCED MASONRY DPILE DRIVING DOTHER CONCRETE INSPECTION 8-5 Inspected the reinforcing steel installation for grade beam line 2.8 (E to F) per details noted on approved drawings. Inspected reinforcing steel for size, grade, lap, locations, and clearances. Inspected the placement and consolidation of 20 cubic yards of concrete, mix design # C517CW04 in the following locations: location noted above. One set of 4 test cylinders taken from grade beam 2.8 at E.5. Slump test results 4 1/2. Concrete supplied by CalMat. Ticket # 611432, truck # 4977. Work inspected is in accordance with the approved plans, project specifications and the UBC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICATIONS, & APPLICABLE SECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS DATE OF REPORT REGISTER NUMBER Wyman Testing Laboratories 13230 EVENING CREEK DRIVE SOUTH, SUITE 218 SAN DIEGO, CALIFORNIA 92128 (619)486-0354 COVERING WORK PERFORMED DREINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY WHICH REQUIRED APPROVAL BY DPRE STRESSED CONCRETE DREINFORCED GYPSUM DGLUE LAM FABRICATION THE SPECIAL INSPECTOR OF DREINFORCED MASONRY DPILE DRIVING DOTHER JOB ADDRESS 2293 Cosmos Court Carlsbad OWNER OR PROJECT NAMEAxiom Development Co. CONSTR MAT L (TYPEXJRADE ETC )Reinforced Concrete DESIGN STRENGTH SOURCE OR MFGRf'c 3000 psi CalMat DESCRIBE MAT L (MIX DESIGN, RE BAR GRADE & MFGR )Ready Mix Concrete ASTM C-94 Mix Design # C517CW04 Reinforcing Bars ASTM A615 Gr . 60 FOR WEEKN0 91-160 ENDING 7-5 .9 9 BUDG PERMIT NO PLAN FILE NOCB90-1860 ARColeman/Caskey Architects ENGINEERReagan & Kramer GENERAL CONTRACTORAxiom Airport Partners CONTR DOING REPORTED WORKCBI Construction LAB RECEIVING 8t TESTING CONSTR MAT L SAMPLES Wyman Testing Laboratory CONCRETE INSPECTION 7-1 Inspected the reinforcing steel installation for pad footings and perimeter footing per details noted on sheets SI, S2, SD1, SD2, SD#, SD4 of approved drawings. Inspected reinforcing steel for size, grade, lap, locations and clearance. Verified dimensions of members with inplace formwork. Verified dimensions of excavated locations. Checked locations of embedded items and sleeves. Inspected the placement and consolidation of 85.5 cubic yards of concrete, mix design # C517CW04 in the following locations: pad footings, line A.5 (4.5), (5), (5.5); B.I (4.5), (5), (5.5); C (2), (3), (4), (5); D (2), (3), (4), (5); J (4), (5); perimeter footing, lines A (3.8) to A (6) to 6 (E.8). One set of 4 test cylinders taken from line A (6). Slump test results 3". Concrete supplied by CalMat. Ticket # 601581, truck # 4977. Work inspected is in accordance with the approved.^plans. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICATIONS & APPLICABLE SECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS SIGNA-TURE OF REGISTERED INSPECTOR f DATE OF'REPORT REGISTER NUMBER "I HEREBY CERTfFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICATIONS, & APPLICABLESECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS SIGNATURE OF REGISTERED INSPECTOR f DATE OF REGISTER NUMBER Wyman Testing Laboratories 13230 EVENING CREEK DRIVE SOUTH, SUITE 218 SAN DIEGO, CALIFORNIA 92128 (619)486-0354 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF DREINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DPRE STRESSED CONCRETE DRE1NFORCED GYPSUM DGLUE-LAM FABRICATION DREINFORCED MASONRY DPILE DRIVING DOTHER JOB ADDRESS2293 Cosmos Court Carlsbad OWNER OR PROJECT NAMEAxiom Development - Lot 6 CONSTR MAT L (TVPE^GRADE ETC )Reinforced Concrete DESIGN STRENGTH SOURCE OR MFGR3000 psi CalMat DESCRIBE MAT 1- (MIX DESIGN RE-BAR GRADE 8. MFGR )1" Hard Rock 51/2 Sack Type II Cement w/ S.D. Daravair & WRDA 79 = 3000 psi Reinf . Steel ASTM A615 # 5 Gr. 40 # 4 Chord Steel ASTM A706 N0 91-160 E°D,NGEK 7-5 -9 91 BLDG PERMIT NO PLAN FILE NO90-1860 ARCHITECTColeman/Caskey ENGINEERReagan & Kramer GENERAL. CONTRACTORAxiom Development CONTR DOING REPORTED WORKCBI LAB RECEIVING & TESTING CONSTR MAT L SAMPLESWyman Testing Laboratory CONCRETE INSPECTION 7-3 Inspected the reinforcing steel installation for footings and one grade beam on line 4 per footing specifications on foundation sheet SI and D on SD3 and grade beam detail Q on SD4 and hold down embed per P on SD3, also per general notes on SD1. Inspected reinforcing steel for size, grade, lap, locations, and clearances. Verified member dimensions with inplace formwork. Verified dimensions of excavated locations. Checked locations of embedded items and sleeves. Inspected the placement and consolidation of 62 1/2 cubic yards of concrete, mix design # C517CW04 in the following locations: footing grids; line A. 5 to B.I; line B from 1-3; line 1, B to E and line E. 1 to 2.8; grade beam running north and south on line 4 (5' wide x 2'6" deep x 34' long). One set of 4 test cylinders taken from first pass, bottom of grade beam on line # 4. Slump test results 4". Concrete supplied by CalMat. Ticket # truck # 4980. Work inspected is in accordance with tj specifications, plans, City of Carlsbad and the UBJ middle 602362, roved RECEIVED Puiidmg Department CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICATIONS, & APPLICABLE SECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS OF REGISTERED INSPECTOR REGISTER NUMBER WYMAN TESTING LABORATORIES 13230 Evening Creek Dr. Suite 218 San Diego, CA 92128 (619)486-0354 REPORT OF COMPRESSION TESTS PROJECT PROJECT ADDRESS CONTRACTOR ARCHITECT/ENGINEER TO BE BILLED BLDG PERMIT NO AXIOM DEVELOPMENT PROJECT NO 91-160 2293 COSMOS COURT, CARLSBAD AXIOM AIRPORT PARTNERS COLEMAN/CASKEY ARCH., INC. // REAGAN & KRAMER AXIOM AIRPORT PARTNERS CB-90-1860 PLAN FILE NO N/A SAMPLE DATA REPORT OF » CONCRETE D MORTAR D GROUT D OTHER SUPPLIER CALMAT PLACEMENT DATE MIX DESCRIPTION MIX NUMBER SLUMP TYPE CEMENT UNIT WEIGHT . 5.6 SACK C 526 CWP 4 4-1/2" TICKET NUMBER TIME IN MIXER _ ADMIXTURE II AIR CONTENT N/A DESIGN STRENGTH LOCATION OF PLACEMENT TILT-UP PANEL #10 08-02-91 610998 60 MIN N/A N/A 3000 SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (f'c) SAMPLES MADE BY 3000 ROEERTTABORN PSI AT 28 DAYS DATE RECEIVED IN LAB 08-05-91 LABORATORY DATA FIELD IDENTITY LAB CONTROL NUMBER DATE TESTED DIMENSIONS INCHES TEST AREA SO INCHES MAX LOAD POUNDS COMPRESSIVE STRENGTH PSI /-^ 7 28 28 17 18 19 08-09-9 08-30-9 08-30-9 1 6 X 12 1 6 X 12 1 6 X 12 28.27 28.27 28.27 69,OOC 106,50C 101, OCX ( jS" 1 \ u<r K\yr ^44-<K\ X'3770 ] / 3570 / / , / / //I t^S rWl/^\ LABORATORY DATA REMARKS DISTRIBUTION ALL SAMPLING AND TESTING CONDUCTED IN ACCORDANCE WITH ASTM STANDARD DESIGNATIONS C31-69. C39-80. C78-75. C617-76 WYMAN TESTING LABORATORIES 13230 Evening Creek Dr Suite 218 San Diego, CA 92128 (619)486-0354 REPORT OF COMPRESSION TESTS PROJECT AXIOM DEVELOPMENT PROJECT NO 91-160 PROJECT ADDRESS CONTRACTOR 2293 COSMOS COURT, CARLSBAD AXIOM AIRPORT PARTNERS ARCHITECT/ENGINEER TO BE BILLED BLDG PERMIT NO COLEMAN/CASKEY ARCH., INC. // REAGAN & KRAMER AXIOM AIRPORT PARTNERS CB-90-1860 PLAN FILE NO N/A SAMPLE DATA REPORT OF • CONCRETE D MORTAR D GROUT D OTHER SUPPLIER CALMAT PLACEMENT DATE 08-02-91 MIX DESCRIPTION MIX NUMBER SLUMP 5.6 SACK C 526 CWP 4 4-3/4" TICKET NUMBER TIME IN MIXER _ ADMIXTURE 611096 60 MIN N/A TYPE CEMENT UNIT WEIGHT . II AIR CONTENT N/A N/A DESIGN STRENGTH 3000 LOCATION OF PLACEMENT TILT-UP PANEL #17 SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (f'c) SAMPLES MADE BY 3000 ROBERT TABORN PSI AT.28 DAYS DATE RECEIVED IN LAB 08-05-91 LABORATORY DATA FIELD IDENTITY LAB CONTROL NUMBER DATE TESTED DIMENSIONS INCHES TEST AREA SO INCHES MAX LOAD POUNDS COMPRESSIVE STRENGTH PSI 7 28 28 21 22 23 08-09-9 08-09-9 08-30-9 L 6 X 12 1 6 X 12 1 6 X 12 28.27 28.27 28.27 71,OOC 107,50C 90,OOC V IN^'\r ^5J^\ /tfSOQ \ / 31,00 / •( / /y*\(>/s/v A~\1 \ LABORATORY DATA REMARKS DISTRIBUTION ALL SAMPLING AND TESTING CONDUCTED IN ACCORDANCE WITH ASTM STANDARD DESIGNATIONS C31-69. C39-80, C78-75, C617-76 Jr EVIEWED BY HATP 13230 Evening Creek Dr WYMAN TEST NG LABORATORIES glM &Jf] Dp San Diego. CA 921 28 ; JCL, (619)486-0354 REPORT OF COMPRESSION TESTS PRO-IFHT PROJFCT ADDRESS r.ONTRAr.TDR ARCHITECT/ENGINEER TO RF Rll 1 FD BLDG PERMIT NO AXIOM DEVELOPMENT ' pROjprTKin 91-160 2293 COSMOS COURT, CARLSBAD AXIOM AIRPORT PARTNERS COLEMAN/CASKEY ARCH., INC. // REAGAN AXIOM AIRPORT PARTNERS CB-90-1860 PIAMF,.FMO & KRAMER N/A SAMPLE DATA REPORT OF • CONCRETE D MORTAR D GROUT D OTHER SUPPLIER CALMAT PLACEMENT DATE 08-02-91 MIX DESCRIPTION MIX NUMBER SLUMP 5.6 SACK C 526 CWP 4 4-1/2" TICKET NUMBER TIME IN MIXER _ ADMIXTURE 610876 50 MIN N/A TYPE CEMENT UNIT WEIGHT . II AIR CONTENT N/A N/A LOCATION OF PLACEMENT TILT-UP PANEL #4 DESIGN STRENGTH 3000 SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (fc) SAMPLES MADE BY 3000 ROBERT TABORN PSI AT .28 DAYS DATE RECEIVED IN LAB 08-05-91 LABORATORY DATA FIELD IDENTITY LAB CONTROL NUMBER DATE TESTED DIMENSIONS INCHES TEST AREA SQ INCHES MAX LOAD POUNDS COMPRESSIVE STRENGTH PSI 7 28 28 25 26 27 08-09-9 08-30-9 08-30-9 1 6 X 12 1 6 X 12 1 6 X 12 28.27 28.27 28.27 75,OOC 106,50C 112, OOG i \|v 2650 3770 fl 3960/ ( S /^x /\ffiyr LABORATORY DATA REMARKS DISTRIBUTION EVIEWED BY ALL SAMPLING AND TESTING CONDUCTED IN ACCORDANCE WITH ASTM STANDARD DESIGNATIONS C31-69, C39-80, C78-75, C617-76 WYMAN TESTING LABORATORIES 13230 Evening Creek Dr Suite 218 San Diego, CA 92128 (619)486-0354 REPORT OF COMPRESSION TESTS PROJECT AXIOM DEVELOPMENT PROJECT NO 91-160 PROJECT ADDRESS CONTRACTOR 2293 COSMOS COURT, CARLSBAD AXIOM AIRPORT PARTNERS ARCHITECT/ENGINEER TO BE BILLED BLDG PERMIT NO COLEMAN/CASKEY ARCH., INC. // REAGAN & KRAMER AXIOM AIRPORT PARTNERS CB-90-1860 PLAN FILE NO N/A SAMPLE DATA REPORT OF • CONCRETE D MORTAR D GROUT D OTHER SUPPLIER CALMAT PLACEMENT DATE 08-05-91 MIX DESCRIPTION MIX NUMBER SLUMP 5.5 SACK C 517 CWO 4 4-1/2" TICKET NUMBER TIME IN MIXER _ ADMIXTURE 611432 40 MIN WRDA 79 TYPE CEMENT UNIT WEIGHT . II AIR CONTENT N/A N/A DESIGN STRENGTH 3000 LOCATION OF PLACEMENT GRADE BEAM LINE 2.8 (E~F) SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (fc) SAMPLES MADE BY 3000 DAN RAMAGE PSI AT 28 DAYS DATE RECEIVED IN LAB 08-06-91 LABORATORY DATA FIELD IDENTITY LAB CONTROL NUMBER DATE TESTED DIMENSIONS INCHES TEST AREA SO INCHES MAX LOAD POUNDS COMPRESSIVE STRENGTH PSI 7 29 29 31 32 33 08-12-9 09-03-9 09-03-9 L 6 X 12 L 6 X 12 1 6 X 12 28.27 28.27 28.27 69,000 106,000 110,000 HI/ 2440 3750 3890 ^ 'A^/°/Mr, i LABORATORY DATA REMARKS DISTRIBUTION IEWED BY ALL SAMPLING AND TESTING CONDUCTED IN ACCORDANCE WITH ASTM STANDARD DESIGNATIONS C31-69, C39-80, C78-75, C617-76 DATE WYMAN TESTING LABORATORIES 13230 Evening Creek Dr Suite 218 San Diego, CA 92128 (619)486-0354 REPORT OF COMPRESSION TESTS PROJECT PROJECT ADDRESS CONTRACTOR AXIOM DEVELOPMENT PROJECT NO 91-160 2293 COSMOS COURT, CARLSBAD AXIOM AIRPORT PARTNERS ARCHITECT/ENGINEER TO BE BILLED BLDG PERMIT NO COLEMAN/CASKEY ARCH., INC. // REAGAN & KRAMER AXIOM AIRPORT PARTNERS CB-90-1860 PLAN FILE NO N/A SAMPLE DATA REPORT OF SUPPLIER _ CONCRETE D MORTAR CALMAT DGROUT DOTHER MIX DESCRIPTION MIX NUMBER SLUMP 5.6 SACK C 526 CWP 4 4" PLACEMENT DATE TICKET NUMBER _ TIME IN MIXER ADMIXTURE 07-29-91 609304 45 MIN WRDA 79 & DARAVAIR TYPE CEMENT UNIT WEIGHT . II AIR CONTENT N/A N/A LOCATION OF PLACEMENT DESIGN STRENGTH PANEL #18, BOTTOM LEFT CORNER 3000 SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (fc) SAMPLES MADE BY JULIE MOEN PSI AT .28 .DAYS DATE RECEIVED IN LAB 07-30-91 LABORATORY DATA FIELD IDENTITY LAB CONTROL NUMBER DATE TESTED DIMENSIONS INCHES TEST AREA SO INCHES MAX LOAD POUNDS COMPRESSIVE STRENGJ^^ 7 28 28 9 10 11 08-05-9] 08-26-9] 08-26-9! 6 X 12 6 X 12 6 X 12 & »U=i — 28.27 28.27 28.27 s^WZZ^ "4 Sff I9QJ \ cJKRVED ; 64,000 110,000 101,000 \ -p-'Q ( i\ |/| $& \ ?| r / N / 2260 />( / 3890 ^/ j [ 3570/ / A — -^"~~ \M i«t M// f\Y7^ f/^T LABORATORY DATA REMARKS DISTRIBUTION ALL SAMPLING AND TESTING CONDUCTED IN ACCORDANCE WITH ASTM STANDARD DESIGNATIONS C31-69. C39-80, C78-75, C617-76 VSs,1 EVIEWED BY HATF WYMAN TESTING LABORATORIES 13230 Evening Creek Dr Suite 218 San Diego, CA 92128 (619)486-0354 REPORT OF COMPRESSION TESTS PROJECT AXIOM DEVELOPMENT PROJECT NO 91-160 PROJECT ADDRESS CONTRACTOR 2293 COSMOS COURT, CARLSBAD AXIOM AIRPORT PARTNERS ARCHITECT/ENGINEER TO BE BILLED COLEMAN/CASKEY ARCH., INC. // REAGAN & KRAMER AXIOM AIRPORT PARTNERS BLDG PERMIT NO CB-90-1860 PLAN FILE NO N/A SAMPLE DATA REPORT OF a CONCRETE D MORTAR D GROUT D OTHER SUPPLIER CALMAT PLACEMENT DATE 07-29-91 MIX DESCRIPTION MIX NUMBER SLUMP 5.6 SACK C 526 CWP 4 4-1/4" TICKET NUMBER TIME IN MIXER _ ADMIXTURE 609142 50 MIN WRDA 79 & DARAVAIR IITYPE CEMENT UNIT WEIGHT LOCATION OF PLACEMENT AIR CONTENT N/A N/A DESIGN STRENGTH 3000 PANEL #27/TOP RIGHT CORNERz SPECIAL TEST INSTRUCTION OR REMARK REQUIRED STRENGTH (f'c) SAMPLES MADE BY 3000 v JULIE MOEN PSI AT ..DAYS DATE RECEIVED IN LAB 07-30-91 LABORATORY DATA FIELD IDENTITY LAB CONTROL NUMBER DATE TESTED DIMENSIONS INCHES TEST AREA SO INCHES MAX LOAD POUNDS COMPRESSIVE STRENGTH PSI 7 28 28 13 14 15 08-05-9 08-26-9 08-26-9} 6 X 12 6 X 12 6 X 12 28.27 28.27 28.27 64,000 108,000 110,000 2260 / 3820 x/ 3890 LABORATORY DATA REMARKS DISTRIBUTION ALL SAMPLING AND TESTING CONDUCTED IN ACCORDANCE WITH ASTM STANDARD DESIGNATIONS C31-69, C39-80, C78-75. C617-76 L>S^G™. REVIEWED BY HATP WYMAN TESTING LABORATORIES 13230 Evening Creek Dr Suite 218 San Diego, CA 92128 (619)486-0354 REPORT OF COMPRESSION TESTS PROJECT AXIOM DEVELOPMENT PROJECT NO 91-160 PROJECT ADDRESS CONTRACTOR 2293 COSMOS COURT, CARLSBAD AXIOM AIRPORT PARTNERS ARCHITECT/ENGINEER TO BE BILLED BLDG PERMIT NO COLEMAN/CASKEY ARCH., INC. // REAGAN & KRAMER AXIOM AIRPORT PARTNERS CB-90-1860 PLAN FILE NO N/A SAMPLE DATA REPORT OF • CONCRETE D MORTAR Q.GROUT D OTHER SUPPLIER CALMAT PLACEMENT DATE 07-03-91 MIX DESCRIPTION MIX NUMBER SLUMP 5.5 SACK C 517 CW04 4" TICKET NUMBER TIME IN MIXER _ ADMIXTURE 602362 33 MIN WRDA 79 * DARAVAIR TYPE CEMENT UNIT WEIGHT . II AIR CONTENT N/A N/A DESIGN STRENGTH 3000 LOCATION OF PLACEMENT GRADE BEAM ON #4 LINE, BOTTOM MIDDLE, FIRST PASS SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (fc) SAMPLES MADE BY 3000 JULIE MOEN PSI AT 28 DAYS DATE RECEIVED IN LAB 07-09-91 LABORATORY DATA FIELD IDENTITY LAB CONTROL NUMBER DATE TESTED DIMENSIONS INCHES TEST AREA SO INCHES MAX LOAD POUNDS COMPRESSIVE STRENGTH PSI 7 28 28 5 6 7 07-10-9 07-31-9 07-31-9 6 X 12 L 6 X 12 L 6 X 12 28.27 28.27 28.27 71,000 112,500 106,500 2510 3980 3770 LABORATORY DATA REMARKS DISTRIBUTION REVIEWED BY ALL SAMPLING AND TESTING CONDUCTED IN ACCORDANCE WITH ASTM STANDARD DESIGNATIONS C31-69, C39-80, C78-75, C617-76 DATE WYMAN TESTING LABORATORIES 13230 Evening Creek Dr Suite 218 San Diego, CA 92128 (619)486-0354 REPORT OF COMPRESSION TESTS PROJECT PROJECT ADDRESS CONTRACTOR AXIOM DEVELOPMENT PROJECT NO 91-160 ARCHITECT/ENGINEER TO BE BILLED BLDG PERMIT NO 2293 COSMOS COURT, CARLSBAD AXIOM AIRPORT PARTNERS COLEMAN/CASKEY ARCH., INC. // REAGAN & KRAMER AXIOM AIRPORT PARTNERS CB-90-1860 PLAN FILE NO N/A SAMPLE DATA REPORT OF SUPPLIER _ CONCRETE D MORTAR CALMAT D GROUT DOTHER MIX DESCRIPTION MIX NUMBER SLUMP TYPE CEMENT UNIT WEIGHT . 5.2 SACK C 517 CWO 4 3" PLACEMENT DATE TICKET NUMBER _ TIME IN MIXER ADMIXTURE II AIR CONTENT N/A DESIGN STRENGTH 07-01-91 601581 60 MIN N/A N/A 3000 LOCATION OF PLACEMENT NORTHEAST CORNER PERIMETER FOOTING SPECIAL TEST INSTRUCTION OR REMARKS REQUIRED STRENGTH (fc) SAMPLES MADE BY 3000 ROBERT TABORN PSI AT 28 DAYS DATE RECEIVED IN LAB 07-02-91 LABORATORY DATA FIELD IDENTITY LAB CONTROL NUMBER DATE TESTED DIMENSIONS INCHES TEST AREA SQ INCHES MAX LOAD POUNDS COMPRESSIVE STRENGTH PSI 7 28 28 1 J07-08-9 2 3 07-29-9 07-29-9 6 X 12 6 X 12 6 X 12 28.27 28.27 28.27 73,500 91,000 100,000 / ^ ( ^1 ^fxS^V r rr i 2600 3220 ^^---3540 " ^ / /^/ S £ ^^^kr^^>-Aft- 0 LABORATORY DATA REMARKS DISTRIBUTION ALL SAMPLING AND TESTING CONDUCTED IN ACCORDANCE WITH ASTM STANDARD DESIGNATIONS C31-69, C39-80, C78-75, C617-76 REVIEWED BY DATE ff-s- CLIFF CRAFTINSPECTION 5326 Adete Ave., WMttter, CA 90601 (213)69*1059 • FAX (213)692-6782 SPECIAL INSPECTOR'S REPORT DEPT OF BLDG & SAFETY CITY OF Qa^/ g/>/J C/ Building Permit No Job Identification Job No Date H t J General Contractor $K/Oin .Or/flc-nr, f-J ^ Sub-Contractor <J)K, U f'€ /- >fil< / / //' ^ /;> / u 3 Addrcs U i-Jy.. f/ ~> -V 7 TYPE OF WORK REINFORCED CONCRETE D PRESTRESSED CONCRETE D MASONRY WELDING HI-TENSILE BOLTING Q GYPSUM CONCRETE D WELDER RECEIPT NUMBER WELDER V «/ /S DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED krlsi.Lf^fL. J .^*1' ^jgA TIME SHEET &"^>G> Date ^- /9 V HOW. 7- <o^ y/ /: ,••-> Reg. /^ OT Time In ~7.V^ Time Out $'&Q Mileage Code IlllleMfl All Inspections based on a minimum of 4 hours & over 4 hours 8 hour minimum In addition, any inspection extending past noon hour will be an 8 hour minimum CERTIFICATE OF COMPLIANCE Registered Deputy Building Inspector's Certificate Signed by Inspector /?> y i ^ ft l/\s<yf'-J ZeJI'J \ o NO has been filed and it states that the above work was inspected by him and compiles with the provisions of the Building Code applicable thereto Approved by Respectfully Submitted By - Protect Superintendent INSPECTION AXIOM DEVELOPMENT COMPANY 28202 CABOT RD SUITE 260 LAGUNA NIGUEL, CALIFORNIA 92677 / FAX (714) 643-5824 / (714) 643-5822 Axiom "Development Company July 2, 1991 Mr. Mer P. Camero Building Inspector City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-4859 Subject: 2293 Cosmos Court Carlsbad/ CA Dear Mr. Camero: Enclosed are two (2) copies of "Revised Ledger Detail" for Panel Lines 1 and 6, signed and stamped by Structural Engineer of record. If you have any questions/ please do not hesitate to call me at (619)431-3753. Very truly yours/ AXIOM DEVELOPMENT COMPANY Christina Pisarik/ C.P.M, Vice President CP/rt Encl. AXIOM DEVELOPMENT COMPANY 28202 CABOT RD SUITE 260 LAGUNA NIGUEL CALIFORNIA 92677 / FAX (714) 643-5824 / (714) 643-5822 Axiom Development Company August 29, 1991 Mr. Carter Darnell Building Department City of Carlsbad 2075 Las Palmas Drive Carlsbad, California 92009 Subject: Permit No. 90-1860 2293 Cosmos Court Dear carter: Enclosed is certificate of Conformance along with all attachments issued by American Institute of Timber Construction submitted by Pacific Timber Structures, Inc. If you have any questions, please do not hesitate to call Very truly yours, AXIOM DEVELOPMENT COMPANY Christina Pisarik, C.P.M, Vice President CP/rt Encl. AXIOM DEVELOPMENT COMPANY 28202 CABOT RD SUITE 260 LAGUNA NIGUEL, CALIFORNIA 92677 / FAX (714) 643-5824 / (714) 643-5822 AxiomiJevelopment Company August 29, 1991 Mr. Carter Darnell Building Department City of Carlsbad 2075 Las Palmas Drive Carlsbad, California 92009 Subject: Permit No. 90-1860 2293 Cosmos Court Dear carter: Enclosed is certificate of Conformance along with all attachments issued by American Institute of Timber Construction submitted by Pacific Timber Structures, Inc. If you have any questions, please do not hesitate to call Very truly yours, AXIOM DEVELOPMENT COMPANY Christina Pisarik, C.P.M Vice President CP/rt Encl. OF TIMa/. SHIPPING JAJIcl CERTIFICATE QUALIFIED LICENSEE The glued laminated timbers included in this shipment as identified below or on the attached bill of lading or shipping document and bearing the AITC Quality Inspected Mark comply with the applicable job specifica- tions When the job has been completed, a Certificate of Conformance in the form of the specimen shown on the reverse side will be issued Jnh Name AXIOM PARTNERS AIRPORT Job Local Customei The follov Lumber ! Member Identi- fication FB1 FB2 FB3 FB4 FB5 FB6 B4 85 B6 B7 BS P- ?11 tion CARLSBAD. CA •'s Order No 1013-3 Dated 8/19/91 Mfgr's Order No 5H3 vmg identifies the members and gives the basic specifications that were Species: DOUG FIR - LARCH Quantity 1 5 1 5 1 5 1 3 1 5 1 5 2 6 2 6 3 6 1 6 1 6 Size 1/3x18x17-11-1/2 1/8x16 1/2x20-6 1/8x19 1/2x18 1/8x18x32 1/3x18x18-3 1/8x18x23-3 3/4x25 1/2x58-f1 3/4x18x24-3 3/4x22 1/2x30-3 3/4x22 1/2x28-3 3/4x27x45-4 AITC Licensed Plant No GLU-LAM TECHNOLOGY, IMC. Combt- Adhesive nation Type 24FV4 Resorcinol 24FV4 Resorcinol 24FV4 Resorcinol 24FV4 ResorcinoL 24FV4 ResoreinoL 24F V4 ;R«»snrc Ino L *•'' >'• •'-»24FVS JtesordnnL 24fU4 Resnrcinnl 24FV4 ResorcinoL 24FV4 ResoreinoL 24FV8 ResorcinoL LYNN .ItiFiO Plant Quality Control 3/19/91 used on this job Appear ance Camber Grade Ind 8 Ind 0 Ind 0 Ind 0 Ind 0 Ind B Ind SPEr ind 9nn 1 ind unn 11/4 ind i?nn 1 Ind SPEC Supervisor Company Date AITC Form IBSC © 1978 American Institute of Timber Construction OF l\M8f SHIPPING JAflCl CERTIFICATE QUALIFIED LICENSEE The glued laminated timbers included in this shipment as identified below or on the attached bill of lading or shipping document and bearing the AITC Quality Inspected Mark comply with the applicable job specifica- tions When the job has been completed, a Certificate of Conformance in the form of the specimen shown on the reverse side will be issued Job Name.AXIOM PARTNERS AIRPORT Job Location.CARLSBAD, CA Customer's Order No 1013"3 Dated 8/19/91 Mfgr's Order No 503 The following identifies the members and gives the basic specifications that were used on this job r>f)lir, FTR - fcARCH Member Identi- fication B5 B8 39 810 P1 P2 D""? P/, pr> Quantity ^ 1 1 2 1 1 i i 1 rj Size A "WAV?* 1/?vS1-A 6 3/4x42x67-0 6 3/4x3^x^7-4 6 3/4x33x57-1-1/2 6 3/4x34 1/2x57-1-1/2 5 1/8x21x41-5 3 1/8x25 1/2x21-3 3 1/8x25 1/2x40-9 5 1/3x24x47-9 3 1 /Px?5 1 /2X47-0 Combi- nation ?4FV« 24FVS 24FV8 24FV4 24FV4 24FV4 24FV4 24FV4 Adhesive Type D * 1 B • * D " 1 Rpsorcinol RpsorcinoL R®sorc1nol Rusorcinol •^ ' t R&sorc 5noL RcsorcinoL Rcsorcinol R&sorcinol Appear- ance Grade Inri Jnri Ind Ind Ind Ind Ind Ind Ind Ind Ind Camber SPEC SPFC SPFC SPEC SPEC 1300 2 700 1 1400 1 1700 1 2300 1 i?nn ? W? 1/2 V? AITC Licensed Plant No bLU-LAd TfcCH.KH.ObY. I.'JC. Company JUDD Plant Quality Control Supervisor y/19/91 Date AITC Form IBSC © 1978 American Institute of Timber Construction SHIPPING CERTIFICATE QUALIFIED LICENSEE The glued laminated timbers included in this shipment as identified below or on the attached bill of lading or shipping document and bearing the AITC Quality Inspected Mark comply with the applicable job specifica- tions When the job has been completed, a Certificate of Conformance in the form of the specimen shown on the reverse side will be issued Job Name AXIOM PARTNERS AIRPORT Job Location.CARLSBAD. CA Customer's Order No 1013-3 Dated 8/19/91 Mfgr's Order No SITS The following identifies the members and gives the basic specifications that were used on this job Lumber Member identi- fication P6 DOUG FIR - fcARCH P1U _PJL7_ Quantity Size 6 3 1/8x25 1/2x47-9 1 5 1/8x21x39-6 1 5 1/8x21x41-6 Combi- Adhesive APP«ar ance Cambernation Type Gra<je 24FV4 ResorcinoL Ind 1700 2 24FV4 ResorcinoL Ind 12GO 2 24FV4 Resorcinol Ind 1300 2 T JL-11. V . 211 AITC Licensed Plant No Gl.UH.Art TECriKOLOGY, Company LYi\!N JIIDDPlant Quality Control Supervisor a/19/91 Date AITC Form IBSC & 1978 American Institute of Timber Construction AXIOM DEVELOPMENT COMPANY 28202 CABOT RD SUITE 260 LAGUNA NIGUEL CALIFORNIA 92677 / FAX (714) 643-5824 / (714) 643-5822 Axiom Development Company November 7, 1991 Mr. Mer P. Camero Building Inspector City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-4859 Subject: Water Line 2293 Cosmos Court Carlsbad, CA Dear Mr. Camero: Enclosed is copy of letter defining water line change. If you have any questions, please do not hesitate to call me at (619)431-3753. Very truly yours, AXIOM DEVELOPMENT COMPANY Christina Pisarik, C.P.M. Vice President CP/rt Encl. cc: Corr/Bldg. Dept. 23581 Via Paloma • Trabuco Canyon, CA 92679 • (714)858-3136 (T'M) "98 2^53 • U. •.••<•)<••<• -'-• October 31,1991 City of Carlsbad Building Department Attn: Mer Camero 2075 Los Palmas Carlsbad, CA 92009 Project: Andrex Lot 6 2283 Cosmos Ct Carlsbad, CA The above referenced projects water service has been changed to 1-1/4" from 1-1/2" in accordance with UPC Sec 1009. The on site water pressure after regulation will be 651bs. The total fixture unit demand is only 45 at a developed length of 160'. Please contact me if any further information is required. William Chromster Pr esident AXIOM DEVELOPMENT COMPANY 28202 CABOT RD SUITE 260 LAGUNA NIGUEL CALIFORNIA 92677 / FAX (714) (54355824 / (714) 643-5822 Axiom ^Development Company January 15, 1992 Mr. Mecerdo Camero Building Department City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 Subject: 2293 Cosmos Court Carlsbad, CA Permit No. 90-1860 Dear Mer: This letter is in response to the draft stop question which we discussed last week. Since you were i]1 today, I talked to Pat Kelly regarding this issue. We agreed that the required draft stop work would be performed at the time the tenant improvement work is completed. If you have any further questions, please do not hesitate to call. Very truly yours, AXIOM DEVELOPMENT COMPANY Christina Pisarik, C.P.M. Vice President CP/rt RECEIVED BuildingDepartment SDGj^ PLA 590 ] V -P J\ ~ > San Diego Gas & Electric ^Zj / 1623 WEST MISSION ROAD . ESCONDIDO CA 92029 December 18, 1990 PIJ pPJW# 016407 W 0. 2394640 CERTtt P 532 623 149 CHRISTINA PISARIK AXIOM DEVELOPMENT CO 28202 CABOT ROAD #260 LAGUAN NIGUEL CA 92677 Dear Christina- Project- Andrex Development Lot 6 Location 2293 Cosmos Court, Carlsbad Your requested serving voltage of 4 wire, 3 phase, 277/480 volts, has been approved based on the following electric load information which you supplied: 1200 amps The information contained in this analysis is subject to change if the electric load varies from that submitted to us for study, or if the proposed load is installed more than six months from this date. If either of these i( situations should occur, please send me updated load information for '• reanalysis. • ,. It is imperative that SDG&E be notified of any load additions, deletions, or construction phasing changes Neglecting to inform our Company at an early date could result in serious delays in construction, expensive revisions, and engineering fees for redesign of our specifications. j The service conduit configuration and requirements are based on the bus j ampacity of the service equipment to be installed. You have indicated that a j 1200 ampere service section is to be installed which will require 3 - 5-inch '} conduits from the service pull section to the padmount transformer. These requirements can be found on page 355 of our Service Guide. ANY CHANGE IN THE NUMBER OR SIZE OF CONDUITS MUST BE APPROVED IN ADVANCE BY SDG&E. ] Please note that when 5" service conduits are to be installed, a minimum of •:! six feet clear and level working space must be provided in front of the : underground pull section to permit setup and operation of cable pulling equipment. I Please keep in mind that construction start dates are contingent upon availability of materials, continuous supply of fuel oil, and obtaining j authorization to construct necessary gas and electrical facilities ,< ,'1 Service at 3 phase, 277/480 volts, wye-connected, will be 4 wire,''with the ,J mid-point of the wye being grounded at the transformer. The grounded neutral service conductor will be identified. Axiom Development Co.December 18, 1990 For single and multiple-occupancy commercial or industrial buildings and for multi-occupancy residential buildings, meter and metering equipment should be installed outdoors, mounted on or recessed in an exterior building wall. If there is no suitable outside location as determined by SDG&E, meters and metering equipment may be located inside the building in a meter room approved by SDG&E. This room shall have access from the outside by a door with a lock keyed to SDG&E's Corbin 27 keyway. See Service Guide requirements under "Meter Locations" on page 603, "Unacceptable Meter Locations" on page 603.1, and Electric Meter Rooms on pages 604.2 - 604.3. •f I am unable to approve the electric' meter and service location as shown on your site plan. Please send me a copy of the plan showing the detail of your requested location. Manufacturers' drawings of the switchboard, bus configuration, and metering arrangement must be submitted to SDG&E's Meters and Tests Section prior to fabrication. We will be unable to energize the underground system without the approved drawings. The ultimate available fault current (Isc) for this installation will not exceed <Jp/000''aniperejy> at the point of connection of SDG&E's service conductors to the customer's facilities. This value is stated in RMS symmetrical amperes. The costs quoted in this letter include a cost component to cover the utility's estimated liability for Federal Income Tax. You should recognize that the installation of customer-owned electric facilities is subject to codes and regulations of the State and local inspection authorities. Service to this project will be furnished in accordance with our Rules for the Sale of Electric Energy on file with the California Public Utilities Commission as of this date. If you would like a copy of these Rules, I would be pleased to send it to you. If I may be of further assistance or if you have any questions, please call me at the number listed below. Our hours are from 7:00 AM - 4:00 PM, Monday through Friday. Sincerely, Higgins / Project Management Specialist Telephone: (619) 480-7632 LAH:kms Enclosures ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE: JURISDICTION: PLAN CHECK NO:SET: ! APPLICANTJRISDICTION JFJLAN [JFILE COPY QUPS rDESIGNER PROJECT ADDRESS: PROJECT NAME:I M ^rz. > =% » ^L o sT "TTVt -u£__v^y D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified Oe-\ovQ are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. a D || The applicant's copy of the check list has been sent to: D Esgil staff did not advise plan check has been comple Esgil staff did advise been completed. Person con contact person that that the plan check has Date contacted: REMARKS: By:Enclosures; ESGIL CORPORATION DGA DAA DRN Q I o DM ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 2O8 SAN DIEGO, CA 92123 (619) 56O-1468 DATE: *Z.-'Z.<t-"» 1 lAPPLUlA^T1 JURISDICTION: ^f\(^Jy^ £\C? PLAN CHECK NO: QQ - IQtoO SET PROJECT ADDRESS: Z-Z-^^ £obMO$ 67 PROJECT NAME: Oo-e_ CTS\w lMt2.T. . c/VV./-^ ££] JURISDICTION^ | ,PLAN CHECKEk" ^__ QFILE COPY : JJJ- HUPS r, DESIGNER ^ \v>«ku<TC.TTr- u>f> ^f D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I—, The plans transmitted herewith will substantially comply I I with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. (j&j The check list transmitted herewith is for your information. vSS The plans are being held at Esgil Corp^ until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: - cfo ftvJOrt Of/./. Esgil staff did not advise the applicant contact person that plan check has been completed. I I Esgil staff did advise applicant that the plan check has — been completed. Person contacted: _ Date contacted: Telephone # REMARKS: By; /QOAJVUt-C AlrQ^ft— Enclosures; ESGIL CORPORATION 2. - l^_ <\\ DAA DRN QDM ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 2O8 SAN DIEGO, CA 92123 (619)560-1468 DATE: TTS >^ - ^>3» - <\ \ rJURISDICTION JURISDICTION: C ^TT c->\ £xTU,lo^<ix JJPLAN CHECKERO ~ QFILE COPY PLAN CHECK NO: C^> ^\b-\%L0C> SET; THT QUPS[JDESIGNER PROJECT ADDRESS; 5^3 " " ~~ PROJECT NAME: D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I—I The plans transmitted herewith will substantially comply I ( with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. • The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. II Esgil staff did advise applicant that the plan check has — been completed. Person contacted: Date contacted: Telephone # REMARKS: By; "^>nov-c ^ Enclosures: ESGIL CORPORATION |-\M DGA QAA DRN w- CF FUX COKKECHOH SHEET JURISDICTION: CHECK IUIE: qp- \&C^ ""T* "ft" Q QJ£< AOAXDC FLAX O3XJXR: B CAKX A.NGELa AT -2. AT sneer e-\ AT AFP. JURISDICTION; ELECTRICAL FLAN CORRECTION SHEET DATE: \PAGE I /I PLAN CHECK MMRER: \/O ~ I r*>(C OVOLLIE WAGGONER FLAM CHECKER: Q RAT REAL HDAKRELL HORRISOK 2- rThe jurisdiction has contracted \.ith Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact at Esgil Corporation. Thank you. Enclosures: 1. i^((OvA g^ 3. ,./JT\ . * V\Or ft 3 J) 7\ \v 3/28/90 1988 EDITION UNIFORM BUILDING CODE EXIT is a continuous and unobstructed means of egress to a public way and shall include intervening aisles, doors, doorways, corridors, exterior exit balco- nies, ramps, stairways, smokeproof enclosures, horizontal exits, exit passage- ways, exit courts and yards Exit Illumination - £>ee. U&£- ~ioo- \LO Sec. 3313. (a) General. Except within individual dwelling units, guest rooms and sleeping rooms, exits shall be illuminated at any time the building is occupied with light having intensity of not less than 1 footcandle at floor level. EXCEPTION: In auditoriums, theaters, concert or opera halls and similar as- sembly uses, the illumination at floor level may be reduced during performances to not less than 0 2 footcandle Fixtures required for exit illumination shall be supplied from separate sources of power where required by Subsection (b). (b) Separate sources of power. The power supply for exit illumination shall normally be provided by the premises' ^wiring system. In the event of its failure, illumination shall be automatically provided from an emergency system for Group I, Division 1 Occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. For high-rise buildings, see Section 1807 For smokeproof enclosures, see Section 33 10 (g) 9 Emergency systems shall be supplied from storage batteries or an on-site generator set and the system shall be installed in accordance with the requirements of the Electrical Code. Exit Signs Sec. 3314. (a) Where Required. Exit signs shall be installed at required exit doorways and where otherwise necessary to clearly indicate the direction of egress when the exit serves an occupant load of 50 or more. EXCEPTION: Main exterior exit doors which obviously and clearly are identi- fiable as exits need not be signed when approved by the building official (b) Graphics. The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be in block letters 6 inches in height with a stroke of not less than 3/4 inch. (c) Illumination. Signs shall be internally or externally illuminated by two electric lamps@shall be qfan approved self-luminous type. When the luminance on the face of an exit sign is from an external source, it shall have an intensity of not less than 5 0 footcandles from either lamp. Internally illuminated signs shall provide equivalent luminance. (d) Power Supply. Current supply to one of the lamps for exir signs shall be provided by the premises' wiring system. Power to the .other lamp shall be from storage batteries or an on-site generator set and the system shall be installed in accordance with the Electrical Code. For high-nse buildings, see Section 1807. NATIONAL ELECTRICAL CODE ARTICLE 700 -^EMERGENCY SYSTEMS 700-16. Emergency Illumination. Emergency illumination shall include all required means of egress lighting, illuminated exit signs, and all other lights specified as necessary to provide required illumination. Emergency lighting systems shall be so designed and installed that the failure of any individual lighting element, such as the burning out of a light bulb, cannot leave in total darkness any space which requires emergency illumination. Where high-intensity discharge lighting such as high- and low-pressure sodium, mercury vapor, and metal halide is used as the sole source of normal illumination, the emergency lighting system shall be required to operate until normal illumination has been restored ** »-v ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 56O-1468 DATE:M - JURISDICTION: PLAN CHECK NO: . O \ Q APPLICANT• JURISDICTION GPLAN CHECKERCOPY SET; < ? ) PROJECT ADDRESS: ["^DESIGNER PROJECT NAME: ^7X7 C I /L. l&»t\u&fri*JL t7/t D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I — - The plans transmitted herewith will substantially comply I _ I with the ]urisdiction' s building codes when minor deficien- cies identified _ _ are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: [ I Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: C^ri^> ^-^i-^ftn Date contacted; /rp^/^'JU Telephone REMARKS: L By; ESGIL CORPORATIONU-^4 DGA 0AA D DM Enclosures PLAN CHECK NO. JURISDICTION: - \2b0 C X /£" TO: PROJECT DATA OCCUPANCY: BUILDING USE:^Tn C\ TYPE OF CONSTRUCTION: 77T , ^^ ACTUAL AREA;3«-0 /W A. ALLOWABLE AREA: J^OOO ]&*&>C* X / *• STORIES; / -h HEIGHT; ^ SPRINKLERS: OCCUPANT LOAD; S o3 REMARKS; ^3 « PLAN CORKBCTION SHEET GENERAL COfMERCIAL Date plans received by lunsdiction- //* Date plans received by Esgil Corp .; 1 1 ' A**! Date initial plan check completed: Applicant contact person: Tel. FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical code and state laws regulating energy conservation, noise attenuation and access for the disabled. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1988 UBC. The circled items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1988 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed, i e.. plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. NOTE: PAGE NUMBERS ARE NOT IN SEQUENCE AS PAGES HAVING NO ITEMS NEEDING CORRECTIONS WERE DELETED. List No. 50, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS (1988 UBC) A. PLANS © / Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to. Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department B. GEKEKAL / © Provide the site address and a vicinity sketch on the Title Sheet. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: -•' Description of Use -^ Type of Construction ~>- Sprinklers: Yes or No ~^r Stories ->• Height ->• Floor Area - A/ ( 4... l •A Justification to exceed allowable area in Table 5-C. (if applicable) Justification to exceed allowable height or stories in Table 5-D. (if applicable) Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. Indicate on the Title Sheet whether or not a grading permit is required for this project. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1988 UBC, UMC and UPC and 1987 NEC. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 9-A and 9-B. 12.) Specify the uses of all rooms or areas. SITE PLAN^ Provide a fully dimensioned site plan drawn to scale. Show north arrow, property lines, easements, streets, existing and proposed buildings and structures. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. Clearly designate any side yards used to justify increases in allowable area based on Section 506. Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide constructi details if a part of this permit.^ .Clearly dimension building setbacks From property lines, street center lines, and from all adjacent buildings and structures on the site plan. 65, ttr-nJ It-yards,S ll , J (fan) 2/15/90 D. Show and dimension on the site plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. Show dimensioned parking layout including any required disabled access spaces. Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. PROPKRIY. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 504 (c). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this exception is used, show how the building(s) will comply with Section 505. When a new building is to be erected on the same property as an existing building, the location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the existing building meet the criteria of Table 5-A and Part IV. Section 504 (c). Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). The exterior walls less than _ feet to a property line or an assumed property line, shall be _ fire-rated construction. Section Exterior walls shall have a 30 inch parapet when less than _ feet to a property line or an assumed property line. The uppermost 18" of such parapets shall be noncombustible. (see exception, Section 1709.) The exterior wall shall have protected openings (3/4 hour) when closer than _ feet to a property line or an assumed property line. Section 03. Y X- The exterior walls shall have no openings when closer than feet to a property line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section 03. Eaves over required windows shall be not less than 30 inches from side and rear property lines. Section 504 (a). Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 1710. Projections over public property must comply with Chapter 45. Projections may not extend more than one-third the distance from the exterior wall to the property line or one-third the distance from an assumed vertical plane located where fire- resistive protection of openings is first required, whichever is least restrictive. Section 504 (b). Fire-resistive exterior wall construction shall be maintained through attic areas. Section 4304 (c). When openings are required to be protected due to location on property, the sum of openings shall not exceed 50 percent of the total area of the wall in each story. Section 504 (b). A covered pedestrian walkway must comply with the requirements in Section 509. Exterior exit balconies cannot be located in an area where openings are required to be protected. Section 3305 (i). Exterior stairways shall not project into yards where protection of openings is required. Section 3306 (n). Yards or courts serving as required exits for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction for a height of 10 feet above the court or yard grade. Openings shall be protected by fire-assemblies having a rating of not less than three-fourths-hour. Section 3301 (b) definition and Section 3311 (d). A\( aPPtevfr J?vlA 2/14/90 Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire- resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Table 17-A footnote 1, and Section 1702. Openings for scuppers, mechanical equipment vents, foundation vents and similar openings have to be protected where openings are required to be protected. Table 5-A, Section 03. E. BUHDIHG AREA When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 503 (a) As shown, the building(s) is/are over area for the Type of Construction shown. Table 5-C.~ No single story can exceed the basic area allowed by Table 5-C plus the increases allowed by Section 506. Unless considered a separate story, the floor area of a mezzanine shall be included in calculating the area of the story in which it is located. Section 505 (c). A basement need not be included in the total allowable area, provided such a basement does not exceed the area permitted for a one story building. Section 505 (d). AREA SEPARATION WALLS Area-separation walls may separate portions of a building and allow each portion to be considered a separate building; however, the area separation wall must be four-hour in Type- I, II-F.R., Ill and IV buildings; and two-hour in Type II-one-hour, Type II-N and Type V buildings. Section 505 (e) 1. Openings in four-hour area separation walls are required to be protected with three-hour fire- resistive assemblies, and 1-1/2 hour fire- assemblies in two-hour area separation walls. Section 505 (e) 1. Openings in area separation walls are limited to 25 percent of the length of the wall in each story. Section 505 (e). If area separation walls do not extend to the outer edge of horizontal projections, (balconies, roof overhangs, canopies, marquees and architectural projections), and the projecting elements contain concealed spaces, the wall shall extend through the concealed spaces to the outer edge of the projecting elements. The exterior walls, and projecting elements above, must be of one-hour construction on each side of the area separation wall for a distance equal to the depth of the projecting elements. Walls supporting the exterior walls must be one- hour. Openings in the one-hour walls must be protected with three-fourths-hour assemblies. Section 505 (e) 2.©All area separation walls must extend in a continuous straight vertical plane (no horizontal offsets) from the foundation to a point 30 inches above the roof, but may terminate at the underside of the roof sheathing if the roof/ceiling is two-hour construction. Two-hour area separation walls may terminate at roofs of entirely noncombustible construction. Section 505 (e) 3. Two-hour area separation walls may terminate at the roof sheathing provided that: a. Where the roof/ceiling framing elements are parallel to the walls, such framing and elements supporting such framing shall be of not less than one-hour fire- resistive construction for a width of not less than 5 feet on each side of the wall. b. Where roof/ceiling framing elements are perpendicular to the wall, the entire span of such framing and elements supporting such framing shall be of not less than one-hour fire-resistive construction. c. Openings in the roof shall not be located within 5 feet of the area separation wall. d. The entire building shall have a Class B roof covering or a Special Purpose roof. Section 505 (e) 3. 2/U/90 61/i Area separation walls, which separate portions of buildings having different heights, may terminate 30 inches above the lower roof level, provided the exterior wall for a height of 10 feet above the lower roof is of one-hour fire- resistive construction with openings protected by three-fourths-hour assemblies. As an alternate, the wall may terminate at the sheathing of the lower roof, provided roof/ceiling elements, if parallel to the wall, are one-hour construction for a 10 foot width along the wall at the lower roof; where the lower roof/ceiling elements are perpendicular to the wall, the roof/ceiling elements shall be one-hour for the entire span. In each case, construction supporting the roof/ceiling shall also be construction. Section 505 (e) 5. one-hour No openings in the lower roof are permitted within 10 feet of the area separation wall if parapets are not provided. Section 505 (e) 5. Show the basis for the approved fire-resistive construction elements for the area separation wall, parapet, and ceiling assembly if used in lieu of parapet, i.e., Item Number in Table 43- A, B, C or U.L. Directory, etc. (Note: Trusses require two layers of 5/8 inch Type 'X' drywall, per Item 21-1.1 in Table 43-C.) Parapets of area separation walls shall have noncombustible faces for the uppermost 18 inches, including counterflashing and coping materials. Section 505 See the attached article, "Area Separation Walls Revisited", and incorporate appropriate data and details on your plans. Provide complete details of the area separation wall(s) to show compliance with Section 505 (e) 1-5. Provide a note on the plans stating: "Plumbing and conduit penetrations of the area separation wall shall be of copper or ferrous. No plastic pipe may penetrate the area separation wall". Section 4304 (e). G. BUILDING HEtGPT/STORIES Clearly show the maximum building height based on the definition in Section 409. Clearly show if the lower level is a basement or story, based on the definitions in Section 403 and 420. Plot the finish grade (adjacent ground level) on the elevations and dimension the distance to the floor above for story determination. See definition of grade, Section 408. / yC. The height and number of stories cannot exceed that shown in Table 5-D. Show the code basis for the height/number of stories as shown. One additional story would be permitted beyond that shown in Table 5-D if the building is sprinklered throughout and the sprinkler system is not otherwise required by Section 506 (area) or Section 508 (substitute for one- hour). Section 507. Towers, spires and steeples shall comply with Section 507, Exception 1. H. FIRE-RESISTIVE CONSTRUCTION Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction. However, the fire sprinkler system shall not waive or reduce fire-resistive requirements for: occupancy separation, exterior walls due to location on property, area separation walls, shaft enclosures, corridor protection, stair enclosures, corridor protection, stair enclosures, exit passageways, type of construction separation per Section 1701 and atriums constructed in accordance with Section 1715. Section 508. Provide details of the one-hour fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, post and beam assemblies, etc. Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 4304 (e). Detail and reference I.C.B.O. number or other approval for horizontal fire assembly using trusses. Item 21-1.1 in Table 43-C requires 2 layers of 5/8" Type X gypsum wallboard at the bottom chords of trusses. Section 4303 (b) 8. Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents. Also detail recessed light fixtures. Show duct openings in ceilings, regardless of size, have approved ceiling fire dampers. Section 4303 (b) 6. eaf. 2/14/90 ff. A B-l occupancy in the basement or first story of a building housing a group B, Division 2 occupancy may be classed as a separate building. The building above may also be considered a separate and distinct building for the purpose of area limitation, limitation of number of stories and type of construction ONLY if the conditions of Section 702 are met: a. b. c. d. B-l is Type I construction. B-l/B-2 is separated by a three-hour occupancy separation. B-l is restricted to passenger vehicle storage, entry lobbies, laundry rooms and mechanical equipment rooms (no storage, recreation room, etc.). The maximum building exceed the limits in least type of construction height does not Table 5-D for the 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 permitted from a property line. I construction, no openings are in exterior walls less than 5 feet Section 1803 (b). All openings in floors forming a three-hour separation shall be protected by vertical enclosures above and below the opening. The walls of such enclosures shall be not less than two-hour fire-resistive construction, and openings therein shall be protected by a one and one-half-hour assembly. Section 503 (c) 2. Tables 43-A, B, C and Chapter 43. Structural members supporting an occupancy separation must have the same fire-resistive rating as the separation. Section 503 (b). 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). A two-hour fire-resistive separation shall be not less than two-hour fire-resistive construction. Openings shall be protected by a one and one-half-hour assembly. Section 503 (c). 1007. 1/1. 10/ /• A A one-hour fire-resistive separation shall be not less than one-hour fire-resistive construction. Openings shall be protected by a one-hour assembly. Section 503 (c). Occupancy separation wall penetrations must be either ferrous or copper and fire-stopped Steel electrical outlet boxes shall not exceed sixteen square inches and further, shall not exceed one hundred square inches per one hundred square feet of wall, may be installed and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 4304 (e). Clarify that wiring within concealed spaces complies with the Mechanical Code and UBC Section 4305 (e). Ducts penetrating one or two-hour occupancy separation walls must have fire dampers. A fire door is required for three-hour separations. Section 4306 (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 1-3/4 inches in thickness. Section 1703. Show the basis for the rating of the occupancy separation you propose, i.e., Item number in Table 43-A, B, C; Gypsum Fire-Resistive Design Manual; U.L., etc. 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 (b). K. EXITS 5. In all occupancies, floors above the first story having 10 or more occupants, shall have not less than two exits. Section 3303 (a). k 106 J In areas where the occupant load exceeds two exits are required. See 1Z_ <r\ \cj( a. . Table 33-A. yftt . Rooms with more than 10 occupants may have one exit through one adjoining room. Revise exits to comply. Section 3303(e). (108.)Exits should have a minimum separation of one- X.^Xhalf the maximum overall diagonal dimension of the building or area served. Section 3303 (QTRjtvhQ -f -/ 2/14/90 7 T U> 109.The maximum number of required exits and their required separation must be maintained until egress is provided from the structure Section 3303 (a). 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. Section 3311 (b), Section 3301 (b). Where required exits enter an exit court (see definition, Section 404 and 3301), the exit court must discharge into a public way or exit passageway. The exits from the exit court shall comply with Section 3311 (d) requirements for width, number, and protection of walls and openings when the occupant load exceeds 9. Change in width in a exit court shall be effected gradually by a guardrail at least 36 inches high and making an angle of not more than 30 degrees with the axis of the court. Section 3311 (b). Walls of exit passageways shall be without openings except exits and shall have walls, floors and ceilings of the same fire- resistance required for the building, with a minimum one-hour fire-resistive construction. Exit openings in the walls shall be protected by a three-fourths-hour assembly. Section 3312 (a). Basements require two exits. Section 3303 (a). \\y. Total width of exits in feet shall be not less / than total occupant load served divided by 50. Tributary occupant load from basements and stories above shall be per Section 3303 (b) and the maximum width required for any story shall be maintained. No point in the building shall be more than 150 feet (200 if sprinklered) from an exterior exit, horizontal exit, enclosed stairway or exit passageway, measured along the path of travel. This may be increased 100 feet if last 150 feet is in a corridor. Section 3303 (d) (See exceptions). Double acting doors are not allowed when serving a tributary occupant load of more than 100, or when part of a fire assembly, or part of smoke and draft control assemblies or when equipped with panic hardware. Section 3304 (b). 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 Exit doors should be openable from the inside without the use of a key, special knowledge, or effort. Section 3304(c) [Note that exit doors serving 10 or less occupants may have a night latch, dead bolt, or security chain per Title 24, 2-3304 (c).] 1%£. 1Z/J. Exit doors from assembly rooms with 50 or more occupants shall not be provided with a latch or lock unless it is panic hardware. Section 3318 All doors and gates, within the exit path from an assembly room to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware. Section 3318. 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 with a minimum door swing of 90 degrees. Maximum leaf width is 4 feet. Section 3304 (f) and (g). 12M. 1/6. 124*. The net dimension (clear width) at doorways should be used in determining exit widths required by Section 3303 (b). Section 3304 (f). In consideration of door thicknesses, panic hardware, door swing, etc., the required exit widths have not been furnished. See door Regardless of occupant load, a floor or landing not more than 1 inch (1/2-inch if disabled access is required) below the threshold is required on each side of an exit door. Section 3304 (i). When a door landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing dimension to less than one half its required width. Section 3304 (j). Door landings shall have a length measured in the direction of travel of not less than 44 inches. Section 3304 (j). Doors should not project more than 7 inches into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 3305 (d). Revolving, sliding and overhead doors are not permitted as exit doors if the occupant load exceeds 9 or the exit door serves a hazardous area. Section 3304 (h). 127. 12/. 2/14/90 Handrails: 14 / Handrails are required on each side of stairways. Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides). Private stairways (1 tenant) need only have a handrail on one side if 30" or less in height Handrails shall be 34" to 38" above nosing of treads and be continuous. 1^*1 6.(JL — Except for private stairways, at least one rail shall extend 6" beyond top and bottom risers. All stairs terminating in Section 3306(j) shall have handrails a newel or safety post. 147. 14S/. 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 heieht should then be changed to 30"-34". fey ^Terio The handgrip portion of all handrails shall be not less than 1-1/2 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Section 3306 (j). Openings in the exterior wall below or within 10 feet horizontally of an exterior exit stairway in buildings over two stories shall be protected by a self-closing assembly having a three-fourths-hour rating, unless two separate exterior stairways serve an exterior exit balcony. Section 3306 (1). Openings in exterior walls below or within 10 feet, measured horizontally, of an exterior stair shall be protected by self-closing fire assemblies having a three-fourths-hour fire protection rating when the stair serves a floor level having openings in two or more floors below it. See exception above. Section 3306 (1). Buildings four or more stories in height shall have a stairway numbering system complying with Section 3306 (q). M. CORRIDORS Corridors and exterior exit balconies serving 10 or more occupants must be a minimum 44 inches wide and 7 feet high to the lowest projection. Section 3305 (b). When a corridor or exterior exit balcony is accessible to the handicapped, changes in elevation shall be made by means of a ramp. Section 3305 (f). (l51.JCorridors serving 30 or more occupants shall have walls and ceilings of one-hour construction /• ('A-wWe- yl. 15 greater than 30—f set wWe when" the occupants have an exit independent from the corridor. Exterior sides of exterior exit balconies. Corridor walls and ceilings need not be of fire-resistive construction within office spaces having an occupant load of 100 or less when the entire story in which the space is located is equipped with an automatic sprinkler system throughout and smoke detectors are installed within the corridor in accordance with their listing. Section 3305 (f>). Exit corridors shall not be interrupted by intervening rooms. Foyers, lobbies or reception rooms constructed as for corridors shall not be construed as intervening rooms. Section 3305(a). i One-hour fire-rated corridors shall have door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self-closing or be automatic-closing by action of a smoke detector per Section 4306 (b). Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 3305 (h). Total area of all openings, except doors, in any portion of an interior corridor, shall not exceed 25 percent of the area of the corridor wall of the room which it is separating from the corridor. Such openings shall be protected by fixed, approved 1/4 inch thick wired glass installed in steel frames. Section 3305 (h). Elevators serving more than two stories shall not open into required one-hour exit corridors unless protected by an approved smoke/draft control door system. In high rise buildings refer to Section 1807 (h). Section 3305. Duct penetrations of fire-rated corridor walls and ceilings shall have fire dampers per Section 4306 (j). 5/10/90 10 One-hour corridors shall not be used as an integral part of a duct system. This includes the space above a dropped ceiling within the one-hour corridor. UMC Section 706 (b). Provide a complete architectural section of the corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 3305 (g). Ceilings of combustible materials cannot be suspended below the one-hour corridor ceiling. In types III or V construction fire retardant treated wood may be used. Section 3305 (g). Corridor walls may terminate at the ceiling only if the ceiling is an element of a one- hour fire-resistive floor or roof system. Section 3305 (g). When two exits are required, dead end corridors and exit balconies are limited to 20 feet. Section 3305 (e). If a room with an exhaust fan has a door opening into a rated corridor, show how make- up air will be provided to the room. The door cannot be undercut, nor can a louver in the door b& provided. Section 3305(h)l. H. EXIT SIGHS L62. fl63.JExit signs are required since the occupant load V / exceeds fifty. Show all required exit sign locations. Section 3314 (a). (164y Show two sources of power for the lamps at exit ^— signs. Section 3314(d). fl65.jShow that exits are lighted with at least a one \_S f°ot candle at floor level. Section 3313 (a). f 166 .J Show separate sources of power for exit X, / illumination. (Occupant load exceeds 100) Section 3313 (b). 16/. The exit sign locations as shown are not ' adequate. Elevator shafts extending through more than two floor levels shall be vented to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 5104. Elevators in high rise buildings shall comply with Section 1807(b). Every elevator lobby or entrance area shall be provided with an approved smoke detector as required by Section 5103(b). Revise the number of elevator cars per hoistway enclosure to comply with Section 5103(a). Provide clear inside elevator as required by U.B.C Section Title 24 2-5103(d 1). car dimensions 5103(d) 6 and a. At least one elevator in buildings 4 or more stories in height: 80" by 54", with a 42-inch side slide door. Applies only to: high-rise buildings, A/E/I occupancIBS, State-owned buiIdings, residential care homes, hotels, motels, apartments and condominiums. b. Elevator in buildings more than two stories or buildings where disabled access is required to upper level(s): 68" by 54", with a minimum clear door width of 36". c. Elevators other than in (b) above serving less than 50 occupants shall have a minimum inside platform of 4 feet 6 inches by 4 feet 6 inches and a minimum clear door width of 36 inches. Provide notes, details or specifications to show the elevator will comply with UBC Sections 5102-5106 and Title 24 Section 2-5102 through 2-5105. Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car, except doors readily openable from the car side. Section 5106. Elevators shall be enclosed in a one-hour shaft except in Type I and Type II F.R. construction where the elevator shall be in a two hour shaft. Section 1706. GLASS AND GLAZIHG !m.) Specify on the window schedule the glass type and thickness to show compliance with. Table i-A and B. "^ o^"^ C V * - - -' 16169^ Every opening into an elevator shaft enclosure / shall be protected by a self-closing fire assembly having a one-hour fire rating in one- hour shafts and one and one-half hours in two hour shafts. Section 1706. withTv^V-t azing, In the ""Same wall plane as a door, must be safety glazing if within 12" of the door and less than 60" above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 6. 2/14/90 11 Glass in excess of 9 sq. ft. with the lowest edge less the 18 inches above a walking surface shall be safety glazing or shall have a horizontal member not less than 1-1/2 inches in width and located between 24. and 36 inches above the walking surface. Section 5406 (d) 7. ROOF A Class 32-A. roof covering is required. Table L. Specify roof pitch. yfl. Roof pitch is not adequate for roof covering / specified. Specify minimum pitch of /183?\ Specify roof material and application. Chapter recoA-*•.?• ^'Iwf. Specify ICBO, UL or other recognized listing / approval number for roof materials not covered in UBC, e g , tile, etc. Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated water. Section 3207 (a) and Section 2305 (f). Show roof drains and overflows. Size drains per Appendix D of UPC. Section 3207 (a). Show the legal basis to allow roof drainage to flow onto the adjacent property. B-2 and B-4 occupancies with over 50,000 sq. ft. of undivided area and H-1,2,3,4 or 5 occupancies over 15,000 sq. ft. of single floor area shall have smoke and heat vents per Section 3206. Plastic skylights must be separated from each other by at least 4 feet. Section 5207 (a) 6. 190. 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. Section 5207 (a) 7. Provide skylight details to show compliance with Chapter 34 and Section 5207 or provide ICBO or other recognized approval listing. Provide plastic roof panel details to show compliance with Section 5206 or provide ICBO or other recognized approval listing. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). yf.Provide a minimum 22" x 30" attic access opening (or 30" x 30" if equipment is in attic). Section 3205 (c). R. FIRE EXUHGUISHIHG 7s-Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft. and there is not provided at least 20 sq. ft. of opening entirely above the adjoining ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 3802 (b). Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an exterior wall. Section 3802 (b). 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). 19JS. Fire sprinklers are required in retail sales / rooms where the floor area exceeds 12,000 sq. ft. on any floor or 24,000 sq. ft. on all floors or in B-2 retail sales occupancies more than three stories in height. Section 3802. 1^9. Fire sprinklers are required in H occupancies when exceeding the areas in Section 3802 (f). 200X Provide fire sprinklers in rooms used by the / occupants for the consumption of alcoholic beverages when the total area of unseparated rooms exceeds 5000 square feet. For uses to be considered as separated, a one-hour occupancy separation is required. Section 3802 (c). 20^. Provide fire sprinklers Section 506, 507, 508 jurisdiction ordinance. or 3802. See also Note on the plans: "when serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 3803. 2/14/90 12 Provide class standpipes per Section 3807. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806. S. FOUNDATION ztfu.Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. Specify on the foundation plan or structural .secifications sheet the soil classification, index .and the " foundation. Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. Note on the plans that wood shall be 6 inches above finish grade. Section 2907(a). Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). Dimension foundations per Table 29-A. Floors Supported* Stemwall 1 6" 2 8" Thickness of Width Depth Footing 12" 12" 6" 15" 18" 7" e soils expansion bearing capacity of 2905 (c). the design Section 10"is"2V 8" frovide" ra.~'letter I rop the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (When required by the soil report). The foundation plan does not comply with the following soil report^ recommendation(s)_ for^ this project " " "" "* *"""~ - ~ ' df O '^Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. 2J/7. 2/2. 'S0~> * <>t>-3> »notes 'on Urn •fDunUdLl'BTr'luau listing the soils report recommendations for foundation slab and building pad preparation. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: 1. The building pad was prepared in accordance 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. Show height of all foundation walls. Chapter 23. Show height of retained earth on all foundation walls. Chapter 23. 220. / For buildings adjacent to slopes steeper than 3:1, note on the plans: "On graded sites, the top of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent." Provide elevations on the site plan to show compliance. Section 2907 (d) 5. 218. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 2907 (e). Specify size, ICBO number and manufacturer of power driven pins. Show edge and end distance and spacing. Section 306 (f). Show size, embedment and location of hold down anchors on foundation plan. Section 2303(b) U. Note on the plans that hold down anchors must be tied in place prior to foundation inspection. Show adequate footings under all bearing walls and shear walls. Section 2907 (b). Show stepped footings for slopes steeper than 1:10. Section 2907 (c). Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders. Section 2516 (c) 2. Show pier size, spacing and depth into undisturbed soil. Table 29-A. f. izi. /' 2/14/90 13 22/. 226. Show minimum under floor access of 18 inches by 24 inches. Section 2516 (c) 2. Show minimum under floor ventilation equal to a 1 sq. ft. for each 150 sq. ft. of under floor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. [236.) On the cover sheet of the items requiring special format similar to that back. plans, specify any inspection, in a shown below or sticky T. MASONRY REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 306 of the Uniform Building Code. 22^.Show veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, 4, 5, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints. ITEM REQ. IF CHECKED REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSP. Show height and construction masonry walls. Chapter 24. -.fWoi?...ina details of all fi * sJJL STRUCTURAL CONCRETE OVER 2500 PSI _ fcSturoof — connections Connection shall resist 200 "Co" walls. Connection shall resist 200 pounds pei£p. lineal foot or the actual design load,— whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2310. Provide details for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1707 (d). Show a minimum 2" air space and flashing between planter and building walls. Section 2516 (c) 7. FRAMING Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. jjj3Ag,V?e. \ o«J Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. ESTRESSED STEEL / i j^ b FIELD WELDING" HIGH STRENGTH BOLTS EXPANSION ANCHORS SPECIAL MASONRY SPRAYED ON FIRE PROOFING PILES/CAISSONS DESIGNER-SPECIFIED OTHER 2^7. 2^8. 210. Where special inspection is required for masonry, note on the plans that prism tests shall be performed in accordance with Section 2405. Section 2406(c)l. 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 1x4 diagonal let-in braces or equivalent. Section 2517 (g) 3. Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506(h), 2517. 2/0. Show blocking at end and at supports of floor joists, and for rafters at exterior walls. Section 2517 (d) 3. Show solid blocking at ridge line and at exterior walls on trussed roofs. Section 2506 (h), Section 2517 (h). 3 ff Col T5 3*4 A (A 244. 24/. 2 VS. Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joists. Section 2517 (d) 5. Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 (h) 4. Show rafter purlin braces to be not less than 45 degrees to the horizontal. Section 2517(h)5. Show 1/2" minimum clearance between top plate of interior partitions and bottom chord of trusses. (To ensure loading will be as designed) Show or note fire stops at the following locations per Section 2516 (f): 2fJ. 2^8. 2TO. a. in concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall. b. at all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c. in concealed spaces between stair stringers at the top and bottom of the run and between studs along and in line with the run of stairs if the walls under the stairs are unfinished; and d. in openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. In buildings having floors and roofs of wood frame construction, other than dwelling or hotel occupancies, draft stop the area between the ceiline and floor above so that no concealed space exceeds 1,000 s.f. and no horizontal dimension exceeds 60 L.F. (if space has sprinklers, then 3,000 s.f.' and 100 L.F.). Section 2516(f). In buildings having floors and roofs of wood frame construction, other than dwelling or hotel occupancies, draft stop the area between the ceiling and roof above so that no concealed space exceeds 3,000 s.f. and no horizontal dimension exceeds 60 L F. (if space has sprinklers, then 9,000 s.f. and 100 L F.). Section 2516(f). Show double top plate with minimum 48" lap splice. Section 2517 (g) 2. Show nailing will be in compliance with Table 25-Q. 251. Show stud size and spacing. Maximum allowable / stud heights; bearing wall: 2x4 and 2x6 max. 10", non-bearing: 2x4 max. 14", 2 x 6 max. 20'. Table 25-R-3. 2.Studs supporting two ceiling must be 3 x 4 Table 25-R-3 floors, a roof and or 2 x 6 at 16" o c. f- 25^. 257. 2iM. Note an A I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2505. Detail all post to beam and post to footing connections and reference the detail to the plan. Section 2516 (m). Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, J, K) and Section 4714 (d). Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. Provide roof framing plan and floor framing plan. Section 302 (d). Provide framing sections through Section 302 (d). Specify all header sizes for opening over 4' wide. Section 2517 (g) 5. Provide calculations for main vertical and horizontal framing members and post footings. Section 302 (d). 262'. Provide calculations for lateral loads, shear / panels, shear transfer and related. 264". , (a) Section 3. In Seismic Zones 3 and 4, the allowable shear values for drywall in Table 47-1 must be reduced 50% for earthquake loading. This does not apply to wind loading. 2/14/90 2&5/. 26^. 207. Show on the plans all structural requirements developed in the structural calculations. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treat wood is used. Section 2516 (c) 4 Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. Specify plywood grade and panel identification index. Table 25-S-l. When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). 2/5 270. If foundation 14", framing cripple studs 2517 (g) 4. cripple wall studs are less than shall be solid blocking or the sheathed with plywood. Section 2/2 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 (8) *• 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). 2. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. 273. In open beam construction, provide strap ties / across the beams at the ridge support. Section 2501 (b). V. MISCELLANEOUS 2T/. 27^. 27^. Parking garages shall have an unobstructed headroom clearance of not less than 7'-0" above the finish floor to any ceiling, beam, pipe or similar construction. Section 702 (b) Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls and showers. If both sexes will be employed and the number of employees exceeds four, provide separate toilet facilities for men and women. If "both sexes will be employed and the total number of employees will not exceed four", and only one restroom is provided, note the words in quotation above on the floor plan. Section 705 Show unenclosed floor and roof openings, open aSST" glazed sides of landings and ramps, balconies or porcnes more than afl above grade or floor, and roofs used for other than service to the building have 42" minimum height guardrail, through which a 6" sphere cannot pass, and designed for 20 Ibs. per lin. ft. applied horizontally at top rail (50 Ibs. for exit facilities serving more than 50). section i/ii. 27/. 2&1. 282. 2/3. I'aDie 2T-B. K-1 -\ . 2.0 Froviaeplatformand stageconstruction,~ 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 minimum 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. The main entrance to the building shall be located on a. public street or on the access way. Section 603. Pedestrian walkway shall 509. comply with Section Lateral bracing for suspended ceilxng must be provided. (UBC Table 23-P) Where ceiling is not supporting interior partitions, ceiling bracing shall be provided by four No. 12 gauge wires secured to the main runner within 2 inches of the cross runner intersection and splayed 90 degrees from each other at an angle not exceeding 45 degrees from the plane of the ceiling. A strut (adequate to resist the vertical component from lateral loads) fastened to the main runner shall be extended to and fastened to the structural members of the roof or floor above. These horizontal restraint points shall be placed 12 feet o.c. in both directions with the first point within 6 feet of each wall. Attachment of restraint wires to the structure above shall be adequate for the load imposed. UBC Standard V7-18. TITLE 24 HANDICAPPED ACCESS Provide note and details on the plans to show compliance with the enclosed Handicapped Access Check List. Handicapped access requirements may be more restrictive than the UBC. TeXTT a V -e 4 - V v> 3/28/90 16 ' -> X. ENERGY CONSERVATION 2a^.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 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". ADDITIONAL Please see additional corrections, or remarks, on the following page. To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed, i.e , plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describle them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please check. Yes No NOTE: The following provisions are contained in Title 24, Part 2, California Building Code, as adopted and enforced by the State Fire Marshall. They are provided here as a courtesy to assist designers in developing the project documents. All applicable provisions may not necessarily be included. Please direct any questions regarding interpretations of these provisions to the local Fire Department. Walls of corridors and exterior exit balconies in Groups A,E,I,R-1 and C Occupancies having an occupant load of more than six persons and in all other occupancies having an occupant load of 30 or more shall be not less than one-hour fire-resistive construction. Section 3305(g)l. s-/. S/8. Where exit signs are required by Section 3314(a), approved and listed internally, externally or self-illuminated low-level exit signs complying with Section 3314 shall be required. The bottom of the sign shall be not less than 6 inches nor more than 8 inches above the floor level. For exit way doors, the sign shall be on the door with the closest edge of the sign with 4 inches of the door frame or adjacent to the door. Such signs shall be of a type which is perceptible to the sense of touch. Section 3314(e). Where exit signs are required by Section 3314(a), all exit corridors shall be provided with continuous low-level exit path marking. Approved and listed internally or self- illuminated marking shall be installed at floor level or no higher than 8 inches above the floor level. Such marking shall be of a type which is perceptible to the sense of touch. Section 3314(f). Area separation walls shall not be considered to create separate buildings for the purpose of automatic fire-sprinkler system requirements as set forth in Chapter 38. Section 505(e)6. EXCEPTION: Buildings separated by continuous area separation walls of four-hour fire- res istive construction without openings. Buildings required to have automatic fire- sprinkler protection as set forth in Section 13113 of the Health and Safety Code (homes for children or the aged) are prohibited from using area separation walls in lieu of automatic fire-sprinkler protection. In educational occupancies, storage and janitor closets shall be of one-hour fire- resistive construction with openings protected by assemblies having at least a three-fourths- hour fire-resistive rating. Section 802(c). Section 1807 should be reviewed for all high- rise buildings. The exception in Section 3318 of the UBC has been revised so as to allow the omission of panic hardware at the main exit in churches (by using signage), only when the occupant load of the church is less than 300. If emergency warning systems are required, they shall activate a means of warning the hearing impaired. Flashing visual warnings shall have a frequency of not more than 60 flashes per minute. Section 7204. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1A68, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact at Esgil Corporation. Thank you. Enclosures: S.a 'v\ f ^^ c 's ^ L. \d><,<. A TTe t> T5~ 3/28/90 18 JURISDICTION PLAN CHECK NO. DATE / J. - <\& - ( ?6> O CT BUILDING AREA, HEIGHT AND STORIES DATA SHEET TYPE OF CONSTRUCTION/ALLOWABLE AREA ANALYSIS Building Designation Type Construction Shown Number of Stories and Height Basic Allowable Area Increases For Multi-Stories For Yards /^Feet Onol Sides For Sprinklers Total Allowable Area Actual Area Total Area Separation Walls Over Area Over Height Over Stories 3uilding Use - Occupant Load Occupancy —jff-tJ /6frU. /Vie+M*z."Z~/,it ; i.,6o&t _ I&0 % 3 »y 'fo Yes &o) Yes ^q) Yes (So) Yes (N~o) Od^^/0},,^ 3c^3 * t=>- V 7 »0£> Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No Yes No x- t fs/v / f\f r . ( i~ ^-iV\ . * ^A • z> an 1 _ . i ^. v^.^\,. JTC^ O * DS987 TITLE 24 HANDICAPPED ACCESS CORRECTION LIST Jurisdiction Plan Check No.(I-> ., References to section numbers with prefix "2" are to Title 24, California Code of Regulations, Part 2 (California Building Code). Prefix "3" is for Part 3 (California Electrical Code). Prefix "5" is for Part 5 (California Plumbing Code). Exemptions claimed for any item shall be requested in writing and shall include all data needed to determine "unreasonable hardship" as described in Section 2-422. SITE DEVELOPMENT N.'oTI ^W*! «?,,,- Ale. (l. JHANDICAPPED PARKING SPACES /A. Provide handicapped spaces. / 2-7102(b) Space shall be so located that handicapped persons are not compelled to wheel or walk behind parked cars other than his/her own. 2-7102(c) Parking space shall be a minimum of 9 ft x!8 ft. with adjacent marked 5 ft. loading zone. Double space shall be 23 ft. wide. Where a single space is provided, the loading/unloading zone shall be on the passenger side of the vehicle. 2-7102(c). Maximum slope of parking surface in any direction shall not exceed 1/4" per foot. 2-7102(e). Parking space(s) shall be identified with the International Symbol of Accessibility on reflectorized sign affixed to post or wall, and also duplicated on parking surface (symbol to be 36"x36" and painted at the back of the parking stall). 2-7102(f) Entrance to parking area (or at each stall) shall have a sign stating that unauthorized vehicle(s) parking in handicapped space(s) may be subject to tow-away. 2-7102(f) Entrance to and vertical clearance within accessible level of parking structure shall be 8 ft. 2 in. to any structural member, duct or pipe. 2-7102(g) 2. JCURB RAMPS Curb ramps shall be located wherever pedestrian path crosses curb. (2- 7103(a)) Curb ramp shall be 48" mm. width (2- 7103(b)) with maximum slope of 1 in 12. 2-7103(d) A level 48" mm. depth landing is required at top of curb ramps over entire curb ramp width. 2-7103(d) (dj If no landing is provided, the slope of ^-^ flared sides shall not exceed 1 in 12. 2-7103(d) )Surface is to be slip contrasting finish sidewalk. 2-7103(f) resistant and a from adjacent shall be)Border markings l/4"xl/4" grooves, 3/4" apart, top and sides. 2-7103(h) 12" wide of located at WALKS a. Site development and grading shall be designed to provide access to primary entrances and access to normal paths of travel and where necessary to provide access shall incorporate pedestrian ramps, curb ramps, etc. 2-7101(a) b. Walks sloping greater than 5% (1 in 20) must comply with ramp requirements of Sec. 2-3307. 2-3325(c) c. Walk width shall be 48" minimum, and shall have slip-resistant surfaces. 2-3325(a) d. The maximum cross slope shall not exceed 1/4" per foot. 2-3325(a)3 e. Gratings are not allowed whenever possible. 2-3325(b) f. At each gate or door a 60"x60" level area is required when the gate swings toward the walk. 2-3325(e) g. A 48"x44" deep level area is required when the gate swings away from the walk. 2-3325(e) h. A 24" clear space is required at strike side of gate or door. 2-3325(e) 4. JPEDESTRIAN RAMPS A path of travel with a slope greater than 1 in 20 shall be considered a ramp. 2-3307(a) The maximum slope shall be 1 in 12. 2-3307(c.l) The width shall be 48" minimum. A minimum width of 60" is required where a ramp serves as a primary entrance to buildings having an occupant load of 300 or more. Group R Occupancies may be 36" when the occupant load is 50 or less. 2- 3307(b.l) // 7 / / Q The surface of ramps shall be slip- resistant. 2-3307(g) ^ A 60" intermediate landing is required at maximum elevation change of 30" and 72" landing at each change of direction (over 30 degrees). 2-3307(d 1) . Landings are required at top and bottom of ramps. 2-3307(d.l) Bottom landing shall be minimum of 72" in the direction of travel. Fig. 2-33- 11A Top landing shall be 60" x 60" minimum. 2-3307(d.l) When door swings onto top landing, minimum depth of landing required is door width plus 42". 2-3307(d.l.) . Top landing shall have 60" mm. width when door swings onto the landing, with 24" on strike side of door at exterior ramp, or 18" at interior ramp. 2-3307(d.l) Ramp handrails are required on each side of ramp, when slope exceeds 1 in 15. 2- 3307(e.l) M.)Ramp handrails shall be continuous, located 30"-34" in height above ramp surface, with 12" extensions bevond top and bottom, and the ends returned. 2-3307(e.l) Handrails shall be 1-1/4" to 2" cross section, spaced minunum of 1-1/2" from wall. 2-3307(e.l) A 2" high curb or wheel guide rail centered 3" + 1" above ramp surface is required on both sides where not otherwise bounded by walls when the ramp exceeds 10 feet in length. 2-3307(h.l) SPECIAL ACCESS LIFTS a. Lifts may be provided between levels, in lieu of elevator, when the vertical distance between landings, structural elevator, structural design and safeguards are as allowed by the State of California, Department of Industrial Relations, Division of Occupational Safety and Health. 2-5107(a) b. The lift platform shall be of sufficient size to accommodate a wheelchair (30"x48"). 2-5107(a) c. There shall be a level and clear floor area or landing (60"x60") at each level for access to the lift. 2-5107(a) b. Headroom of 80" minimum shall be maintained for walks, corridors, aisles, etc. 2-522(f) c. Protruding objects with leading edges between 27" and 80" above finished floor shall not protrude more than 4" into walks, corridors, etc. 2-522(f) d Free standing objects mounted on posts between 27" and 80" above the floor may project a maximum of 12". 2-522(f) e. Abrupt changes in level exceeding 4" adjacent to walks, except between walks and adjacent streets or drives, shall be identified by 6" high warning curbs above walk surface. 2-3326(a) ENTRANCES AND CIRCULATION f7.) ENTRANCES, DOORS, VESTIBULES AND CORRIDORS . All primary entrances to buildings shall be accessible to the handicapped. 2-3301(f) All required passage doors shall have 32" clear opening at 90 degrees (36" door). 2-3304(f) '. At least one of a pair of doors shall meet the minimum 32" clear entrance width requirement. 2-3304(f) I Threshold shall be no higher than 1/2" above the floor. Edge to be beveled with a slope no greater than 1 in 2, if more than 1/4". 3304(i.l) (Exterior level landing may slope up to 1/4" per foot in any direction for surface drainage. 2-413 6. ) HAZARDSYa. Provide 80" headroom from walkway surface to any overhanging obstruction. 2-3326(b) hardware shall be of the lever or push type, mounted 30" to 44" above the floor and be operable with a maximum effort of 8.5 Ibs. for exterior doors and 5 Ibs. for ulterior doors. 2-3304(c), 2- 3304(i.2) _4lldr*- )The lower 10" of the door shall be of smooth, plane surface (no recess or trap) except at automatic and sliding doors. 2-3304(1.3) ) Building entrance(s) shall be identified by sign with the International Symbol of Accessibility. Show location on plan. The symbol shall be a white figure on blue background. 2-522(b) At turnstile, provide an access gate, 32" clear width opening, within 30 feet of turnstile. 2-3304(1.4) There shall be a clear area on each side of door, 60" deep in direction of door swing and 44" deep in opposite direction of door swing. 2-3304(i.l) 1b/ Doors (other than handicap compartment) are not to encroach more than 12" into above mentioned clear space. 2-511.l(a) 1- f Provide a 28" clear space between water closet and fixture or 32" clear space between water closet and wall. 2-511.l(a) A 48" long clear space is required in front of water closet. A 60" clear space is required when the toilet compartment has a side door. 2-511.l(a) Water closet compartment door to provide 32" clear width for end entry and 3V clear, width for side entry. Door to be self-closing. 2-511.l(a) SINGLE ACCOMMODATION TOILET FACILITIES a. Water closet shall be located 28" from a fixture or 32" from a wall. 2-511.l(a) b. Minimum clear space in front of water closet shall be 48". 2-511 l(a) c. In an existing building, a single accommodation toilet facility may have a space 36" wide x 48 " long in front of water closet. 2-511.l(a) ;RAB BARS AT WATER CLOSET One at side 42" long extending 24" in front of water closet; one at rear 36" long centered on water closet; both mounted 33" above floor. Where a tank- type toilet is used, grab bar may be as high as 36". 2-511. l(a) Bars shall be 1-1/4" to 1-1/2" in diameter with 1-1/2" clearance to wall. 2-511. l(a) Bar fasteners and mounting support shall be able to withstand 250 Ibs./ft. in bending, shear and tension. 2-511. l(a) 15.)WATER CLOSET Height of water closet seat shall be 17" to 19" above floor. 5-1502 Controls shall be operable with one hand, and shall not require tight grasping, pinching or twisting of the wrist. 5-1502 (c Controls for the flush valves shall be — mounted on the wide side of toilet areas, no more than 44" above the floor. 5-1502 The force required to activate controls shall be no greater than 5 pounds force. 5-1502 INALS a.) Where urinals are provided, the run of at — least one shall project 14" from the wall and be located 17" maximum above floor. 5-1503(a) (b) The force required to activate the flush — valve shall be 5 Ibs. maximum and located 44" maximum above floor. 5-1503(b) Provide 30" x 48" clear floor space for forward approach. 2-511.l(b) 17.^LAVATORIES Provide 30" x 48" clear floor space for forward approach. Said clear floor space may include knee and toe space under lavatory described below. 2-511.l(b) Provide clear space beneath lavatories 29" high by 30" wide by 8" deep at top and 9" high by 30" wide by 17" deep at bottom from front of lavatory (toe space). The maximum counter surface height should be 34". 5-1504(a) drain pipes be insulated. under| Hot v,ater and lavatories shall 5-1504(b) ) Faucet controls and operating mechanism (operable with one hand) shall be of the type not requiring tight grasping, pinching or twisting of the wrist (such as lever-operated) and an operating force not exceeding 5 Ibs. 5-1504(c) If self-closing valves are used, they shall remain open for at least 10 seconds. 5-1504(c) TOILET ROOM ACCESSORIES a. Mirror bottom edge shall be located 40" maximum above floor. 2-511. l(b) b. Toilet tissue dispensers shall be mounted within 12" from the front edge of toilet seat. 2-511. l(b) c. Operating parts of dispensing and disposal fixtures (towels, waste, coin slots, etc.) shall be within 40" of floor. 2-511. l(b) :ANITARY FACILITIES IDENTIFICATION On doorvays leading to sanitary facilities the symbols to be provided are 12" Equilateral triangle for men, 12" diameter circle for women, and 1/4" thick, centered on door, 60" high and contrasting color. Unisex facilities shall be identified by the circle with the triangle superimposed within the circle. 2-511. l(a) yf.. BATHING FACILITIES a. One such facility shall comply when provided for the public, clients or employees. 2-511 l(a) b. Shower compartment shall be 42" wide, 48" deep, with a 36" wide entrance. 2-511.l(a) c. Show on the plans that the handicapped bathing facilities shall conform to requirements of Sec. 2-511a-9, 5-1505 and 5-1506, i e., folding seat, flexible shower hose, etc. GENERAL REQUIREMENTS 21.}DRINKING FOUNTAIN ^ a. Drinking fountains shall be within alcoves. The alcove shall be not less than 32" wide by 18" deep. 2-511.l(c) b. When the enforcing agency determines that it would create an unreasonable hardship to locate the water fountain in an alcove, the water fountain may project into the path of travel, and the path of travel shall be identifiable to the blind as follows: (1.) The surface of the path of travel at the water fountain shall be textured so that it is clearly identifiable by a blind person using a cane. The minimum textured area shall extend from the wall supporting the water fountain to 1 foot beyond the front edge of the water fountain and shall extend 1 foot beyond each side of the water fountain, or (2.) Wing walls shall be provided on each side of the water fountain. The wing walls shall project out from the supporting wall at least as far as the water fountain to within 6 inches of the surface of the path of travel. Also, there shall be a minimum of 32 inches clear between the wing walls. c. Note on the plans that drinking fountain shall conform to requirements of Sec. 2-Sllc and 5-1507. 22.IPUBLIC TELEPHONEYa. Provide space 30" x 48" for forward or parallel approach to telephone. 2-511.l(d) Note on the plans that public telephone shall conform to requirements of Sec. 2-511.l(d). b. f23.JELECTRICAL REQUIREMENTS (ay 15, 20 and 30 amp receptacle outlets shall be installed not less than 12" above floor. 3-210-50(e) (bj) Center of switches shall be located not less than 36" nor more than 48" above the floor. 3-380-8(c) PLUMBING REQUIREMENTS a. Where kitchenettes are provided at employee break rooms, conference areas, customer lounges, etc , the faucet controls at kitchen sinks shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist (i.e., use lever- operated, push-type, etc.). If self- closing valves are used, they shall remain open for at least 10 seconds. 5-1508 GROUP A. OCCUPANCY. KEQUIREMEHTS 2/. AUDITORIUMS, ASSEMBLY HALLS, THEATRES, ETC. a. Seating and toilet facilities for the handicapped shall be accessible from the main lobby or primary entrance. 2-611(b) b. This structure requires wheelchair seating spaces. In theaters and auditoriums, the seating shall be provided in a variety of locations so as to provided a choice of admission prices. 2-611(b) c. Each wheelchair space shall be 60" x 30" and level. 2-611(b) d. When the seating capacity exceeds 300, the wheelchair spaces shall be in more than one location. 2-611(b) e. This structure requires seats for semi-ambulant persons. Clear leg space shall be at least 24". 2-611(b) f. Stages, enclosed and unenclosed platforms, orchestra pits, ticket booths, and refreshment sales facilities shall be made accessible. 2-611(b) 2/. STADIUMS, GRANDSTANDS, BLEACHERS, PAVILIONS, GYMNASIUMS a. Xhis structure requires __^_________ wheelchair seating spaces. In theaters and auditoriums, the seating shall be provided in a variety of locations so as to provided a choice of admission prices. 2-611(c) b. When the seating capacity exceeds 300, the wheelchair spaces shall be in more than one location. 2-611(c) c. Ticket booths must be accessible from both sides. 2-611(c) d. Participation areas such as ball courts, exercise rooms, tracks, and clubrooms must be accessible. 2-611(c) e. Spectator and participant sanitary and locker facilities must conform to the requirements of Chapter 2-5. 2-611(c) ELECTRICAL PLAN CORRECTION SHEET DATE: PLAN nmaoc HltffiER;SET .1^ © Submit complete electrical plans and specifications. Submit plan showing location of all services. K.EC 23o- 2. 7^, 7/.7Z. Submit complete one-line diagram of service and feeders. Indicate the grounding system to be installed for building service. 0 © Indicate ampere interrupting capacities (AIC) of suaaaexsstmoA subservice equipment. NEC 230-65/110-9. Indicate sizes of fuses and/or circuit breakers. K!£C- Z4o-Ce Indicate fuse symbols to show fault currents are limited to 10,000 amps on branch circuits, i.e. JJN, LCL. If fuses are not used to limit fault currents on branch circuits to 10,000 amps, specify method to be used. X- Submit plan showing location of all switchboards. Indicate dimension of switchboards and control panels rated 1200 amperes or more. NEC 110-16(c). Provide the required access and entrance to working space for switchboards and control panels rated 1200 amperes or more. NEC 110-16(c). Submit plan showing location of all transformers. Indicate the grounding system to be installed for transformers. NEC 250- f, <=>r£et-, CDLD wArree. pi PE Provide overcurrent protection on the secondary side of transformers. NEC 240- 21/384-16(d). FLAN CHECKER: PAGFI VOLLEK WAGGONER RAY KEAL DARRELL MORRISON 15. Submit plan showing location of all f panels. MEC UC- iU , 2XU> -SA-} Sco-2.1 16. Provide the required working clearances in front of panelboard(s) per NEC 110- yf. Submit panel schedules. W. Specify conduit and wire sizes. k!£C . Specify aluminum or copper conductors and type of insulation. 2f>. Show approximate length of feeders. Specify electrode conductor size and type wire, (aluminum or copper) az. Submit electrical load calculations. 23. Indicate existing main service size. 2A. Indicate existing main service load. 26. Indicate new additional loads. 26. j Indicate wiring method, i.e. EMT, metal ^ --- 'flex. 27.show exit signs on the electrical lighting plan(s). As per Sec. 3313 and 331* of the 1988 UBC, provide two sources of power to exit signs and exit illumination. . Provide receptacle(s) within 25' of the HVAC A/C units. UMC Section 509. 29. Provide multiple switch lighting controls ' per CAC, Title 2U, 2-5319. 30.lProvide the required sign circuit(s) and outlet(s) per NEC 600-6(b)jCci 31.ITo speed up the recheck process^ note on this list for a copy) where each correction item has been addressed, i.e.. plan sheet, specification, etc. Be sure to enclose the marked UP list when you submit the revised plans. Any questions on electrical please contact the plan checker shown above, at Esgil Corporation at (619) 560-U68. Thank you. 09/10/90 ELECTRICAL CORRECTIONS JURISDICTION: ELECTRICAL PLAN CORRECTION SHEEI DATE: 1.2 PA( PLAN CHECK MJHBER; VOLUX WAGGONER CHECKER: Q RAY HEAL DARRELL HORRISON SETT: OBTAlivJ APPROVAU Fi^OH HVAC , 2.4-i,THE. UEC tt rocrr f L-AMN^P -rr>6^^ A To A/cb.A AT A oft. fc TO nfc. v-onH THAT A Pfc^U OF APJO CAL.aJL^Tio/>.ys TD /L^ ArJD 5lbvv<Fag. Tt Af \ . 7. AT AMD faer A /g.)UiL le.FftfeT -2-AMP A- OM JBL UPC CHCt-U.* C &AD pe.PAfcrTvng.MT Atu. To JS_ vutTri AMD 6/ Puoclc.TD TCP.P ,D€ 1 fJT £ *? C JSL. T< P \//VLVg - z J2£. A2IL UHU,7 7 TO JSIiL. 7 nnrJ\rv\onr\ E A £» i :n \_rx-A-TSoM To v-\ 7 Av C- . OtJ>T6 (7 A c. Ag£ft OF C 3 rYl SO 6Tl o fJ AiR C.HArTE.R. Peg THAT ALU-- Afft-6T£D AtJO AlR.MPT gg.To7 7 , Uoro\p\Ti AMQ g Peg,>o-l. P"iee PrT /vf AA/D g- ivpg C TU »J NJ pgo\yipgn Tb mflkfe nee 5^-Tip>vJ THAT ^<2.g PATEO MOT U6E.Q Ta M(2. TO ^ Ae£ fVAgyr team-map Ce AT RgrutdU rz> u/oiTf> To AT lo"<£<m.->JAL.7 fa UJnH UJPTH AfJO L 7 Z 31 A tOO &JiuPiK\t:.N/E: /VT ^ PeMETgATloM . 'A'' ry\iMirvn;m -i '<° AI<? AIR rr\ftU£-uP Aift. Pfcfe.\>cnrD<>r AtJO 4-. A.JO 5. IS e.^.^ fe^.AKJO ?£R.c^T'6ii?'^ AlC^, i<t>~7 c) Date i Jurisdiction L .3 r Prepared byt VALUATION AND PLAN CHECK FEE Q Bldg. Dept, Q-~'Esgil PLAN CHECK NO. BUILDING ADDRESS __ APPLICANT/CONTACT _ BUILDING OCCUPANCY "fea , TYPE OF CONSTRUCTION PHONE NO. DESIGNER PHONE CONTRACTOR PHONE BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER 32. iso t e>o *3\ Air Conditioning Commercial e 5-3 Residential Res. or Comm. Fire Sprinklers Total Value Building Permit Fee $. Plan Check Fee $ C 0 M MENTS: 0 SHEET OF ,,,12/87 WRITE IT - DON'T SAY IT! Date MrM-i- 19 To ^- - P '"' '^j _ d Reply Wanted. _^i From >a> . s.'-'v.Hp'T^ :,. L^, _ D No Reply Necessary ER xN. S,U:. .^N - f' • '^:- ; ' - THIS C^'"7"-: ! P/^^ ^ti F V.E/sJT MOT RE'v:; CG.Q, ( ZOME S AIGNERFORM NO 55-032 PRINTED IN USA BUILDING PLANCHECK ENGINEERING CHECKLIST DATE:^ 12 S N TD C C H H E E K K 3 R D C H E K nnn nn an PLANCHECK NO. < —£. ITEM COMPLETE ITEM INCOMPLETE NEEDS YOUR ACTION ITEM SELECTED -45 PROJECT ID: LEGAL REQUIREMENTS Site Plan 1. Provide a fully dimensioned site plan drawn to scale. Show: north arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimension setbacks. 2. Show on site plan: Finish floor elevations, pad elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway with percent (%) grade and drainage patterns. " 7~ 1 >'' L. • ...... . 3. Provide legal description and Assessors Parcel Number^ Discretionary Approval Compliance 4. No Discretionary approvals were required. 5. Project complies with all Engineering Conditions of Approval for Project No. . 6. Project does not comply with the following Engineering Conditions of Approval for Project No.PlP Q^J-SK ^ "" -4Z Conditions complied with by: Field Review '—' '—' 7. Field review completed. No issues raised. nnn Date: 8. nnn nnn Field review completed. The following issues or discrepancies with the site plan were found: A. Site lacks adequate public improvements B. Existing drainage improvements not shown or in conflict with site plan. C. Site is served by overhead power lines. FRM0010.DH REV. 11/27/90 '—' '—' '—' D. Grading is required to access site, create pad or provide for ultimate street improvement. '—' '—' '—' E. Site access visibility problems exist. Provide onsite turnaround or engineered solution to problem. nan F. Other: Dedication Requirements 9. No dedication required. 10. Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8V x 11" plat map and submit with a title report and the required processing fee. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. The description of the dedication is as follows: Dedication completed, Date By:. Improvement Requirements '—' '—' '—' 11. No public improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City inspector prior to occupancy. '—''—''—'l2. Public improvements required. This project requires construction of public improvements pursuant to Section 18.40 of the City Code. Please have a registered Civil Engineer prepare appropriate improvement plans and submit for separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. The required improvements are: Improvement plans signed, Date: by:. FRM0010.DH REV. 11/27/90 '—''—' 13. Improvements are required. Construction of the public improvements may be deferred in accordance with Section 18.40 of the City Code. Please submit a letter requesting deferral of the required improvements together with a recent title report on the property and the appropriate processing fee so we may prepare the necessary Future Improvement Agreement. The Future Improvement Agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future Improvement Agreement completed, Date: By: DDEJ '—' 13a. Inadequate information available on site plan to make a determination on grading requirements. Please provide more detailed proposed and existing elevations and contours. Include accurate estimates of the grading quantities (cut, fill, import, export). '—' '—' '—' 14. No grading required as determined by the information provided on the site plan. 5?inn RE. 2.90.43Les( '—' '—' 15. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted for separate plan check and approval through the Engineering Department. NOTE: The Grading Permit must be issued and grading substantially complete and found acceptable to the City Inspector prior to issuance of Building Permits. Grading Inspector sign off. Date: by: Miscellaneous Permits '—' '—' '—' 16. Right-of-Way Permit not required. '—' '—' '—' 17. Right-of-Way Permit required. A separate Right-of-Way Permit issued by the Engineering Department is required for the following: '—' '—' '—' 18. Sewer Permit is not required. •^l-'—' '—' 19. Sewer Permit is required. A sewer Permit is required concurrent with Building Permit issuance. The fee required is noted below in the fees section. '—' '—' '—' 20. Industrial Waste Permit is not required. FRM0010.DH REV. 11/27/90 FT* i — ILL i — I D D 21. Industrial Waste Permit is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Building Permits. Permits must be issued prior to occupancy. Industrial Waster Permit accepted - Date : _ By : _ Fees Required 27.Park-in-Lieu Fee Quadrant: Fee per Unit:. Total Fees:&' 23. V 24. I/ 25. 26. 27. 28. 29. Traffic Impact Fee Fee Per Unit: iO.Total Fee y i/ ; / 4,g&w. Bridge and Thorough fare Fee Fee Per Unit: 2.2- J Total Fee^ IP: \^ Public Facilities Fee required. ^ ^ I » ™ ' Facilities Management Fee Zone;Fee *y y l'~) !QS> Sewdr Fees Permit No .2E; ) i -^ _~ " J Feef n'ySt^r^-r^ ~23rpft9-4-£) T P,F: BENEF rr W Ff 4 <S - 1 ^/EOJ x T^T-| c ^=J-§Sewer Lateral Required:!!,'1?,^ J Fee: REMARKS: Kj fOvT Li'^IXiT BX ).:.. / EDU'sl^re-i >4>L) HJpf'iT" Fpr _. ^SOO " ' * r\. )- ' - t jr c?p /)PPR£)^FJ) ^v:r; MO f-'i jiX.-r V- ' f * - -'i- j p^ ,/. <•< LiCrO-r^PF. >' " T/O */ S0f ENGINEERING AUTHORIZATION TO ISSUE PERMIT BY:DATE: - ^r::i • ^•> v"x ' ^( c}\, - * /* V- ' _ZQAUT- I ^YY-' rTi^ V/APE ' r i /• i "~-*-T— •* '-^U .. 41341 •x r+> FRM0010.DH REV. 11/27/90 •s PLANNING CHECKLIST Plan Check No ?0 - H(,0 Address Planner APN ^ /J - 05" - Phone 438-1161 (Name) Type of Project and Use Zone r A1 Facilities Management Zone Legend O Item Complete Item Incomplete - Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified Environmental Review Required' YES __ NO v TYPE DATE OF COMPLETION ^Ta/vMr S. ¥t?l Compliance with conditions of approval9 If not, state conditions which require action. Conditions of Approval Discretionary Action Required: YES _ NO _ TYPE _ DATE ^ (8) APPROVAL/RESO NO PROJECT NO. OTHER RELATED CASES. Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval &?—7f^tt/»*J- Coastal: YES NO S DATE OF APPROVAL. Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval D LTD/Landscape Plan Required: YES \/ NO See attached submittal requirements for landscape plans Site Plan. DDD ODD ODD ODD DDD Zoning- 1 Provide a fully dimensioned site plan drawn to scale. Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks 2. Show on Site Plan. Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes and driveway 3 Provide legal description of property. 4 Provide assessor's parcel number Setbacks D D D 5 DD DD DO bn Front: Int Side: Street Side: Rear: 2. Lot coverage: 3. Height: 4 Parking: Additional Comments t-fd^nA^ foy C^\^/ &\~IJA*J/~ /flJrt^fr f ' // Required Required Required Required Required Required Spaces Required Guest Spaces Required ^JeJ. Shown- Shown Shown Shown Shown Shown Shown Shown «/ / My}* <7 $'.A~-fA/ • ' £> OK TO ISSUE DATE c: Data Entry PLNCK.FRM 2293 COSMIC C City of Carlsbad Planning Department PLANNED INDUSTRIAL PERMIT January 22, 1991 Axiom Development Company 28202 Cabot Road, Suite 260 Laguna Miguel, CA 92677 SUBJECT: PIP 89-5(B) - ANDREX The City has completed a review of the application for an amendment to Planned Industrial Permit #89-5(A) for Lot 6 of Carlsbad Tract 80-47, APN: 2^050-03. It is the Planning Director's determination that the project is consistent with the City's Planned Industrial Zone regulations (Chapter 21.34) and with all other applicable City ordinances and policies. The Planning Director, therefore, approves this request based on the following: 1. The site indicated by the Planned Industrial Permit is adequate in size and shape to accommodate the proposed use, and all yards, spaces, walls, fences, parking, loading, landscaping, and other features required by this chapter. 2. The improvements indicated on the Planned Industrial Permit are located in such a manner to be related to existing and proposed streets and highways. 3. The improvements as shown on the Planned Industrial Permit are consistent with the intent and purpose of this zone and all adopted development, design, and performance standards as set forth in this chapter. 4. Unless otherwise stated, this industrial project shall comply with all applicable City ordinances and requirements. 5. The proposed project is compatible with the surrounding future land uses since surrounding properties are designated for Planned Industrial development on the General Plan. 2O75 Las Palmas Drive • Carlsbad, California 92OO9-4859 • (619) 438-1161 PIP 89-5 (B) - ANDREX January 22, 1991 Page 2 6 This project is consistent with the City's Growth Management Ordinance as it has been conditioned to comply with any requirement approved as part of the Local Facilities Management Plan for Zone 5 7 There will be no significant environmental impacts caused by the development of the pregraded site A Notice of Exemption was issued on January 8, 1991 Conditions 1 Approval is granted for an amendment to PIP 89-5(A) as shown on Exhibits "A" - "H", dated December 17, 1990, incorporated by reference and on file in the Planning Department Development shall occur substantially as shown unless otherwise noted in these conditions 2 The developer shall provide the City with a reproducible 24" x 36", mylar copy of the Site Plan as approved by the Planning Commission. The Site Plan shall reflect the conditions of approval by the City The plan copy shall be submitted to the City Engineer prior to building, grading or improvement plan submittal, whichever occurs first 3 This project is approved upon the express condition that building permits will not be issued for development of the subject property unless the City Engineer determines that sewer facilities are available at the time of application for such sewer permits and will continue to be available until time of occupancy 4 This project is also approved under the express condition that the applicant pay the public facilities fee adopted by the City Council on July 28, 1987 and as amended from time to tune, and any development fees established by the City Council pursuant to Chapter 21 90 of the Carlsbad Municipal Code or other ordinance adopted to implement a growth management system or facilities and improvement plan and to fulfill the subdivided agreement to pay the public facilities fee dated January 16, 1989, a copy of which is on file with the City Clerk and is incorporated by this reference. If the fees are not paid this application will not be consistent with the General Plan and approval for this project will be void 5 This project shall comply with all conditions and mitigation required by the Zone 5 Local Facilities Management Plan approved by the City Council on August 4, 1987, incorporated herein and on file in the Planning Department and any future amendments to the Plan made pnor to the issuance of building permits. 6 If any condition for construction of any public improvements or facilities, or the payment of any fees in heu thereof, imposed by this approval or imposed by law on this project are challenged this approval shall be suspended as provided in Government Code Section 65913 5 If any such condition is determined to be invalid this approval shall be invalid unless the City Council determines that the project without the condition complies with all requirements of law PIP 89-5(B) - ANDREX January 22, 1991 Page 3 7. Approval of this request shall not excuse compliance with all sections of the Zoning Ordinance and all other applicable City ordinances in effect at tune of building permit issuance. 8. This approval shall become null and void if building permits are not issued for this project within one year from the date of project approval. 9. Trash receptacle areas shall be enclosed by a six-foot high masonry wall with gates pursuant to City standards. Location of said receptacles shall be approved by the Planning Director. Enclosure shall be of similar colors and/or materials to the project to the satisfaction of the Planning Director. 10. All roof appurtenances, including air conditioners, shall be architecturally integrated and concealed from view and the sound buffered from adjacent properties and streets, in substance as provided in Building Department Policy No. 80-6, to the satisfaction of the Directors of Planning and Building. 11. Aisles for compact car spaces shall be clearly marked with small permanent pole signs or pavement graphics denoting "compact cars only" prior to occupancy of the building. 12. No outdoor storage of material shall occur onsite unless required by the Fire Chief. In such instance a storage plan will be submitted for approval by the Fire Chief and the Planning Director. 13. The applicant shall prepare a detailed landscape and irrigation plan which shall be submitted to and approved by the Planning Director pnor to the issuance of grading or building permits, whichever occurs first. The approved landscape plan must be in substantial conformance with Exhibit "E" dated December 17,1990. 14. Planter width shall be a minimum of four (4) feet, not including curb, footings and/or other paving, and parking overhang. 15. All parking lot trees shall be a minimum of 15 gallons in size. 16. All landscaped areas shall be maintained in a healthy and thriving condition, free from weeds, trash, and debris. 17. All landscape plans shall be prepared to conform with the Landscape Guidelines Manual and submitted per die landscape plan check procedures on file in the Planning Department. 18. Prior to final occupancy, a letter from a California licensed landscape architect shall be submitted to the Planning Director certifying that all landscaping has been installed as shown on the approved landscape plans. 19. All herbicides shall be applied by applicators licensed by the State of California. PIP 89-5(B) - ANDREX January 22, 1991 Page 4 20. The applicant shall pay a landscape plan check and inspection fee as required by Section 20.08.050 of the Carlsbad Municipal Code. 21. The first set of landscape and irrigation plans submitted shall include building plans, improvement plans and grading plans. 22. All landscape and irrigation plans shall show existing and proposed contours and shall match the grading plans in terms of scale and location of improvements. 23. Any signs proposed for this development shall at a minimum be designed in conformance with the City's Sign Ordinance and shall require review and approval of the Planning Director prior to installation of such signs. 24 Building identification and/or addresses shall be placed on all new and existing buildings so as to be plainly visible from the street or access road; color of identification and/or addresses shall contrast to their background color. 25. All uses established in the structures shall conform to Exhibits "A" - "H" and be consistent with Section 21.34.020 (Permitted Uses) of the Carlsbad Municipal Code. The uses are predominately warehouse with auxiliary office facilities. 26. In accordance with the parking standards of the Zoning Ordinance the designated proportion of uses (office and warehouse) shall be maintained on the property as shown on Exhibits "A" - "H" of PIP 89-5 (B), and no other uses creating a need for additional parking will be permitted unless more parking area is provided to meet City standards for that use. 27. Prior to issuance of tenant improvements and/or business licenses for interior building space within this project whichever comes first, the proportion of office and warehouse uses for the building must conform to the approved proportion of use listed in Exhibits "A" - "H" so as to not increase parking demand according to City codes. 28. The areas on Exhibits "A" - "H" labeled "indoor/outdoor employee eating areas" shall be used as an employee eating area with no food preparation permitted that could be considered an eating and drinking establishment pursuant to the Zoning Ordinance. Vending machines are permitted. 29. Outdoor employee eating areas shall be provided with tables, chairs, trash receptacles and landscaping as shown on Exhibits "A" - "H" prior to occupancy of the building. PIP 89-5(B) - ANDREX January 22, 1991 Page 5 30. Prior to the issuance of the Certificate of Occupancy there shall be a deed restriction placed on the deed to this property subject to the satisfaction of the Planning Director notifying all interested parties and successors in interest that the City of Carlsbad has issued a Planned Industrial Permit on the real property owned by the declarant. Said deed restriction shall note the property description, location of the file containing complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion in the deed restriction. Said deed restriction(s) may be modified or terminated only with the approval of the Planning Director, Planning Commission or City Council of the City of Carlsbad whichever has final decision authority for this project. 31. As part of the plans submitted for building permit plan check, the applicant shall include a reduced version of the approving resolution/resolutions on a 24" x 36" blueline drawing. Said blueline drawing(s) shall also include a copy of any applicable Coastal Development Permit and signed approved site plan. Engineering Conditions; 32. Pretreatment of the sanitary sewer discharge from this project may be required. In addition to the requirements for a sewer connection permit the developer shall conform to the requirements of Chapter 13.16 of the Carlsbad Municipal Code. The developer shall apply for an industrial waste water discharge permit concurrently with the building permit for this project. No Certificates of Occupancy for the project will be issued before the industrial waste discharge permit application requirements have been met, all applicable fees paid and permit issued. 33. Based upon a review of the proposed grading and the grading quantities shown on the Site Plan, a grading permit for this project is required. Prior to issuance of a building permit for the project, the applicant must submit and receive approval for grading plans in accordance with City codes and standards, be issued a grading permit and complete the grading work in substantial conformance with the approved grading plans. 34. The developer shall obtain a grading permit prior to the commencement of any clearing or grading of the site. 35. No grading shall occur outside the limits of the project unless a grading or slope easement is obtained from the owners of the affected properties. If the developer is unable to obtain the grading or slope easement, he must either amend the type of permit or change the slope so grading will not occur outside the project site in a manner which substantially conforms to the approved site plan as determined by the City Engineer and Planning Director. 36. A separate grading plan shall be submitted and approved and a separate grading permit issued for the borrow or disposal site if located within the city limits. PIP 89-5(B) - ANDREX Januaiy 22, 1991 Page 6 37. Prior to hauling dirt or construction materials to any proposed construction site within this project the developer shall submit to and receive approval from the City Engineer for the proposed haul route. The developer shall comply with all conditions and requirements the City Engineer may impose with regards to the hauling operation. 38. Additional drainage easements and drainage structures shall be provided or installed prior to the issuance of grading or building permit as may be required by the City Engineer. 39. Unless a standard variance has been issued, no variance from City Standards is authorized by virtue of approval of this Site Plan. 40 The developer shall comply with all the rules, regulations and design requirements of the respective sewer and water agencies regarding services to the project. 41. The developer shall be responsible for coordination with S.D.G.&E., Pacific Telephone, and Cable TV authorities. 42. All required fire hydrants, water mains, and appurtenances shall be operational prior to combustible building materials being located on the project site. This project requires the relocation of the <*TkHng onsite fire hydrants. The developer shall prepare water system improvement plans and public water easements and quitclaim deeds of the portions of the existing easements being abandoned to the satisfaction of the City Engineer and Water District Engineer prior to the issuance of a building permit for the project. Appropriate plancheck fees shall be paid and securities posted. 43. This project is located in Zone 5 Local Facilities Management Plan. Recent traffic monitoring has revealed that Palomar Airport Road from El Camino Real to the eastern City limit falls below the adopted performance standard. Therefore, prior to the issuance of a building permit, the owner shall participate in the guarantee of a proportional share of the cost of improving this segment of Palomar Airport Road. Fire Conditions: 44. Prior to the issuance of building permits, complete building plans shall be submitted to and approved by the Fire Department. 45. Additional public and/or onsite fire hydrants shall be provided if deemed necessary by the Fire Marshal 46. The applicant shall submit two (2) copies of a site plan showing locations of existing and proposed fire hydrants and onsite roads and drives to the Fire Marshal for approval. 47. An all-weather access road shall be maintained throughout construction. PIP 89-5(B) - ANDREX January 22, 1991 Page 7 48. All required fire hydrants, water mains and appurtenances shall be operational pnor to combustible building materials being located on the project site. 49. All fire alarm systems, fire hydrants, extinguishing systems, automatic sprinklers, and other systems pertinent to the project shall be submitted to the Fire Department for approval prior to construction. 50. All roof-top appurtenances shall be architecturally integrated into the design of the building and shielding to prevent noise and visual impacts, subject to approval before issuance of permit. 51. Building exceeding 10,000 sq. ft. aggregate floor area shall be sprinklered. 52. The entire potable and non-potable water systems for subject project to be evaluated in detail to insure that adequate capacity and pressure for domestic, landscaping and fire flow demands are met. 53. The developer's engineer shall schedule a meeting with the District Engineer and City Fire Marshal and review the preliminary water system layout prior to preparation of the water system improvement plans. 54. The Developer will be responsible for all fees and deposits plus the major facility charge will be collected at time of issuance of building permit. Also, Developer will be responsible for payment of capacity charge which will be collected at issuance of application for meter installation. If you have^any questions, please call Elaine Blackburn at 438-1161, extension 4471. Sin< Assistant Planning Director GEWrBE/rvo c: Engineering Department Chris DeCerbo Erin Letsch Bob Wojcik Jim Murray Don Rideout Data Entry 2560 ORION WAY Clt? Of CARLSBAD, 6A 92008 F//?£ DEPARTMENT TELEPHONE (619) 931-2121 DISAPPROVED PLAN CHECK REPORT APPROVED PLAN CHECK# i PROJECT AKjftP-^X OuWf LOT7* 6 ADDRESS 3-1^ CoJMo: 10.^-. tOT* €> ARCHITECT C-QU€H^o CftS|c£y ADDRESS loo PAoTiCA TT£ .3DO PHONE ^/«t\ *)!">-^'M OWNER ftV'or\ DCvAStophfeMT Co ADDRESS 1s2~(J2~ CafUT ftO PHONE. *)lc<) frf~3 —S /" 2. OCCUPANCY _Bl2n CONST *3&- TOTAL SO FT f); ^tfs STORIES L T9 SPRINKLERED D TENANT IMP APPROVAL OF PLANS IS PREDICATED ON CONFORMING ' TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS 1 Provide one copy of. floor plan(s), site plan, sheets "* 2 Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project 3 Provide specifications for the following * 4 Permits are required for the installation of all fire protection systems (sprinklers, stand pipes, dry chemical, halon, COi, alarms, hydrants) Plan must be approved by the fire department prior to Installation 5 The business owner shall complete a building information letter and return it to the fire department FIRE PROTECTION SYSTEMS AND EQUIPMENT * e The following fire protectipn systems are required / •ffl Automatic fire sprinklers (Design Criteria .*15/3tfQ<> ) D Dry Chemical, Halon, CO2 (Location ' ) D Stand Pipes (Type ) •H Fire Alarm (Type/Location U)l*U- WftTfeft- Tu*J ) ** 7 Fire Extinguisher Requirements , - £] One 2A rated ABC extinguisher for each oQOO sq ft or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel a An extinguisher with a minimum rating of 3AioCf- to be located Office -B Other SftS£P 0<-* GCiA^Pfooo? fajfi * 8 Additional fire hydrant(s) shall be provided AS P6Q- EXITS x 9 Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort •/ 10 A sign stating. " This door to remain unlocked during business hours" shall be placed above the main exit doors oMv* "* 11 EXIT signs (6" x %" letters) shall be placed over all required exiits and directional signs located as necessary to clearly indicate the location of exit doors luJfAtvi*aeo ,A«-v. v^vi-e. KOJC t; M&ziAio.ut +0f-f uf lr( GENERAL ^' V _ 12 Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code J* _ 13 Building(s) not approved for high piled combustible stock Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or inj||ks and 6 feet for tires, plastics and some flammable liquids If high stock pil- ing is to be done, comply with Wfform Fire Code, Article 81 !* 14 Additional Requirements .15 Comply with regulations on attached sheet(s) N Plan Examiner "•«• / ^~f*^ /^r \ \ \ Report mailed to architect Met with \ Attach to Plans 2560 ORION WAY Clt? Of -.__ __ CARLSBAD, CA 92008 F/fl£ DEPARTMENT PAGE °F TELEPHONE (619) 931-2121 DISAPPROVED PLAN CHECK REPORT APPROVED PLAN CHECK* PROJECT ADDRESS 1^5 3 O>SnoS QAJV;*LT ARCHITECT COusnA^ C^S<£Y _ ADDRESS ><>Q PftOFtCft STC. 3oo PHONED? <CQ *)3T?-«i«/eo OWNER A.'/'&H Q6UCu>Ptt€»-rr Co. _ ADDRESS O-frXol, CA&JT <LD . PHONE (M OCCUPANCY _ CONST _ TOTAL SO FT Lfy Hi" STORIES I +x ' fc SPRINKLERED D TENANT IMP APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS "* 1 Provide one copy of floor plan(s), site plan, sheets -x 2 Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project 3 Provide specifications for the following 4. Permits are required for the installation of all fire protection systems (sprinklers, stand pipes, dry chemical, halon, COa, alarms, hydrants) Plan must be approved by the fire department prior to installation 5 The business owner shall complete a building information letter and return it to the fire department FIRE PROTECTION SYSTEMS AND EQUIPMENT The following fire protection systems are required"SB Automatic fire sprinklers (Design Criteria . sSASQoa ) D Dry Chemical, Halon, COa (Location / ) D Stand Pipes (Type _) TE Fire Alarm (Type/Location UOCftU V/o<Vr6(L "FLd^ ) Fire Extinguisher Requirements fT& One2A rated ABC extinguisher for each t>ftQQ sq ft or portion thereof with a travel distance to the nearestJ-^eifrtffiplSnsnfBf to exceed 75 feet of tfavet ~ ' ^ ~"'—— •H An extinguisher with a minimum rating of 1M6SC to be located: QffK-E fl Other &*S6to OU ^ 8 Additional fire hydrant(s) shall be provided AS PeiL A.PPLoUgQ CWtu EXITS *»< 9 Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort ?£€ ^c 10 A sign stating, " This door to remain unlocked during business hours" shall be placed above the main exlti doors 11 EXIT signs (6" x *A" letters) shall be placed over all required exilts and directional signs located as necessary to clearly indicate the location of exit doors. C I LUOM < s>A.Teo^ TCC *" m GENERAL X 13 Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code 4< P ia Building(s) not approved for high pHed combustible stock Storage in ciosely packed piles shall not exceed 15 feet in height, 12 feet on pallets or iiyttMts and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with^mrfbrm Fire Code, Article 81 Additional Requirements - As: Peg, u. (S.c. _ *) KevMorg """^ ^yk£ET Aa.»t COOTUCTS: H cwft.tt.trv Ooo(^ Uft.(LOw<yiv€ Ttt M£6r fe,fcu>e,£ tA&M-rs of \d PtsA.(tiK. { A ^ustA C&V6u>oP tACKTT Co., .15 Comply with regulations on attached sheet(s) Plan Examiner Date- Report mailed to architect Met with i Attach to Plans 3 M COMMERCIAL/INDUSTRIAL APPLICATION FORM FOR INDUSTRIAL WASTE DISCHARGE PERMIT CITY OF CARLSBAD APPLICATION: NEW X BUILDING P.C. NO. (CHECK ONE) REVISED APPLICATION NO.: INDUSTRIAL CLASS: BY: (^.G^&^fi^ UJ<£_CLoT_^, DATE: {l-l-Q, Signature or City Representative APPLICATION FOR INDUSTRIAL WASTE DISCHARGE PERMIT Q A. GENERAL: <r- /I si /? SITE ,< APPLICANT'./yx/0/-? S7//£/'<?^7' /Tf/t-Ts/^S ADDRESS: TYPE OF BUSINESS; _ APPLICANT'S ADDRESS ; ^W-? ^^^^^^^ & (J»/!X./S B. WASTES AND PROCESSING: (Check where applicable) \>~ _ __ _ Q, |_^f Domestic Waste Only |_| Industrial Waste |_| Industrial Waste NOT C Discharged to Sewer Discharged to Sewer "X GENERAL DESCRIPTION OF WASTE (Chemical and Physical Characteristics of U] proposed waste); ^//^ ' GENERAL DESCRIPTION OF PROCESS (If Applicable): C. WASTES TO-flE DISCHARGED TO SEWER: WASTE: TREATED: QUANTITY: AVERAGE GPD (Check One) UNTREATED(Daily) MAXIMUM GPD (Gallons Per Day) APPLICANT OR REPRESENTATIVE OF FIRM: _^__ (Print)*f ( . i f *** ££•*TITLED SIGNATURE: C5- ^^^^^^^—^ DATE: Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No_ n.t. -Z/to/ Page Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No. i* Date Page f-l^ P-Z. 0>J SH^er WOOD STRUT WITH COMBINED STRESSES Ref. 1988 UBC Sec. 2504, 2507 & 2508 v 0.9jwl LOADS: P = MX = LDF = 84- u &?.Q> . 70 kips ( 14.6 ft-kips (Bending) 1.33 LUMBER: Member =GLB Combo =24F-V4 (GLB/Sawn) DIMENSIONS: Width X Depth Y Lx = Ly = MATERIAL PROPERTIES: Fb = Fc Ft E E AXIAL STRESSES: Area = fa = K = F't = X-AXIS Le = Le/d = J = F'c = F'c = Y-AXIS Le = Le/d = F'c = F'c = 107.6 in~2 650 psi 18.12 Visually graded lumber Ft * LDF = 1530 psi 42 ft Ke = 24 . 0 Long Column 0< (Le/d-ll)/(K-l 0.3E/(Le/d)"2 833 psi 1.0 0 ft Ke = 0.0 Short Column Fc * LDF 2195 psi 125 in. 21 in. 42 ft. (unbraced) 0 ft. (unbraced) 1988 UBC Table 25-C-l 2400 psi (tension face) 1650 psi 1150 psi 1.6E+06 psi (Axial) 1.8E+06 psi (Bending) BENDING STRESSES: Sx = 376.7 in"3 fb = 465 psi Size factor: CF = 0.94 Slenderness is assumed not to govern over the size factor. Lu listed below is the maximum unbraced flexural length before Fb will have to be further reduced for the effects of sleriderness per 1988 UBC 2504(c)6: 1.0 COMBINED COMPRESSION STRESSES UBC Sec, 2508(b) X-AXIS: fc = 0.78 F'c Y-AXIS: fc = 0.30 F'c fb F'b - Jfc = 0.20 f b = 0.16 F'b 0.98 < 1.0 0.45 < 1.0 Lu(max)= 11.4 ft F'b = Fb * LDF * CF F'b = 3000 psi COMBINED TENSILE STRESSES: UBC Sec. 2508(a) BOTTOM FACE: ft = 0.43 F't fb = 0.16 F'b 0.58 < 1.0 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No Pay.^ /T & " C L-48' w* 8 Tltu TO oot/J -Srn^ess ueVe^s. ~ries A- AT job NOReagan & Kramer / . Structural Engineers, Inc. Date_^/LL/fL! 3002 Dow Avenue, Suite 136 o / _ Tustm, California 92680 Page f/ C " (714) 838-6222 FAX (714) 838-2023 To 5HSS.T •* ft. Av-so I. o si At 4-j f^^ O , V^l^-O V t *> ON S o F ~ 4 -see KRAMER & ASSOCIATES STRUCTURAL ENGINEERS, INC. 3002 DOW AVE., SUITE 136 FUSTIN, CA 92680 TITLE: HANDICAP RAMP RETAIN DESCR: FOOTING CENTERED ON WALL PRECAST CONCRETE TILT-UP WALL JOB #: 90-109 BY.JWL @. 2/11/91 CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = 2,000 psf Active Lateral = 60.0 psf Max. Active = 0 " Slope Active = 0.0 " Backfill Slope = 0.0.1 (horiz:vert,0=Level) Passive Lateral = 300 Soil Density = 110.0 pcf Soil Ht over Toe = 6.0 in Lateral Load Acting On Stem Above Soil = Add'1 Lateral Load = ...dist. to start = dist. to end = ADDED VERTICAL LOADS --- Axial DL on Stem = 0 Axial LL on Stem = 0 ...Ecc. (Toe side +) = 0.00 15.00 psf 0.0 plf 0.00 ft 0.00 ft Retained Height = Wall Ht. above soil = Key Depth = Key Width = Key Dist. to Toe = Pressure @ Toe = Pressure @ Heel = Allowable Press. = Eccentricity = •— WALL 4.00 ft 5.00 ft Surcharge over Toe = Surcharge over Heel = Using Heel Surcharge to resist overturning 9 Using 1/3 vertical 9 LATERAL LOADS Adjacent Footing: Vertical load = Footing Width = Ftg. CL to Wall = Ftg. Base Above/Below At Wall Face [+/-]= Footing Type : & FOOTING DATA Toe Width Heel Width 0.0 O.Q Yes Yes Plf plf in psf 0 0.00 0.00 Soil 0.00 Line Plf ft ft ft 1.42 2.08 ft ft Total Width Thickness 0.00 in 0.00 in 0.00 ft ======== SUMMARY =============== 771 psf Factors of Safety 444 " Overturning 2,000 " Sliding 1.89 in 3.50 ft 12.00 in 1-Way Shear @ Toe = 8.1 psi 1-Way Shear @ Heel = 2.3 psi Allowable Shear 2.90 1.57 76.0 psi Ftg/Soil Friction = 0.40 Factor of Safety = 1.5 Add'l Force Req'D = Toe ACI 9.1 Pressure = 1,536 Mu - Upward Mu - Downward Mu - Design One-Way Shear: Actual Allowable Rebar Cover Depth to steel Ru = Mu/bd"2 Mm. Rebar % 1,460 313 1,146 8.09 76.03 3.50 = 8.50 17.6 = 0.0018 OJ-iiuiiNU ^nc,^ 0 Lat 7 (-) o # (-) FOOTING DESIG --Heel-- 884 psf 971 ft-f 1,109 139 2.31 psi 76.03 3.50 in 8.50 2.1 eral Pressure = Passive Pressure = Friction = \TI'l f c Fy Using #4 t #5 « #6 @ #7 @ #8 @#9 e #10@ — 757.5 # 337.5 850.0 2,000 psi = 60,000 psi SP @ Heel *Q i *-, -twe oar o no ices — Toe -- 13.07 in o.c. 20.26 28.76 39.22 48.00 48.00 48.00 Yes Heel — 13.07 20.26 28.76 39.22 48.00 48.00 48.00 KRAMER *& ASSOCIATES STRUCTURAL ENGINEERS, INC, 3002 DOW AVE., SUITE 136 TUSTIN, CA 92680 Wall Info TITLE: DESCR: JOB #: STEM DESIGN HANDICAP RAMP RETAIN FOOTING CENTERED ON WALL PRECAST CONCRETE TILT-UP WALL 90-109 BY:JWL @ 2/11/91f/c_-5 Pg 2 of 2 Stem Designs > At Various Heights Above Ftg. > DESIGN HT. ABOVE FTG. = 0.00 WALL TYPE ABOVE HT. :Concrete Thickness (nominal) = 8.00 Rebar Size : # 4 Rebar Spacing = 14.00 Rebar Placed at : Center DESIGN DATA Lateral Load @ Ht. = MOMENT Capacity Applied = SHEAR Applied = Interaction Value = Wall Weight Rebar Depth = MASONRY DATA f'm Fs = Grouting : Special Inspection : n . Es / Em = Tension Embed=.004DbFs = Short Term Increase = ft in in 931 2,221 1,915 9.70 0.895 100.0 4.00 # ft-#n psi psf in psi psi f'c Fy Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Added Lateral Load Ftg & Key Weight i _ = = = = = = = = = = 3,000 = 40,000 SUMMARY OF FORCES & MOMEN1 Overturning Moments -}- # ft ft-# 750 -68 0 0 75 0 1 0 0 0 7 0 .67 .50 .00 .00 .50 .00 1,250 -34 0 0 563 0 1/3 Active Pressures nc psi psi L O Resisting Moments -| # ft ft-# 622 78 0 0 0 0 900 525 250 2 0 3 0 0 0 0 1 1 3 .79 .71 .03 .00 .00 .00 .00 .75 .75 .50 1,737 55 0 0 0 0 1,578 919 874 TOTALS = 758 1,779 2,125 5,163 ' » Distances from front edge of footing bottom (not key) RetainPRO (tm) 1.2B (C)1989,1990 ENERCALC B, Reagan & Kramer Structural Engineers, Inc. ' 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714)838-6222 FAX (714)838-2023 Job No _ 90-109 11-23-90 Page STRUCTURAL CALCULATIONS PREPARED FOR AXIOM DEVELOPMENT COMPANY ANDREX DEVELOPMENT LOT "6' COSMOS COURT CARLSBAD, CALIFORNIA Reagan & Kramer Structural Engineers, Inc. Date 3002 Dow Avenue, Suite 136 ; o Tustm, California 92680 Page (714)838-6222 FAX (714)838-2023 TABLE OF CONTENTS DESCRIPTION DESIGN CRITERIA ROOF FRAMING MEZZANINE/FLOOR FRAMING ^' PANELS ' l FOUNDATION LATERAL SITE WALLS 5*M Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714)838-6222 FAX (714)838-2023 Job No. Date Page DESIGN CRITERIA BUILDING CODES - CHECK APPROPRIATE CODE V Uniform Building Code 1988 STRUCTURAL STEEL - AISC STRUCTURAL MATERIAL SPECIFICATIONS Typical unless noted otherwise In calculations CONCRETE - f'c = 2,000 psl In 28 days (fc = 3.000 ps1 for concrete panels) REINFORCEMENT - ASTM A615. Grade 60 MASONRY - Grade N Units- Grout at steel only fm = 1350 psl, n = 30.0 Grout all cells f'm - 1500 psi. n = 26 7 MISC STEEL ASTM A36 Fy = 36 ksl ASTM A53 Fy = 35 ksl ASTM A500 Fy = 46 ksl ASTM A307 Loads per code (All Stresses in psi) FLOOR MEMBERS fb " 1250, fv * 95 fb = 1500. fv = 95 Structural Pipes Structural Tubes Bolts LUMBER Stress Graded Douglas Fur. Joist/Rafters 4x Sawn Beams 6x Sawn Beams Glu-Lam Beams No. 2 No 1 No. 1 24F fb = 1350, fv = 85 fb = 2400. fv B 165 ROOF MEMBERS fb = 1563, fv = 119 fb = 1875. fv " 119 fb = 1688, fv = 106 fb = 3000. fv = 205 STRUCTURAL HARDWARE- Connectors specified for framing and anchorage shall be equal to Simpson Co. "Strong-Tie*. Model numbers listed are Simpson's, but equivalent hardware may be substituted with the approval of the building official. SOIL BEARING VALUE = THESE CALCULATIONS ARE NOT VALID FOR SECURING A BUILDING PERMIT UNLESS SIGNED IN INK BY EITHER REAGAN OR KRAMER. Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714) 838-6222 FAX- (714) 838-2023 Roof I.S" li o O 7, o 2,0,0 3,5" 1,0 Job No Date Page 1,5" I, a hO = 432 - 4 32'" W - - 7. 2 *ff Reagan & Kramer Structural Engineers , Inc . 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714) 838-6222 FAX: (714) 838-2023 • PURLIN D CENTER TO CENTER 37,00 ================= • CNTR SUPPORT ft W-DL f/ft W-LL f/ft Wp-DL #/ft 0 Wp-LL f/ft X-Left ft X-Right ft P-l DL Ibs P-l LL Ibs • X-l ft P-2 DL Ibs P-2 LL Ibs X-2 ft P-3 DL Ibs P-3 LL Ibs • X-3 ft CANT. SPAN ft Wp-DL f/ft Wp-LL f/ft t X-Left ft X-Right ft , P-l DL Ibs ^ P-l LL Ibs ( X-l ft •C) P-2 DL Ibs Si P-2 LL Ibs t> X-2 ft(X ================= > Fb psi > Fv psi • > E psi > L.D.F. > CAMBER in > BEAM WIDTH in > BEAM DEPTH in ================= * POS. MOM. in-k NEC. MOM. in-k Job No. 70-/07 Date Page /2 2^ ESI 40.00 ========= 1 ======== 36.50 96 128 0 0 0.00 0.00 0 500 18.3 0 0 0.0 0 0 0.0 0.00 0 0 0.00 0.00 0 0 0.0 0 0 0.0 ========== 1 2,400 165 1.8E+06 1 1.25 1.50 2.5 21.00 39.50 96 128 0 0 0.00 0.00 0 500 19.8 0 0 0.0 0 0 0.0 0.00 0 0 0.00 0.00 0 0 0.0 0 0 0.0====== 2,400 165 .8E+06 1.25 1.50 2.5 22.50 ========= 1 ======= 502.4 0.0 583.5 0.0 G N TAB 42.50 L E 45.00 48.00 * 1 ======== 1 ======== 1 ======== 42.00 96 128 0 0 0.00 0.00 0 500 21.0 0 0 0.0 0 0 0.0 0.00 0 0 0.00 0.00 0 0 0.0 0 0 0.0-1- — -1 2,400 165 1.8E+06 1 1.25 2.00 2.5 24.00 = 1 ======== 1 = 655.7 0.0 44.50 96 128 0 0 0.00 0.00 0 500 22.3 0 0 0.0 0 0 0.0 0.00 0 0 0.00 0.00 0 0 0.0 0 0 0.0 ======== 2,400 165 .8E+06 1.25 2.00 2.5 25.50 ======= j 732.1 0.0 47.50 96 128 0 0 0.00 0.00 0 500 23.8 0 0 0.0 0 0 0.0 0.00 0 0 0.00 0.00 0 0 0.0 0 0 0.0 1 ======= 2,400 165 1.8E+06 1.25 2.00 2.5 27.00 ======== 829.4 0.0 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 >(714) 838-6222 FAX: (714) 838-2023 ' > ) » > > N >i ^ REACTIONS Left : DL Ibs LL Ibs Right : DL Ibs LL Ibs STRESSES : Cf- Depth Fb: Allow psi Fb: Actual psi Fv: Allow psi Fv: Actual psi DEFLECTIONS CENTER SPAN : > X-Dist. ft DL Defl in L / Defl. LL Defl in L / Defl. L/Tot Defl. CANT. SPAN J > X-Dist. ft DL Defl. in LL Defl. in 1,752 2,586 1,752 2,586 0.940 2,819 2,734 206.3 112.74 18.3 1.104 397 1.724 254 155 0.00 0.000 0.000 1,896 2,778 1,896 2,778======== 0.933 2,798 2,766 206.3 113.44 19.8 1.231 385 1.901 249 151 0.00 0.000 0.000 2,016 2,938 2,016 2,938 0.926 2,778 2,732 206.3 112.65 11 21.0 1.297 389 1.986 254 154 0.00 0.000 0.000 Job No. Date Page 2,136 3,098 °IO -10 °f £3 2,280 3,290 2,136 2,280 3,098 3,290 0.920 0.914 2,759 2,702 206.3 111.95 22.3 1.362 392 2.071 258 156 0.00 0.000 0.000 2,742 2,730 206.3 112.58 23.8 1.490 383 2.248 254 153 0.00 0.000 0.000 ============== REAGAN & KRAMER STRUCTURAL ENGINEERS, INC. Project: R & K Job No By: Date: Sheet No. 03-Nov-90 Pq 1 of 2 CANTILEVERED GLU-LAM BEAM DESIGN Considering Skip Loaded Live Loads A.I.T.C. Classification : Industrial Total Load Deflection: L/ 120 Live Load Deflection : L/ 180 BEAM DESIGNATION DESCRIPTION DESIGN BEAM SPANS RB-1 RB-2 RB-3 <y<\ SINGLE CANT -SIMP SPAN- SINGLE CANT DIST. BTWN SUPPORTS ACTUAL SIMPLE SPAN LEFT CANTILEVER RIGHT CANTILEVER ft ft ft ft 38.00____ ____ 8.00 48.00 30.0____ 48.00____ 10.00 0.00 0.00 0.0—___ Wood Design Section (Cs not considered) Fb psi Fv psi Elastic Modulus psi Load Duration Factor : WIDTH USED in DEAD LOAD psf LIVE LOAD psf TRIBUTARY WIDTH Ft #1 POINT - DL ' f #1 POINT - LL f DIST FROM LEFT COL. Ft #2 POINT - DL f #2 POINT - LL # DIST FROM LEFT COL. Ft APPLIED LEFT END DL f APPLIED LEFT END LL # APPLIED RIGHT END DL # APPLIED RIGHT END LL f RB-1 2,400 165 1,800,000 1.25 6.75 13 12 44 0 1,000 19 0 0 0 8,580 8,420 RB-2 2400 165 1,800,000 1.25 6.75 13 12 44 0 1,000 23 0 0 0 8,580 8,420 8,580 8,420 RB-3 2400 165 1,800,000 1.25 6.75 13 12 44 0 1,000 24 0 0 0 8,580 8,420 0 0 2400 165 1,800,000 1.25 6.75 13 12 44 0 1,000 0 0 0 0 0 0 0 0 1,8 =================================== MAX. POSITIVE MOM Ft-K NEG. MOM @ LEFT Ft-K NEC. MOM e RIGHT Ft-K SYSTEM BOARD FOOTAGE : MAX LEFT REACTION f MAX RIGHT REACTION f MAX LEFT SHEAR f MAX RIGHT SHEAR f Depth for MOMENT in Depth:SHEAR @ Left in Depth:SHEAR @ Right in DepthREFLECTION in DEPTH GLU-LAM REQUIRED 166.0 171.2 2155 19,112 51,705 25,905 ======== 25.7 25.4 18.6 27.0 131.3 2155 17,000 17,000 22.3 16 16 19 22.5 273.2 225.0 0.0 2155 59,588 25,517 31,588 24,517 ======== 32.9 30.9 23.3 24.9 33.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 REAGAN & KRAMER STRUCTURAL ENGINEERS, INC. Project: R & K Job No : By: Date: ^03-Nov-90 Sheet No. ftb Pg 2 of 2 BEAM DESIGNATION DESCRIPTION RB-1 RB-2 RB-3 GLU-LAM BEAM 6.750X27.0 6.750X22.5 6.750X33.0 SECTION MODULUS in "3 Cf=(12/Dp(l/9) : MOMENT OF INERTIA inA4 Mr=Fb*Sx*Cf*LDF Ft-K Vr=b*D*Fv(2/3)LDF K BOARD FEET / BEAM : 820 0.91 11,072 187.4 25.1 699 570 0.93 6,407 132.8 20.9 380 1,225 0.89 20,215 273.7 30.6 1077 0 0.00 0 0.0 0.0 0____________ DEFLECTIONS FOR GLU-LAM BEAMS (Default = Span/2 & End of Cant.) *CENTER SPAN DIST. Ft DL : DEFLECTION in CAMBER in LL : DEFLECTION in LL : DEFLECTION TL : DEFLECTION in TL : DEFLECTION in *LEFT CANT. DIST. Ft DL : DEFLECTION in CAMBER in LL : DEFLECTION in TL : DEFLECTION in *RIGHT CANT. DIST. Ft DL : DEFLECTION in CAMBER in LL : DEFLECTION in TL : DEFLECTION in 19.00 0.67 C=1.00 0.58 L/781 1.25 L/365 8.00 0.01 0.00 0.05 0.06 15.00 0.90 C=1.25 0.92 L/392 1.82 L/198 24.00 1.10 C=1.75 0.98 L/590 2.07 L/278 10.00 -0.21 -0.25 -0.22 -0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00c=o.oo 0.00 L/0 0, L/0 ,00 SUMMARY: BEAM DESIGNATION DESCRIPTION GLU-LAM BEAM CAMBER in MODIFY DEPTH ? NEW DEPTH SYSTEM BOARD FOOTAGE RB-1 RB-2 RB-3 6.750X27.0 C=1.00 N 6.750X22.5 C=1.25 N A 6.750X33.0 C=1.75 N 2155 2155 2155 C=0.00 N REAGAN & KRAMER STRUCTURAL ENGINEERS, INC. Project R 8 K Job No • By: Date- 03-Nov-90 Sheet No. Pg 1 of 2 CANTILEVERED GLU-LAM BEAM DESIGN Considering Skip Loaded Live Loads A.I.T.C Classification . Industrial Total Load Deflection. L/ 120 Live Load Deflection • L/ 180 v 2 BEAM DESIGNATION : DESCRIPTION : DESIGN BEAM SPANS : DIST. BTUN SUPPORTS ft ACTUAL SIMPLE SPAN ft LEFT CANTILEVER ft RIGHT CANTILEVER ft Wood Design Section : Fb psi Fv psi Elastic Modulus psi Load Duration Factor : WIDTH USED in DEAD LOAD psf LIVE LOAD psf TRIBUTARY WIDTH Ft #1 POINT - DL # #1 POINT - LL # DIST FROM LEFT COL Ft #2 POINT - DL # #2 POINT - LL # DIST FROM LEFT COL. Ft APPLIED LEFT END DL # APPLIED LEFT END LL # APPLIED RIGHT END DL # APPLIED RIGHT END LL # MAX. POSITIVE MOM Ft-K NEG. MOM a LEFT Ft-K NEG MOM a RIGHT Ft-K SYSTEM BOARD FOOTAGE : MAX LEFT REACTION # MAX RIGHT REACTION # MAX LEFT SHEAR # MAX RIGHT SHEAR # Depth for MOMENT in Depth. SHEAR 3 Left in Depth SHEAR 3 Right in Depth: DEFLECTION in DEPTH GLU-LAM REQUIRED RB-4 A A £0,< SINGLE CANT 42 00 10.00 RB-5 7 -SIMP SPAN- 42.00 24.0 RB-6 A A 444 4-<i RB-7 .4- DOUBLE CANT-SIMP SPAN- 42.00 8.00 8.00 48.00 30.0 RB-8 A A ^b-^i SINGLE CANT 48.00 10.00 0.00 (Cs not considered) RB-4 2,400 165 1,800,000 1 1.25 6.75 13 12 42 0 1,000 21 0 0 0 6,552 6,548 197.0 183.5 3365 20,340 50,519 26,919 27.7 26.4 20.9 - 28.5 RB-5 2400 165 ,800,000 1 1.25 6.75 13 12 42 0 1,000 22 0 0 0 6,552 6,548 6,552 6,548 81.6 3365 13,100 13,100 17.4 12.5 12.5 15.1 18.0 RB-6 2400 165 ,800,000 1.25 6.75 13 12 42 0 1,000 21 0 0 0 6,552 6,548 8,190 8,060 165.6 138.4 163.6 3365 45,369 49,431 23,869 24,781 25.2 23.4 24.4 15.5 25.5 RB-7 2400 165 1,800,000 1.25 6 75 13 12 42 0 1,000 23 0 0 0 8190 8060 8190 8060 125 6 3365 16250 16250 21.8 15.5 15 5 18 8 22.5 RB-8 2400 165 1,800,000 1 25 6.75 13 12 42 0 1,000 24 0 0 0 8,190 8,060 0 0 261.3 215.0 0.0 3365 56,929 24,425 30,179 23,425 32.1 29.5 22.3 24.6 33.0 RB-7 RB-8 RB-9 \ A A A V 7 OuOO \° ~\ ~\\ 2400 165 ,800,000 1 25 6.75 13 12 42 0 1,000 0 0 0 0 0 0 0 0 0.0 0 01/ 10 0 10 0 1 o.o I 0.0 / 0.0 0 00 0.00 0.00 y \ RB-7 \ 2400 \ 165 1)800,000 1,1 \ 1.25 \ 6.75 \ 13 1 \ 12 / \42 / V /i,odo / V5\ A10 \ 7° \/ 0 > / ° / ° / 00 / 00 / 0.0 / ° 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0.0--/ "7/ 2400 /165 300,000 /1.25 / 6 75 ' 13 12 42 0 1,000 0 0 0 0 0 i 0 \ o V o V.o 4-\ o\ 0 0.0 0.0 0.0 0.0 0.0 / 0.0 / "-' 00 RB-9 240 16 1,800,00 1.2 6 7 1 1 4 1,00 — — 0. 0. — v\ \ 0. \ °' \ — \0. REAGAN & KRAMER STRUCTURAL ENGINEERS, INC Project BEAM DESIGNATION DESCRIPTION R 8 K Job No : By: Date: 03-Nov-90 Sheet No. Pg 2 of 2 £7 RB-4 RB-5 RB-6 RB-7 RB-8 GLU-LAM BEAM 6 750X28.5 6.750X18.0 6.750X25.5 6.750X22.5 6.750X33.0 SECTION MODULUS inA3 914 364 732 Cf=(12/D)A(1/9) : 0 91 0 96 0.92 MOMENT OF INERTIA inA4 13,021 3,280 9,327 Mr=Fb*Sx*Cf*LDF Ft-K 207.5 87.1 168 2 Vr=b*D*Fv(2/3)LDF K 26.5 16.7 23.7 BOARD FEET / BEAM . 834 243 832 570 0 93 6407 132 8 20.9 380 DEFLECTIONS FOR GLU-LAM BEAMS (Default = Span/2 & End of Cant.) *CENTER SPAN DIST Ft 21 00 DL : DEFLECTION in 0 88 CAMBER in C=1.25 LL : DEFLECTION in 0 77 LL : DEFLECTION L/656 TL : DEFLECTION in 1 64 TL : DEFLECTION in L/306 *LEFT CANT DIST Ft DL : DEFLECTION in CAMBER in LL . DEFLECTION in TL I' DEFLECTION in *RIGHT CANT. DIST. Ft 10 00 DL : DEFLECTION in -0 07 CAMBER in 0 00 LL : DEFLECTION in -0.00 TL : DEFLECTION in -0.08 12 00 0.69 C=1.00 0.72 L/399 1.41 L/204 21.00 0 54 C=0.75 0.41 L/1230 0.95 L/530 8 00 0.04 0.00 0.02 0 06 8.00 0.14 0.25 0 12 0.26 15 00 0.86 C=1.25 0 88 L/409 1.74 L/206 SUMMARY: BEAM DESIGNATION RB-4 RB-5 RB-6 RB-7 RB-8 DESCRIPTION . A A A A A GLU-LAM BEAM . 6 750X28.5 6.750X18.0 6.750X25.5 6.750X22.5 6.750X33.0 CAMBER in C=1.25 C=1.00 C=0.75 C=1.25 C=1.50 MODIFY DEPTH ? : N N N N N NEW DEPTH : SYSTEM BOARD FOOTAGE : 3365 3365 3365 3365 3365 REAGAN & KRAMER STRUCTURAL ENGINEERS, INC. Project: R & K Job No By: Date: Sheet No. . 90-/ 03-Nov-90 Pg 1 of 2 CANTILEVERED GLU-LAM BEAM DESIGN Considering Skip Loaded Live Loads A.I.T.C. Classification : Industrial Total Load Deflection: L/ 120 Live Load Deflection : L/ 180 BEAM DESIGNATION DESCRIPTION RB-9 RB-10 RB-11 DESIGN BEAM SPANS SINGLE CANT -SIMP SPAN- SINGLE CANT DIST. BTWN SUPPORTS ft ACTUAL SIMPLE SPAN ft LEFT CANTILEVER ft RIGHT CANTILEVER ft 58.00____ ____ 10.00 48.00 28.0____ -- — 48.00____ 10.00 0.00 0.00 0.0____ __ — Wood Design Section : Fb psi Fv psi Elastic Modulus psi Load Duration Factor : WIDTH USED in DEAD LOAD psf LIVE LOAD psf TRIBUTARY WIDTH Ft #1 POINT - DL -# #1 POINT - LL # DIST FROM LEFT COL. Ft #2 POINT - DL # #2 POINT - LL # DIST FROM LEFT COL. Ft ======:========:====:=:=:====:= APPLIED LEFT END DL # APPLIED LEFT END LL # APPLIED RIGHT END DL # APPLIED RIGHT END LL # MAX. POSITIVE MOM Ft-K NEG. MOM @ LEFT Ft-K NEG. MOM @ RIGHT Ft-K SYSTEM BOARD FOOTAGE : MAX LEFT REACTION f MAX RIGHT REACTION # MAX LEFT SHEAR # MAX RIGHT SHEAR # (Cs not considered) Depth for MOMENT in Depth:SHEAR @ Left in Depth:SHEAR @ Right in DepthREFLECTION in DEPTH GLU-LAM REQUIRED RB-9 2,400 165 1,800,000 1.25 6.75 13 12 45 0 1,000 29 0 0 0 8,190 8,060 432.9 218.8 3086 31,209 64,397 36,897 ==:====:=:= 41.9 35.5 32.8 42.0 RB-10 2400 165 1,800,000 1.25 6.75 13 12 45 0 1,000 24 0 0 0 8,190 8,060 8,190 8,060 :=======:=== 117.3 3086 16,250 16,250 21.0 15.4 15.4 17.9 22.5 RB-11 2400 165 1,800,000 1.25 6.75 13 12 45 0 1,000 24 0 0 0 :=========: 8,190 8,060 0 0 :=========: 281.9 218.8 0.0 3086 59,557 26,184 32,057 25,184 :========== 33.4 31.2 23.9 25.4 34.5 2400 165 1,800,000 1.25 6.75 13 12 45 0 1,000 0 0 0 0 0 0 0 0 0.0 1,8 0 0 0.0 0.0 0.0 0.0 0.0 REAGAN & KRAMER STRUCTURAL ENGINEERS, INC, Project: R & K Job No : By: Date: 03-Nov-90 Sheet No._Jqf_Pg 2 of 2 BEAM DESIGNATION RB-9 RB-10 RB-11 DESCRIPTION : GLU-LAM BEAM : SECTION MODULUS in* 3 Cf=(12/Dp(l/9) : MOMENT OF INERTIA in* 4 Mr=Fb*Sx*Cf*LDF Ft-K Vr=b*D*Fv(2/3)LDF K BOARD FEET / BEAM : DEFLECTIONS FOR GLU-LAM *CENTER SPAN DIST. Ft DL : DEFLECTION in CAMBER in LL : DEFLECTION in LL : DEFLECTION TL : DEFLECTION in TL : DEFLECTION in *LEFT CANT. DIST. Ft DL : DEFLECTION in CAMBER in LL : DEFLECTION in TL : DEFLECTION in *RIGHT CANT. DIST. Ft DL : DEFLECTION in CAMBER in LL : DEFLECTION in TL : DEFLECTION in SUMMARY: BEAM DESIGNATION DESCRIPTION GLU-LAM BEAM CAMBER in MODIFY DEPTH ? NEW DEPTH SYSTEM BOARD FOOTAGE 6.750X42.0 6 1,984 0.87 41,674 431.7 39.0 1606 BEAMS : (Defa 29.00 1.45 C=2.25 1.31 L/531 2.76 L/252 _...««____ ____ ____ 10.00 -0.52 -0.75 -0.45 -0.98 RB-9 A /\ 6.750X42.0 6 C=2.25 N 3086 .750X22.5 6. 570 0.93 6,407 132.8 20.9 354 ult = Span/2 14.00 0.70 C=1.00 0.72 L/469 1.42 L/237 •««•____ ____ ____ «_«_____ ____ ____ __«_ RB-10 • • .750X22.5 6. C=1.00 N 3086 A 750X34.5 1,339 0.89 23,098 297.7 32.0 1126 & End 24.00 1.02 C=1.50 0.91 L/635 1.92 L/300 10.00 -0.24 -0.25 -0.24 -0.48 0.00 0.00 0.00 0.00 0.00 RB-11 A 750X34.5 C=1.50 N 3086 A 0 0.00 0 0.0 0.0 0 of Cant. ) 0.00 0.00 C=0.00 0.00 L/0 0.00 L/0 •««••_ ____ ____ •M ^ •• •• .... .... .... .... A c=o.oo N 0 -12. 1)0 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714)838-6222 FAX (714)838-2023 Job No. Date Page "P" f^OIZ. PL A re • =. X/eq>}D -t =. X/.33 SM = K //-/c Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No, Date Page All L 3 X 3 X 1/4. X 2'-0" LONG PLATE 1 X 1/4. X 0'-6" LONG CONC. WALL PANEL .4 I 1 L'J ANGLE LEDGER - 3/4" M.B. "U" STRAP , f/4- X SEE FRAMING PLAN FOR G.LB. SIZE / "-n v "7 ( ^ $ar? "• > T"/f Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714)838-6222 FAX (714)838-2023 Job No. Date Page '/Q 1 OQ 'f * /'J FL ~ M = , P Z = 7/ZO .', -f- 5^/SM'C PP«. =• // ^ 8 x 2 4-/ 2. use - 3/4 " i - Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No. Date Page o A- os : =- /.O Ad? CL(y- /.O •2/iT 4,£> 1,0 P.c. » /,6, - II-° .12.^ /B? •e- ^ D g"^/ -Q- -e- I N\ Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No. Date Page - /=b/z_ 2.4 l(,'<* Reagan & Kramer Job No' Structural Engineers, Inc. Date 3002 Dow Avenue, Suite 136 Tustm, California 92680 Page (714) 838-6222 FAX (714) 838-2023 A 2.4- *??, -T*' S'v /a. =- }\<\ SM /2.x A L ^ 10 7 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714)838-6222 FAX (714)838-2023 Job No. Date Page M M = -7 AXIAL P = 79.5 kips STEEL COLUMN WITH COMBINED STRESSES Ref. AISC 8th ed. Steel Manual, Sec. 1.5 & 1.6 LOADS: X-AXIS MX = 19.9 ft-k Cm PROPERTIES: TS 8X8X1/4 Area = 7.59 inA2 Lux = 12.5 ft Kx = 1 Rx = 3.15 in Sx = 18.8 inA3 v:0.9;jwl Fy = 46 ksi l/3rd inc? N Y/N Cc = 111.5 Fa = 23.01 ksi fa = 10.47 ksi KL/r = 47.62 Fax = 23.01 ksi F'e = 65.855 ksi Fbx = 30.36 ksi fbx = 12.70 ksi COMPACTNESS: Hand check req'd (AISC 1.5.1.4.1) Fb=0.66Fy assumed Y-AXIS My = 0 ft-k Cm = 1 Luy Ky 12.5 ft 1 Ry = 3.15 in KL/r Fay 47.62 23.01 ksi EQN 1.6-la:EQN 1.6-lb: Cmx fbx (1 - fa/F'ex) Cmy fby (1 - fa/F'ey) fa Fa = Fbx s Fby 0 0 0 .455 .498 .000 fa 0.6 Fy fbx Fbx fby Fby 0.380 0.418 0.000 Buckling:0.95 < 1.0 Yielding: 0.80 < 1.0 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714)838-6222 FAX (714)838-2023 Job No- Date Page If. 'Pc- ^ 3/•*-/«••* STEEL COLUMN WITH COMBINED STRESSES Ref. AISC 8th ed. Steel Manual, Sec. 1.5 & 1.6 LOADS: v:0.9jwl AXIAL P = PROPERTIES : Area = Fy = l/3rd inc? Cc = Fa = fa = 60.8 kips TS 8X8X1/4 7.59 inA2 46 ksi N Y/N 111.5 23.01 ksi 8.01 ksi X-AXIS MX = 7.5 ft-k Cm = 1 Lux = 12.5 ft Kx = 1 Rx = 3.15 in Sx = 18.8 inA3 KL/r = 47.62 Fax = 23.01 ksi F'e = 65.855 ksi Fbx = 30.36 ksi fbx = 4.79 ksi My Cm Luy Ky Ry KL/r Fay Y-AXIS 0 ft-k 1 12.5 ft « 1 3.15 in = 47.62 = 23.01 ksi COMPACTNESS: Hand check req'd (AISC 1.5.1.4.1) Fb=0.66Fy assumed EQN 1.6-la: fa "Fa" Cmx fbx (1 - fa/F'ex) Fbx Cmy fby (1 - fa/F'ey) Fby Buckling: 0.348 0.180 0.000 EQN 1.6-lb: fa 0.6 Fy fbx Fbx fby Fby 0.290 0.158 0.000 0.53 < 1.0 Yielding:0.45 < 1.0 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No. Date Page ex 5 II^ ¥ /Vo- x 'Z. =• P -, - AT /i Reagan & Kramer Structural Engineers, Inc 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No Date P4, M 5) T72.-/ - // 2 y ^ V2-5" . I Reagan & Kramer Structural Engineers, Inc 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No. Date Page TOTAL WALL HEIGHT = CONCRETE WEIGHT INCLUDE LL w/ ST ? 13.5 ft ZICp -or- ZIC/Rw = 0 145 pcf SEISMIC ZONE (Otwind) = 4 N y/n MIN WALL As:bending %= 0.0025 LATERAL LOADS LOAD HEIGHT (k) (ft) 41.5 13.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T.T7X T T T^Tj1 0 TT/^M T"\ArT17\— — — WALL DEoIvjN DATA — • ANALYSIS HEIGHT WALL OFFSET WALL LENGTH WALL THICKNESS f'c: CONCRETE Fy : RE INF. OtIT?7VT3 r /^T717DfTlTTDMTM/^— — onEAK a UVJiKiUKJNiJNvj Vs : Story Shear Ms : Story OTM VERTICAL DEAD LIVE (k) (k) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 ** l~* S*i ft ft ft in psi psi kips ft-k Lateral Acting Right.... Lateral Acting Left Uplift @ Base @ Left Uplift @ Base @ Right Effective Depth = ,8*L Vu =Vs * Load Factor (s Vu : Applied Nu : Axial Mu : Moment Vc*.85 (11.10 & 14.3) Code Min Horiz Ash % ....Horiz Area in . . . .Max. Spacing Code Min Vert Asv % . . . .Vert Area in ....Max. Spacing Governing ACI Equation ntiiLTTNT'M/'"1 7VM7VTVCTCBENDINb ANAliiolb — Ru= Mu/(thick*dA2*Phi) m = Fy/f c/Beta Governing ACI Equation k k ft ) k psi kips ft-k psi reqdA2/ft in reqdA2/ft in psi 0 ( datum ) 18 6 3,000 60,000 42 560.25 -560.25 22.32 22.32 14.4 59.345 57.2 15.9 801.157 156.2 0.0020 0.14 18.00 0.0012 0.09 18.00 9-3 59.6 23.53 9-3 SHORT (k) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3,000 60,000 0 0 0 0 0 0.0 0.0 0 0.0 0.0000 0.00 0.00 0.0000 0.00 0.00 9-2 0.0 0.00 9-2 LOADS .... LOAD Vert. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3,000 60,000 0 0 0 0 0 0.0 0.0 0 0.0 0.0000 0.00 0.00 0.0000 0.00 0.00 9-2 0.0 0.00 9-2 LOCATION . Horiz. 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft 0 0 0 0 3,000 3 60,000 60 0 0 0 0 0 0.0 0.0 0 0.0 0.0000 0. 0.00 0.00 0.0000 0. 0.00 0.00 9-2 0.0 0.00 9-2 • * 0 0 0 0 ,000 ,000 0 0 0 0 0 0.0 0.0 0 0.0 0000 0.00 0.00 0000 0.00 0.00 9-2 0.0 0.00 9-2 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job No- Date Page Fy FOOTING WIDTH THICKNESS REBAR COVER KERN DISTANCE 60,000 psi 5 ft 30 in 3.5 in 5.67 ft LEFT PROJECTION Wall Length (base) RIGHT PROJECTION (ft) =8 18 8 Total Footing Length "34 -— WALL/FOOTING STABILITY Total Vertical Loads Overturning Moments: No Lateral & Short Term Loads Loads Applied To Left Loads Applied To Right Resultant Ecc. From Footing CL: No Lateral & Short Term Loads Loads Applied To Left Loads Applied To Right Service — 9-1 79.2 110.9 0 0 -664 664 0.00 -8.38 8.38 0.00 - 9-2 & 9-3 - 83.2 kips II ft-k -929.6 " 929.6 " ft -11.17 " 11.17 " SOIL PRESSURES Service ~ 9-1 9-2/9-3 Static Soil Pressure @ Left = 466.1 652.6 psf @ Right = • 466.1 652.6 psf Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing = 1226 2580 psf @ Right Side of Footing =0 0 psf Soil Pressures w/ Short Term Load Applied To Right @ Left Side of Footing =0 0 psf @ Right Side of Footing = 1226 2580 psf OVERTURNING STABILITY Lateral Loads Applied To Left Lateral Loads Applied To Right OTM Resisting 664 1347 ft-k 664 1347 " Ratio 2.03 2.03 ONE-WAY SHEAR CHECK Governing ACI Eq. 9-3 9-3 Left End of Footing Right End of Footing Max. Vu/,85 40.80 psi <= 40.80 psi <= 2*f c*.5 • ^ «» ^ •» W ^ •• ^ KB ^ •_ 109.54 psi 0 Mu/Phi:Actual BENDING DESIGN Min. As % Governing ACI Eq. 9-3 @ Left Edge = 313.2 ft-k 9-3 @ Right Edge = 313.2 ft-k Ru psi 99.1 99.1 % As Req'd 0.0022 0.0022 Total As : Req ' d 3.56 in"2 3.56 " -it 4- r<er> 9o~Reagan & Kramer Job No~ Structural Engineers, Inc. Date 3002 Dow Avenue, Suite 136 Tustm, California 92680 Page (714) 838-6222 FAX (714) 838-2023 y / 34- = yiSd, = X f2L> 2- = •2. X //$" Vfl-M, ox, _ ^ =• / S / ^ I, Z^ 7, 7/7 *- Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 \.o \\\.o L Job No. Date Page 11-14. III 4 .1 4-1,6 L L It.'- 2" 14'- lo" Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714)838-6222 FAX (714)838-2023 TILT-UP Job No- Date Page.Pi X V >• X MM M « r * , U REAGAN & KRAMER STRUCTURAL ENGINEERS INC. 3002 Dow Avenue, Suite 136 Tustin, CA 92680 (714) 838-6222 FAX: (714) 838-2023 Job No 1 O °\ Date: Nov-90 Page ] <— TILT-UP CONCRETE WALL MATERIALS: Thick = L(tot)= L(clr)= Width = Eff. d= Reveal= Min % Horiz Min % Vert. 7.5 in. 27.50 feet 26 feet 12 in. 3.375 in. 0.75 in. 0.0025 0.0025 1988 UBC 2614(1) f'c = 3000 psi fy = 60000 psi Bar size= 5 Spacing = 11.00 in. As = 0.34 in"2 H/T = 41.6 v:3.0jwl ADJACENT OPENINGS Opening #1 Bl = 0 feet HI = 0 feet Opening #2 B2 = 0 feet H2 = 0 feet Min. Horiz Reinf. = # 5 @ 16. Min. Vert. Reinf. = # 5 @ 16. VERTICAL LOADS: Roof Bay Width = Roof (DL) Floor (DL) = Floor (LL) = Ecc. = t/2 + 3 = 48.00 feet 12.00 psf 0.00 plf 0.00 plf 6.375 in. PI(floor/roof DL)= PI (floor LL)= P2(wall above DL)= Pi (ultimate)= P2 (; ultimate) = o.c. o.c. 288 Ibs. 0 Ibs. 1314 Ibs. 403 Ibs. 1840 Ibs. WIND p=CeCqQsI= Speed (70,80,90) Exposure (B or C) M(max) wind Mu (wind) = 422 81.00 in in' LATERAL LOADS & MOMENTS: SEISMIC V=0.3Wd= 27.19 psf Seismic Zone 4 Height of M(max) 13.00 feet M(max) seismic 27.6 "k Mu (seismic) = 38.6 "k SECTION PROPERTIES: EC = 3122 ksi Ig = n = 9.29 Ac = NOMINAL MOMENT STRENGTH As(eff)= [P2(ult)+As*fy]/fy= a= [P2(ult)+As*fy]/[0.85*f'c*b]= 0=0.9-2[Pl(ult)+P2(ult)]/[fc*Ac]= Mn= As(eff)*fy*(d-a/2)= FACTORED ACTUAL MOMENT c= a/0.85= I(cr)= n*As(eff)*(d-c)A2+[b*cA3]/3= defl(n)= [5*Mu*LuA2]/[48*Ec*I(cr)]= Mu= 1.5*q(ult)*LuA2+ Pl(ult)*e/2 + 38.6 + 1.3 + 6.05 DEFLECTION CHECK (@ service loads) Mcr= fr*Ig/(thk/2) defl(cr)= [5*M(cr)*LuA2]/[48*Ec*Ig] Ms= 1.5*q*LuA2 + Pl*e/2 + [P1+P2/2]def1(s) =27.6 + 0.92 + 0.2 (iterates) = defl(s)=defl(cr)+[(Ms-Mcr)/(Mn-Mcr)]*[defl(n)-defl(cr)] 0.24 + -0.35 (uncracked) 20.3 70 C 20.6 26.2 psf MPH "k "k fr = 273.86 psi 0.37 0.72 0.882 66.7 0.85 24.3 6.14 11 k in in 0 Mn = 58.8 "k (iterates) [Pl(ult)+P2(ult)/2]defl(i 45.9 "K 30.8 0.237 "k in. 29 "k 0.22 in. DESIGN CHECK Mu = defl(s)= fa = Mcr = rho(p)= : DESIGN SUMMARY: 45.9 - 0.2 « 19.8 < 30.8 < 0.0042 « c 0Mn = L/150 = = c ,04f'c= c 0Mn c .6p(b) = = 58.8 2.1 120 58.8 0.0128 "k in. psi "k Wall Vert. Horiz Thick = Reinf .= Reinf .= 7 #5 #5 .50e @ WALL OK in. 11. 16.5 0"oc "oc REAGAN & KRAMER STRUCTURAL ENGINEERS INC. 3002 Dow Avenue, Suite 136 Tustin, CA 92680 (714) 838-6222 FAX: (714) 838-2023 TILT-UP CONCRETE MATERIALS : Thick = L(tot)= L(clr)= Width = Eff. d= Reveal= 27 3. 0 WALL 7.5 .50 27 48 375 .75 in. feet feet in. in. in. 1988 f 'c fy Bar f of As H/T UBC 2614 Job No 9° ^0°) Date: Page (i) = 3000 psi = 60000 psi size= Bars = = 7. 2. 43 5 00 17 inA2 .2 r Nov-90 f?2 v:3. 0 jwl ADJACENT OPENINGS Opening #1 Bl HI = := 0 0 feet feet Opening #2 B2 H2 = = 0 0 feet feet Min % Horiz 0.0025 Min % Vert. 0.0025 VERTICAL LOADS: Roof Bay Width = Roof (Cone. DL)= Floor (DL) Floor (LL) Ecc. = t/2 + 3 = Min. Horiz Reinf. = # 5 @ 16." o.c, Min. Vert. Reinf. = # 5 @ 16." o.c, 0.00 feet 10.60 kips 0.00 plf 0.00 plf 6.375 in. PI(floor/roof DL)= Pi (floor LL)= P2(wall above DL)= Pi (ultimate)= P2 (ultimate)= 10600 Ibs, 0 Ibs. 5075 Ibs, 14840 Ibs, 7105 Ibs. 27.19 psf 4 13.50 feet 118.9 "k 166.5 "k WIND p=CeCqQsI= Speed (70,80,90) Exposure (B or C) M(max) wind Mu (wind) = 20.3 psf 70 MPH C 88.7 113.1 "k "k 1688 inA4 324.00 inA2 2.29 1.12 0.855 386.4 "k 1.32 fr = 273.86 psi LATERAL LOADS & MOMENTS SEISMIC V=0.3Wd= Seismic Zone Height of M(max) M(max) seismic Mu (seismic) = SECTION PROPERTIES: EC = 3122 ksi Ig = n = 9.29 Ac = NOMINAL MOMENT STRENGTH As(eff)= [P2(ult)+As*fy]/fy= a= [P2(ult)+As*fy]/[0.85*f'c*b]= 0=0.9-2[Pl(ult)+P2(ult)]/[f'c*Ac]= Mn= As(eff)*fy*(d-a/2)= FACTORED ACTUAL MOMENT c= a/0.85= I(cr)= n*As(eff)*(d-c)A2+[b*cA3]/3= 126.6 inA4 defl(n)= [5*Mu*LuA2]/[48*Ec*I(cr)]= 7.02 in. (iterates) Mu= 1.5*q(ult)*LuA2+ Pl(ult)*e/2 + [Pi(ult)+P2(ult)/2]defl(n) 166.5 + 47.3 + 39.7 = 253.6 "K DEFLECTION CHECK (@ service loads) Mcr= fr*Ig/(thk/2) = 123.2 "k defl(cr)= [5*M(cr)*LuA2]/[48*Ec*Ig] = 0.256 in. Ms= 1.5*q*LuA2 + Pl*e/2 + [P1+P2/2]defl(s) = 118.9 + 33.79 + 20.1 (iterates) = 173 "k defl(s)=defl(cr)+[(Ms-Mcr)/(Mn-Mcr)]*[defl(n)-defl(cr)] 0.26 + 1.27 (cracked) = 1.53 in. 0 Mn = 330.3 DESIGN CHECK Mu = defl(s)= fa = Mcr = rho(p)= •• 253.6 1.5 48.4 123.2 0.0067 DESIGN SUMMARY: < < < < 0Mn = L/150 = .04f 'c= 0Mn = .6p(b)= 330.3 2.2 120 330.3 0.0128 11 k in. psi "k Wall Vert. Horiz Thick Reinf Reinf = 7. .=7-#5 .= #5 50 @ WALL OK in. 16.5"oc REAGAN & KRAMER STRUCTURAL ENGINEERS INC. 3002 Dow Avenue, Suite 136 Tustin, CA 92680 (714) 838-6222 FAX: (714) 838-2023 Job No Date: Nov-90 Page {>4> TILT-UP CONCRETE WALL MATERIALS: Thick = L(tot)= L(clr)= Width = Eff. d= Reveal= Min % Horiz Min % Vert. 7.5 in. 27.50 feet 26 feet 36 in. 5.5 in. 0.75 in. 0.0025 0.0025 1988 UBC 2614 v: 3 . 0 jwl ADJACENT OPENINGS f'c = 3000 psi Opening #1 fy = 60000 psi Bl = 3 feet Bar size= 5 Hi = 7 feet # of Bars 4.00 E.F. Opening #2 As =1.24 in"2 B2 = 12 feet H/T =41.6 H2 = 14 feet Min. Horiz Reinf. = Min. Vert. Reinf. = 5 @ 16." o.c, 5 @ 16." o.c, VERTICAL LOADS: Roof Bay Width = Roof (DL) Floor (DL) Floor (LL) Ecc. = t/2 + 3 = 48.00 feet 12.00 psf 0.00 plf 0.00 plf 6.375 in. PI(floor/roof DL)= PI (floor LL)= P2(wall above DL)= PI (ultimate)= P2 (ultimate)= 3024 Ibs. 0 Ibs. 13254 Ibs. 4234 Ibs. 18555 Ibs. 15.29 feet 196.5 "k 275.1 "k WIND p=CeCqQsI= Speed (70,80,90) Exposure (B or C) M(max) wind Mu (wind) = 20.3 psf 70 MPH C 215.9 "k 275.3 "k Ig = 1266 inA4 Ac = 243.00 inA2 1.55 1.01 0.837 464.2 1.19 fr = 273.86 psi LATERAL LOADS & MOMENTS: SEISMIC V=0.3Wd= 27.19 psf Seismic Zone 4 Height of M(max) M(max) seismic Mu (seismic) = SECTION PROPERTIES: EC = 3122 ksi n = 9.29 NOMINAL MOMENT STRENGTH As(eff)= [P2(ult)+As*fy]/fy= a= [P2(ult)+As*fy]/[0.85*fc*b]= 0=0.9-2[PI(ult)+P2(ult)]/[f'c*Ac]= Mn= As(eff)*fy*(d-a/2)= FACTORED ACTUAL MOMENT c= a/0.85= I(cr)= n*As(eff)*(d-cp2+[b*c"3]/3= 287.5 inA4 defl(n)= [5*Mu*Lu"2]/[48*Ec*I(cr)]= 3.70 in. (iterates) Mu= 1.5*q(ult)*LuA2+ Pl(ult)*e/2 + [Pi(ult)+P2(ult)/2]defl(n) 275.3 + 13.5 + 38.5 = 327.3 "K DEFLECTION CHECK (@ service loads) Mcr= fr*Ig/(thk/2) = 92.4 "k defl(cr)= [5*M(cr)*LuA2]/[48*Ec*Ig] = 0.237 in. Ms= 1.5*q*Lu"2 + Pl*e/2 + [P1+P2/2]defl(s) = 215.9 + 9.64 + 15.7 (iterates) = 241 "k defl(s)=defl(cr)+[(Ms-Mcr)/(Mn-Mcr)]*[defl(n)-defl(cr)] 0.24 + 1.39 (cracked) = 1.62 in. 0 Mn = 388.8 "k DESIGN CHECK: Mu = defl(s)= fa = Mcr = rho(p)= 327.3 < 0Mn 1.6 < L/150 67.0 < 92.4 < .04f'c= 0Mn = 0.0051 < .6p(b)= 388.8 "k 2.1 in. 120 psi 388.8 "k 0.0128 DESIGN SUMMARY: WALL OK Wall Thick = 7.50 in. Vert. Reinf.=4-#5 EA FACE Horiz Reinf.= 15 @ 16.5"oc or #3 ties @ 6"oc REAGAN & KRAMER STRUCTURAL ENGINEERS INC. 3002 Dow Avenue, Suite 136 Tustin, CA 92680 (714) 838-6222 FAX: (714) 838-2023 Job No °l0 -/0°[ Date: Nov-90 I oPage TILT-UP CONCRETE WALL 1988 UBC 2614(i)v:3.0jwl MATERIALS: Thick = L(tot)= L(clr)= Width = Eff. d= Reveal= Min % Horiz Min % Vert. 7.5 in. 27.50 feet 26 feet 36 in. 5.5 in. 0.75 in. 0.0025 0.0025 ADJACENT OPENINGS Opening #1 Bl = 12 feet HI = 14 feet f'c = 3000 psi fy = 60000 psi Bar size= 5 # of Bars 4.00 E.F. Opening #2 As =1.24 inA2 B2 = H/T = 41.6 H2 = 0 0 feet feet Min. Horiz Reinf. = # 5 @ 16." o.c, Min. Vert. Reinf. = # 5 @ 16." o.c, VERTICAL LOADS: Roof Bay Width = Roof (DL) Floor (DL) Floor (LL) Ecc. = t/2 + 3 = 48.00 feet 12.00 psf 0.00 plf 0.00 plf 6.375 in. PI(floor/roof DL)= PI (floor LL)= P2(wall above DL)= PI (ultimate)= P2 (ultimate)= 2592 Ibs, 0 Ibs, 11283 Ibs, 3629 Ibs, 15796 Ibs, WIND p=CeCqQsI= Speed (70,80,90) Exposure (B or C) M(max) wind Mu (wind) = in' in' LATERAL LOADS & MOMENTS: SEISMIC V=0.3Wd= 27.19 psf Seismic Zone 4 Height of M(max) 15.51 feet M(max) seismic 161.5 "k Mu (seismic) = 226.1 "k SECTION PROPERTIES: EC = 3122 ksi Ig = n = 9.29 Ac = NOMINAL MOMENT STRENGTH As(eff)= [P2(ult)+As*fy]/fy= a= [P2(ult)+As*fy]/[0.85*f'c*b]= 0=0.9-2[PI(ult)+P2(ult)]/[f'c*Ac]= Mn= As(eff)*fy*(d-a/2)= FACTORED ACTUAL MOMENT c= a/0.85= I(cr)= n*As(eff)*(d-c)A2+[b*cA3]/3= 282.0 in"4 defl(n)= [5*Mu*Lu"2]/[48*Ec*I(cr)]= 3.18 in. Mu= 1.5*q(ult)*LuA2+ Pl(ult)*e/2 236.0 + 11.6 + 28.7 DEFLECTION CHECK (@ service loads) Mcr= fr*Ig/(thk/2) defl(cr)= [5*M(cr)*LuA2]/[48*Ec*Ig] Ms= 1.5*q*LuA2 + Pl*e/2 + [Pl+P2/2]defl(s) =185.1 + 8.26 + 9.4 (iterates) = defl(s)=defl(cr)+[(Ms-Mcr)/(Mn-Mcr)]*[defl(n)-defl(cr)] 0.24 + 0.90 (cracked) 20.3 70 C 185.1 236.0 psf MPH "k "k 1266 in"4 fr = 273.86 psi 243.00 1.50 0.98 0.847 451.8 1.16 282.0 3.18 [Pl(ult)+P2(ult)/2]defl(n) = 276.3 "K 0 Mn = 382.5 "k (iterates) 92.4 0.237 "k in. 203 "k 1.14 in. DESIGN CHECK: Mu = defl(s)= fa = Mcr = rho(p)= 276.3 1.1 57.1 92.4 0.0051 < < < < < 0Mn = L/150 = .04f 'c= 0Mn = .6p(b)= 382.5 2.1 120 382.5 0.0128 11 k in. psi "k DESIGN SUMMARY: WALL OK Wall Thick = 7.50 in. Vert. Reinf. =4-#5 EA FACE Horiz Reinf. = #5 @ 16.5"oc or #3 ties @ 6"oc REAGAN & KRAMER STRUCTURAL ENGINEERS INC. 3002 Dow Avenue, Suite 136 Tustin, CA 92680 (714) 838-6222 FAX: (714) 838-2023 Job No °lo~>O°l Date: Nov-90 Page TILT-UP CONCRETE WALL 1988 UBC 2614(1) MATERIALS: Thick = L(tot)= L(clr)= Width = Eff. d= Reveal= Min % Horiz Min % Vert. v: 3 . 0 jwl ADJACENT OPENINGS 7.5 in. 27.50 feet 26 feet 70 in. 5.5 in. 0.75 in. 0.0025 0.0025 f 'c fyBar # of As H/T = = size= Bars= = 3000 60000 5 6.00 1.86 41.6 psi psi E.F. inA2 Opening Bl = Hi = Opening B2 = H2 = #1 #2 12 14 9 10 feet feet feet feet Min. Horiz Reinf. = # 5 @ 16." o.c, Min. Vert. Reinf. = # 5 @ 16." o.c, VERTICAL LOADS: Roof Bay Width = Roof (DL) Floor (DL) = Floor (LL) Ecc. = t/2 + 3 = 8.00 feet 12.00 psf 0.00 plf 0.00 plf 6.375 in. psf feet "k "k LATERAL LOADS & MOMENTS: SEISMIC V=0.3Wd= 27.19 Seismic Zone 4 Height of M(max) 14.91 M(max) seismic 327.4 Mu (seismic) = 458.4 SECTION PROPERTIES: EC = 3122 ksi Ig = n = 9.29 Ac = NOMINAL MOMENT STRENGTH As(eff)= [P2(ult)+As*fy]/fy= a= [P2(ult)+As*fy]/[0.85*f'c*b]= 0=0.9-2[Pl(ult)+P2(ult)]/[f'c*Ac]= Mn= As(eff)*fy*(d-a/2)= FACTORED ACTUAL MOMENT c= a/0.85= PI(floor/roof DL)= PI (floor LL) = P2(wall above DL)= Pi (ultimate)= P2 |; ultimate) = WIND p=CeCqQsI= Speed (70,80,90) Exposure (B or C) M(max) wind Mu (wind) = 784 Ibs, 0 Ibs, 18629 Ibs, 1098 Ibs, 26081 Ibs, 20.3 70 C 335.9 428.2 psf MPH 11 k "k 2461 472.50 2.29 0.77 0.862 704.1 0.91 in in' fr = 273.86 psi I(cr)= n*As(eff)*(d-c)"2+[b*cA3]/3= 467.0 3.54 "k in in. 0 Mn = 606.7 "k defl(n)= [5*Mu*Lu"2]/[48*Ec*I(cr)] Mu= 1.5*q(ult)*LuA2+ Pl(ult)*e/2 + 458.4 + 3.5 DEFLECTION CHECK (@ service loads) Mcr= fr*Ig/(thk/2) defl(cr)= [5*M(cr)*Lu"2]/[48*Ec*Ig] Ms= 1.5*q*LuA2 + Pl*e/2 + [P1+P2/2 ]def l(s) = 335.9 + 2.50 + 13.3 (iterates) = defl(s)=defl(cr)+[(Ms-Mcr)/(Mn-Mcr)]*[defl(n)-defl(cr)] 0.24 + 1.08 (cracked) \ [Pl(ult)+P2(ult)/2]defl(n) + 47.2 = 509.2 = 179.7 = 0.237 11K "k in, 352 "k 1.32 in, DESIGN CHECK: Mu = defl(s)= fa = Mcr = rho(p)= 509.2 * 1.3 « 41.1 « 179.7 « 0.0039 « c 0Mn = c L/150 = c ,04f'c= C 0Mn = ^ .6p(b)= 606.7 2.1 120 606.7 0.0128 "k in. psi "k DESIGN SUMMARY: WALL OK Wall Thick = 7.50 in. Vert. Reinf .=6-#5 EA FACE Horiz Reinf. = #5 @ 16.5"oc or 13 ties @ 6"oc REAGAN L KRAMER STRUCTURAL ENGINEERS INC R A. K Job No Date Nov-90 Sheet No. pi of TILT-UP CONCRETE WALL MATERIALS 1988 UBC 2614(i v.2.9jwl Thk= Rvl = Lu = f 'c = fy = b = d = e = As = 10 0. 75 27 3000 60000 12 8.125 8 0,266 in . in . feet psi ps i in . in . in. in "2 LOADS. Seismic q=0, PI(floor/roof PI (floor P2(wall above 3Vvd = DL) = LL) = DL) = cone Thk ( 5 @ wt.= net ) = fr = Ec = n = Ig = Ac = 14"o. 37.5 40 0 2062 145 9.25 273 .86 3122 9.29 1000 111.00 c . q( ult ) PKult ) P2(ult ) pc f in. psi ksi in 4 irT2 - = = 28 53 plf M(add'l)= 44 "k 56 Ibs 8/ Ibs.V_ NOMINAL MOMENT STRENGTH As(eff)= LP2(ult)+As*fyJ/fy= 0.31 a= |.P2(ult )+As*fy]/[0.85*f !c*bj = 0.62 o= 0.9-2LPl(ult.)+P2(ult)]/lf'c*AcJ= 0.882 Mn= Asleff)*fv*(d-a/2)= 147.3 oMn= 130.0 FACTORED ACTUAL MOMENT c= a/0.85= Kcr )= n*As(eff )*(d-c )"2+lb*c'3]/3= defl(n)= [5*Mu*Lu"12J/[48*Ec*I(cr ) ] = Mu= 1.5*q(ult)*Lu~2+ Pl(ult)*e/2 + | =57.4 + 0.2 + Mu= 123.1 < e>Mn = 130.0 "k 'k 'k 0.72 161.3 2.67 4in in. ( iterates ) (ult )+P2(ult)/2]defl(n)+ 3.9 + Muladd'l) 61 .6 DEFLECTION CHECK (@ service loads) Mcr= fr*Ig/< thk/2 }= 54.8 "k defl(cr)= [5*M(cr)*Lu"2J/[48*Ec*lg J= 0.192 in Ms= 1.5*q*Lu"2 41.0 Ms= 86 "k deflf s )= defKcr 0, + + Pl*e/2 0.16 + L (Ms-Mcr )/(Mn- 19 + + lPl+P2/2Jdefl(s) + + 1.1 + (iterates) -Mcr)J*Ldefl(n)-defl(cr)J= 0.84 (cracked) = Mladd'l) 44 1.04 in, NOTE THIS IS A COMPREHENSIVE ANALYSIS AS ALLOWED BY UBC 2614(i)2. The full cracked moment of inertia is conservatively used in defl(n). Program iterates 20 times to determine deflections. Moments are related to deflections thru P-delta, and deflections are computed from actual moments. To avoid unnecessary assumptions, a trial & error process is followed 20 repetitive times to convergence. Initial dell. trial=0.0 Add'l References "Yellow Book"-SEASC 6/79 & "Green Book"-SEASC 9/82 fa= 19 < . 04f'c= 120 psi WALL OK Mu= 123.1 < oMn = 130.0 "k > Mcr =54.7 p < 0.6p(bal) defl(s)= 1.0 < L/150= 2.2 in. 0.0024 0.0128 1 0 YsAA UL* w/ $ t^ (3 J4-1'0/. £,,(d , \i^ i\ i^f ^\ f* j*^ » ^ "^ r^ ^-^ \"*" Reagan & Kramer Structural Engineers, Inc 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714)838-6222 FAX (714)838-2023 ft , 3''** N Job No. Date Page A = J0 /A/-/ . -e- ./£. 2- ., c- 3,2, - A > Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714) 838-6222 FAX (714) 838-2023 1. Beam action for footing: < 9(2 ^ 2.T^o-way action for footing: < f V but not greater than 9 4 Vf7" b d Factored loads and soil reaction U = 1.6 U 11.11.1.1 Eq. (11-1) Eq. (11-3) 11.11.1.2 Eq. (11-1) Eq. (11-37) 6IZH THK I Job h Date. Page. *-rr ^~> tii ! i . l i : j Ii M Squired R p _i ~~ cpbdd 0.85 f'C 1 - /I - 2 R = 0.002o = 0,0018 0.85 f Grade 40 for 11:1:! Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 3'-6"SQ c KIN=18' V BH=7<26 V PU=32<92 KIH THK=12' P a = 2 3 .3K HU<F-K>=18.8 USE 5 HO. 4 Si'2£<r7> EQ k'fiY 2.B3 GR9DE 48 :-!ZE<FT> fiS=8.98)8.^4 EiiG CflKFSF) 2888,6« PEPTH<FT>=> 1.58 Fc<PSI>=' 11.83 ld=5.6<13.8' 5'-6"SQ c HIh=18- V EH=29<41 V PU=S9<92 MIH TKK=I2- Pa=57.5 KU<F-K)=47.9 USE 6 HO. 5 Efl HflY GRflDE t9 fiS=l.S4M.35 Ld=13.2<25.8' Job No- Date Page 7•-6"SQ c HIN=l3- V BH=53<84 V PU=166<1&3 HIW THIC=If Pa=107.SK KU<F-K)=i:3.5 USE 3 NO. 5 Efl HflY GRflDE b8 fiS=2.45;2.33 Ld=I3.2<35.5- 9 • - 6 " ; 0 c K'h=!t" V EX=£3<141 V PU=:&t<3lJ Mi' THI^- Pa=174. MF-P=253.< USE 18 HO. t Efi IMV &RQDE 6& 2 ' - 0 " S G' V BH=1<15 V PU=5<Q2 KIK TK^=12- Pa=7.6K KU<F-K)=1.1 USE 3 HO. 4 GpflBE 48 Ld=5.6<4.8' 4'-8 "SO c HiK=i8p V BK=11<38 V PU=44<92 KIH THK=12' Pa=30.4k W<F-K>=16.B USE 3 HO. 5 Efl KflY GRfiDE 68 ' BS=8.92)8.71 Lor=13,2<16.e- 6 ' - 0 " S 0 c KIH»18' V &H=33<5t> V PU=J8«126 KIH M=14- Pa = t-S. 7K c KI V BK V PU filH a=122. 7K 10 ' -0 Pa=l9 USE 6 HO. 5 Efl MY GRflDE &8 fiS=l,84>l.<4 Ld=13.2<28.e- USE 8 h'O. 6 EQ HflY GPflDE bt BS=3.53)2.83 Ld=19.W\3C.8< USE 18 Hi'. EH lifiY 'jffiliE 6R H'>4.4:>4. Lc=19.6<4b -6 "SO V FU=13<92 HIM T^ = 12- Pa=l 1 . KU'.F-K>=2.8 Uvt < NO. 4 Efi HflY GPflDE 48 flS=8.?9>8,&7 4 ' -t."SQ c fi!N=18' V B«=17<34 V PU=57<92 M!N THK=12- Pa=38.5K KU<F-K)=24.2 USE 3 KO. 5 Efl KflY GRfiDE 68 PS=8.92)8.88 6'-6"SO c K!K=!!- V BN=^<61 V PU=125(132 KIH THf'=14" Pa=SO.6K HU<F-K)=81.1 USE 1 NO. 5 Efi KfiY GRfiDE 68 fiS=2.15>1.83 S'-6"SQ c MIH=14' V BH=67<11! V PU=:i3<245 HIH TH^IC' Pa=139.IK «U<F-D=R.2.8 USE 9 HO. 6 EP HflY GRflDE 68 i u • -1. •• s c Pa =21 USE 11 NO. t Efl HAY GfffiDE 68 3 ' - 0 " S 0 c hlh=18' V BK=4<23 V PU=21<92 KIH M=12' Pa=17. IK KUsF-K)=5.6 USE 5 HO. 4 CQ UQVCM Hn I GRfll'E 4S flS=w.98'3,C'S 5 ' -O"SOc niH=ie- V B«=22<33 V FU=73<92 KIH THK=12' Pa=47. 5K KU<F-D=34.7 USE 4 HO. 5 Efl WftY GPflDE 68 fiS= 1.23)8. 97 7' -0"SO c «IK=12' V BH=44<78 V PU=144<181 HIH THK=16' Pa=93.9K HU<F-K)=188.8 USE 7 HO. 5 Efi HflY GRflDE 66 flS=2.J5>1.89 9•-O"SQ c HIN=15' V &K=77<!17 V PU=248<254 HIH M=13- Pa=155.9K «U<F-D=216.2 UCE 9 HO. 6 Efl MY GRME « 1 1 • -Q"SC c «IH=19' V 8«=li:<183 V PU=356C413 «IH M=22' Pa = 234. 9 Efi W Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job r Date. Page. TYP, _ . _, Job No.Reagan & Kramer Structural Engineers, Inc. Date— 3002 Dow Avenue, Suite 136 Tustm, California 92680 Page (714) 838-6222 FAX (714) 838-2023 7'/2./' IV AU- /4 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714)838-6222 FAX (714)838-2023 Job No Date Page.U z -7~73> Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714)838-6222 FAX (714)838-2023 Job Page. ROOF FRAMING NOTES 1 TOP OF WALLS = ABOVE FINISH FLOOR UNLESS OTHERWISE NOTED ON PLAN 2 SEE DETAIL B/SD6 FOR PLYWOOD PANEL LAYOUT 3 SEE ARCHITECTURAL DRAWINGS FOR ROOF DRAIN DETAILS. SKYLIGHT DETAIL. AND ROOF HATCH DETAIL 4 PRIOR TO ANY RE-ROOFING OPERATION. REMOVE EXISTING ROOFING MATERIAL 5. PLYWOOD SHEATHING SHALL BE 1/2" STRUCTURAL 1 PANEL INDEX 32/16 PLYWOOD NAILS SHALL BE 10d COMMON x 2 1/8" LONG FRAMING SHALL BE 3-INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES OR 2 1/2 INCHES ON CENTER. FASTEN PLYWOOD AS FOLLOWS: "BOUNDARY: PNEUTEK SDL45138 PINS AT 4" o.c. OR 10d AT 4" o.c. AS APPLICABLE CONT. PANEL EDGES' 10d AT 4" o.c. OTHER PANEL EDGES: 10d AT 6" o.c. FIELD: 10d AT 12" o.c BOUNDARY: PNEUTEK SDL45138 PINS AT 2 1/2" o.c OR lOd AT 2 1/2" o.c. AS APPLICABLE CONT. PANEL EDGES: lOd AT 2 1/2" o.c OTHER PANEL EDGES- 10d AT 4" o.c. FIELD. 10d AT 12" o c. BOUNDARY: PNEUTEK ,SDL45138 PINS AT 2" o.c OR 10d AT 2" o.c. AS APPLICABLE CONT. PANEL EDGES: 10d AT 2" o.c. OTHER PANEL EDGES: 10d AT 3" o.c. £1ELD: 10d AT 12" o.c. "BOUNDARY. PNEUTEK SDL45138 PINS AT 2" o.c. OR 10d AT 2" o.c. AS APPLICABLE CONT. PANEL EDGES: 10d AT 2" o.c. OTHER PANEL EDGES: 10d AT 3" o.c. WITH 3x MIN. MEMBERS AT PANEL EDGES FIELD- 10d AT 12" o.c. 02102-4 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 job Page. ANGLE PLA-TI-: = OF- - ^ 43 Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714)838-6222 FAX (714)838-2023 Job "° Page ^ _kl_il 503- To Tie' -TO -2. X =. 4-34- x To = 434- X 47 :=. -2. / -Z4-. j: Tc? Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 Job M* ~lO-lO4 Date I Page , £- W/ To PU/2. •2. X ^4; x A/ 5-4 4 NA-lLS P//V/S To X 47 * qt\*> US£ TO Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714) 838-6222 FAX (714) 838-2023 JobJo Date Page 1 fa WALL 'S3) ' Itl TILTUP WALL SHEAR DISTRIBUTION FORCE (KIPS) =121.1 F'c = 3000 psi DIMENSIONS ( PIER WIDTH DEPTH I 26 2 70 3 30 4 30 5 60 84 60 60 60 60 inches ) THICK. 12.00 12.00 12.00 12.00 12.00 FLEXIBILI Flexural 0 0 0 0 0 .00360 .00007 .00085 .00085 .00011 0 0 0 0 0 TY Shear FLEX. SUM STIFFNESS .00024 .00006 .00015 .00015 .00007 0 0 0 0 0 .00384 .00013 .00100 .00100 .00018 260 7669 998 998 5542 .52 .76 .51 .51 .04 PIER FORCE 2.04 60.04 7.82 7.82 i3.39 vl.Ojwl NA NA NA 0.00 Sum Stiff= 15469.35 0.00 M ' bt p*1 -7-LOO H-* REAGAN i KRAMER STRUCTURAL ENGINEERS, INC. 3002 Dow Avenue, Suite 136 Tustin, CA 92680 (714) 838-6222 FAX (714) 838-2023 CONCRETE TILTUP SHEAR-WALLS 1988 LBC Sec. Vu < oVn EQ. 11-1 Sec. Job No Date Page 2625( f ) 2625(h)3 i C/ *" | U^ Nov-90 LI v 1 . 6 j w 1 25-7 2.0 > h/1 > 1 . 5 and Longitudinal req: 0 = 0.6 Vn = A(cv)*[a(c)*sqrt(f'c ) + a(c) = 2.0 (default) or 2.0 p(n)= A(sv)/A(cv) = p(v) > 0 A(sv) = total vertical steel A(cv) = total concrete shear Other limits: Vn < 8*A(cv)*sqrt{f'c ) (upper limit allowed) Vu < 2*A(cv)*sqrt(f'c ) otherwise 2 curtains of steel required Pu/Ac+Mu/s < 0.2*f'c otherwise boundary members required p(n)*fyj EQ < a ( c ) < 3.0 FOR 0025 Transverse area area ts 1988 UBC Sec. 2611 = 0.85*A(vf)*fv*u*R h), EQ. 2625(g 14 11-26 TILTUP PRECAST WALL DOWELS Capacity per dowel = ov(n) A(vf ) = Bar area u = 1.0 for roughened concrete surface 1/4" amplitude. u = 0.6 for normal concrete surface w/o roughening. R = Development reduction factor = Embed./L(dh) Embed=(thk/2)+0.5+dowel diameter (default) L(dh) = fy*dia/(65*sqrt(fc)) but not less than 6 inches 2625(f )2D WALL DOWELS f'c = Wall Wall Wall thk = thk= thk= . 3 7 . 5 10 12 ksi Bar = Bar = Bar = Bar = Bar = Bar = F f ff 4»TT T 1LTr 4 5 4 5 4 5 *4 fy = = 5 fy = Embed . = Embed . = Embed. = Embed. = Embed. = Embed . = 4 4 6 6 7 7 40 60 . 750 .875 .000 .125 .000 . 125 ksi ksi R = R= R= R= R= R= 0. 0. 1 . 0. 1. 0. Ldh= 6.000 Ldh=10. 533 792 463 000 581 000 676 ov( n ) = ov( n ) = ov ( n ) = ov( n ) = ov ( n ) = ov( n ) = in . in . 5 . 7 . 6. 9. 6. 10. u = 38 32 80 19 80 69 = 1.00 kips SHEAR-WALLS Wall ID Thick (in) Length! ft ) V( roof ) V( floor) V( walls ) V( total ) V ( u ) kips 1 p(n) 0 Fy ksi a( c ) 0V ( n ) kips A 7 . 5 39 21.4 36 5 38.7 96.6 35.24 .0025 60 2.0 547 B 7.5 88 93.3 36.5 20.9 150. 7 210.98 0 .0025 60 2.0 1233 SHEAR TRANSFER Dowel size Length! ft ) V(u)/ft Dowel No. Wall ok" 2 curtns9 Dowels Spacng! in ) 4 105 1.29 26 OK NO *4 @ 49.2 4 88 2.40 40 OK NO = 4 @ 26.6 E 7.5 68.5 97.9 0 16. 3 114.2 159.88 0.0025 60 2.0 960 4 68.5 2.33 30 OK NO ?4 @ 27.2 jr 7 . 5 125 26 0 36.3 62.3 87.22 0.0025 60 2.0 1752 4 125 0.70 17 OK NO #4 @ 89.8 1 7.5 120 27 0 29.3 56.3 78.82 0.0025 60 2.0 1682 4 120 0.66 15 OK NO = 4 (s? 95.1 r~2.8 12 5.83 60 0 0* 60 84 0.0025 60 2.0 131 5 17 4 94 8 OK NO = 5 @ 24.4 <?e.€. -succT (_&> 6 10 220 78.8 0 69 147.8 206.92 0.0025 60 2 .0 4111 4 220 0.94 31 OK NO s4 @ 85 .4 Reagan & Kramer. Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustm, California 92680 (714)838-6222 FAX (714)838-2023 \/ ^.56(64,1^7,5)^' r /y -z, ^ \/ - /^% V Job Page. -1 3 D D D 0 D D 0 C3 D D b o • - ' -- D i r { +28/7) = ll, 11-5 4, >!"" ± 5^g> , , , ;•-,-; .--.-j | ,-j Reagan & Kramer Structural Engineers,|nc. 3002 Dow.Avenue, Suite.136. J.J _; .-..; :.j 1..; j .-..-Tustin,-California 92680--.;-'..._; _j~.-;._i_J__'.._I__L.L. J: ... (714)838-6222 -FAX : (714) 838-2023' : '--i ' i - ' -• :—-1- .1 :...J . ..j .. i j.... . j ' - l>.r:i! ; 1 i.,. -r... ..|... !,,. ..r. i^7 J_J. + ; Job No_4—i. .ura-u-i-- -rBxf T£^M_ _i_I_|_j J^X^^ H.j__ a..;... •y---: -, -• ... panr "i^Mrrcn'tT i:" •'' ft-H-t-t-i .. _ j ... ,. |..-.. -. -:-y | - '• 1 ' .j . ...i '_! ' Jur.rc.-'.ry."" f • " ! * i i ' '• , \ -i— — — - ;— - 1_._.. .. ,... . ......... . . .. ..^ ; ^•-- *. . . ' . » - - .«•--. - i ~-i :Redgon& Qtim&rtirj: L 'Structured Encriii&Grs. In J3OJ2'Dow Avenue. Suite 136 'JJ 'YL _Iusun,' California 92680 i i _U J_ i. (714)838-6222 FAX-(714) 838-2023 I :T-r ::;;::: r . ; ; ! i 1 i i : . 1 ! _.-.._ r - rl~; ~-T-]T TV- r ! •'r " •i .1 ; 4-4.---'_n H-'.'.. i... - , > (...'.--• : n>» .ill 1- 'Art n ' • - : i, • pfcSsfe^^ -T '.. I ,-. ~ ' ' .f I^" T - -;.~ " + £>(o O) S ~±£(ei,,&l&<)i~i--r- -Z&O3T5>l/4^..l*Jl5f.i±^-7«Z- - '- r' •' ,.- ....].......^j..,.. j..;.......'.l_L-i'_4_JJ.. : :;--;---M-t-r- - -i "j—-~ ' "ri)'i''! T'':'.~ I".'.~t2\ j ; L_,..j._;...;...; \ V I : I . i vJi*L_.; ' . ' .... .... , , r .,.,., ....... _ ; •". ••• r* *• --^—-rh- ;---- Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue. Suite 136 Tushn, California 92680 (714)838-6222 FAX (714)838-2023 Job No—- Page.L GRADE BEAM ANALYSIS: P (OT)= 37.6 kips P1(DL)= 132 kips P2(DL)= 132 kips xi = X2 = a = Length = 1 feet 1 feet 88 feet 90 feet Width = 30 inches Depth = 12 inches Grade Beam Wt= 33.75 kips Total Weight = 297.75 kips v:0.Ijwl /'I Kt LATERAL FROM THE RIGHT <- M (OT)= 3308.8 ft-k M (R)= 13398. ft-k RP = 33.89 feet middle 1/3 SP(max)= 2.30 ksf LATERAL FROM THE LEFT -> M (OT)= 3308.8 ft-k M (R) = 13398. ft-k RP = 33.89 feet middle 1/3 SP(max)= 2.30 ksf GRADE BEAM ANALYSIS: P (OT)= 43.7 kips P1(DL)= 94.6 kips P2(DL)= 94.6 kips v.O.ljwl XI = X2 = a = Length 1.5 feet 1.5 feet 68 feet 71 feet Width = 30 inches Depth = 12 inches Grade Beam Wt= 26.625 kips Total Weight = 215.82 kips LATERAL FROM THE RIGHT <- M (OT)= 2971.6 ft-k M (R)= 7661.7 ft-k RP = 21.73 feet outside 1/3 SP(max)= 2.65 ksf LATERAL FROM THE LEFT -> M (OT)= 2971.6 ft-k M (R)= 7661.7 ft-k RP = 21.73 feet outside 1/3 SP(max)= 2.65 ksf Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustin, California 92680 (714)838-6222 FAX (714)838-2023 Job No- Date Page. DEPRFSSTtTQ DOCK \x£ r <Zf2.iTZne-tA : 4 P= 45* x 5 "3-0 /.44-x4 0-TAXl = x 6 = AS" = OK ,53 5. P. ~ 2x 5 x/ 15 y Reagan & Kramer Structural Engineers, Inc. 3002 Dow Avenue, Suite 136 Tustln, California 92680 (714) 838-6222 FAX: (714) 838-2023 Job No. Date Page f> . 2 ' 2/7 '- 3/7 *!•*- 2. * •, T x . \(2. z: .13 •tf "7 I I I I I I I I I I I I I I I I I GEOTECHNICAL REPORT OF ROUGH GRADING Industrial Buildinq Lot 6 Cosmos Court Carlsbad, California Client: Axiom Development Company 282O2 Cabot Road, Suite 260 Laquna Niquel , California 92677 Job No. 54OB June 26, 1991 JUN271991 C1TY OF CARLSBAD DEVELOP. PROC. SERV. DiV. I I I I I I I I I I I I I I I 1 I I FABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 SITE DESCRIPTION 1 3.0 EARTHWORK CONSTRUCTION SUMMARY 1 3.1 Site Preparation 1 3.1.1 Clearing, Grubbinq, and Abandonments— 1 3.1.2 Building Area Grading 2 3.2 Compacted Fills 2 3.3 Cut Slopes 2 3.4 Fill Materials 3 4.0 TESTING PROCEDURES 3 5.0 CONCLUSIONS AND RECOMMENDATIONS 3 5.1 Foundation Design 3 5.1.1 Soil Bearing 3 5.1.2 Lateral Soil Pressure 4 5.2 Retaining Wall Design 4 5.3 Seismic Design 4 5.4 Expansive Soils 5 5.5 Soluble Sul-Fates 5 5.6 Corrosion Potential 5 5.7 Slope Stability 6 5.S Construction 6 5.8.1 Foundation Construction 6 5.8.2 Concrete Slab Construction 6 5.8.3 Tilt Up Construction 7 5.8.4 Utility Trench Back-fill 8 5.9 Pavement Design 8 5.10 Observations During Remaining Construction 9 6.0 OPINION OF COMPLIANCE AND CLOSURE 9 7.0 REFERENCES 11 APPENDIX Table o-f Test Results A Test Locations B I I I I I I I I I I 1 I 1 I I I I I 540Bru-f.qra Page i l.O INTRODUCTION This report presents the results o-f our qeotechnical observations and testing performed during the rouqh qradinq o-f Lot 6 located in the city o-f Carlsbad. Planned -for construction is a concrete tilt-up industrial buildinq with a partial second story mezzanine level. Associated landscapinq, automobile parkinq, driveways, depressed truck well, and a truck ramp are also proposed. It is expected that the structure will be supported on both continuous and pad -footings with si ab-on-qrade concrete •f 1 oors . 2.O SITE DESCRIPTION This property covers an area o-f about 2.63 acres has been desiqnated as Andrex Development, Lot 6. The site is rectanqular in shape and is bordered by ascendinq slopes to the east and south, descendinq slope to the west, Cosmos Court to the northwest and an existing parkinq lot to the northeast. The ascendinq slopes are inclined at a qradient o-f about 1.5 horizontal to 1 vertical and are 8 to 32 -feet hiqh. The descendinq slope is inclined at a qradient o-f about 2:1 (horizontal to vertical) and is on the order o-f 5 -feet high. Located within a -fully developed commercia 1/industrial area, the site is the only vacant lot along Cosmos Court. The site was previously qraded into two general areas and the proposed building area was higher than the surrounding landscaping and parking areas. During our -field exploration, we noted that there are two -fzre hydrants each located in the northeastern and southwestern corners o-f the site. An existinq asphaltic concrete parkinq area was constructed along the west property 1 me. Prior to qradinq, the site was covered with a moderate qrowth o-f weeds and contained some stockpiled debris near the southern property line. 3.O EARTHWORK CONSTRUCTION SUMMARY 3.1 Site Preparation 3.1.1 Clearing, Grubbinq, and Abandonments Prior to qradinq and the placement o-f compacted -fill, the buildinq areas were stripped and cleared o-f existing veqetation and previously existing debris and structures. This material was disposed o-f outside the buildinq limits. Old concrete rubble, asphaltic concrete, was crushed and incorporated within the -fill. V-Y. =-—«--.L -j^^'frS? •-•' "•* *MA.*<: /N^-T*I ••''^mmJt U.S.G.S. TOPOGRAPHIC MAP KENNETH G. OSBORNE & ASSOCIATES I I I I I I I I I I I I I I I I I I I 540Sruf.qra Page 2 3.1.2 Building Area Grading The qradinq included the -following: 1. The natural soils in areas to receive -fill outside the building area was scarified and compacted to a depth o-f 6 inches below the existing sur-face after clearing and grubbing. 2. The existing soils in the -fill portions of building area were overexcavated and recompacted to a depth o-f 36 inches below -finish pad grade prior to placing new compacted -fill. 3. The existing soils in the cut portions o-f building area was overexcavated and recompacted to a depth o-f 36 inches below the finished pad grade after excavating to pad grade. 4. The existing soil within the building perimeter continuous footing area was over-excavated at least 7 feet below bottom of footing or to competent bedrock, whichever was shallower. Along the west building line, removals of up to 10 to 15 feet below finished pad grade was reguired to remove compressible unsuitable earth materials. 5. All scarifications and removals extended to a distance of at least 5 feet beyond all footing edges. 6. The upper 2 foot portion of the building pad was constructed with imported non—expansive fill soil. Fill placed immediately below the non-expansive fill blanket was moisture conditioned from 4 to 6 percent above optimum moisture. 3.2 Compacted Fills The fill was placed in lifts of about six inches in thickness, moisture conditioned to near or above optimum moisture, and compacted to at least 90 percent of the maximum density. The fill was placed using a Caterpillar 623 paddlewheel scraper and bottom dump trucks and compacted by a bulldozer pulling a sheepsfoot roller. Additional compaction effort was applied by wheel-rol1ing with the grading equipment. Moisture needed for compaction was supplied with a 25OO gallon water truck. 3.3 Cut Slopes It is our opinion, based on our previously submitted calculations and observations during qradinq that the ascending eastern cut slope is both grossly and surficially stable and should remain stable with proper maintenance. I I I I I I I I I I I I I I I I I 54O8ruf.qra Paqe 3 3.4 Fill Materials The -Fill material consisted o-f both on site and imported soils. The on site materials are classified as silty clay, clayey silt, and silty sand while the import consisted o-f si 1ty sand . 4.O TESTING PROCEDURES The -following test procedures were used durinq the grading o-f the subject site. In Place Density ASTM D-1556 ASTM D-2937 Maximum DensityVOptimum Moisture ASTM D-1557 Expansion Index LJBC 29-2 Soluble Sul-fate Content ASTM D-516 The results o-f tests are shown on the attached "Table of Test Results" or are presented in the text o-f this report. 5.0 CONCLUSIONS AND RECOMMENDATIONS It is the opinion o-f this o-f-fice that the subject site is suitable -for support of the proposed development without detrimental effects on the adjacent properties. The building construction, backfilling, and other construction supported by the earth materials should be conducted in accordance with the provisions of the Uniform Building Code (U.B.C.), including Chapters 23 and 70, as adopted by the controlling aqency and the following recommendations. 5.1 Foundation Design 5.1.1 Soil Bearinq The soil and bedrock materials on this site are considered suitable for the support of the proposed structures using conventional shallow continuous and/or pad footings. Footings may be desiqned usinq an allowable bearing value of 2OOO pounds per square foot for footinqs placed to a minimum width of 12 inches and a minimum depth of 18 inches below the lowest adjacent finished grade. An increase o-f 1/3 of the above bearinq value is permissible for short duration wind or seismic loading. Deeper footinqs may be recommended elsewhere in this report due to expansive soil or other considerations. The above bearinq values have been based 'on footinqs placed into approved compacted fill or bedrock. I I I I I I I I I I I I I I I I I 54O8ruf .gra Page 4 These bearing values are considered to be net values and as a result the weight of the -footings (and/or) back-fill above the -footings may be ignored in calculating the -footing 1oads. 5.1.2 Lateral Soil Pressure For purposes o-f resisting lateral -forces, an allowable lateral soil pressure o-f 30O pounds per sguare -foot per -foot o-f depth may be used -for the design. A coe-f-f icient o-f -friction o-f 0.40 may be used -for concrete placed directly on the natural soils or compacted -fill. These values may be combined without reduction -for resisting lateral -forces. An increase o-f 1/3 o-f the above values may be used -for short term wind or seismic loads. The above values are based on -footings placed directly against bedrock or previously compacted -fill. In the case where -footing sides are -formed, all back-fill against -footings should be compacted to at least 90 percent o-f maximum density. 5.2 Retaining Wall Design Retaining walls may be designed using the -following parameters: Bearing - 20OO ps-f (See Soil Bearing section above) Active Earth Pressure (Canti1evered Walls) Back-fill sloping at 1.5 to 1 - 60 ps-f/-ft Passive Earth Pressure - 300 ps-f/-ft Sliding Coefficient - 0.40 Sliding friction and passive resistance may be combined without reduction in calculating the total lateral resistance. Passive pressures may be assumed to become constant at a value of 5 times the above values below a depth of 5 feet. All retaining wall backfill should consist of soil with an expansion index of 2O or less. The soils existing on the site were found to possess high expansion potential. These soils should not be used for backfill of retaining walls. Retaining walls should be provided with adeguate drainage to minimize hydrostatic pressures. 5.3 Seismic Design Seismic design of the structures should be performed using criteria presented in the Uniform Building Code for Zone 4 seismic conditions. I I I I I I I I I I I I I I I I I I I I I 5408ru-f.qra Page 5 5.4 Expansive Soils The results o-F tests indicate that the soils within the upper portions o-f the building pad possess very low expansion potential. The test results are as -Follows: Location Import Import-building pad -finish grade Expansion Index 3 4 As a considered result, necessary no special design -for expansive soils or construction on this project. is It is important that drainage patterns established during -finish grading o-f the site be maintained throughout the li-fe o-f the structures. Property owners should be aware that altering drainage patterns during landscaping or at any other time can a-f-fect the per-formance o-f the structures and other site improvements. In addition, variations in irrigation and seasonal rain-fall can also a-f-fect the performance o-f on site -facilities. 5.5 Soluble Sulfates The results o-f tests show that the on-site soils possess severe concentrations o-f soluble sul-fates. The test results are as follows: Sample Location B-2Q1 7. Soluble Sul -fates O.6O A soluble sul-fate content in excess o-f 0.10 percent is considered to be potentially detrimental to most standard concrete mixes. As a result, design o-f Portland cement concrete mixes should be per-formed by an engineer specializing in concrete products and the methods available to resist sul-fate attack. All concrete in contact with soils should meet or exceed the reguirements o-f Chapter 26 and Table 26-A-6 o-f the Uni-form Building Code. 5.6 Corrosion Potential Representative soil samples have been tested by Anaheim Test Laboratory to determine the potential -for corrosion o-f metal pipes due to the soils on the site. The test results indicate that the soils are very corrosive. The test results are as -follows: Sample Location B-2@l PH 7. 13 Soluble Chiorides 800 ppm Minimum Resistivity 600 'ohm/cm max I I I I I I I I I I I I I I I I I 54OBruf.qra Paqe 6 I -f additional information is needed, a. Corrosion Engineer should be consulted for specific recommendations concerning the buried pipes on this project. 5.7 Slope Stability All Permanent slopes, as constructed, are considered to be both grossly and surficially stable, and with proper maintenance and under normal conditions are expected to remain stable. It is advised that piping for irrigation systems for slopes should be placed on the surface in lieu of in trenches. Exposed cut and fill slope surfaces will be susceptible to erosion. To minimize surficial erosion, water must be prevented from draining onto slope faces and the slopes should be planted with drought tolerant vegetation as soon as possible. Care should be taken to maintain as uniform a moisture content as possible in the slopes to reduce the potential for softening, strength loss, and possible failure of the slopes. 5.8 Construction 5.S.I Foundation Construction All foundation excavations should be observed by the project soils engineer prior to the placement of forms, reinforcement, or concrete. The excavations should be trimmed neat, level, and square. All loose, sloughed, or moisture softened soil should be removed prior to concrete piacement. Excavated material from footing excavations should not be placed in slab-on-grade areas unless properly compacted and tested. 5.8.2 Concrete Slab Construction It is our opinion that concrete floor slabs in areas to receive carpet, tile, or other moisture sensitive coverings should be constructed over a 6 mil plastic vapor barrier membrane. The plastic membrane should be properly lapped, sealed, and protected with at least a two inch thick layer of sand. The sand layer should be compacted and moistened just prior to placing concrete. It is cautioned that slabs in areas to receive ceramic tile or other rigid, crack sensitive floor coverings must be designed and constructed to minimize hairline cracking. Extra reinforcing and careful control of concrete slump to minimize concrete shrinkage are recommended. Wherever the floor slab is to be subjected to traffic loading such as forklifts, especially those with hard rubber wheels, the performance of the floor slab is critical with respect to movements between adjacent slab areas and spallinq I I I I I I I I I I I I I I I I I I I 5408ruf.gra Page 7 of joints. Proper design and construction to provide shear trans-Fer between adjacent slab units and proper joint details is critical to proper service of these -floors. Proper control o-f concrete slump and curing to minimize slab "curlinq" and the resultant voids under the slab is also critica1. The -following geotechnical recommendations are presented -for your consideration: 1. The -finished grade o-f the building pad should be made by over-filling and cutting back to a -firm, compact sur-face. The required depth o-f over-filling will depend on the soil types, contractors equipment, and other -f ac tors . 2. I-f an adequately compacted sur-face can not be maintained, the use o-f a 4 inch thick layer o-f compacted aqqreqate base should be considered below the siab. 3. The concrete contractor and underground subcontractors should be prohibited -from placing excess soil -from excavations on the building pad unless these materials are compacted and tested. 4. The project structural engineer should be consulted reqardinq the desiqn o-f the slab thickness, rein-forcing, and joint design spacing and details. A coe-f-f icient o-f subqrade reaction (K value) o-f 175 psi/inch may be used -for desiqn o-f the concrete -f 1 oor s 1 abs . ' 5.8.3 Tilt Up Considerations Special precautions should be taken to distribute the loads during tilting o-f concrete panels on continuous footings. This may be accomplished by tiltinq the panel on two conventional end pads and driving shims or placing additional grout pads between the panel and the -footing at intervals closely spaced enough to trans-fer the load to the footing between the end pads. The intermediate supports should consist of materials capable of transferring the load to the footinq without crushing. Alternative methods accomplishing the same load distribution may be used in lieu of the above method. Failure of the contractor to properly distribute the load onto the footing during tilting of panels may cause a failure of the footinq. Consideration should be given to probable slab damage resulting from crane loads during the tilting of panels. Extreme caution should be exercised to insure adequate distribution of crane loads by using a sufficient area of cribbing beneath crane outriggers to prevent cracking of the slab. If at all possible, panels should be tilted from the outside of the building. I I I I I I I I I I I I I 1 I I I 5409ru-f . qra Paqe 8 5.8.4 Utility Trench Backfill Materials to be used for backfillinq utility trenches may consist of imported sand having a sand equivalent < SE) of 40 or more, or excavated soil, at the contractors option. Soil used for backfill should be placed in thin lifts and each lift should be mechanically compacted to at least 90 percent relative compaction and tested by the soil enqineer. This firm will give an opinion backfill of utility trenches only if are observed durinq the backfillinq are obtained as the work proqresses. of the adequacy of the the backfill operations work and only if tests If testinq is performed after all backfillinq is complete, without the benefit of observation of the work, only the test results at the test locations can be reported. It should be noted that the City of Carlsbad requires that the compaction of all utility trench backfills be tested and commented on by the project soil enqineer prior to final completion of the project and issuance of a certificate of occupancy. No surcharqe loads should be permitted above unshored or unretained excavations. This includes, but is not limited to vehicles carryinq material or stockpiles of lumber, concrete block, or soil. Drainaqe above excavations must be directed away from the banks. Care must be taken to prevent saturation of the soils. 5.9 Pavement Design The stability of the determined by performinq "R" California Test Method 3O1G. follows: soil at the site has been Value tests in accordance with The results of the tests are as Based on the test results and our estimate of traffic conditions, the following pavement sections have been computed in accordance with State of California design procedures. Location Auto & Liqht Truck Parkinq Stalls Heavy Truck Driveways Traffic I ndex 4.5 5.5 Pavemen t Section 2-l/2"AC/8-l/2"AB or 3"AC/7-l/2"AB 3-l/2"AC/10"AB or 5"AC/7"AB I I I I I I I I I I I I I I I I I I I 5408ruf.qra Page It is assumed in these designs that the subqrade soils immediately below the aggregate base will be compacted to at least 9O percent relative compaction. Subgrade soils shall be compacted to a depth of at least 12 inches below -final subgrade elevation. Final subgrade compaction shall be performed just prior to placing aggregate base after compaction and testing o-f all utility trench back-fills. Unless otherwise specified by others, aggregate base should con-form to either Processed Miscellaneous Base as per the Standard Specifications for Public Works Construction, latest edition or Class II Aggregate Base as per Caltrans Specifications, latest edition. Aggregate base should be compacted to at least 95 percent of the maximum density determined in accordance with California Test Method 216. Unless otherwise specified by others, asphaltic concrete (AC) should conform to Section 39 of the State of California, Caltrans Standard Specifications, latest edition. Asphaltic concrete should be Type B, 1/2 inch maximum size, medium graded. Since this design is based on assumed traffic data, this office should be notified if definite information becomes available which warrants an alteration of the design sections. This pavement design may be subject to approval by the governing agency who may have minimum sections in excess of those presented above. 5.10 Observations During Remaining Construction All remaining grading and fill compaction should be observed and/or tested by this firm, including installation of special drainage devices, retaining wall backfills, utility trench backfills, and pavement subgrade and aggregate base, if applicable. 6.O OPINION OF COMPLIANCE AND CLOSURE It is the opinion of this firm that the grading described in this report was performed in accordance with the recommendations of this firm and the (city of Carlsbad grading code. Based on the results of our testing and observations, it is our opinion that all fills have been compacted to at least 90 percent of maximum density, and that the graded areas are suitable for their intended use. This report is issued with the understanding that it is the responsibility of the owner or his representative to review the recommendations presented herein and to authorize the other design consultants and contractors to perform such work as necessary to comply with the recommendations as well as to inform this firm when necessary additional observations or testing are needed. I I I I I I I I I I I I I 1 I I I 1 I 54O8ru-F .qra Page 10 Our -Findings and recommendations were obtained in accordance with generally accepted current pro-f essional principles and practice in geotechnical engineering. We make no other warranty, either expressed or implied. This report is subject to review by the controlling governing authorities for the subject project. Respectfully submitted, KENNETH G. OSBORNE & ASSOCIATES .. .I33§ JRC:LAS:rrk R. Colema "G.E. 229 5408ru-f.gra Page 11 I I I I I I I I I I I I I I I I 7.O REFERENCES • 1. Geotechnical Investigation by Kenneth G. Qsborne & Associates. 2. Two Paqe Memo dated January 31, 1991 -from Paci-fic Rim Engineering, Inc. with attached comments -from City o-f Carlsbad, and with Peer Review Tasks -for Soils Reports. 3. Responses to City Comments letter dated February 5, 1991. 4. City Responses to Re-ference 3, above. 5. Responses to Additional City Comments, dated February 21, 1991 . 6. Pavement Design Sections, Industrial Building, dated March 1, 1991, by Kenneth G. Qsborne & Associates. I I I I I I I I I I I I I I I I -D Lu if .1 IH1 I—LU Z UJ T! ^ uQ-F •H UJIT! •-< I-H »—{ L.LJ•F H 0OJ p' £ mE<1> LL ffl Q.-I E (U OLi. LJ - t' Lu 3 Z1— O IP I <_< Q. H £. LJ <'it '""'Q y- C -j•j~i t— E «J~ { !JI -t-' I Zj O ZLO '_< 0;CJLU EZQu - Q.I LD J> O t-Z H LU LO H -F d' ZLUQ 0 I- Ck. 1— -CE _i OjQ a. C!a: LL -_D -.-. a en E UJ A Z Ml flf jLl *~- -j-1 -t- 'v, . . rM O 3E: lit ~ i! T3Qi — i OF -t-' rH UJ LL •-! O ZT Hffi u f-H . +•' 1- J-Za< UJ -Fw•I Of G_•F rr*WK- t- o Lu '_' wE: u LJ !— LJ > r- jf j r j LuLu I—-Oi. 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L1' U J U"1 LO J3 i5 ^ Jj ^j J iZ1 ^Z1 *J i1 ^ ^5 O Jj JJ -i iZ» P -_D -iJ P P P P P P JJ J) -Z f^ pf j oj oj -j oj oj oj oj oj oj f j f j oj oj oj oj oj ;-j oj oj oj oj r j cj r j r j oj oj OJ f J f j oj oj oj oj oj O CO OO 00 If'' 00 -H f J CT> 00 OJ OO f J 00 f J T \T ul 00 iH f J 00 00 v2 J LO 00 P Jl T TT in 00 00 (Tl T o en o T o c M u" cc H f rr p T T- H o" T o T o r IP u" IP y in u ^ p p JD p ,i^ in U"J L>1 IP J i3 L"-J IP IP J J3 U~i IP LP £< J Jj J £' ^3 J .jC' i3 JJ J -J J J I> J J J -cD 43 &OJ OJ OJ f J OJ OJ OJ OJ OJ OJ f J '-'J f J f J OJ CJ OJ OJ f J f j OJ <M OJ OJ OJ f J f J OJ OJ OJ OJ r-.J OJ OJ OJ OJ CTi CP 'Ti CJlZ C C Z CD CD CD <JUoc>Q Q <r 'j -a: -iLUuJUJUJ<E<rCli Cii ISL Oi LU LU co-< 0")-Frou0 T3T3 C C O"1 0t O"1 O"1 O"1 LuLUCCCCC«-» i-* i-* ^-* »-i O"< i"Ti O"1 O"1 O"'-'™* -H ~H -H -H H H H H *^T •*! CD C3 CD O Q- Q- CD CD -F-F-F-F-F C C C Z C-F O 0 O Oh-h-H-l-OO ZZZZ • • ZZOOOOO-i^rt^^OOOOOOOOO_J_J OHHHHQQ QQHHOOOOO-F-H-'-F-F-FOU-U-U-LLOOaO <T1-HI-F-_I_J _l _l I- I-- -Lu.U.U,LL.lj.OOgOOu- LLU.Luu-LULUClQ.aOOOHHQHl-10a j£-ii: LL.LULLU.LI- . . . ! • I-I- • • H H Q. • LL LL U. LL CD flj 0. CD OJ LL U. CLCLZIZIZIZIZI LULULULULUCOCOLULUCOCO 3.LULU • •nzizzzzznzizinzizzzzzzizizr • .ZTZLULULULULULUIIUJIICOLUZLU CO u'J h-1- iP CO I- CO t- t- h- CO i/> I- I- CO OT CO H- H- I H OJ f-l T UT -JD P- 00 en • t- UJ H- CO I- t- CO i/i in K CO CO I- I- 0!JJ3 •> \. 0)I—5 T3C tS(0 LLH flj-FII da.CO oa ro i— •-• i-l TM rH rM iH ^ tH 0 J C\i OJ OJ 0 J C J C J OJ OJ OJ O1 00 00 01 00 M 00 (A UQJ a, I EXPLANATION ;i LIMITS OF OVEREXCAftnON•:,-•:, i^-A - •"•- • - i-: DEHSITY TEST KENNETH G. OSBORNE r TEST LOCATION MAP LAS AXIOM DEVELOPMENT COMPANY 28202 CABOT RD SUITE 260 LAGUNA NIGUEL CALIFORNIA 92677 / FAX (714) 643-5824 / (714) 643-5822 Axiom Development Company August 29, 1991 Mr. Carter Darnell Building Department City of Carlsbad 2075 Las Palmas Drive Carlsbad, California 92009 Subject: Permit No. 90-1860 2293 Cosmos Court Dear carter: Enclosed is certificate of Conformance along with all attachments issued by American Institute of Timber Construction submitted by Pacific Timber Structures, Inc. If you have any questions, please do not hesitate to call Very truly yours, AXIOM DEVELOPMENT Christina Pisarik, C.P.M. Vice President CP/rt Encl. AXIOM DEVELOPMENT COMPANY 28202 CABOT RD SUITE 260 LAGUNA NIGUEL CALIFORNIA 92677 / FAX (714) 643-5824 / (714) 643-5822 Axiom Development Company August 29, 1991 Mr. Carter Darnell Building Department City of Carlsbad 2075 Las Palmas Drive Carlsbad, California 92009 Subject: Permit No. 90-1860 2293 Cosmos Court Dear carter: Enclosed is certificate of Conformance along with all attachments issued by American Institute of Timber Construction submitted by Pacific Timber Structures, Inc. If you have any questions, please do not hesitate to call. Very truly yours, AXIOM DEVELOPMENT COMPANY / /< Christina Pisarik, C.P.M. Vice President CP/rt Encl. RB£il¥iR\* RECEIVED AU6 2 3 891 CONFORMANCE /£ UNDERSIGNED MANUFACTURER HEREBY CERTIFIES that the products identified below and on attached sheets Nos are marked with the Collective Mark of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AlTC) and were manufactured in conformance with applicable provisions of American National Standard ANSI/AITC A190 1-1983, Structural Glued Laminated Timber, and that such manufacture has been at our plant m r-inO.NA. U .1 ( which plant has a quality control system approved by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION and inspected periodically by such Bureau The manufacture of these members complies with the manufacturing and fabricating provisions of Chapter 25 of the Uniform Building Code JOB NAME PACiriC iIMOER STRUCTURES INC. JOB LOCATION CAkLSBAiV, CA CUSTOMER S ORDER NO 101 5~~>. DATE 8/1 9/V I MFGR S ORDER NO jU3 IMP Appr., LOAD Wrap, ENDS Seal SIGNATURE ..COMPANY GLU-LAK TECHNOLOGY, INC TITLE QUALITY {.Oi'JTROL 391)9 South 3QOQ West OATF 8/19/91 AITC HEREB Y CER TIFIES that the said company at its said plant is licensed by the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION to use the AlTC Collective Mark in respect of products which comply with applicable provisions of said Standard, that the adequacy of the quality control system in effect at said plant is periodically inspected and verified by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, and that, in the judgment of AlTC, said company is capable of complying with applicable manufacturing and testing provisions of said Standard in respect of products manufactured at said plant Conformance with the Standard in respect of any specific or particular product is the sole responsibility of the manufacturer, AITC's guarantee hereunder being that the said company is qualified to produce a product meeting the said Standard and that its plant is periodically inspected and verified by the AlTC Inspection Bureau v ^\ <?>;.. SEAL 1952 AlTC Certificate No 303848 A AMERICAN INSTITUTE OF TIMBER CONSTRUCTION 1983 AMERICAN INSTITUTE OF TIMBER CONSTRUCTION AlTC FORM IBCA OF SHIPPING JAlIc! CERTIFICATE QUALIFIED LICENSEE The glued laminated timbers included in this shipment as identified below or on the attached bill of lading or shipping document and bearing the AITC Quality Inspected Mark comply with the applicable job specifica- tions When the job has been completed, a Certificate of Conformance in the form of the specimen shown on the reverse side will be issued Job Name AXIOM PARTNERS AIRPORT Job Local Customei The follov Lumber ! Member Identi- fication FB1 FB2 FB3 FB4 FB5 FB6 B4 85 B6 B7 BS P- ?11 Unn CARLSBAD. CA r's Order No 1013-3 Dated 8/19/91 Mfgr's Order No 503 wing identifies the members and gives the basic specifications that were Species- DOUG FIR - LARCH Quantity 1 5 1 5 1 5 1 3 1 5 1 S 2 6 2 A 3 6 1 A 1 rS Size 1/3x18x17-11-1/2 1/8x16 1/2x20-6 1/8x19 1/2x18 1/8x18x32 1/8x18x18-3 1/8x18x23-3 3/4x25 1/2x58-0 3/4x18x24-3 3/4x22 1/2x30-3 3/4x22 1/2x28-3 3/4x27x45-4 AITC Licensed Plant No GLU-LA/i TECHNOLOGY, IMC. Combl- Adhesive nation Type 24FV4 ResorcinoL 24FV4 ResorcinoL 24FV4 ResorcinoL 24FV4 ResorcinoL 24FV4 ResorcinoL 24FV4 iResorcVnoL *. \ ' •---* - - 24FVS ResorcinoL 24fV4 ResorcinoL 24FV4 ResorcinoL 24FV4 ResorcinoL 24FV8 ResorcinoL LYNN JLiDQ Plant Quality Control 8/19/91 used on this job Appear ance Camber Grade Ind 6 Ind 0 Ind 0 Ind 0 Ind 0 Ind 8 Ind SPEC Ind 900 1 ind unn 11/4 Ind 1200 1 Ind SPEC Supervisor Company Date AITC Form IBSC 1978 American Institute of Timber Construction OF SHIPPING JAJJCi CERTIFICATE QUALIFIED LICENSEE The glued laminated timbers included in this shipment as identified below or on the attached bill of lading or shipping document and bearing the AITC Quality Inspected Mark comply with the applicable job specifica- tions When the job has been completed, a Certificate of Conformance in the form of the specimen shown on the reverse side will be issued Job Narm Job Locati Customer' The follow Lumber S Member Identi- fication B5 B8 39 B10 P13 P1 P2 P3 P4 P5 P- ,„ AXIOM PARTNERS AIRPORT lon CARLSBAD, CA 's Order No 1013-3 Dateri 8/19/91 Mfgr's Order No 503 ring identifies the members and gives the basic specifications that were used on this job Ipecies: nnur, FTP - tARCH Quantity Size -> A -SMy?* 1/?vS1-A 1 6 3/4x42x67-0 1 6 3/4x33x57-4 2 6 3/4x33x57-1-1/2 1 6 3/4x34 1/2x57-1-1/2 1 5 1/8x21x41-5 1 3 1/8x25 1/2x21-3 1 5 1/8x24x37-3 1 3 1/8x25 1/2x40-9 1 5 1/3x24x47-9 o 3 1/8x^5 1/2x47-9 AITC Licensed Plant No GLU-LA.-i TtCH.JOLOCA, I,«C. Combl- Adhesive Appeaf-, ancenation Type Qrade ?4F\/R Resorcinnl Tnri 24FV8 Resorcinol Tnri J>4FV8 Resorcinol TH^ 24FV8 Rpsorcinol Ind 24FV8 Resoroinol Ind 24FV4 Resorcinol Ind 24FV4 Rusorclnol Ind •• V ' j- 24FV4 Resorcinol Ind 24FV4 R&sorcinoL Ind 24FV4 Resorcinol Ind 24FV4 R^somnol Ind 1 Yfsiisi JUDD Plant Quality Control Supervisor 8/19/91 Camber SPEC SPFf SPFP. SPEC SPEC 1300 2 700 1 1400 11/2 1700 11/2 2300 11/2 170H ? Company Date AITC Form IBSC © 1978 American Institute of Timber Construction .VJTE OF TIMfi, SHIPPING CERTIFICATE QUALIFIED LICENSEE The glued laminated timbers included in this shipment as identified below or on the attached bill of lading or shipping document and bearing the AITC Quality Inspected Mark comply with the applicable job specifica- tions When the job has been completed, a Certificate of Conformance in the form of the specimen shown on the reverse side will be issued Job Name.AXIOM PARTNERS AIRPORT Job Location CARLSBAD. CA Customer's Order No Dated 8/19/91 Mfgr's Order No The following identifies the members and gives the basic specifications that were used on this job Lumber Species- DOUG FIR - fcARCH Member identi fication Quantity Size P6 P1U P17 3 1/8x25 1/2x47-9 5 1/8x21x39-6 5 1/8x21x41-6 Combi- nation Adhesive Type Appear a nee Grade 24FV4 Resorcinol Ind 24R/4 Resorcinol Ind 24FV4 Resorcinol Ind Camber 17QQ 2 12QD 2 13QQ 2 211 AITC Licensed Plant No GLU-L/Vi TECHNOLOGY, IiJC. Company LYNN JUDD Plant Quality Control Supervisor a/19/91 Date AITC Form IBSC © 1978 American Institute of Timber Construction SHEET No TTACHMENT NUMBER \^r\ TO ITC Certificate of Conformance No.Dated 8/w»i Job Name AXIOM PARTNERS AIRPORT Job Location CARLSBAD, CA Customer's Order No 1013-3 Dated.8/19/91 Mfgr's Order No 503 The following gives the additional specifications that were used in the manufacture of the members on this |ob 1. LUMBER Spec.es DOUG FIR/LARCH Grading J Paragraph Grades ANSI/AITC A19Q.1 - 1983 - UCLIB/1& 302-24. L1. L2. L2P. L3 Slope of Gram 302-24 -1,1 - 1;14 L? - 1? 2D -L3 - 2. MOISTURE Range 12 - CONTENT 3.END JOINT 5.GLUING Variation per member 3% VERTICAL FIN6ER JOINT 4. ADHESIVE Conforms to ANSI7AITC A190.1 - 1983 . specifications Type 6.P. '.230 - PHENOL RESORCINOL Batch No 1042 Pressure 150 PSI Pressure Period.10 HBURS Glue Spread.70-80 IBS P- 211 AITC Licensed Plant No GLU-LAH TECHNOLOGY,, INC. Company AlTC QUALIFIED LICENSEE LYNN JUDD Plant Quality Control Supervisor 8/19/91 Date AITC Form IB 3 65 cy 1965 American Institute of Timber Construction I I I I I I I I I I I I I I I • I I GEOTECHNICAL REPORT OF ROUGH GRADING Industrial Buildinq Lot 6 Cosmos Court Carlsbad, Cali-fornia Client: Axiom Development Company 2B2O2 Cabot Road, Suite 260 Laquna Niquel , California 92677 Job No. 54O8 June 26, 1991 JUN27199' CARLSBAD I I I I I I I I I I I I I I I 1 I I I TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 SITE DESCRIPTION 1 3.O EARTHWORK CONSTRUCTION SUMMARY 1 3.1 Site Preparation 1 3.1.1 Clearing, Grubbing, and Abandonments— 1 3.1.2 Building Area Grading 2 3.2 Compacted Fills 2 3.3 Cut Slopes 2 3.4 Fill Materials 3 4.0 TESTING PROCEDURES 3 5.0 CONCLUSIONS AND RECOMMENDATIONS 3 5.1 Foundation Design 3 5.1.1 Soil Bearing 3 5.1.2 Lateral Soil Pressure 4 5.2 Retaining Wall Design 4 5.3 Seismic Design 4 5.4 Expansive Soils 5 5.5 Soluble Sul-fates 5 5.6 Corrosion Potential 5 5.7 Slope Stability 6 5.8 Construction 6 5.8.1 Foundation Construction 6 5.8.2 Concrete Slab Construction 6 5.8.3 Tilt Up Construction 7 5.8.4 Utility Trench Back-fill 8 5.9 Pavement Design 8 5.10 Observations During Remaining Construction 9 6.0 OPINION OF COMPLIANCE AND CLOSURE 9 7.0 REFERENCES 11 APPENDIX Table o-f Test Results A Test Locations B I I I I I I I I I I I I I I I I I I I 540Sruf.gra Page 1 l.O INTRODUCTION This report presents the results of our qeotechnical observations and testing per-formed during the rough grading of Lot h located in the city of Carlsbad. Planned -for construction is a concrete tilt-up industrial building with a partial second story mezzanine level. Associated landscaping, automobile parking, driveways, depressed truck well, and a truck ramp are also proposed. It is expected that the structure will be supported on both continuous and pad -footings with si ab-on-grade concrete f loors . 2.O BITE DESCRIPTION This property covers an area of about 2.63 acres has been designated as Andrex Development, Lot b. The site is rectangular in shape and is bordered by ascending slopes to the east and south, descending slope to the west, Cosmos Court to the northwest and an existing parking lot to the northeast. The ascending slopes are inclined at a gradient o-f about 1.5 horizontal to 1 vertical and are 8 to 32 feet high. The descending slope is inclined at a gradient o-f about 2:1 (horizontal to vertical) and is on the order o-f 5 -feet high. Located within a -fully developed commercial / industrial area, the site is the only vacant lot along Cosmos Court. The site was previously graded into two general areas and the proposed building area was higher than the surrounding landscaping and parking areas. During our -field exploration, we noted that there are two -fire hydrants each located in the northeastern and southwestern corners o-f the site. An existing asphaltic concrete parking area was constructed along the west property 1 me. Prior to grading, the site was covered with a moderate growth o-f weeds and contained some stockpiled debris near the southern property line. 3.0 EARTHWORK CONSTRUCTION SUMMARY 3.1 Site Preparation 3.1.1 Clearing, Grubbing, and Abandonments Prior to grading and the placement o-f compacted -fill, the building areas were stripped and cleared of existing vegetation and previously existing debris and structures. This material was disposed of outside the building limits. Old concrete rubble, asphaltic concrete, was crushed and incorporated within the fill. IFEHEMCP! U.S.G.S. TOPOGRAPHIC MAP I I SCALE: 1" » 20OO' KENNETH G. OSBORNE & ASSOCIATES *»*> 5-4C6- «>*'« I I I I I I I I I I I I I I I I I I I 54OSru-f.qra Paqe 2 3.1.2 Buildinq Area Grading The grading included the -following: 1. The natural soils in areas to receive -fill outside the building area was scari-fied and compacted to a depth o-f 6 inches below the existing sur-face a-fter clearing and grubbing. 2. The existing soils in the -fill portions o-f building area were overexcavated and recompacted to a depth o-f 36 inches below -finish pad grade prior to placing new compacted -fill. 3. The existing soils in the cut portions o-f building area was overexcavated and recompacted to a depth o-f 36 inches below the -finished pad grade a-fter excavating to pad grade. 4. The existing soil within the building perimeter continuous -footing area was over-excavated at least 7 -feet below bottom o-f -footing or to competent bedrock, whichever was shallower. Along the west building line, removals o-f up to 10 to 15 -feet below -finished pad grade was reguired to remove compressible unsuitable earth materials. 5. All scan-f ications and removals extended to a distance o-f at least 5 -feet beyond all -footing edges. 6. The upper 2 -foot portion o-f the building pad was constructed with imported non-expansive -fill soil. Fill placed immediately below the non-expansive -fill blanket was moisture conditioned -from 4 to 6 percent above optimum moisture. 3.2 Compacted Fills The -fill was placed in lifts o-f about six inches in thickness, moisture conditioned to near or above optimum moisture, and compacted to at least 90 percent of the maximum density. The -fill was placed using a Caterpillar 623 paddlewheel scraper and bottom dump trucks and compacted by a bulldozer pulling a sheepsfoot roller. Additional compaction e-f-fort was applied by wheel-rol 1 ing with the grading equipment. Moisture needed -for compaction was supplied with a 2500 gallon water truck. 3.3 Cut Slopes It is our opinion, based on our previously submitted calculations and observations during grading that the ascending eastern cut slope is both grossly and sur-ficially stable and should remain stable with proper maintenance. I I I I I I I I I I I I I I I I I I I 54O8ruf.gra Paqe 3 3.4 Fill Materials The -fill material consisted o-f both on site and imported soils. The on site materials are classified as silty clay, clayey silt, and silty sand while the import consisted o-f si 1ty sand . 4.0 TESTING PROCEDURES The -following test procedures were used during the grading o-f the subject site. In Place Density ASTM D-1556 ASTM D-2937 Maximum Density/Optimum Moisture ASTM D-1557 Expansion Index DEC 29-2 Soluble Sul-fate Content ASTM D-516 The results o-f tests are shown on the attached "Table o-f Test Results" or are presented in the text of this report. 5.0 CONCLUSIONS AND RECOMMENDATIONS It is the opinion of this office that the subject site is suitable for support of the proposed development without detrimental effects on the adjacent properties. The building construction, backfilling, and other construction supported by the earth materials should be conducted in accordance with the provisions of the Uniform Building Code (U.B.C.), including Chapters 23 and 70, as adopted by the controlling agency and the following recommendations. 5.1 Foundation Design 5.1.1 Soil Bearing The soil and bedrock materials on this site are considered suitable for the support of the proposed structures using conventional shallow continuous and/or pad footings. Footings may be designed using an allowable bearing value of 2OOO pounds per sguare foot for footings placed to a minimum width of 12 inches and a minimum depth of 18 inches below the lowest adjacent finished grade. An increase of 1/3 of the above bearing value is permissible for short duration wind or seismic loading. Deeper footings may be recommended elsewhere in this report due to expansive soil or other considerations. The above bearing values have been based - on footings placed into approved compacted fill or bedrock. I I I I I I I I I I I I I I I I I I I 5408ru-f.qra Page 4 These bearinq values are considered to be net values and as a result the weight o-f the -footings (and/or) back-fill above the -footings may be ignored in calculating the -footing 1 oads. 5.1.2 Lateral Soil Pressure For purposes o-f resisting lateral -forces, an allowable lateral soil pressure o-f 300 pounds per sguare -foot per foot o-f depth may be used -for the design. A coe-f-f ic lent o-f friction of 0.40 may be used for concrete placed directly on the natural soils or compacted fill. These values may be combined without reduction for resisting lateral forces. An increase of 1/3 of the above values may be used for short term wind or seismic loads. The above values are based on footings placed directly against bedrock or previously compacted fill. In the case where footing sides are formed, all backfill against footings should be compacted to at least 90 percent of maximum density. 5.2 Retaining Wall Design Retaining walls may be designed using the following parameters: Bearing - 20OO psf (See Soil Bearing section above) Active Earth Pressure (Canti1evered Walls) Backfill sloping at 1.5 to 1 - 6O psf/ft Passive Earth Pressure - 300 psf/ft Sliding Coefficient - 0 40 Sliding friction and passive resistance may be combined without reduction in calculating the total lateral resistance. Passive pressures may be assumed to become constant at a value of 5 times the above values below a depth of 5 feet. All retaining wall backfill should consist of soil with an expansion index of 2O or less. The soils existing on the site were found to possess high expansion potential. These soils should not be used for backfill of retaining walls. Retaining walls should be provided with adequate drainage to minimize hydrostatic pressures. 5.3 Seismic Design Seismic design of the structures should be performed using criteria presented in the Uniform Building Code for Zone 4 seismic conditions. I I I I I I I I I I I I I I I I I I I 5408ruf.gra Page 5 5.4 Expansive Soils The results of tests indicate that the soils within the upper portions of the building pad possess very low expansion potential. The test results are as -follows: Location Import Import-building pad -finish grade Expansion I ndex 3 4 As a result, no special design or construction is considered necessary for expansive soils on this project. It is important that drainage patterns established during finish grading of the site be maintained throughout the life of the structures. Property owners should be aware that altering drainage patterns during landscaping or at any other time can affect the performance of the structures and other site improvements. In addition, variations in irrigation and seasonal rainfall can also affect the performance of on site facilities. 5.5 Soluble Sulfates The results of tests show that the on-site soils possess severe concentrations of soluble sulfates. The test results are as follows: Samp 1e Location B-2@l' X Soluble Sulfates 0.60 A soluble sulfate content in excess of 0.10 percent is considered to be potentially detrimental to most standard concrete mixes. As a result, design of Portland cement concrete mixes should be performed by an engineer specializing in concrete products and the methods available to resist sulfate attack. All concrete in contact with soils should meet or exceed the reguirements of Chapter 26 and Table 26-A-6 of the Uniform Building Code. 5.6 Corrosion Potential Representative soil samples have been tested by Anaheim Test Laboratory to determine the potential for corrosion of metal pipes due to the soils on the site. The test results indicate that the soils are very corrosive. The test results are as foilows: Sample Location B-261 pH 7. 13 Soluble Chlorides 800 ppm Minimum Resistivity 600 "ohm/cm max I I I I I I I I I I I I I I I I I I I 5408ruf.gra Rape 6 If additional information is needed, a Corrosion Engineer should be consulted -for speci-fic recommendations concerning the buried pipes on this project. 5.7 Slope Stability All Permanent slopes, as constructed, are considered to be both grossly and sur-ficially stable, and with proper maintenance and under normal conditions are expected to remain stable. It is advised that piping -for irrigation systems -for slopes should be placed on the sur-face in lieu o-f in trenches. Exposed cut and -fill slope sur-faces will be susceptible to erosion. To minimize surficial erosion, water must be prevented -from draining onto slope -faces and the slopes should be planted with drought tolerant vegetation as soon as possible. Care should be taken to maintain as uniform a moisture content as possible in the slopes to reduce the potential -for so-ftening, strength loss, and possible -failure o-f the slopes. 5.8 Construction 5.8.1 Foundation Construction All -foundation excavations should be observed by the project soils engineer prior to the placement o-f -forms, rein-f orcement, or concrete. The excavations should be trimmed neat, level, and sguare. All loose, sloughed, or moisture so-ftened soil should be removed prior to concrete piacement. Excavated material -from footing excavations should not be placed in siab-on-grade areas unless properly compacted and tested. 5.8.2 Concrete Slab Construction It is our opinion that concrete -floor slabs in areas to receive carpet, tile, or other moisture sensitive coverings should be constructed over a 6 mil plastic vapor barrier membrane. The plastic membrane should be properly lapped, sealed, and protected with at least a two inch thick layer of sand. The sand layer should be compacted and moistened just prior to placing concrete. It is cautioned that slabs in areas to receive ceramic tile or other rigid, crack sensitive floor coverings must be designed and constructed to minimize hairline cracking. Extra reinforcing and careful control of concrete slump to minimize concrete shrinkage are recommended. Wherever the floor slab is to be subjected to traffic loading such as forklifts, especially those with hard rubber wheels, the performance of the floor slab is critical with respect to movements between adjacent slab areas and spalling I I I I I I I I I I I I I I I I I I I 54O8ru-F . qra Page 7 of joints. Proper desiqn and construction to provide shear transfer between adjacent slab units and proper joint details is critical to proper service of these -floors. Proper control o-F concrete slump and curinq to minimize slab "curling" and the resultant voids under the slab is also critical . The following geotechnical recommendations are presented -For your consideration: 1 The -Finished grade o-F the building pad should be made by over-Filling and cutting back to a -Firm, compact sur-Face. The required depth o-F overfilling will depend on the soil types, contractors equipment, and other factors. 2.If an adequately compacted maintained, the use of compac ted the slab. surface can not be a 4 inch thick aggregate base should be layer of considered below The concrete contractor and underground subcontractors should be prohibited from placing excess soil from excavations on the building pad unless these materials are compacted and tested. The project structural engineer should be consulted regarding the design of the slab thickness, reinforcing, and joint design spacing and details. A coefficient of subgrade reaction (K value) of 175 psi/inch may be used for design of the concrete f1oor s1abs. 5.8.3 Tilt Up Considerations Special precautions should be taken to distribute the loads during tiltinq of concrete panels on continuous footings. This may be accomplished by tilting the panel on two conventional additional grout intervals closely footing between should consist of to the footing accomplishing the end pads and driving shims or placing pads between the panel and the footing at spaced enough to transfer the load to the the end pads. The intermediate supports materials capable of transferring the load without crushing. Alternative methods same load distribution may be used in lieu of the above method. Failure of the contractor to properly distribute the load onto the footing during tilting of panels may cause a failure of the footing. Consideration should be given to probable slab damage resulting from crane loads during the tilting of panels. Extreme caution should be exercised to insure adeguate distribution of crane loads by using a sufficient area of cribbing beneath crane outriggers to prevent cracking of the slab. If at all possible, panels should be tilted from the outside of the building. I I I I I I I I I I I I I I I I I I I 5408ruf.qra Page 8 5.8.4 Utility Trench Backfill Materials to be used for back-filling utility trenches may consist o-f imported sand having a sand equivalent < SE) o-f 40 or more, or excavated soil, at the contractors option. Soil used for back-fill should be placed in thin li-fts and each lift should be mechanically compacted to at least 90 percent relative compaction and tested by the soil engineer. This firm will give an opinion backfill of utility trenches only if are observed during the backfilling are obtained as the work progresses. of the adeguacy of the the backfill operations work and only if tests If testing is performed after all backfilling is complete, without the benefit of observation of the work, only the test results at the test locations can be reported. It should be noted that the City of Carlsbad requires that the compaction of all utility trench backfills be tested and commented on by the project soil engineer prior to final completion of the project and issuance of a certificate of occupancy. No surcharge loads should be permitted above unshored or unretained excavations. This includes, but is not limited to vehicles carrying material or stockpiles of lumber, concrete block, or soi1 away from saturation Drainage the banks, of the soi1s. above excavations must be directed Care must be taken to prevent 5.9 Pavement Design The stability of the soil at the site has been determined by performing "R" Value tests in accordance with California Test Method 301G. The results of the tests are as follows: Based on the test results and our estimate of traffic conditions, the following pavement sections have been computed in accordance with State of California design procedures. Location Traffic I ndex Auto & Light Truck 4.5 Parking Stalls Pavemen t Sec tion 2-l/2"AC/8-l/2"AB 3"AC/7-l/2"AB or Heavy Truck Driveways 5.5 3-l/2"AC/10"AB 5"AC/7"AB or I I I I I I I I I I I I I I I I I I I 540Sruf.gra Page It is assumed in these designs that the subqrade soils immediately below the aggregate base will be compacted to at least 90 percent relative compaction. Subgrade soils shall be compacted to a depth of at least 12 inches below -final subgrade elevation. Final subgrade compaction shall be per-formed just prior to placing aggregate base after compaction and testing of all utility trench back-Fills. Unless otherwise specified by others, aggregate base should conform to either Processed Miscellaneous Base as per the Standard Specifications for Public Works Construction, latest edition or Class II Aggregate Base as per Caltrans Specifications, latest edition. Aggregate base should be compacted to at least 95 percent of the maximum density determined in accordance with California Test Method 216. Unless otherwise specified by others, asphaltic concrete (AC) should conform to Section 39 of the State of California, Caltrans Standard Specifications, latest edition. Asphaltic concrete should be Type B, 1/2 inch maximum size, medium graded. Since this design is based on assumed traffic data, this office should be notified if definite information becomes available which warrants an alteration of the design sec tions. This pavement design may be subject to approval by the governing agency who may have minimum sections in excess of those presented above. 5.1O Observations During Remaining Construction All remaining grading and fill compaction should be observed and/or tested by this firm, including installation of special drainage devices, retaining wall backfills, utility trench backfills, and pavement subgrade and aggregate base, if applicable. 6.0 OPINION OF COMPLIANCE AND CLOSURE It is the opinion of this firm that the grading described in this report was performed in accordance with the recommendations of this firm and the (city of Carlsbad grading code. Based on the results of our testing and observations, it is our opinion that all fills have been compacted to at least 90 percent of maximum density, and that the graded areas are suitable for their intended use. This report is issued with the understanding that it is the responsibility o-f the owner or his representative to review the recommendations presented herein and to authorize the other design consultants and contractors to perform such work as necessary to comply with the recommendations as well as to inform this firm when necessary additional observations or testing are needed. I I I I I I I I I I I I I I I I I I I 54O8ruf . qra Paqe 10 Our -findinqs and recommendations were obtained in accordance with generally accepted current professional principles and practice in qeotechnical enqineerinq. We make no other warranty, either expressed or implied. This report is subject to review by the controllinq qoverninq authorities -for the subject project. Respect-fully submitted, KENNETH G. OSBORNE & ASSOCIATES 311§JRC:LAS:rrk James R. Colema G.E. 229 54O8ru-f.qra Page 11 I I I I I I I I I I I I I I I I I I 7.0 REFERENCES 1. Geotechnica1 Investigation by Kenneth G. Osborne & Associates. 2. Two Paqe Memo dated January 31, 1991 -from Paci-fic Rim Engineering, Inc. with attached comments -from City o-f Carlsbad, and with Peer Review Tasks -for Soils Reports. 3. Responses to City Comments letter dated February 5, 1991. 4. City Responses to Re-ference 3, above. 5. Responses to Additional City Comments, dated February 21, 1991 . 6. Pavement Design Sections, Industrial Building, dated March 1, 1991, by Kenneth G. Osborne & Associates. I I I I I I I I I I I I I I I I I I I J-l LU 1— H Q 'J~j LCi_J U"l ZCt I LJ I-Z LU LO H ZLUCiQi t— -d. .lo'""1 — ! Lu .1 1— LU Z •T:LJ TJIT? -H (5 LJ -H O fl*LJ C. 0 LJE UJ fo rf_j Q! - CL J O O :>1 ifc 01 E Z Ci-i i-i TJ A r-t UJ -H -H 5 IT? ^Indus trCJProject: ]IUE dC Q.I i-i t-i ' -F 5ro a -H E OJ O Lii. 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LAS SOILS REPORT FOR LOT 6 ANDREX AT PALOMAR AIRPORT COSMOS COURT, CARLSBAD BY WOODWARD CLYDE CONSULTANTS DATED MAY 10, 1990 PROJECT NO 9051095W-EC01 NOVEMBER 19, 1990 JN 1293 PACIFIC RIM ENGINEERING, INC 970 LOS VALLECITOS BOULEVARD SUITE 202 SAN MARCOS, CALIFORNIA 92069 619/744-3300 (619) 294-9JOO Fax (619) 293 7920 Woodwarc Jlyde Consultants May 10, 1990 MM 1 * 1SSQ Project No 9051095W-EC01 CONSTRUCT/ON Andrex Development, Inc. 20101 Hamilton Avenue, Suite 3000 Torrance, California 90502-1319 Attention. Ms Phyllis St George UPDATE LETTER REPORT LOT 6 ANDREX AT PALOMAR AIRPORT COSMOS COURT CARLSBAD, CALIFORNIA Dear Ms St George In accordance with our agreement dated March 19, 1990, we are presenting this report for the subject project The purpose of this study was to provide updated information for project design This report presents the results of our updated geotechnical engineering services for the subject project DESCRIPTION OF THE PROJECT For our study, we have discussed the project with you We have also reviewed our report dated March 9, 1988 entitled "Update Soil Investigation for Lots 4 and 6 (Pads D and F), Andrex at Palomar Airport, Carlsbad, California " We understand that the proposed project will include construction of a one- or two-story, reinforced concrete tilt-up building with concrete slabs-on-grade floors and a truss roof supported on interior columns Associated on-grade pavements, walkways, and landscaping are also anticipated The location and layout of the project are shown on the Site Plan, Figure 1 We have not been provided with foundation plans for the project. However, we understand that the proposed structure will be light to moderately loaded, maximum design loads are 120 kips for columns and 5 k/f for walls The available grading plan indicates that changes m the existing site grades will be on the order of 5 feet or less FIELD AND LABORATORY INVESTIGATIONS Our field investigation included making a visual reconnaissance of the existing site conditions, making four exploratory test pits on March 30, 1990, and obtaining soil samples The test pits were advanced to depths ranging from 5 to 16-V2 feet The approximate locations of these test pits, as well as the approximate locations of test pits made as part of our March 1988 update investigation, are shown on Figure 1 A Key to Logs is presented in Appendix A as Figure A-l Final logs of the exploratory test pits are presented in Appendix A as Figures A-2 through A-6 The descriptions on the logs Consulting Engineers, Geologists and Environmental Scientists Offices m Other Principal Cities Andrex Development, Inc Project No 9051095W-ECOI May 10, 1990 Page 2 _ _Woodward-Clyde ConsultantsRECEIVED ix.'w 1Id- i 1 CONSTRUCTION are based on field logs, sample inspection, and laboratory test results Results of laboratory tests are shown at the corresponding sample locations on the logs The field investigation and laboratory testing program are discussed in Appendix A Final logs of the exploratory test pits advanced at the project site as part of our 1988 study are attached as Appendix B SITE HISTORY Records on file indicate most of the documented fill soils on-site were placed and compacted in 1974 A report of fill compaction was prepared by Lowney Kaldeever Associates, dated October 11, 1974 A later penod of grading consisted of recompacting the surface of previously placed soils and minor changes in grade A report of the regrading was prepared by Woodward-Clyde Consultants (WCC) and is dated December 17, 1981. SITE CONDITIONS Surface Conditions The subject lot is generally flat-lying and covered by a very sparse re-growth of native vegetation Our reconnaissance indicates that loose fill soils have been spread over the site since pad grading was completed several years ago The existing cut slopes which border the site on the east, south, and west are 1-V2 to 1 (horizontal to vertical) in inclination and range in height from about 8 to 32 feet Except for some minor surface erosion, these slopes appear to be in generally good condition Subsurface Conditions As indicated by our test excavations and review of our 1988 report, it appears that an additional one to three feet of loose fill soils has been placed on the site since March 1988 Total fill depths (including undocumented soils) range from zero to 3-V2feet in the southeast portion of the site, and from 3 to 20 feet in the northwest portion of the site Debns such as organic material (branches and roots), oversize rocks, and concrete chunks were found 5 to 12 feet deep within the fill in the northwest corner of the site (Test Pit 1) A review of our files and the result of a UBC Expansion Index Test performed on near- surface soils as part of our current study indicate that the soils within the proposed grading depths are moderately expansive Special consideration is recommended in designing foundations on these soils. The formational soils underlying the site are composed of dense to very hard clayey silt and silty clay soils of the Tertiary Del Mar Formation These soils are at shallow depths over most of the sue, except at the northwest corner Groundwater No groundwater seeps or marshy areas were observed during our field studies However, localized perched groundwater conditions may be encountered within the granular portions of near-surface soils i, a/mu3 Andrex Development, Inc Project No 9051095W-EC01 May 10, 1990 PageS Wood ward-Clyde Consultants DISCUSSIONS, CONCLUSIONS, AND RECOMMENDATIONS The discussions, conclusions, and recommendations presented herein are based en the information provided to us, results of our geotechnical study at the site, our observation and testing during grading, project plans, analysis, and professional judgment Grading We recommend that all earthwork be performed in accordance with the attached Guide Specifications for Earthwork (Appendix C) We recommend that WCC observe and test the compaction of fills We further recommend that a pre-construcnon conference be held at the site, grading and any special soil handling requirements can be discussed at that time We recommend that existing vegetation, trash, and other debns be removed from the sue pnor to the beginning of site grading We recommend that any loose undocu nented fills not removed from the site as part of the grading operation be removed and recompacted WCC should evaluate the depths of loose/undocumented fills requiring removal and recompaction at the time of grading We estimate the depths of these loose soils to range up to 3 feet. We recommend that the upper 3 feet of fill soils remaining on the lot surface at the completion of the proposed site regrading be excavated and recompacted in accordance with the recommendations presented in Appendix C. We further recommend that the moisture content of this zone of soil be adjusted to at least 3 percent over optimum moisture content before the soil is compacted This is to reduce the expansion potential of the existing fill soils. We recommend that the formational soils on the lot, wherever they are exposed during sue regrading, be disturbed as little as possible The silts and clays of the Delmar Formation tend to be less expansive in their native, undisturbed condition than when they have been recompacted. Drainage We recommend that positive measures be taken to properly finish grade the building pad so that drainage waters from the pad and adjacent improvements are directed away from foundations, floor slabs, and slope tops Even when these measures have been taken, experience has shown that a shallow groundwater or surface water condition can and may develop in areas where no such water condition existed pnor to site development, this is particularly true where a substantial increase in surface water infiltration results from landscaping imgaaon To further reduce the possibility of moisture related problems, we recommend that landscaping and irrigation be kept as far away from the building perimeter as possible Irrigation water, especially close to the building, should be kept to the minimum required level We recommend that the ground surface in all areas be graded to slope away from the building foundations and floor slabs and that all runoff water be directed to proper drainage a/mu3 Andrex Development, Inc Project No 9051095W-EC01 May 10, 1990 Page 4 Wood ward-Clyde Consultants areas and not be allowed to pond A minimum ground slope of 2 percent is suggested for unpaved areas, paved areas should have a minimum gradient of 1 percent In order to provide a subsurface banner to reduce the potential for moisture migration and the associated potential for expansion of subgrade soils, we recommend that the structure be provided with a continuous penmeter concrete footing extending at least 24 inches below lowest adjacent grade and 12 inches wide Recommendations for floor slab underlays are provided later in this report We further recommend that the building be provided with a continuous perimeter drain located a minimum of 2 feet b^low the surrounding ground surface and sloped to drain to an appropriate outlet The p .forated dram pipe should be surrounded with an envelop of crushed rock wrapped entirely in a geotechrucal filter fabric. Esnmated Settlement of Fills It should be recognized that deep compacted fills typically increase in moisture and consolidate due to their own weight sometime during their lifetime Experience has shown that the consolidation may approach from 0 2 percent (for granular soils) to 0 5 percent (for clayey soils) of the fill thickness Therefore, if structures are particularly sensitive to differential settlements, or structures are located such that fill depths vary non-uniformly under the building, or buildings are situated across cut-fill lines, proper design considerations should be implemented to accommodate the estimated differential settlements of fills. Based on our experience with the silty and clayey soils at the site and similar soils in other areas, it is OL opinion that these soils can be assumed to undergo a consolidation on the order of 0 5 percent of their thickness The results of our field investigation indicated that approximately 17 feet of fill will underlie the northwest corner of the proposed building Based on our assumption, it appears that fill surface settlements on the order of one inch can be expected within this area In addition some organic and concrete debns was found within the fill Decomposition of the organics in the fill could increase the surface settlements due to fill consolidation It is very important that free water from landscape irrigation, leaking utilities or other sources not be allowed to penetrate fills or formational soils in order to reduce the possibility of additional consolidation of subsurface soils and potentially significant related settlements in addition to those indicated above Foundations It is our opinion that specially designed foundations can be used to support the proposed structures Due to the variable thickness and questionable nature of fill soils, we recommend that the foundation system for the proposed structure consist of shallow footings for areas underlain by undisturbed formanonal soil at relatively shallow depth, and by drilled piers at the north west corner of the pad where deeper fills are expected The approximate limits of deeper fills are shown on Figure 1 However, field adjustments for the appropriate foundation type may be required a/mu3 Andrex Development, Inc Project No 9051095W-EC01 May 10, 1990 PageS Wood ward-Clyde Consultants In the areas not underlain by old fill soils, we recommend that all footings be founded at least 24 inches below lowest adjacent rough pad grade and that they be designed for an allowable soil bearing pressure of 3,000 psf Continuous and spread footings should be at least 12 and 24 inches wide, respectively We recommend that the perimeter footings for the entire building be continuous All footings should be reinforced top and bottom in accordance with the recommendations of the structural engineer In the northeast corner of the site, we recommend the structure be supported on deep foundations bearing on the underlying formational soils We recommend that drilled piers extend at least 3 feet into formaQonal soil and that they be at least 30 inches in diameter to allow for cleaning and inspection We recommend that these piers be designed for a maximum allowable end bearing pressure of 8,000 psf. Estimated Settlements Due to Building I oads We estimate that for light to moderate building loads supported on shallow footings, as recommended below, the post-construction settlements due to building loads are expected to be approximately V4 inch Differential settlements are generally about one-half of the total settlement for the same load Floor Slabs We recommend that concrete slab-on-grade floors for light commercial use be at least 5 inches thick. Floor slabs subject to heavy loads (such as forklifts) or point loads should be specifically analyzed and designed. All slabs should be reinforced near mid-depth with at least No 3 steel rebars placed no greater than 18 inches on-center each way, or in accordance with the structural engineer's recommendations based on anticipated floor loads. Floor slabs should be doweled into continuous penmeter footings on 36-inch spacing Alternatively, floor slabs may be entirely separated from extenor footings (with expansion joints) We recommend that all concrete slabs be underlain by a minimum 4-inch underlay of clean coarse sand. We further recommend that concrete slabs-on-grade with moisture-sensitive floor covering (such as carpets or nles), be underlain by a moisture bamer consisting of a minimum 2 inches of clean, coarse sand over a vapor bamer (e g , 10-mil visqueen) placed over the 4-mch thick capillary break of clean coarse sand To help control and reduce the effects of shrinkage cracking in concrete slabs-on-grade, we recommend that control joints be placed in both directions on an approximate 15-foot spacing The above footing and slab design recommendations are intended to reduce the effects of expansive soils Structures founded on moderately expansive subgrade soils should be expected to heave. Lateral Resistance To provide resistance for design lateral loads, we recommend using an equivalent fluid weight of 300 psf for footings or shear keys poured neat against properly compacted fill soils or undisturbed natural soils This value assumes a horizontal surface for the soil mass extending at least 10 feet from the face of the footing, or three times the height of the a/mu3 Andrex Development, Inc Project No 9051095W-EC01 May 10, 1990 Page 6 Wood ward-Clyde Consultants RECEIVED I.-,:/ 14 1900 surface generating passive pressure, whicl(§Q^t$TjJ&iGi'FlCftJe upper 12 inches of matenal in areas not protected by floor slabs or pavement should not be included in design for passive resistance to lateral loads If friction is to be used to resist lateral loads, we recommend using an allowable coefficient of faction of 0 4 between soil and concrete If it is desired to combine friction and passive resistance in design, we recommend using a friction coefficient of 0 3 Retaining Walls It is anticipated that retaining walls will be limited to retaimng-dock-high fills. If expansive soils are located behind such walls, significant pressures may be exerted upon the wall It is recommended that all retaining walls incorporate a drained granular backfill designed to prevent the development of hydrostatic pressure behind the wall Cantilevered retaining walls with level backfill surfaces should be designed for an active force equivalent to retaining a fluid weighing 60 pounds per cubic foot to help reduce the effect of any expansive forces imposed upon walls All retaining walls should be provided with a suitable backfill drainage system to prevent buildup of hydrostatic pressures Pavements As part of our 1988 study, R-value tests were performed on samples of near-surface soil The results of these tests indicated that these soils are clayey and have low R-values We have used an R-value of 10 to provide preliminary pavement section recommendations We recommend that the actual R-values of subgrade soils be evaluated at the completion of regrading operations. Adjustments to the design pavement section may be made at that time We recommend that the top 6 inches of the subgrade soils in the pavement areas be scarified, moisture conditioned, and compacted to at least 95 percent of the maximum laboratory dry density in accordance with ASTM D1557-78 We have used the Caltrans Gravel Equivalent Method of pavement design (Caltrans Highway Design Manual, Topic 608 — Asphalt Concrete Pavement Structural Section Design, August 5, 1988) In our calculations, we have assumed Traffic Indexes (TI) of 4 5 in areas where traffic will consist primarily of passenger vehicles and 5 5 in areas where traffic will include trucks If actual traffic indexes are appreciably greater than rhose utilized in our design, we should be advised to re-evaluate our recommendations Based on our assumptions, for a TI of 4 5, we recommend that the pavement section consist of 4 inches of asphalt concrete (AC) over 5 5 inches of Class 2 aggregate base For a T I of 5 5, we recommend 5 inches of AC over 7 inches of Class 2 aggregate base We recommend that the pavement section in heavily-used truck areas, where dumpsters are stored, and where trash trucks maneuver, consist of 7 inches of Class A Portland Cement concrete (PCC) (per Caltrans Specifications) placed over the prepared subgrade surface PCC pavements should be provided with expansion joints at regular intervals (approximately every 15 feet each way) and the concrete should be reinforced in accordance with the structural engineer's recommendations a/mu3 Andrex Development, Inc Project No 9051095W-EC01 May 10, 1990 Page? Wood ward-Clyde Consultants Class 2 aggregate base should conform to the current State of California "Standard Specifications," Section 26-1 02B We recommend that the base be compacted to at least 95 percent of the maximum laboratory dry density in accordance with ASTM D1557-78 We further recommend that WCC observe and test the preparation of the subgrade and base material Asphalt concrete should conform to the current Specifications, Section 39-2 01 for the asphalt and Section 39-2 02 (Type B) for the aggregate PCC should conform to Sections 40 and 90 of the Specifications We recommend that the mix designs for asphalt concrete and PCC be made by an engineering company specializing in this type of work, and that the paving operations be inspected by a qualified testing laboratory We recommend that adequate surface drainage be provided to reduce ponding and infiltration of water into the subgrade materials. We suggest that paved areas have a minimum gradient of 1 percent. As much as possible, planter areas next to pavements should be avoided, otherwise, subdrams should be used to drain the planters to appropriate outlets It is important to provide adequate drainage to reduce ponding and possible future distress of the pavement section. UNCERTAINTY AND LIMITATIONS We have observed only a very small portion of the pertinent soil and groundwater conditions The recommendations made herein are based on the assumption that soil conditions do not deviate appreciably from those found during our field investigation We recommend that WCC review the foundation and grading plans to verify that the mient of the recommendations presented herein has been properly interpreted and incorporated into the contract documents We further recommend that WCC observe the sue grading, subgrade preparation under concrete slabs and paved areas, and foundation excavations to verify that site conditions are as anticipated or to provide revised recommendations if necessary If the plans for sue development are changed, or if variations or undesirable geotechnical conditions are encountered during construction, we should be consulted for further recommendations This report is intended for design purposes only and may not be sufficient to prepare an accurate bid California, including San Diego, is an area of high seismic nsk It is generally considered economically unfeasible to build a totally earthquake-resistant project, it is, therefore, possible that a large or nearby earthquake could cause damage at the sue Geotechnical engineering and the geologic sciences are characterized by uncertainty Professional judgements presented herein are based partly on our understanding of the proposed construction, and partly on our general expenence Our engmeenng work and judgements rendered meet current professional standards, we do not guarantee the performance of the project in any respect Earthwork observation services allow the testing of only a small percentage of the fill placed at the site Contractual arrangements with the grading contractor should contain the provision that he is responsible for excavating, placing, and compacting fill in accordance with project specifications Observation by the geotechnical engineer dunng grading a/mu3 Andrex Development, Inc Project No 9051095W-EC01 May 10, 1990 Woodward-Clyde Consultants Page 8 should not relieve the grading contractor of his primary responsibility to perform all work in accordance with the specifications. This firm does not practice or consult m the field of safety engineering We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site, the safety of others is the responsibility of the contractor The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. If you have any questions or if we can be of further service, please give us a call Very truly yours, WOODWARD-CLYDE CONSULTANTS Richard P While GE 960 RPW/MU/csn Attachments (4) Andrex Development, Inc a/mu3 Project No 9051095W-EC01 Wood ward-Clyde Consultants APPENDIX A FIELD AND LABORATORY INVESTIGATIONS Four exploratory test pits were dug at the approximate locations shown on the Site Plan (Figure 1) The work was performed on March 30, 1990, under the direction of a geologist from our firm, using a JCB 3CX backhoe equipped with an 18-inch wide bucket Disturbed sack samples and hand driven tube samples of the subsurface materials were obtained from the trenches and returned to the laborato y for examination and testing The locations of all trenches are approximate and were estimated by our geologist using the conceptual grading plan produced by Robert Bern William Frost and Associates A Key to Logs is presented in Figure A-l Final logs of the borings are presented on Figures A-2 through A-7 An expansion index test was performed in accordance with UBC Standard 29-2 on a disturbed sack sample The result of this test is shown at the sample location on Figure A-4 a/mu3 A-l Project: ANDREX LOT 6 RECEIVED KEY TO LOGS Date Excavated , .Water Depth '^- ^ Measured Type of Excavation Type of Rig CONSTRUCTION jz" Q- C^0) Q CD Q. a V)Blows/tlMaterial Description 0) _; r IIs5 si ^ in T3 Q o J2 •^ V) Surface Elevation 0 1- 2- 3- 4- 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " I ^ --• ^ XXX XXXxxyXXXXXXXXX XXX DISTURBED SAMPLE LOCATION Sample was obtained by collecting cuttings in a plastic bag HAND "^AMPl FR LOCATION Sample was collected in a tube by driving a sampler by hand Fill Clay Silt Silt/Clay ProiectNo 9051095W-EC01 Woodward-Clyde Consultants^ ~ Figure A-1 Project: ANDREX LOT 6 Log of Test Pit No: TP-1 Date Excavated 3-30-90 Type of Excavation 18' test pit Water Depth Dry Type of Rig JOB 3CX Backhoe Measured At time of excavation * see Key to Logs, Fig A-1 .if 0) ~Q en0) §•aCO Blows/ftMaterial Description MoistureContent,%>^ 2r « 13Q C Q. Q aj u> <£~ v> Surface Elevation 0 _ 1- 2- 3- 4- 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " VJ 1-1 1-2 1-3 / X / 7/ FILL Moist, yellowish brown, fine sandy lean clay I Increase in moisture Large piece of concrete with some rebar and plastic at 5' I Roots and branches ^ DELMAR FORMATION Hard wet, olive brown, fine sandy fat clay (CH) Project NO 9051095W-EC01 Woodward-Clyde Consultants ^ ~-~ — — Figure A-2 'Project: <n -C <D§•= i-2 & 15X 16- 17- 18- 19- 20- 21 _ 22_ 23- 24- 25- 26- 27_ 28- 29- 30- 31 _ 32_ 1-4 / [_Blows/It1Log of Test Pit No: TP-1 (Cont'd) 0) *-' S § .Material Description 2 c 3- S 0 ^% Project No 9051095W-EC01 (Continued) hard, wet, olive brown, fine Bottom of Pit at 16 5 feet sandy fat clay (CH) Woodward-Clyde Consultants ^ -^ — — — — — — — — — — — — — — >. £• « "o 0 g °- Q 0) <" J= U)6^ Rgure A-3 Project: ANDREX LOT 6 Date Excavated 3-30-90 Water Depth Dry Type of Excavation 18" test pit Type of Rig JCB 3CX Backhoe * see Key to Logs, Fig A-1 CL CT<U Q 0o 0. 0)to Blows/ftLog of Test Pit No: TP-2 Measured At time at excavation Material Description MoistureContent,%(~*t C ^G3 Q 5 "« ^ V) Surface Elevation cT ~* 1 ~~ - 2- 3- 4- fi - 8- 9- 10- 11- 12- 13- 14- 15 "•s, 2-1 2-2 2-3 fl f / ss sfssfsJsssss S f FILL Moist, light yellowish brown, fine sandy lean clay DELMAR FORMATION Hard, moist, light gray, very fine sandy lean clay to very fine sandy silt (CL/ML), some reddish brown and yellow staining, horizontally laminated Bottom of Pit at 5 feet Pro/ect NO 9051095W-EC01 Woodward-Clyde Consultants 4r ^ — — UBC=104 Figure A-4 Project: ANDREX LOT 6 Log of Test Pit No: TP-3 Date Excavated 3-30-90 Water Depth Dry Measured At time of excavation Type of Excavation 30' test pit Type of Rig JCB 3CX Backhoe * see Key (o Logs, Fig A-1 £ <u """Q VI<D Q.Blows/ftMaterial Description MoistureContent,%i" w "o 0>Q •J— <J)o^ Surface Elevation 0"" •• 1- 2- 3- 4- w **" 7- 8- 9- 10- 11- 12- 13- 14- 15 " NJ 31 3-2 3-3 3-4 / / I i_ 1 X FILL Moist, light yellowish brown, fine sandy lean clay with asphaltic concrete, plasticand roots DELMAR FORMATION Hard, moist, light gray, very fine sandy silt (ML) with yellow staining, horizontally laminated RardT moist, olive gray, very Tine sandy sllt~(M"L"y witn yellow" staining and zones of gypsum crystals Bottom of Pit at 6 feet ProjeaNo 90S1095W-EC01 Woodward-Clyde Consultants ^ — - - - . Figure A-5 Project: ANDREX LOT 6 Log of Test Pit No: TP-4 Date Excavated 3-30-90 Water Depth Dry Measured At time of drilling * see Key to Logs, Fig A-1 £ o> "~a CA0) 0. nto ,__, (/) o CQ Material Description <B _-5 =— (D a« - > 0 02 0 . — -•_C w oO ^ CL Q ^ • -C (/) Surface Elevation o^ •• 1- - 2~ 3- 4- 5- — 7- 8- 9- 10- 11- 12- 14- 15 " N1 4-1 W 4-2 4-3 _ X1" FILL Moist, light yellowish brown, fine sandy lean clay DELMAR FORMATION Hard, moist, light olive gray, fine sandy silt (ML) with yellow staining, horizontally laminated Bottom of Pit at 5 feet Project NO 9051095W-EC01 Woodward-Clyde Consultants ^ " - - - _ Figure A-6 Project No 9051095W-EC01 Woodward-Clyde Consultants APPENDIX B TEST PIT LOGS FROM THE MARCH 9, 1988 REPORT ENTITLED "UPDATE SOIL INVESTIGATION FOR LOTS 4 AND 6 (PADS D AND F) ANDREX AT PALOMAR AIRPORT, CARLSBAD, CALIFORNIA," PREPARED BY WOODWARD-CLYDE CONSULTANTS a/mu3 Project: Andrex at Palomar Airport Lots 4 and 6 Log of Test Pit No. 5 Date Drilled 2-19-88 Water Depth Not measured Measured • Type of Boring 24' test pit Type of Drill Rig Case 580 Hammer N/A * see Key to Logs. Fig A-1 j£ a. *"01o </> "3. nj CO Blows/ftMaterial Description MoistureContent,ofto^* tfl ^Q C Q. O »_ • <D £J= in Surface Elevation 0 5- 10- 15- 20- 25- 30^ 5-1 5-2 ^ £ xx/- s*sI Moist, olive brown, silty fat clay to elastic silt FILL Stiff, moist, olive to olive brown mottled, lean clay to silt (CL/ML) weathered, some gypsum crystals \^ DELMAR FORMATION ^^ Hard, moist, olive gray with yellowish iron staining, mottled, lean clay (CL) horizontally laminated DELMAR FORMATION Bottom of Hole at 6 feet pro(ectNo 87514241-SI02 Woodward-Clyde Consultants ^ — - Figure A-6 Project: Andrex at Palomar Airport Lots 4 and 6 Log of Test Pit No: 6 U-ifl Drilled 2-19-88 Water Depth Not measured Measured -- Type of Boring 24" test p t Type of Drill Rig Case 580 Hammer N/A * see Key to Logs. Fig A-1 Q. ^<aa <D Q. a Blows/ftMaterial Description Q) _- 2 § 0 % = ^13 ^* v> 73Q C Q.O> Q Q) W) Surface Elevation ° - 5- o- 15- 20- 25- 30 ^ 6-1 6-2 '- • •rrr \ Moist, olive gray to light brown mottled silt ^^ FILL / Hard, moist, light gray, lean clay to silt (CL-MH) some reddish brown to yellow iron staining, horizontally laminated DELMAR FORMATION Bottom of Hole at 5 feet Project NO 87514241-SI02 Woodward-Clyde Consultants^ - — - UBC LL»42 PI-25 Figure A-7 * '.' ' / 1 1 - Project: Andrex at Palomar Airport Lots 4 and 6 Log 6t Teit Pit Wo. 7 C V\f IPTnov^/iy^ j KTJCJ f (Ofviite Drilled 2-19-88 Water Depth Not measured Measured -- wv" "-"< Type of Boring 24" test pit Type of Drill Rig Case 580 Hammer N/A • see Key to Logs, Fig A-1 s- <aO 10 2 ~~^.vt 0 m Material Description a> —-5 g « c *•o oSO m 2? w* <rt (JQ c a. Q v. -^ ~ «> ° •" Surface Elevation Q^ 5- 10- 15- 20- 25- 30 ; 7-2 7-3 L 2 <- i Moist, light brawn to olive brown, lean to fat day and silt FILL Hard, moist, light gray with yellow iron staining, mottled silt (MH), horizontally laminated DP MAR FORMATION Bottom of Hole at 5 feet Pro^cjNo 87514241-SI02 Woodward-Clyde Consultants 4r - — — - Figure A-8 Project: Andrex at Palomar Airport Lots 4 and 6 Log of Test Pit No: 8 Data Drilled 2-19-88 Water Depth Not measured Measured - Type of Boring 24" test pit Type of Drill Rig Case 580 Hammer N/A * see Key to Logs, Fig A-1 a.—0> Q Q. (0in Blows/ItMaterial Description MoistureContent,o//oQ c O_ Q Si jfl -C (/) Surface Elevation 0 5- 10- 15- 20- 25- 8-1 8-2 8-3 2 Z 7 Moist, light brown, lean to fat clay with layers of silt FILL y Less moisture below approximately 2* ~ir Some slightly decomposed grass and sticks 7 5'-9' along with rocks to 12" diameter Moist, light brown silt FILL Bottom of Hole at 12 feet ProjectNo 875U241-SI02 Woodward-Clyde Consultants ^ — - — — — Figure A-9 Project No 905I095W-EC01 Wood ward-Clyde Consultants APPENDIX C GUIDE SPECIFICATIONS FOR EARTHWORK LOT 6 ANDREX AT PALOMAR AIRPORT COSMOS COURT CARLSBAD, CALIFORNIA NOTE These specifications are provided as a guide for preparation of the final grading specifications for the project, which with the plans constitute the project documents These guide specifications are not intended for use as final grading specifications 1 GENERAL 1 1 The work of the Contractor covered by these specifications consists of furnishing labor and equipment and performing all operations necessary to remove deleterious and undesirable materials from areas of grading, to properly prepare areas to receive fill, and to excavate and fill to the lines and grades shown on the plans or as directed in writing by the Owner 1 2 The Contractor shall perform the work in strict accordance with these specifications and the Contractor shall be responsible for the quality of the finished product notwithstanding the fact that the earthwork may be observed and tests made by a Geotechmcal Engineer Deviations from these specifications will be permitted only upon written authorization from the Owner 1.3 The data contained in the update geotechmcal report and in any following addenda indicating subsurface conditions at not intended as representations or warranties of the accuracy or continuity of subsurface conditions between soils bonngs It shall be expressly understood that the interpretations or conclusions drawn from such data are the responsibility of the Contractor 2 DEFINITIONS 2 1 Contractor shall mean the contractor performing the earthwork. 2 2 Owner shall mean the owner of the property or the party on whose behalf the earthwork is being performed and who has contracted with the Contractor to have the earthwork performed 2 3 Civil Engineer shall mean the engineer who has prepared the grading plans and who is the Owner's representative concerning the configuration, quantities and dimensions of the earthwork and who usually sets basic surveying data at the site for the Contractor's conformance 2 4 Geotechmcal Engineer shall mean a licensed civil engineer authorized to use the title "Geotechmcal Engineer" in accordance with Section 6736 1, Chapter?, Division 3, State of California Business and Professions Code The Geotechmcal Engineer shall be responsible for having representatives on sue to observe and test the Contractor's work for conformance with these specifications a/mu3 C-l Project No. 9051095W-EC01 Wood ward-Clyde Consultants 2 5 Green Book shall mean the most recent edition of the Standard Specifications for Public Works Construction, prepared by the Joint Cooperative Committee of the Southern California Chapter, American Public Works Association, and Southern California Districts, Associated Contractors of California 2 6 Standard Special Provisions shall mean the most recent edition of the Standard Special Provisions, prepared by County of San Diego, Department of Public Works 3 OBSERVING AND TESTING 3 1 The Geotechmcal Engineer shall be the Owner's representative to observe and make tests dunng the foundation preparation, filling, and compacting operations. 3 2 The Geotechmcal Engineer shall make field density tests in the compacted fill to provide a basis for expressing an opinion as to whether the fill material has been compacted to at least the minimum relative compaction specified The basis for this opinion shall be that no tests in compacted or recompacted areas indicate a relative compaction of less than that specified. Density tests shall be made in the compacted material below any disturbed surface When these tests indicate that the density of any layer of fill, or portion thereof, is below the specified density, the particular layer or area represented by the test shall be reworked until the specified density has been achieved. 3 3 Testing shall conform to the following standards as pertinent • ASTM D2922-81, "Density of Soil and Soil-Aggregate in place by Nuclear Methods (ShaUow Depth)" • ASTM D3017-78, "Moisture Content of Soil and Soil-Aggregate in place by Nuclear Methods (Shallow Depth)" • ASTM D1556-82, "Density of Soil in place by the Sand-Cone Method" ASTM D1557-78, "Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using a 10-lb (4 54 kg) Rammer and 18-m (457-mm) Drop," Methods A, B, and C. • AASHTO T 224-86, "Correction for Coarse Particles in the Soil Compaction Test" 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Clearing and grubbing shall be in accordance with Section 300-1 of the Green Book and, in addition, all trees, brush, grass, and other objectionable material shall be collected from areas to receive fill and disposed of off-site prior to commencement of any earth moving so as to leave the areas that have been cleared with a neat and finished appearance free from debns 4 2 All loose or porous soils shall be removed or compacted as specified for fill The depth of removal and recompaction shall be approved in the field by the Geotechmcal Engineer Prior to placing fill, the surface to be filled shall be free from uneven features that would tend to prevent uniform compaction by the a/mu3 C-2 Project No 9051095W-EC01 Wood ward-Clyde Consultants •* equipment to be used It shall then be plowed or scarified to a depth as required and in no case less than a minimum depth of 6 inches 4 3 After the foundation for the fill has been cleared, plowed or scarified, it shall be disked or bladed by the Contractor until it is uniform and free from large clods, brought to the specified moisture content, and compacted as specified for fih 5 SUBGRADE PREPARATION IN PAVEMENT AREAS 5 1 Subgrade preparation shall be in accordance with Section 301-1 of the Green Book, except that relative compaction of subgrade shall be in accordance with Section 12 of these specifications Scarification and recompaction requirements may be waived by the Geotechmcal Engineer in subgrade areas with naturally cemented formational soils 52 All areas to be paved shall be proofrolled in accordance with Section 301-1.3 of the Standard Special Provisions 6. MATERIALS-GENERALFILL 6.1 Materials for compacted fill shall contain no rocks or hard lumps greater than 6 inches in maximum dimension and shall contain at least 40% of material smaller than 1/4 inch in size. Material of a perishable, spongy, or otherwise improper nature shall not be used in fills 6.2 Select soil, to be used at finish grade to the depths and at the locations specified on the grading plans, shall consist of material that contains no rocks or hard lumps greater than 6 inches in maximum dimension and that has an Expansion Index of 50 or less when tested in accordance with UBC Standard 29-2 6 3 Samples of materials to be used for fill shall be tested in the laboratory by the Geotechmcal Engineer in order to evaluate the maximum density, optimum moisture content, classification of the sod, and expansion index, as required. 6 4 During earthwork operations, soil types other than those analyzed in the report of the update geotechmcal investigation may be encountered by the Contractor The Geotechmcal Engineer shall be consulted to determine the suitability of these soils 7 MATERIALS - PAVEMENT SUBGRADE 7 1 Pavement subgrade shall be defined as the top 12 inches of soil, excluding aggregate base, in areas to be paved with asphalt concrete or Portland cement concrete 7 2 Matenals for pavement subgrade shall contain no rocks or hard lumps greater than 6 inches in maximum dimension, shall contain at least 40 percent of material smaller than 1/4 inch in size, and shall have an Expansion Index of 50 or less when tested m accordance with UBC Standard 29-2. Material of a perishable, spongy or otherwise improper nature shall not be used in fills a/mu3 C-3 Project No. 9051095 W-ECOl Wood ward-Clyde Consultants 8 MATERIALS - TRENCH BACKFILL 8 1 Trench backfill materials above pipe bedding shall be in accordance with Section 306-1.3 of the Green Book 82 As an alternative, cement slurry may be used to backfill trenches The slurry shall have a minimum cement content of two sacks per cubic yard within the building limits and zone of influence of foundations and other settlement- sensitive structures A minimum one sack per cubic yard slurry shall be used elsewhere 9. MATERIALS-WALL BACKFILL 9 1 Wall backfill materials shall be in accordance with Section 300-3 5 of the Green Book. 10 COMPACTION EQUIPMENT 10 1 Compaction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-axed rollers, or other types of compaction equipment made specifically for the purpose of compacting soils. Equipment shall be of such a design that it will be capable of compacting the fill to the specified density at the specified moisture content. 11. PLACING, SPREADING, AND COMPACTING GENERAL FILL MATERIAL 111 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction that is indicated by test to be not less than 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the m-place dry density of the compacted fill divided by the maximum laboratory dry density evaluated in accordance with the ASTM D1557-78. Unless otherwise specified, fill material shall be compacted by the Contractor while at a moisture content at or above the optimum moisture content determined in accordance with the above test method 112 The fill material shall be placed by the Contractor in layers that, when compacted, shall not exceed 6 inches Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain uniformity of moisture and material in each layer The entire fill shall be constructed as a unit, in nearly level lifts starting up from the lowest area to receive fill Compaction shall be continuous over the entire area, and the equipment shall make sufficient uniform tnps so that the desired density has been obtained throughout the entire fill 113 When the moisture content of the fill material is below that specified by the Geotechmcal Engineer, water shall be added by the Contractor until the moisture content is as specified 114 When the moisture content of the fill material is above that specified by the Geotechmcal Engineer or too wet to achieve proper compaction, the fill material shall be aerated by the Contractor by blading, mixing, or other satisfactory methods unul the moisture content is as required to permit compaction a/mu3 C-4 Project No 9051095W-EC01 Wood ward-Clyde Consultants 115 Properly compacted fill shall extend to the design surfaces of fill slopes The surface of fill slopes shall be compacted in accordance with Section 11 1 of these specifications 12 PLACING, SPREADING, AND COMPACTING PAVEMENT SUBGRADE 12 1 Subgrade materials shall be placed, spread, and compacted in accordance with Section 11 of these specifications, except that the top 6 inches of subgrade material shall be compacted to a relative compaction that is indicated by test to be not less than 95 percent. 13 PLACING AND COMPACTING TRENCH BACKFILL 13.1 Backfilling and compacting shall be in accordance with Section 306-1.3 of the Green Book, except that jetting or flooding shall not be allowed and that all backfill shall be compacted to a relative compaction that is indicated by test to be not less than 90 percent. 13.2 All trenches 5 feet or more in depth shall be sloped or shored in accordance with OS HA safety requirements Trenches less than 5 feet in depth shall also be so guarded when examination indicates hazardous ground movement may be expected 13.3 No compaction testing shall be required for portions of trenches backfilled with cement slurry. 14 PLACING AND COMPACTING WALL BACKFILL 141 Backfilling and compacting shall be in accordance with Section 300-3 5 of the Green Book, except that jetting or flooding shall not be allowed. 14.2 The Contractor shall be responsible for using equipment capable of compacting the backfill to the specified relative compaction without damaging adjacent walls or other existing improvements. 15 PROTECTION OF WORK 151 Dunng construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water When earthwork operations are interrupted, the Contractor shall reestablish specified compaction to the depth necessary before placing new fill The Contractor shall control surface water to avoid damage to adjoining properties or to finished work on the site The Contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. 152 After completion of the earthwork and when the Geotechmcal Engineer has finished observation of the work, no further excavation or filling shall be done except under the observation of the Geotechmcal Engineer. a/mu3 C-5 •^ ^ '^.^vr k~' CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan Check No. DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT. Carlsbad Unified 801 Pine Avenue Carlsbad, CA 92009 (434-0610) Encinitas Union Elementary 189 Union Street Encinitas, CA 92024 (944-4306) Project Applicant: ^eyi 9^C<O San Marcos Unified 270 West San Marcos Blvd. San Marcos, CA 92069 (744-4776) San DieguitO Union High School 710 Encinitas Boulevard Encinitas, CA 92024 (753-6491) A.PN: ^ / 3 - O6*> - & ?*. Project Address: RESIDENTIAL: SQ. FT. of living area SQ. FT. of covered area COMMERCIAL/ INDUSTRIAL: SQ. FT._AREA Prepared By Number of dwelling units SQ. FT. of garage area Date FEE CERTIFICATION (To be completed by the School District) */ Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 1986. (other school fees paid) Other Residential Fee Levied: $ Comm/ Indus t Fee Levied: $ based on Gil based on sq. ft.@ sq. ft.@ JJ 0 - Scfesxp'l District Official Title Date AB 2926 and SB 201 fees are capped at $1.58 per square foot for residential. AB 2926 is capped at $.26 per square foot for commercial/industrial. Y .BUILDING PERMIT 09/09/91 14 27 Page 1 of 1 Job Address 2293 COSMOS CT Str Permit Type PLAN CHECK REVISION Parcel No Valuation. 0 Construction Type VM Occupancy Group B2 Class Code Description CHANGE TYPE OF CONSTR TO VN FROM IIIN MEZZ TO 2ND STORY CB901860 PCR No PCR91065 Project No A9002 L26 Development No Fl Ste Appl/Ownr AXIOM AIRPORT PARTNERS 28202 CABOT ROAD #260 LACUNA MIGUEL, CA 92677 Status ISSUED Applied 08/27/91 Apr/Issae 09/09/91 Validated By CD 714 643-5822 **-v Fees Required •***•A * A- 4327 09/09/91 0001 01 02 C-PRMT 78-00 Fees Collected & Credits *** Fees' Adjustments Total Fees Fee description 78 , 78 if j| 00 00 00 Total Credits: Total Payments- Balance Due Units Fee/Unit 00 00 78 00 Ext fee Data Plan Check Revision Fee 78 00 78 00 FINAL APPROVAL CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr, Carlsbad CA 92009 (619) 438-1161 ESGIL CORPORATION 9320 CHESAPEAKE DR , SUITE 208 SAN DIEGO> CA 92123 (619)560-1468 DATE : fPN V^ JURISDICTION- PLAN CHECK NO: So \c\ \ C*^x o'V C*-x V-bNo'vA. C^^(0-\SteDlK2-eV^ SET ^H) PROJECT ADDRESS ^^S Ce<s*r<.^ C-T PROJECT NAME- ~"^,^7,, >s^Ao^.J^^N Ac. ] APP CHECKER'FILE COPY 'UPSJDESIGNER M The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I — , The plans transmitted herewith will substantially comply I _ | with the jurisdiction's building codes when minor deficien- cies identified _ are resolved and checked by building department staff r— | The plans transmitted herewith have significant deficiencies I _ 1 identified on the enclosed check list and snould be corrected and resubmitted for a complete recheck. G The check list transmitted herewith is for your information. 1 The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. | — ; The applicant's copy of the check list is enclosed for the — ' jurisdiction to return to the applicant contact person [ j The applicant's copy of the check list has been sent to. Up Esgil staff did not advise the applicant contact person that plan check has been completed. I j Esgil staff did advise applicant that the plan check has — been completed. Person contacted Date contacted: Telephone t REMARKS : CWwA*- cA"T^P-c 5\ C^^sTL . ^^^ TST-^^-ST- ^^-6 l"-\ -^ By: Gi \ \ "T^Ajjl *~<- Enclosures; ESGIL CORPORATION AA DRN Jurisdiction Prepared byt Bldg. Dept. VALUATION AND PLAN CHECK FEE PLAN CHECK NO. BUILDING ADDRESS APPLICANT/CONTACT BUILDING OCCUPANCY PHONE NO. n DESIGNER PHONE TYPE OF CONSTRUCTION CONTRACTOR PHONE TO T T-T-TVTHfr VftTlfT'TOMiJU J. JjJJUlU i UltUlWI" (_- V\ cv. w ,^-t- o ^ ^^\<0-t_< T5\— ^st> V.-IA'U^.^A 1TTL M^^Z_ <^ a^L <X\Y. Air Conditioninsr Commercial Residential Res. or Comm. Fire Sprinklers Total Value TitlTT.^TMr APFA 3 I O- V\Y . VAT 11ATTONvj^JjU/i 1 i.un MULTIPLIER 53> Yvc . @ § @ VAT IIP ^^ ^.5- v<i^-S' C- Building Permit Fee $ Plan Check Fee $ COMMENTS. SHEET OF 12/87