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Home My WebLink About2704 LOKER AV WEST; ; CB060099; Permit05-01-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB060099 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: DARREN BAYSA O P A GROUP 600 ANTON BLVD COSTA MEA CA 949716-4633 2704 LOKER AV WEST CBAD COMMIND Sub Type: 2090810100 Lot#: $553,372.00 Construction Type: Reference #: BANK OF AMERICA 4,454 SF BANK W/400 SF PATIO COMM 0 V1 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 01/11/2006 RM 05/01/2006 05/01/2006 1TH FLOOR 92626 Owner: FRANZ-LOKER L L C 2710 LOKER AV CARLSBAD CA 92010 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,919.50 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,247.68 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $116.21 PFF (3105540) $1,782.40 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $7,174.00 Master Drainage Fee D1 Sewer Fee $0.00 Redev Parking Fee $0.00 Additional Fees HMP Fee TOTAL PERMIT FEES $0.00 $220.00 $6,901.00 $28,516.00 $10,071.37 $0.00 $0.00 $0.00 $14,980.00 $0.00 $322.00 $310.00 $64.50 $0.00 $2,725.52 $0.00 $0.00 $0.00 $76,350.18 Total Fees:$76,350.18 Total Payments To Date:$76,350.18 Balance Due: $0.00 BUILDING PLANS IN STORAGE ATTACHED Inspector: F1NAL.APR Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020{a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which YOU have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 0601101-2 0009 01/11/2006 001 11 PLAN CHECK NO EST. VAL. Plan Ck. Deposit Validated F/y Date / . (_ Address (include Bldg/Suite #)Business Name (at this address) Legs tion _ $<?! Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel #Existing Use Proposed Use Description of Work SO, FT.#of Stories # of Bedrooms # of Bathrooms A KlT APPLICANT D Contractor QAgent for Contractor ; Q Owner &£tA^£K~ City Agent for Owner Address City State/Zip Telephone Name Address City State/Zip Telephone # 5(r CONTRACTOR - COMPANY NAME (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, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not mo^e than five hundred dollars [$500]). Name Address ,-> State License #37 2^~l I 7 License Class I*-3 City State/Zip \Telephone # ' Citv Business License # S~?fZ£*C/7i/'V rZ?' Designer Name Address State License # City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: n I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. (~| I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company _ Policy No. _ Expiration Date _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE _ 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 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). n 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). Q I am exempt under Section _ Business and Professions Code for this reason: 1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QfJO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm! to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): __ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): _ ___ PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. &:; :^;<:!ONStRUCT»ONIENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAMELENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenootyafca period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE" L-~-^-S. _1->'MI -^M"*^^ DATE \ /^ /£**> WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Plan Check #; Permit**: CB060099 Project Name: BANK OF AMERICA 4,454 SF BANK W/400SF PATIO Date: 10/17/2006 Permit Type: COMMIND Sub Type: COMM Address: 2704 LOKER AV WEST Lot: 0 Contact Person: Phone: Sewer Dist: CA Water Dist: CA Inspected >? A By: Gtf fiJ/*' Inspected By: Inspected By: Date / t •^- Inspected: M '/ / /&£„ Approved: Af f ^c * Date Inspected: Approved: Date Inspected: Approved: [£,— Disapproved: Disapproved: Disapproved: Comments: Page 1 of 1 Christine Wauschek - Bank of America - Loker Business Center From: "Michael Elliott" <mikeelliott2@cox.net> To: "Christer Westman" <cwest@ci.carlsbad.ca.us>, "Michelle Gregory" <mgreg@ci.carlsbad.ca.us>, "Christine Wauschek" <cwaus@ci.carlsbad.ca.us>, "Michele Masterson" <mmast@ci.carlsbad.ca.us>, "Pat Kelley" <pkell@ci.carlsbad.ca.us>, "Pete Dreibelbis" <pdrei@ci.carlsbad.ca.us> Date: 11/09/2006 5:07 PM Subject: Bank of America - Loker Business Center Bank of America - Loker Business Center Project Number: MS04-04 Drawing Number: 428-7L 2704 Loker Avenue West - CB060099 Landscape inspection comments attached. Approved - Permit card was signed. file://C:\Documents and Settings\Cwaus.CARLSBAD\Local Settings\Temp\GW}00001.... 11/14/2006 City of Carlsbad Bldg Inspection Request For: 11/09/2006 Permit# CB060099 Title: BANK OF AMERICA Description: 4,454 SF BANK W/400 SF PATIO Inspector Assignment: RB 2704 LOKERAVWEST Lot 0 Type: COMMIND Sub Type: COMM Job Address: Suite: Location: APPLICANT DARREN BAYSA Owner: Remarks: Phone: 7143285135 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: MEL ROBERTSON Entered By: CHRISTINE Comment Comments/Notices/Hold Date 10/27/2006 10/27/2006 10/23/2006 10/19/2006 10/18/2006 10/18/2006 10/17/2006 10/17/2006 10/17/2006 10/12/2006 10/12/2006 10/12/2006 10/12/2006 Associated PCRs/CVs Original PC# PCR06136 ISSUED B OF A: ROOF CHANGES & COLUMNS; Inspection History Description 29 Final F 89 Final Combo Act mbing CO Tibo CO t/Repairs AP ctrical PA >und/Conduit-Wiring WC lectric AP lectric AP Furnace Set PA ombo AP teel/Bolting/Welding WC mnd/Condu it-Wiring AP lectric PA ombo PA Insp RB RB PC RB RB RB RB RB RB RB RB RB RB Comments SEE NOTICE GMR ok for emr ©DRIVE THRU ©COILING @ ROOF EQUIPMENT ROOF EQUIP. - PAINT ABS & T-BAR SYSTEM TO LIGHT POLES INSTALL CONDENSATE FEEDERS, MAIN & SUB PANEL OK ON T-BAR - SEE JOB CARD City of Carlsbad Bldg Inspection Request For: 10/27/2006 Permit# CB060099 Title: BANK OF AMERICA Description: 4,454 SF BANK W/400 SF PATIO Type: COMMIND Sub Type: COMM Job Address: 2704 LOKER AV WEST Suite: Lot 0 Location: APPLICANT DARREN BAYSA Owner: Remarks: Inspector Assignment: RB Phone: 7143285135 Inspector: Total Time: CD Description 29 Final Plumbing 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: MEL Entered By: CHRISTINE Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# PCR06136 ISSUED B OF'A: ROOF CHANGES & COLUMNS; Inspection History Date 10/23/2006 10/19/2006 10/18/2006 10/18/2006 10/17/2006 10/17/2006 10/17/2006 10/12/2006 10/12/2006 10/12/2006 10/12/2006 Description 23 39 31 34 34 43 84 14 31 34 84 Gas/Test/Repairs Final Electrical Underground/Conduit-Wiring Rough Electric Rough Electric AirCond/Furnace Set Rough Combo Frame/Steel/Bolting/Welding Underground/Conduit-Wiring Rough Electric Rough Combo Act AP PA we AP AP PA AP we AP PA PA Insp PC RB RB RB RB RB RB RB RB RB RB Comments GMR ok for em r @ DRIVE THRU @ COILING @ ROOF EQUIPMENT ROOF EQUIP. - PAINT ABS & T-BAR SYSTEM TO LIGHT POLES INSTALL CONDENSATE FEEDERS, MAIN & SUB PANEL OK ON T-BAR - SEE JOB CARD CITY OF CARLSBAD BUILDING DEPARTMENT DATE LOCATION NOTICE (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? L J YES FOR FURTHER INFOaMATIQtL.CONTACT . ____„__ PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 10/23/2006 Permit# CB060099 Title: BANK OF AMERICA Description: 4,454 SF BANK W/400 SF PATIO Inspector Assignment: RB 2704 LOKER AV WEST Lot 0 Type: COMMIND Job Address: Suite: Location: APPLICANT DARREN BAYSA Owner: Remarks: Sub Type: COMM Phone: 7143285135 Inspector: Total Time:Requested By: MEL Entered By: CHRISTINE CD Description 23 Gas/Test/Repairs Act Comment Comments/Notices/Hold Date 10/19/2006 10/18/2006 10/18/2006 10/17/2006 10/17/2006 10/17/2006 10/12/2006 10/12/2006 10/12/2006 10/12/2006 10/11/2006 09/26/2006 09/26/2006 09/22/2006 09/20/2006 09/20/2006 09/18/2006 09/18/2006 09/18/2006 Associated PCRs/CVs Original PC# PCR06136 ISS Description 39 Final E 31 Underj 34 Rough 34 Rough 43 AirCor 84 Rough 14 Frame 31 Underi 34 Rough 84 Rough 31 Under* 14 Frame 16 Insulation 17 Interior La 11 Ftg/Found 34 Rough Ele 14 Frame/Ste 16 Insulation 'ED B OF A: ROOF CHANGES & COLUMNS; Inspection History Act jctrical PA ound/Condu it -Wiring WC :lectric AP Electric AP /Furnace Set PA ;ombo AP Jteel/Bolting/Welding WC ound/Conduit-Wiring AP •lectric PA )ombo PA ound/Conduit-Wiring CO It eel/Bolting/Weld ing AP >n AP _ath/Drywall AP ndation/Piers AP : lectric PA Iteei/Bolting/Welding PA n PA ! lectric AP Insp RB RB RB RB RB RB RB RB RB RB RB RB RB TP PC PC PC PC PC Comments ok for emr @ DRIVE THRU @ COILING @ ROOF EQUIPMENT ROOF EQUIP. - PAINT ABS & INSTALL CONDENSATE T-BAR SYSTEM TO LIGHT POLES FEEDERS, MAIN & SUB PANEL OK ON T-BAR - SEE JOB CARD NEEDMIN. 18IN DEPTH DROP SOFFIT @ VESTIBLE WALLS COMPLETED LT. POLES BONDS WALLS INT. WALLS City of Carlsbad Bldg Inspection Request For: 10/19/2006 Permit# CB060099 Title: BANK OF AMERICA Description: 4,454 SF BANK W/400 SF PATIO Inspector Assignment: RB 2704 LOKERAVWEST Lot 0 Type:COMMIND Job Address: Suite: Location: APPLICANT DARREN BAYSA Owner: Remarks: EMR Sub Type: COMM Phone: 7143285135 Inspector: Total Time: CD Description 39 Final Electrical T* Requested By: MEL ROBERTON Entered By: CHRISTINE Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# PCR06136 ISSUED B OF A: ROOF CHANGES & COLUMNS; Inspection History Date 10/17/2006 10/17/2006 10/17/2006 10/12/2006 10/12/2006 10/12/2006 10/12/2006 10/11/2006 09/26/2006 09/26/2006 09/22/2006 09/20/2006 09/20/2006 09/18/2006 09/18/2006 09/18/2006 09/15/2006 09/15/2006 09/15/2006 Description 34 43 84 14 31 34 84 31 14 16 17 11 34 14 16 34 14 15 16 Rough Electric AirCond/Furnace Set Rough Combo Frame/Steel/Bolting/Welding Underground/Conduit-Wiring Rough Electric Rough Combo Underground/Conduit-Wiring Frame/Steel/Bolting/Welding Insulation interior Lath/Drywall Ftg/Foundation/Piers Rough Electric Frame/Steel/Bolting/Welding Insulation Rough Electric Frame/Steel/Bolting/Welding Roof/Reroof Insulation Act AP PA AP we AP PA PA CO AP AP AP AP PA PA PA AP CO AP we Insp RB RB RB RB RB RB RB RB RB RB TP PC PC PC PC PC RB RB RB Comments @ ROOF EQUIPMENT ROOF EQUIP. - PAINT ABS & INSTALL CONDENSATE T-BAR SYSTEM TO LIGHT POLES FEEDERS, MAIN & SUB PANEL OK ON T-BAR - SEE JOB CARD NEEDMIN. 18IN DEPTH DROP SOFFIT @ VESTIBLE WALLS COMPLETED LT. POLES BONDS WALLS INT. WALLS SEE NOTICE HACKNEY RECTRIC, INC. Deslfln/Bulld 23286 Arroyo Vista Rancho Santa Margarita, CA 92688-2610 949.264.4000 Fax 264.4011 Lie. No. 686221 Building Department 1635 Faraday Ave. Carlsbad, Ca. Attn: Electrical Inspector Ref: Bank of America 2704 Loker Ave West Carlsbad, Ca. To Whom It May Concern: Oct. 18,2006 This letter is to affirm that Hackney Electric, Inc. has torqued the new electrical switchboards, feeder terminations, all disconnects, transformer lugs, panel connections and branch circuit breakers connections and wire terminations per the manufacturers specifications. This torque test was done on 10/10/06. Thank You; Pete Anderson Hackney Electric, Inc. City of Carlsbad Bldg Inspection Request For: 09/15/2006 Permit^ CB060099 Title: BANK OF AMERICA Description: 4,454 SF BANK W/400 SF PATIO Inspector Assignment: RB 2704 LOKERAVWEST Lot 0 Type: COMMIND Sub Type: COMM Job Address: Suite: Location: APPLICANT DARREN BAYSA Owner: Remarks: Phone: 7143285135 Inspector: Total Time:Requested By: MEL Entered By: CHRISTINE CD Description 14 Frame/Steel/Bolting/Welding 16 Insulation Act Comment Co Vf Comments/Notices/Hold Associated PCRs/CVs Original PC# PCR06136 ISSUED B OF A: ROOF CHANGES & COLUMNS; Inspection History Date 09/13/2006 09/11/2006 09/11/2006 09/1 1/2006 09/06/2006 09/06/2006 09/06/2006 09/05/2006 09/01/2006 09/01/2006 08/31/2006 08/31/2006 08/29/2006 08/25/2006 08/22/2006 08/22/2006 08/17/2006 Description 24 14 18 34 13 14 44 24 13 15 11 24 13 16 14 15 11 Rough/Topout Fram e/Steel/Bo Iti ng/We Iding Exterior Lath/Drywall Rough Electric Shear Panels/HD's Frame/Steel/Bolting/Welding Rough/Ducts/Dampers Rough/Topout Shear Panels/HD's Roof/Reroof Ftg/Foundation/Piers Rough/Topout Shear Panels/HD's Insulation F ram e/Steel/Bolting/Weld ing Roof/Reroof Ftg/Foundation/Piers Act AP PA AP PA we NR PA AP AP CO CO NR AP PA PA PA PA Insp PC PC PC PC RB RB RB PC RB RB RB RB MC PD RB RB RB Comments EXT. WALLS EXT. WALLS ON PARTIAL INSP. OK TO WRAP DUCTING ROOF DRAINS SEE NOTICE ON LIGHT POLE FTGS ON ROOF DRAIN INSP VERIFY RFI FOR A-35 AT SHEAR WALL #2 ON CARD PARAPET ROOF & CRICKETS OK OK TO PAPER ROOF OK TO POUR COLUMN PADS 0g/ft6/2086 15:04 7149624797 10/06/2006 13:22 FAX TILDIN STAPLES deb Construction Inc PA6E 01 ©001 714 &32 6668 P. 02 REQUEST FOR INFORMATION Attention: Fax Number Possible Cost Impact? Submitted By:ompleted By: 3-Mail: COAfepl. Phone # Post-it* Fax Note 7671 #01pages From Co Phone* TOTflU P.02 NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE ~ f 5 " TIME LOCATION • PERMIT NO. £o^yg/^^Cr»//V» u^JCSfTi^XTA^fei^^r^y^^ J^v?__^_^^^^__^_ I _ ( ^^ FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? L _l YES FOR FURTHER INFORMATION, CONTACT . PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 09/01/2006 Permit* CB060099 Title: BANK OF AMERICA Description: 4,454 SF BANK W/400 SF PATIO Inspector Assignment: RB 2704 LOKERAVWEST Lot 0 Type: COMMIND Job Address: Suite: Location: APPLICANT DARREN BAYSA Owner: Remarks: Sub Type: COMM Phone: 7143285135 Inspector: Total Time:Requested By: MEL Entered By: CHRISTINE CD Description 15 _ Roof/Reroof Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# PCR06136 ISSUED B OF A: ROOF CHANGES & COLUMNS; Inspection History Date 08/29/2006 08/25/2006 08/22/2006 08/22/2006 08/17/2006 08/17/2006 08/15/2006 08/04/2006 08/02/2006 08/02/2006 07/12/2006 06/30/2006 06/27/2006 06/19/2006 06/19/2006 Description 13 Shear Panels/HD's 16 Insulation 14 Frame/Steel/Bolting/Welding 15 Roof/Reroof 11 Ftg/Foundation/Piers 15 Roof/Reroof 11 Ftg/Foundation/Piers 17 Interior Lath/Drywall 14 Frame/Steel/Bolting A/Veld ing 16 Insulation 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 21 Underground/Under Floor 22 Sewer/Water Service Act AP PA PA PA PA PA AP PA PA PA PA AP NR AP PA Insp MC PD RB RB RB RB RB RB PC PC PC PC RB RB RB Comments VERIFY RFI FOR A-35 AT SHEAR WALL #2 ON CARD PARAPET ROOF & CRICKETS OK OK TO PAPER ROOF OK TO POUR COLUMN PADS OK TO INSTALL CRICKETS DRY PACK @ COLUMNS OK OK @ VAULT AREA ONLY INSP. EAST AND SOUTH EXTERIOR WALLS AT VAULT PRE LAB @ 11:53AM - SEE NOTICE ATTACHED SEWER ONLY 88/31/200S 12:05 7149624797 08/30/2006 13:49 FAX 17504761476 TILDIN Staples Carlsbad FA/ PAGE 01 31001 CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE TIME LOCATION PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? I _.! YES FOR FURTHER INFORMATION, CONTACT ____________________ BUILDING INSP. PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request #* 30 f R *J tfr For: 08/31/2006 Permitt CB060099 Title: BANK OF AMERICA Description: 4,454 SF BANK W/400 SF PATIO Inspector Assignment: RB 2704 LOKERAVWEST Lot 0 Type: COMMINO Job Address: Suite: Location: APPLICANT DARREN BAYSA Owner: Remarks: Sub Type: COMM Phone: 7143285135 Inspector: Total Time:Requested By: NA Entered By: CHRISTINE CD Description 11 Ftg/Foundation/Piers 24 Rough/To pout Act Comment Cg gVl tyl- 9fA--&}P Comments/Notices/Hold Associated PCRs/CVs Original PC# PCR06136 ISSUED B OF A: ROOF CHANGES & COLUMNS; inspection History Date 08/29/2006 08/25/2006 08/22/2006 08/22/2006 08/17/2006 08/17/2006 08/15/2006 08/04/2006 08/02/2006 08/02/2006 07/12/2006 06/30/2006 06/27/2006 06/19/2006 06/19/2006 Description 13 Shear Panels/HD's 16 Insulation 14 Frame/Steel/Bolting/Welding 15 Roof/Reroof 11 Rg/Foundation/Piers 15 Roof/Reroof 11 Ftg/Foundation/Piers 17 Interior Lath/Drywall 14 Frame/Steel/Bolting/Welding 16 Insulation 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 21 Underground/Under Floor 22 Sewer/Water Service Act AP PA PA PA PA PA AP PA PA PA PA AP NR AP PA Insj: MC PD RB RB RB RB RB RB PC PC PC PC RB RB RB Comments VERIFY RFI FOR A-35 AT SHEAR WALL #2 ON CARD PARAPET ROOF & CRICKETS OK OK TO PAPER ROOF OK TO POUR COLUMN PADS OK TO INSTALL CRICKETS DRY PACK @ COLUMNS OK OK @ VAULT AREA ONLY INSP. EAST AND SOUTH EXTERIOR WALLS AT VAULT PRELAB @ 11:53AM - SEE NOTICE ATTACHED SEWER ONLY CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-2700 1635 FARADAY AVENUE TIME PERMIT __ rr "ft rV T FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? L...J YES FOR FURTHER INFORMATION, CONTACT _ PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 06/27/2006 Permit* CB060099 Title: BANK OF AMERICA Description: 4,454 SF BANK W/400 SF PATIO Inspector Assignment: RB 2704 LOKERAVWEST Lot 0 Type: COMMIND SubTypr COMM Job Address: Suite: Location: APPLICANT DARREN BA¥SA Owner: Remark^ AM PLEASE Total Ti CD Description 11 Ftg/Foundation/Piers Act Comment Phone: 7143285135 Inspector: Requested By: MEL ROBINSON Entered By: CHRISTINE Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description ' Act Insp Comments 06/19/2006 21 Underground/Under Floor AP RB 06/19/2006 22 Sewer/Water Service PA RB SEWER ONLY CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE LOCATION PERMIT NO. ^ *e* £c A ^/ c_ FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? I I YES FOR FURTHER IN^RMAHQN, CONTACT BUlLDINGflJSPECTOR PHONE CODE ENFORCEMENT OFFICER Jrrow Corporate: 2992 E. La Raima Ave., Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Emp, . 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT TYPE OF WORK G INSPECTOR DTECHNICIAN AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT. NO. ENGINEER REPORT NO.PG OF CONTRACTOR PLAN FILE NO.PERMIT NO. SUB-CONTRACTOR PBOJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT 9 7&1 REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RF1S, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITHYOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA, GRID LINES, PIECES OBSERVED: 2±L STRUCTURAL NOTES, DETAIL. OR RFIS USED: REMARKS. WaUDIHB MEETIHGS: 'J fa AvX " &o//$ REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETION: WEATHER: ' TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START U'V O LUNCH PERIOD: SITE TIME FINISH: TRAVEL TIME:VERIFIED BY: , I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROV^PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number City / County Certification Number Ftev: 7/97 Corporate: 2992 E. La Raima Ave., Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empl 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT D TECHNICIAN AVAILABLE: SOIL REPORT (V) (N) APPROVED PLANSNN) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) FOR"WEEK "ENDING REPORT NO.PG PLAN FILE NO. SUB-CONTRACTOR AME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: 1CBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS 1JSEDJY CONTRACTOR (INCLUDE RESEARCH ft!OR MATERIAL TEST REPORTS CONTRACTORS EQUIPMENT / MANPOWER USED AREA, GRID LINES. PIECES OBSERVED STRUCTURAL NOTES. DETAIL. OB RFIS USED REMARKS. 1NCLUOIHB MEETINOS: WLSv REWORK AS PERCEMT OF ALL WORK TODAY:PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START / LUNCH PERIOD: SITE TIME FINISH: TRAVEL TIME:VERIFIED BY: DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT o— 7S / ignature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 AS\. Corporate: 2992 E. La Palma Ave., Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empire: 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT TYPE OF WORK $ INSPECTOR DTECHNICIAM AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS jfi (H) SPECS JjQ (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEKENDIN PROJECT, NO. ENGINEERTILA&REPORNO.PG OF CONTRACTOR PLAN FILE NO.PERMIT NO. 8LTI- SUB-CONTRACTOR PROJECT NAME OF INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS- MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS); CONTRACTORS EQUIPMENT / MANPOWER USED'. AREA, GRID LIKES, PIECES OBSERVED: STRUCTURAL NOTES, DETAIL OR RFIS USED: REMARKS. INCLUDING HKETMGS; REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETION: WEATHER: (L TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED; PERIOD:TRAVEL TIME:VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature 06 Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 www.mtglinc.com Orange County/Los Angeles San Diego/Imperial County Corporate Branch: 7313 Carroll Rd, Ste. G 2992 E. La Palma Ave. Ste. A San Diego, CA 92121 Anaheim, CA 92806 Tel: 858.537.3999 Tel: 714.632.2999 Fax: 858.537.3990 Fax: 714.632.2974 DSA / OSHPD REPORT Inland Empire 14320 Elsworth St. Ste. C101 Moreno Valley, CA 92553 Tel: 909.653.4999 Fax: 909.653.4666 TYPE OF WORK PLAN FILE NO APPLICATION NO. ARCHITECT FOR WEEK ENDING PROJECT. NO. «?[£[ ' A6< ENGINEER REPORT NO.PG OF CONTRACTOR AVAILABLE: SOIL REPORT (Y) JN) APPROVED PLANS (V) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) SUB-CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: REVIEW DSA/OSHPD APPROVED DOCUMENTS, PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING DSA/OSHPD APPROVED DOCUMENTS, RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT. WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED, NOTE ON THE REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT / MANPOWER USED: AREA, GRID LINES, PIECES INSPECTED: STRUCTURAL NOTES. DETAIL, OR RFIS USED: REMARKS, IHCLUDINa MEETINGS: Qr^i . j- REWORK AS PERCENT OF ALL WORK TODAY:PERCEMT PROJECT COMPLETION: WEATHER: TEMPERATURE: SAMPLES TAKEN:WORK PERFORMED COMPLIES WITH DSA/OSHPD APPROVED DOCUMENTS D WORK PERFORMED DOES NOT COMPLY WITH DSA/OSHPD APPROVED DOCUMENTS D SITE TIME START: „ LUNCH PERIOD: _ SITE TIME FINISH: TRAVEL TIME:VERIFIED BY: This is to certify that the above reported inspection's were made in accordance with the DSA/OSHPD approved documents and the rules and regulations of the Department of General Services (Title^X-1 ceftify under penalty of perjury that I prepared these reports and that all of the above statements are ttue. , I Signature Date of Inspection IC80 Certification Number Print Name DSA/OSHPD Certification Number Corporate: 2992 E. La Raima Ave., Ste.A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empiu. 14320 Elsworth Street, Ste.CI 01 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT TYPE OF WORK DINSPECTOR TECHNICIAN AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDIW PROJECT, NO. ENGINEER REPORT NO.PG OF CONTRACTOR PLAN FILE NO.PERMIT NO. SUB-CONTRACTOR PROJECT INSPECTION ADDRESS ADDRESS OF PROJECT , C REPORTING REQUIREMENTS: 1CBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE TS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS); CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA, GRID LINES, PIECES OBSERVED:G- STRUCTURAL NOTES. DETAIL, OR RFIS USED: REMARKS. IHCLUOIHO IKfTiHBS: REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETION: WEATHER: s TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED. SITE TIME START:. LUNCH PERIOD; _ SITE TIME FINISH: TRAVEL TIME:AW.VERIFIED BY! I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE 9 IL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICAT-IONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 Corporate: 2992 E. LaPalmaAve., Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empire: 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT TYPE OF WORK QINSPECTOR 'ECHfJICIAN AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS (Y] (N) SPECS (Y)(Nt APPROVED SHOP DRAWING (Y) (N) INSPECTION ADDRESS ADDRESS OF PROJECT 2T?07 REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTKS, AND RF!S, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TESCREPORTS) CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA. GRID LINES, PIECES OBSERVED: STRUCTURAL NOTES, DETAIL. OR RFIS USED: REMARKS. INCLUDING MfETWCS: REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: LUNCH PERIOD:. SITE TIME FINISH:. TRAVEL TIME:IW-VERIFIED I DO CERTIFY THAT I HAVE AND/ORTHEAP^R8V ERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, 4S, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT *7 / I^L i t Date of Rpport ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 *SiL Corporate: 2992E. LaPalmaAve.,Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empv_. 14320 Elsworth Street, Ste.C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT TYPE OF WORK $$ INSPECTOR D TECHNICIAN AVAILABLE: SOIL REPORT (V) (N) APPROVED PLANS00 M SPECS 4J>|N> APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT. NO ENGINEER REPORT NO.PG OF CONTRACTOR PLAN FILE NO.PER MIT NO. SUB-CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTGi, SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT / MANPOWER USED: AREA, GRID LINES. PIECES OBSERVED: ex?-a. STRUCTURAL NOTES, DETAIL. OR RFIS USED: REMARKS, MCLUOINB MeETOiGS: £ C> REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETION: WEATHER TEMPERATURE 7% SAMPLES TAKEN; TESTS REQUIRED SITE TIME START: LUNCH PERIOD: _ SITE TIME FINISH; TRAVEL TIME: __ll->_VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Ptint tome City / County Certification Number Rev: 7/97 mS\. Corporate: 2992 E. La Raima Ave.,Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland EmpV . 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT TYPE OF WORK D TECHNICIAN INSPECTION ADDRESS 2 7 * r AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) («} REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): 2CONTRACTORS EQUIPMENT/ MANPOWER USED. AREA, GRID LINES, PIECES OBSERVED:A TA*f (T r -^ STRUCTURAL NOTES, DETAIL. OR RFIS USED: REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START;.O ' & O SITE TIME FINISH: TRAVEL TIME: __ I DO CERTIFYJJjAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, ^PROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORTAND/, 'I / a <r Date of Report 1CBD Certfftc&tion Number Prim Name City / County Certification Number Corporate: 2992 E. La Raima Ave., Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empi, 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT TYPEOFWORK QTECHNICIAN AVAILABLE: SOIL REPORT (V) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING <Y) (N) REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONEORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, is CORRECTED, so NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO- OR MATERIAL TEST REPORTS): SOc9 ' CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA, GRID LINES, PIECES OBSERVED: *r SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: LUNCH PERIOD: _ SITE TIME RNISH:. TRAVEL TIME: .BtcRTFYTHAT 1 HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. rt APPROVED PLANS^PEtjft ICAT10NS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date °' Report CBO Certiication Number Print Name City / County Certification Number Rev: 7/97 Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 7313 Carroll Road, Suite G, San Diego, CA92J21 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14320 Elsworth Street, Suite CI01, Moreno Valley, CA 92553 Tel: (909) 653-4999 Fax: (909) 653-4666 Branch: 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel: (818) 833-8100 Fax: (818) 833-0085 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: DEB CONSTRUCTION INC. Set No.: 6-11372 File No.: Permit No.: Project No.: Project Name: 8151A04 BANK OF AMERICA - LOKER BUSINESS CENTER- 2704 LOKER AVE. CARLSBAD, CA Age (Days) 7 28 28 28 H Date Tested 7/21/2006 8/11/2006 8/11/2006 8/11/2006 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 Load (IDS.) 106,030 Strength (psi) 3,750 Type of Fracture Cone & Split Specified Strength: 4,000 PSI Sampled By: EDWIN PANOPIO Location: SLAB ON GRADE Concrete Supplier: HANSON AGGREGATES Mix No.: 4038614 Ticket No.: 9805981 Water added at Site: gat. By Cement Type: Mix Time: 70 min. Date Sampled: 7/14/2006 Date Received: 7/17/2006 Concrete Temp: 89 Ambient Temp: Slump: 6.00 in. Tested at: San Diego Remarks: Distribution: DEB CONSTRUCTION INC. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel: (909) 653-4999 Fax: (909) 653-4666 Branch: 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel: (818) 833-8100 Fax: (818) 833-0085 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: DEB CONSTRUCTION INC. Set No.: 6-11372 File No.: Permit No.: Project No.: Project Name: 8151A04 BANK OF AMERICA - LOKER BUSINESS CENTER- 2704 LOKER AVE. CARLSBAD, CA Age (Days) 7 28 28 28 H Date Tested 7/21/2006 8/11/2006 8/1 1/2006 8/1 1/2006 Nominal Size 6X 12 6X 12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 Load (Ibs.) 106,030 127,710 119,120 Strength (psi) 3,750 4,520 4,210 Type of Fracture Cone & Split Cone & Shear Shear Specified Strength: 4,000 PSI Sampled By: EDWIN PANOPIO Location: SLAB ON GRADE Concrete Supplier: HANSON AGGREGATES Mix No.: 4038614 Ticket No.: 9805981 Water added at Site: gal. By Cement Type: Mix Time: 70 min ASTMC172 Date Sampled: 7/14/2006 Date Received: 7/17/2006 Concrete Temp: 89 Ambient Temp: °F ASTM C1064 °F ASTM C1064 Slump: 6.00 in. ASTM C143 Tested at: San Diego Remarks: Distribution: DEB CONSTRUCTION INC. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. 4360 PSI 28-day compression test complies with the specified strength. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch; 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel: (909) 653-4999 Fax: (909) 653-4666 Branch: 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel: (818) 833-8100 Fax: (818) 833-0085 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: DEB CONSTRUCTION INC. Set No.: 6-11372 File No.: Permit No.: Project No.: Project Name: 8151A04 BANK OF AMERICA - LOKER BUSINESS CENTER- 2704 LOKER AVE. CARLSBAD, CA Age (Days) 7 28 28 28 H Date Tested 7/21/2006 8/11/2006 8/1 1/2006 8/1 1/2006 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 Load (Ibs.) 106,030 127,710 119,120 Strength (psi) 3,750 4,520 4,210 Type of Fracture Cone & Split Cone & Shear Shear Specified Strength: 4,000 PSI Sampled By: EDWIN PANOPIO Location: SLAB ON GRADE Concrete Supplier: HANSON AGGREGATES Mix No.: 4038614 Ticket No.: 9805981 Water added at Site: gal. By Cement Type: Mix Time: 70 min ASTMC172 Date Sampled: 7/14/2006 Date Received: 7/17/2006 Concrete Temp: 89 Ambient Temp: °F ASTM C1064 °F ASTM C1064 Slump: 6.00 in. ASTM C143 Tested at: San Diego Remarks: Distribution: DEB CONSTRUCTION INC. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. 4360 PSI 28-day compression test complies with the specified strength. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel: (909) 653-4999 Fax: (909) 653-4666 Branch; 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel: (818) 833-8100 Fax: (818) 833-0085 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: DEB CONSTRUCTION INC. Set No.: 6-11290 File No.: Permit No.: Project No.: Project Name: 8151A04 BANK OF AMERICA - LOKER BUSINESS CENTER- 2704LOKERAVE. CARLSBAD, CA Age (Days) 7 28 28 28 H Date Tested 7/8/2006 7/29/2006 7/29/2006 7/29/2006 Nominal Size 6X 12 6X12 6X12 6X 12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 Load (Ibs.) 115,360 143,350 140,240 Strength (psi) 4,080 5,070 4,960 Type of Fracture Cone & Shear Cone & Shear Cone & Split Specified Strength: 4,500 PSI Sampled By: DAN CASCINO Location: FOOTING @ VAN/T Concrete Supplier: HANSON AGGREGATES Mix No.: 4533500 Ticket No.: 976705 Water added at Site: gal. By Cement Type: 1I/V Mix Time: 65 mir Date Sampled: 7/1/2006 Date Received: 7/7/2006 Concrete Temp: 87 Ambient Temp: 77 Slump: 4.25 in. Tested at: San Diego °F °F Remarks: Distribution: DEB CONSTRUCTION INC. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. 5020 PSI 28-day compression test complies with the specified strength. EsGil Corporation In (partners dip -with government for (BuiCding Safety DATE: FEB. 27, 2006 a APPLICANT JURISDICTION: CARLSBAD a PLAN REVIEWER Q FILE PLAN CHECK NO.: 06-0099 SET: II PROJECT ADDRESS: 2704 LOKER AVENUE WEST PROJECT NAME: BANK OF AMERICA NEW OFFICE X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: DARREN BAYSA / CPA GROUP 600 ANTON BLVD., 11™ FLOOR, COSTA MESA, CA 92626 XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: DARREN Telephone #: 949-716-4633 Date contacted: (by: ) Fax #: -4649 Mail Telephone Fax In Person REMARKS: By: All Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 2/17 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 ii '•• in Miti i EsGil Corporation In Partnership with government for Quitting Safety DATE: JAN. 23, 2006 i JURISDICTION: CARLSBAD PLAN CHECK NO.: 06-0099 SET: I PROJECT ADDRESS: 2704 LOKER AVENUE WEST PROJECT NAME: BANK OF AMERICA NEW OFFICE Q APPLICANT~a U PLAN REVIEWER Q FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X] The applicant's copy of the check list has been sent to: THDARREN BAYSA / CPA GROUP 600 ANTON BLVD., 11 m FLOOR, COSTA MESA, CA 92626 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted:, DARREN (^V Telephone #: 949-716-4633 Date Q&fg&fflF (my? (by: $f) Fax #: -4649 Mail """"felephone *-/^ Fax —"m Person REMARKS: By: All Sadre Enclosures: Esgil Corporation D GA El MB El EJ D PC 1/12 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 CARLSBAD 06-0099 JAN. 23, 2006 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 06-0099 PROJECT ADDRESS: 2704 LOKER AVENUE WEST Building Area = 4,454; Patio Cover = 400; STORY = ONE; HEIGHT = 22'; ALLOWABLE AREAS = 8K X 3 (SPR.) = 24K > 4,854 OK; OCCUPANCY = B; CONSTRUCTION = V-N/SPR. DATE PLAN RECEIVED BY ESGIL CORPORATION: 1/12 REVIEWED BY: AH Sadre DATE REVIEW COMPLETED: JAN. 23, 2006 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items 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. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Q Yes Q No • GENERAL 1. Please make all corrections on the originals and submit three revised stamped & signed sets of prints to: The Building Department. 2. Please specify the required & provided HC parking spaces including the van accessible ones on the cover sheet of plans. CARLSBAD 06-0099 JAN. 23, 2006 3. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 2002 NEC. Revise the note on Sheet AOO.OO accordingly. 4. Provide a note on plans indicating if any hazardous materials will be stored/ used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E. 5. Specify the floor area of all covered patios on plans. This area is to be added to the total floor areas on plans. 6. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 7. On the cover sheet of the plans, specify any items that will have a deferred submittal (i.e., skylight, vault, etc.). Also add the following note to Title Sheet, per Section 106.3.4.2: "Submittal documents for deferred items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred items shall NOT be installed until their design and submittal documents have been approved by the building official," 8. 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 site plan or Title Sheet. Sec. 106.3.3. I.e., site walls, gates, fences, signage, etc. 9. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Complete the attached form. Sec. 106.3.5. • GLASS AND GLAZING 10. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors. b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. c) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing. d) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. CARLSBAD 06-0099 JAN. 23, 2006 21. Please submit a letter from the soils engineer stating that the foundation plans have been reviewed and they have been found in conformance with the soils report recommendations. 22. Please coordinate the location of openings for door 9 on grid line 1, Sheet S1-21, versus the floor plans. Similarly, for the openings by grid point C-1. 23. Please dimension the width of all shear panels on plans indicating that the minimum 2:1 aspect ratio is maintained. Table 23-ll-G. 24. Please show weight of the mechanical equipment on roof framing plans. 25. Please show where the diaphragm nailing TYPE II. as per the schedule on S3.0, is referenced on plans. 26. Please note where details 3, 4, 7 & 11/S6.0 are referenced on plans. 27. All irrelevant details to this project may be deleted. 28. Please specify where details 3 & 7/S7.0 are referenced on plans. 29. Please note where section 1/S8.0 is referenced on plans. 30. Please label all the beams on Sheet S3.0. I.e., see those on gridlines D.2, D.4, 3.4, 3.5, etc. Similarly, callout beam "P1" on Sheet S3.0, so the structural plans can be verified against the calculations. • ADDITIONAL 31. Please see attached for P/M/E & HC items. 32. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. 33. If you have any questions regarding these plan review items, please contact All Sadre at Esgil Corporation. Thank you. CARLSBAD 06-O099 JAN. 23, 2006 PLUMBING and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1. Clarify the water supply pipe sizing to the women's restroom on the plumbing floorplans. 2. Provide the site plumbing plans showing the locations of the gas and water meters, the sizes, routes, and slopes for both the sewer and storm drainage system, and the site gas and water supply piping. 3. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan. Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems. If private, the responsibility of the City Building Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans, 4. Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations. (Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve.) UPC 710.1 MECHANICAL (2000 UNIFORM MECHANICAL CODE) • The mechanical is fine as submitted. Note: If you have any questions regarding this Plumbing, and Mechanical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans.. CARLSBAD 06-0099 JAN. 23, 2006 ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti • ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 1. The electrical plans are ok. . ENERGY CONSERVATION 2. Demising wall insulation: The insulation installed at demising walls of non- residential buildings shall have an R-13 value. (118(f)) 3. Include completed exterior site lighting calculations to show compliance with the maximum illumination levels for general site illumination and for specific lighting application locations. Also, sign lighting calculations should be submitted for review, Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD 06-0099 JAN. 23, 2006 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT • TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24. Per Section 101.17.11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. Please reflect the following items on plans; i.e., they may be rephrased and imprinted on plans: • SITE PLAN REQUIREMENTS 1. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the buildings as well as the buildings and the public wav. per Section 1114B.1.2. • ACCESSIBLE PARKING 2. Show on the site plan the required number of accessible parking spaces for new facilities. Per Table 11B-7 the minimum number of spaces is: a) 1 for each 25 spaces up to 100 total spaces. b) 1 additional space for each 50 spaces for between 101 and 200 total spaces. c) 1 additional space for each 100 spaces for between 201 and 500 total spaces. 3. At least one in every 8 accessible parking spaces shall be served by an access aisle >96" in width and designated as VAN ACCESSIBLE, per Section 1129B.4.2. 4. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 1129B.4.2. 5. Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Section 1129B.4.3. • CONTROLS AND OPERATING MECHANISMS 6. Note on plans that controls & operating mechanisms comply with requirements of Section 1117B.6. 7. The highest and lowest operable parts of all controls, dispensers, receptacles and other operable equipment shall be placed within 48" of the floor but not lower than 15" for forward approach (or within 54" but not lower than 9" if side approached). Electrical and communication system receptacles on walls shall be mounted no less than 15" above the floor. Section 1117B.6.3. CARLSBAD 06-OO99 JAN. 23, 2006 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. O6-OO99 Job Address or Legal Description 2704 LOKER AVENUE WEST Owner /7%W2- /fl*££ , ^Address P?® ^/^~ A^' '&?& &'& f** You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) CARLSBAD O6-OO99 JAN. 23, 2006 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER:OWNER'S NAME: I I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architecbof record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed EnglMWVArchlucf• SM!IttgnatunHm 1. List of work requiring special inspection: ^ Soils Compliance Prior to Foundation Inspection IZI Structural Concrete Over 2500 PSI O Prestressed Concrete D Structural Masonry D Designer Specified 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A c. H Field Welding D High Strength Bolting [>3 Expansion/Epoxy Anchors Q Sprayed-OriFireproofmg H Other $**f t ft**s vfffs belli t 3. Duties of the special inspectors for the work listed above: A See Sheet S1.0. c. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. CARLSBAD O6-0099 JAN. 23, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 06-0099 PREPARED BY: All Sadre DATE: JAN. 23, 2006 BUILDING ADDRESS: 2704 LOKER AVENUE WEST BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: VN/SPR BUILDING PORTION OFFICE COVERED PATIO Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 4454 400 4454 4854 cb Valuation Multiplier 74.00 20.00 4.20 2.60 By Ordinance Reg. Mod. VALUE UC-^o <t" ^ ($)staiM*; 329,596 jJv^06 8'000 18,707 12,620 368,923 c^-LT i>1,orO.Uo l 1994 UBC Plan Check Fee Type of Review: _Q_Repetitive Fee ~i Repeats Comments: LOT #18 Complete Review D Other D Hourly Structural Only Hour Esgil Plan Review Fee $893.80 $770.04 Sheet 1 of 1 macvalue.doc CARLSBAD 06-0099 JAN. 23, 2006 EXIT SIGNS 11. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1003.2.8.2. 12. If exit signs are required, provide the following notes on plans, Sec. 1003.2.8.2: a) Exit signs shall be located as necessary to clearly indicate the direction of egress travel. No point shall be more than 100 feet from the nearest visible sign. b) Exit signs shall be readily visible from any direction of approach. 13. Show two sources of power for the lamps at exit signs. Section 1003.2.8.5. • FIRE EXTINGUISHING 14. 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 904.3. • DISABLED ACCESS 15. Please show the number or required and provided HC parking spaces including van accessible spaces on plans. 16. Provide notes & details on plans to show compliance with the enclosed Disabled Access Review List. • MISCELLANEOUS 17. Note on plans that suspended ceilings comply with UBC Tables 25-A & 16-O. • STRUCTURAL 18. Provide a copy of the project soil report prepared by a California licensed architect/ or civil engineer. This report shall include recommendations for the foundation design based on the engineer's findings as per UBC, Section 1804. 19. Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. 20. 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: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." City of Carlsbad Public Works Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDINGADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ^Q9- ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please se\the attached report of deficiencies marked with)0; Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: Date: Date: '01 FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON JOANNE JUCHN1EWICZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad. CA 92008 Phone: (760) 602-2775 _ CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: Carlsbad, CA 920O817314 • (76O) 6O2-272O • FAX (76O) BUILDING PLANCHECK CHECKLIST Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines Easements 2. Show on site plan: A. B.c. F. G. H. I. J. Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION F:\BUILDINO PLANCHECK CKLST FORM.dOC BUILDING PLANCHECK CHECKLIST ..ST 2*°,RDX 3™ DISCRETIONARY APPROVAL COMPLIANCE D 4a. Project does pot comply with the following Engineering Conditions of approval for Project No. .. __ fc DD 4b. All conditions are in compliance. Date: *$&- DEDICATION REQUIREMENTS Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and or remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. edication completed by:Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:\BUILD1NG PLANCHECK CKLST FOHM.Ooc BUILDING PLANCHECK CHECKLIST iST ,ND ,RD D D D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $360 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. n n Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. 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. n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval,obtained prior to issuance of a Building Permit. Date:rading Inspector sign off by: c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) ^.fulnb F:\BUILOING PLANCHECK CKLST FORM.Uif"W BUILDING PLANCHECK CHECKLIST ST1 D ,ND RD3 D D D D 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: D D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City pngineer prior to issuance of grading or building permit, whichever occurs 11. Q* Required fees are attached D No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. F:\BUILDINQ PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST iST ,ND »RD D D • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F:\BUILDING PLANCHECK CKLST FORM.doc - ST 2ND 3RD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: FiBUILDING PLANCHECK CKLST FORM.doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address:Bldg. Permit No, Prepared by:_Date:Checked by:Date: EDU CALCULATIONS: List types and square footages for all Types of Use: j&a^ftL, ^SUgJx) Sq. Ft./Units; Types of Use: Sq. Ft/Units: s. APT CALCULATIONS: List types and square footages for all uses. • )Types of Use: Types of Use: Sq. FtVUnits: Sq. Ft./Units: EDU's: EDU's: ADT's: _ ADT's: FEES REQUIRED: WITHIN CFD: HTES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)DNO FEE FEE/UNIT: PARK AREA & #: X NO. UNITS:.=$_ 2. TRAFFIC IMPACT FEE ADT's/UNITS:535 FEE/ADT: BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 DIST. #3 ADT's/UNITS: 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.:_ 5. SEWER FEE EDU's: ^ BENEFIT AREA: _ EDU's: & X FEE/ADT: _ _ ZONE: 3 X FEE/SQ.FT./UNIT: =$. FEE/EDU: FEE/EDU•M- . SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA ACRES: 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE ( Pi 77 7? =$ (?$&• . /£ =$_ HIGH FEE/AC: /LOW ETER FEE SDCWAFEE SDCWAFEE F:\FEE CALCULATION WORKSHEET.doc 1 Of 2 Rav. 7/14«K) APR-10-2006 MON 03:57 PM ENGINSPECTION FAX:7604384178 P. 001 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR:, PROJECT 1C C.a~«W LOTS REQUESTED FOR RELEASE:^;\fl\*fl°C/ . N/A - MOT APPLICABLE V- COMPLETE 0 = Incomplete or unacceptable PERMIT 1sty/s// / t/- fll*! •/"• ! ' y 2nd. ' i V •. ' ill.1.';'. )•, !/• '• Pa/pal permit 1. 2. 3. 4. 5, 8. 7. 8. 9. ele ssu Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 8!£" x 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state tot (s) is graded to within a tenth (.1) of the approved grading plan. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. Partial release of grading for the above stated lots is approved for the purpose of building permit Issuance, Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following masons: Date 4//Q/4* cristru$ton Manager Date -w'. ?! LEMABT7ER. ?C RMS.vARTSr7E.FRtt T :, .ii I 00 I I PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. Planner Christer Westman APN: flM-Q&l-Gl-CD Address cZT&j Phone (760) 602-4614 Type of Project & Use: Zoning: rH General Plan: CFD/fiafout) t Ciwie One Project Density:DU/AC Facilities Management Zone: Date of participation:Remaining net dev acres: (For non-residential development: Type of land used created by this permit: Legend: X ltem Complete Environmental Review Required: DATE OF COMPLETION: YES Item Incomplete - Needs your action NO TYPE _y££L_GJC Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES £ _ NO DATE TYPE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES NO /C NO If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status {Coastal Permit Required or Exempt): Coastal Permit Determination Form, already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BldgPlnchkRevChklst Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE1* Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: 1 . Setbacks: Front: Interior Side: Street Side: Rear: 2. Accessory structure Front: •Interior Side: Street Side: Rear: Structure separation 3. Lot Coverage: Required Required Required Required setbacks: Required Required Required Required : Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4. Height:Required Shown 5. Parking: Spaces Required Guest Spaces Required Additional Comments 3&0<I plotu? ftt/ Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE DATE H:\ADMIN\COUNTER\BldgPlnchkRevChklst Carlsbad Fire Department Plan Review Requirements Category: COMMIND , COMM Date of Report: 02-27-2006 Reviewed by: Name: Address: Permit #: CB060099 Job Name: BANK OF AMERICA-4456 SF Job Address: 2704 LOKER AV WEST CBAD INCOMPLETE Tho item y0u have oubmittod for review io incomplete. At this time, thio office cannot adequately conduct a review to determine compliance with the applicable oodoo and/or otandardo. Ploaao review carefully all comments attached. Please resubniit the necessary plans and/or cpecificationG, with changec "clouded", LU LUIS L'±n*-'tf IXM^^^^O^"w" tiiiu. npTFryvui. Conditions: Cond:CON0001121 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 02/27/2006 By: gr Action: AP ILDIN ENGINEERING 26501 CIVIL STRUCTURAL DESIGN SUffE 203, U\KE FOREST, CA 92B30 \\\\\ [949] 421-0144 • FAX [949) 421-0143 STRUCTURAL CALCULATIONS FOR PROJECT:BANK OF AMERICA PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA CLIENT:GENSLER JOB NUMBER: TILDIN NO. 2005-42 DATE:JANUARY 6, 2006 TILDIN ENGINEERING DESIGN PROJECT DATE CHECKED JOB NO. SHEET OF T 3 7 10 TILDIN ENGINEERING DESIGN PROJECT DATE CHECKED JOB NO. SHEET _±_ OF. FLAT MAIN &OOF '.IN4VL. Y/ $Tt/D * MALL- 3, O z.s 1.5 i<5 PL =: I/.0 pSF l.ff * iq.0 PSF Li, ^!&, hs ^ 10.0 15-0 PLAT 3.O PSF hffI.Q PL = 10-0 TILDIN ENGINEERING DESIGN _ PROJECT DATE CHECKED JOB NO. SHEET OF TH2V If * t> f r t> ~ Title : Dsgnr: Description Scope : Job# Date: 9:58AM, 5 JAN 06 Rev: 560100 User: KW-0601804, Ver 5.6.1, 25-Oct-2002 (c)19B3-2Q02 ENERCALC Engineering Software General Timber Beam Page 1 Description DRIVE THRU ROOF JOIST General Information Section Name 2x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements 1.500 in 9.250 in Sawn 1.250 Pin-Pin 40.000pcf Center Span Left Cantilever Right Cantilever Fb Base Allow Fv Allow Fc Allow E 1600ft l-ii ft . . ft . . 875.0 psi 95.0 psi 625.0 psi 1 ,600.0 ksi . . .Lu . . .Lu 0.00 ft 0.00 ft 0.00 ft Repetitive Member Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 13.50#/ft#m#/ft LL LL LL 27.00 #/ft #/ft #/ft Point Loads Dead Load 171.0 Ibs Live Load Ibs ...distance 8.000ft Span= 16.00ft, Beam Width = 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,179.96 psi Fb 1,383.59 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft 500in x Depth = 9.25in, Ends are Pin-Pin 0.853 ; 1 2.1 k-ft Maximum Shear 2.5 k-ft Allowable 2.10 k-ft at 8.000ft Shear: 0.00 k-ft at 16.000ft 0.00 k-ft Camber: 0.00 k-ft 2-4^ Reactions... fv 47.60 psi LeftDL 0.22 k Fv 118.75 psi Right DL 0.22k *1.5 @Left@ Right @Left @ Center @ Right Max Max Beam Design OK 0.7 k 1.6 k 0.44k 0.44k 0.000 in 0.481 in 0.000 in 0.44k 0.44k Deflections— «.iMBtt«im«ataflaiiiim«iraia^^ 1 1 urim '^aaaa«jgi^t8BBaaPmarejfl4aatl^^ Center Span... Deflection ...Location ...Length/Defl Dead Load -0.321 in 8.000 ft 598.2 Tgta[Load -0.572 in 8.000 ft 335.39 Camber ( using 1.5 * D.L. Defl)... @ Center 0.481 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 TotaJJLoad 0.000 in 0.0 0.000 in 0.0 Title : Dsgnr: Description Job# Date: 9:58AM, 5 JAN 06 Scope : Rev: 560100 User: KW-0601804, Ver 5.6.1, 25-Oct-2002(c)19S3-2002 ENERCALC Engineering Software General Timber Beam Page 2 Description DRIVE THRU ROOF JOIST Stress Calcs Bending Analysis Ck 31.019 Le Cf 1.100 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Query Values 0.000 ft 0.000 \da.x Moment 2.10 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.66 k 5.562 in2 118.75 psi 0.44 k 0.44 k M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Sxx 21.391 in3 Cl 0.000 Sxx Rea'd 18.24 in3 0.00 in3 0.00 in3 @ Right Support 0.66k 5.562 in2 11 8.75 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Area 13.875 in2 Allowable fb 1,383.59 psi 1,383.59 psi 1,383.59 psi 0.470 in 0.470 in Shear 0.44k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in TILDIN ENGINEERING 9550 WARNER AVE., SUITE 325 FOUNTAIN VALLEY, CA. 92708 Rev. 510300UserKW-0601«W.Ver5 1.3. 22-Jun-1989. Wm32 |c) 1M3-99 ENERCALC Description CEILING JOIST /V/Vi? 77//# Title : Job # Dsgnr: Date: 10:57AM. 14JUN02 Description : Scope : f Timber Beam & Joist Pa9e 1 (DL.Ib Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft ps ps ks 2X6@16"O.C 2x6 1.500 5.500 4.00 875.0 95.0 1,600.0 1.000 Sawn Repetitive 2X8@16"O.C 2x8 1.500 7.250 4.00 875.0 95.0 1,600.0 1.000 Sawn Repetitive ,6Plf,«. -,e vn Calculations are designed to 1997 NDS and 1997 UBC Requirements 2X10@16"O.C 2x10 1.500 9.250 4.00 875.0 95.0 1,600.0 1.000 Sawn Repetitive 2X12@16"O.C 2x12 1.500 11.250 4.00 875.0 95.0 1 ,600.0 1.000 Sawn Repetitive Center Span Data Span Dead Load Live Load Results Mmax @ Center@x = fb : Actual Fb : Allowable fv : Actual Fv : Allowable ft #/ft #/ft 10.00 22.00 14.00 Ratio = 0.5652 in-k ft psi psi psi psi 5.00 714.0 1,263.3 Bending OK 29.8 95.0Shear OK 14.00 22.00 14.00 0.7033 10.58 7.00 805.4 1,145.3 Bending OK 32.0 95.0Shear OK 18.00 22.00 14.00 0.7938 17.50 9.00 817.9 1,030.3 Bending OK 32.2 95.0Shear OK 22.00 22.00 14.00 0.8970 26.14 11.00 826.0 920.9 Bending OK 32.4 95.0Shear OK Reactions j @ Left End DL LL Max. DL+LL @ Right En DL LL Max. DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 110.00 70.00 180.00 110.00 70.00 180.00 154.00 98.00 252.00 154.00 98.00 252.00 198.00 126.00 324.00 198.00 126.00 324.00 242.00 154.00 396.00 242.00 154.00 396.00 Deflections | Center DL Def L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0.149 806.7 -0.095 1.267.7 -0.243 5.000 493.0 -0.249 673.4 -0.159 1.058.1 -0.408 7.000 411.5 -0.328 658.0 -0.209 1,034.0 -0.537 9.000 402.1 -0.407 648.3 -0.259 1,018.8 -0.666 11.000 396.2 TILDIN ENGINEERING DESIGN _ PROJECT DATE CHECKED JOB NO. SHEET OF/ 0 - = It * Title : Dsgnr: Description : Scope: Job* Date: 1:51 PM, 4 JAN 06 Rev: 560100User: KW-0601804, Ver 5.6.1. 25-Oct-2002 (c) 1983-2002 ENERCALC Engineering _Soft_ware_General Timber Beam Page 1 Description CANOPY JOIST General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Beam Width Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 1.500 in 5.500 in Sawn 1.000 Pin-Pin 40.000 pcf Fb Base Allow Fv Allow Fc Allow E 5.00 #/ft LL 16.00#/ft LL #ffi LL 2.00ft .. 400ft .. ft . . 875.0 psi 95.0 psi 625.0 psi 1 ,600.0 ksi #/tt 60.00 #ffi #/ft . . .Lu 0 00 ft . . .Lu 4 00 ft . . .Lu 0 00 ft Repetitive Member J |^Su£7mary_ _J Span= 2.00ft, Left Cant= 4.00ft, Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 993.85 psi Fb 1,263.25 psi Beam Width = 1 .SOOin x Depth = 5.5m, 0.787 : 1 -0.6 k-ft 0.8 k-ft 0.00 k-ft at -0.1 5 k-ft at -0.63 k-ft 0.00 k-ft 0.80 fv 58.27 psi Fv 95.00 psi Ends are Pin-Pin Maximum Shear * 1 Allowable o.ooo ft 0.000 ft Reactions. LeftDL Right DL Shear: Camber: 0.15 k -0.07 k 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 0.5 k 0.8 k 0.32k 0.31k 0.075 in 0.003 in 0.000 in 0.63k -0.31 k | Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Totaiload Deflection 0.002 in 0.002 in Deflection -0.050 in -0.215 in ...Location 0.833 ft 0.833 ft ...Length/Defl 1 ,921 .8 446.4 ...Length/Defl 12,811.0 12,810.99 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.075 in @ Right 0.000 in Stress Cafes j Bending Analysis Ck 34.680 Le Cf 1.300 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 7.852 n 15.179 Max Moment 0.15 k-ft 0.63 k-ft 0.00 k-ft @ Left Support 0.48k 5.060 in2 95.00 psi 0.63 k -0.31 k Sxx 7.563 in3 Cl 0.966 Sxx Req'd 1.34in3 5.95 in3 0.00 in3 @ Right Support 0.46k 4.830 in2 95.00 psi Bearing Length Req'd Bearing Length Req'd Area 8.250 in2 Allowable fb 1,308.13 psi 1,263.25 psi 1,308.13 psi 0.676 in 0.326 in Title : Dsgnr: Description : Job* Date: 9:53AM, 11 NOV05 Scope: Rev 560100User KW-0601804. Ver 5.6-1, 25-Qct-2002 |c)1983-2002 ENERCALC EngIneenng Software General Timber Beam Page 1 Description CANOPY JOIST General Information Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 500 in 11. 250 in Sawn 1.000 Pin-Pin 40.000 pcf Right Cantilever Fb Base Allow Fv Allow Fc Allow E 800ft 6 00ft . . ft . . 875.0 psi 95.0 psi 625.0 psi 1,600.0ksi . .Lu 0.00 ft . . .Lu 6.00 ft . . .Lu 0.00 ft Repetitive Member Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL #/ft LL 22.00 #/ft LL #/ft LL #ffi 80.00 #/ft #/ft |^Somma/y^^ — i — - — — — ____ . -. . . i Span= 8.00ft, Left Cant= Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 728.32 psi Fb 795.19 psi 6.00ft, Beam Width = 1.500in 0.916 : 1 -1.9k-ft 2.1 k-ft 0.00 k-ft at -0.48 k-ft at -1.92 k-ft 0.00 k-ft 2.10 fv 56.37 psi Fv 95.00 psi x Depth = 11.25in,Ends are Pin-Pin Maximum Shear * 1 0.000 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.24 k -0.04 k 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 1.0 k 1.6 k 0.63k 0.22k 0.103 in 0.016in 0.000 in 0.90k -0.22 k Deflections I Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center @Left @ Right Dead Load 0.011 in 3.301 ft 9,142.2 Defl ) ... 0.01 6 in 0.103 in 0.000 in Total Load Left Cantilever... 0.011 in Deflection 3.301 ft ...Length/Defl 9,142.23 Right Cantilever... Deflection ...Length/Defl Dead Load Total Load -0.069 in -0.286 in 2,088.3 503.7 0.000 in 0.000 in 0.0 0.0 Stress Calcs j Bending Analysis Ck 34.680 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 12.355ft 27.232 Max Moment 0.48 k-ft 1 .92 k-ft 0.00 k-ft @ Left Support 0.95k 10.013 in2 95.00 psi 0.90 k -0.22 k Sxx 31.641 in3 Area Cl 0.790 Sxx Req'd 5.73 in3 28.98 in3 0.00 in3 @ Right Support 0.33k 3.494 in2 95.00 psi Bearing Length Req'd Bearing Length Req'd 16.875 in2 Allowable fb 1,006.25 psi 795.19 psi 1,006.25 psi 0.959 in 0.236 in TILDIN ENGINEERING DESIGN _ PROJECT DATE CHECKED SHEET OF0 ^ 54 SPAM* v/ lUM ' ' uJ M 'II ITT77 7 TILDIN ENGINEERING 9550 Warner Ave. Suite 325 Fauntain Valley, Ca. 92708 Phone:(714)962-9705 Fax: (714) 962-4797 Title: Dsgnr: Description : Scope : Job* Date: 4:43PM, 29 DEC 05 II Rev. 560100User: KW 0601804, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software General Timber Beam c:\ec55\boapalornar. ecwiCalculations Description Purlin P1 [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 Section Name 2.5x12 Beam Width 2.500 in Beam Depth 12.000 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1 .250 Beam End Fixity Pin-Pin Wood Density 50.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 19.00ft Lu ft Lu ft Lu 2,400.0 psi 190.0psi 560.0 psi 1 ,800.0 ksi 0.00 ft 0.00 ft 0.00 ft | Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL 54.00 #ffi LL #/ft LL #/ft LL 80.00 #/ft #/ft #/ft Point Loads Dead Load Ibs Live Load 600.0 Ibs ...distance 9.500ft I ^^fl^E^^fQL^^J Span= 19.00ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M altow fb 1,873.36 psi Fb 3,000.00 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft = 2.500in x Depth = 12.in, Ends are Pin-Pin 0.624 : 1 9.4 k-ft Maximum Shear 15.0 k-ft 9.37 k-ft at 9.500ft 0.00 k-ft at 19.000ft 0.00 k-ft 0.00 k-ft 15-°° Reactions... fv 76.46 psi Left DL Fv 237.50 psi Right DL Allowable Shear: Camber: 0.61 k 0.61 k Beam *1.5 2. 7. @Left @ Right @Left @ Center @ Right Max Max Ibs Ibs 0.000ft Design OK 3 k 1 k 1.67k 1.67k 0.000 in 0.437 in 0.000 in 1.67k 1.67k F Deflections Center Span... Deflection ...Location ... Length/Deri Camber ( using 1.5 * D.L. @ Center @Left @ Right Dead Load -0.291 in 9.500 n 782.2 Defl ) ... 0.437 in 0.000 in 0.000 in Tpjal Load -0.882 in 9.500 ft 258.47 Left Cantilever- Deflection ...Length/Defl Right Cantilever- Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 TILDIN ENGINEERING 9550 Warner Ave. Suite 325 Fauntain Valley, Ca. 92708 Phone: (714) 962-9705 Fax:(714)962-4797 Title ; Dsgnr: Description : Scope : Job* Date: 4:43PM, 29 DEC 05 Rev: 560100User; KW-0601804, Ver 5.6.1, 25-00-2002(c)1983-2002 ENERCALC Engineering Software General Timber Beam c:\ec55\boapalomar.ec*:Calculations Description Purlin P1 Stress Calcs Bending Analysis Ck 19.865 Le Cv 1 .000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 MaxMoment 9.37 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.29k 9.659 in2 237.50 psi 1.67k 1.67 k Sxx 60.000 in3 Cl 0.000 37.47 in3 0.00 in3 0.00 in3 @ Right Support 2.29k 9.659 in2 237.50 psi Bearing Length Req'd Bearing Length Req'd Area 30.000 in2 Allowable fb 3,000.00 psi 3,000.00 psi 3,000.00 psi 1.194 in 1.194 in Query Values M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear Deflection 1.67k 0.0000 in 0,00 k 0.0000 in 0.00 k 0.0000 in TILDIN ENGINEERING 9550 Warner Ave. Suite 325 Fauntain Valley, Ca. 92708 Phone: (714) 962-9705 Fax: (714) 962-4797 Title : Dsgnr: Description : Scope: Job# Date: 4:56PM, 29 DEC 05 /3, Rev: 560100User: KW-0601804, Ver 5.6.1. 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software General Timber Beam c:\ec55\boapalornar. ec«:Calculations Description Purlin P2 [General Information Calculations are designed to 1997 NDS Section Name 3.125x21.0 Beam Width 3.125 in Beam Depth 21. 000 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1-250 Beam End Fixity Pin-Pin Wood Density 50.000 pcf [pull Length Uniform Center Left Cantilever Right Cantilever Loads DL DL DL Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 54.00 #/ft LL #/ft LL #/ft LL 41 .00 ft Lu ft Lu ft Lu 2,400.0 psi 190,0psi 560.0 psi 1,800.0ksi 80.00 #/ft #/ft #/ft and 1997 UBC Requirements I 0.00ft 0.00ft 0.00ft ^^ta__l Summary Span= 41.00tt, Beam Width = 3.125in x Depth = 21 .In Ends are Pin-Pin Beam Design OK Max Stress Ratio 0-617 : 1 Maximum Moment 32.9 k-ft Allowable 53.4 k-ft Max. Positive Moment 32.94 k-ft at Max. Negative Moment 0.00 k-ft at Max @ Left Support Max @ Right Support Max. M allow fb 1,721. 19ps 0.00 k-ft 0.00 k-ft 53.36 fv 67.59 psi Fb 2,787.70 psi Fv 237.50 psi Maximum Shear * 1 20.500 ft 41.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 1.57 k 1.57k 5 @Left @ Right ©Left @ Center @ Right Max Max 4.4 k 15.6 k 3.21k 3.21k 0.000 in 1.687 in 0.000 in 3.21k 3.21k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * @ Center @Left @ Right |StressCalcs Bending Analysis Ck 19.865 Cv 0.929 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -1.125 in 20.500 ft 437.5 D.L. Defl ) ... 1.687 in 0.000 in 0.000 in Le 0.000 ft Rb 0.000 Max Moment 32.94 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 4.44 k 18.676 in2 237.50 psi 3.21 k 3.21 k Total Load Left Cantilever... -2.296 in Deflection 20.500 ft ...Length/Defl 214.26 Right Cantilever... Deflection ...Length/Defl Sxx 229.688 in3 Area Cl 0.000 141.81 in3 0.00 in3 0.00 in3 @ Right Support 4.44k 18.676 in2 237.50 psi Bearing Length Req'd Bearing Length Req'd Pead Load Total Li?ad 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 j 65.625 in2 i!lowab|e f|j 2,787.70 psi 2,787.70 psi 2,787.70 psi 1.837 in 1.837 in Title : Dsgnr: Description : Job# Date: 12:27PM, 6 JAN 06 Scope : Rev: 560100 User: KW-0601804, Ver 5.6.1. 25-Oct-2002 General Timber Beam Page 1 Description PURLIN P3 General Information Section Name 2.5x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS 2.500 in 12.000 in GiuLam 1.250 Pin-Pin 50.000 pcf Center Span Left Cantilever Right Cantilever Fb Base Allow Fv Allow Fc Allow E 19.00ft Lu ft Lu ft Lu 2,400.0 psi 165.0psi 650.0 psi 1 ,800.0 ksr and 1997 UBC Requirements 0.00 ft 0.00 ft 0.00 ft Full L£ngthUniform Center Left Cantilever Right Cantilever Loads DL DL DL 54.00 #/ft #/ft #/ft LL LL LL 80.00 #/ft #/ft #/ft Point Loads Dead Load Live Load ...distance 240.0 Ibs 300.0 Ibs 4.000 ft Ibs 600.0 Ibs 8.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft I Summary^^J Span= 19.00ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,075.04 psi Fb 3,000.00 ps Deflections = 2.500in x Depth = 12.in 0.692 ; 1 10. 4 k-ft 15.0 k-ft 10.38k-ft at 0.00 k-ft at 0.00 0.00 15.00 fv Fv mrnnrrnr k-ft k-ft 107.28 psi 206.25 psi Ends are Pin-Pin Maximum Shear * 1 8.056 ft 19.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.80 k 0.66k 5 @Left @ Right @Left @ Center @ Right Max Max Beam Design OK 3.2 k 6.2 k 2.15k 1.74k 0.000 in 0.519in 0.000 in 2.15k 1.74k Center Span... Dead Load Deflection -0.346 in ...Location 9.348ft ...Length/Defl 659.0 Camber ( using 1.5 * D.L. Defi)... ©Center 0.519 in @ Left 0.000 in @ Right 0.000 in Total Load -0.997 in 9.272 ft 228.66 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 TotalLoad 0.000 in 0.0 0.000 in 0.0 Title : Dsgnr: Description : Scope : Job# Date: 12:27PM, 6 JAN 06 Rev; 560100User: KW-0601804, Ver 5.6.1, 25-Oct-2002(CJ1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 Description PURLIN P3 Stress Calcs Bending Analysis Ck 19.865 Le Cv 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 10.38 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.22 k 15.605 in2 206.25 psi 2.15 k 1.74 k Sxx 60.000 irt3 Cl 0.000 Sxx Req'd 41.50in3 0.00 in3 0.00 in3 @ Right Support 2.61 k 12.642 in2 206.25 psi Bearing Length Req'd Bearing Length Req'd Area 30.000 in2 Allowable fb 3,000.00 psi 3,000.00 psi 3.000.00 psi 1.320 in 1.070 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.15 k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in TILDIN ENGINEERING DESIGN DATE PROJECT CHECKED JOB NO. SHEET ltf> OF J UJl S P/ N ' "u, -- |2 1 -" R,'-. •* I TILDIN ENGINEERING DESIGN PROJECT Ofr DATE CHECKED JOB NO. SHEET // OF ^ 10. ,,r// Di kJ/ f070 Sfhrtl ^yvj -f /w^ - 4t t>sr TILDIN DESIGN _ DATE _ CHECKED PROJECT _ JOB NO. ENGINEERING __ _ SHEET 17* / OF TH-W QL Title: Dsgnr: Description : Scope : Job* Date: 11:49AM, 4 JAN 06 IB, Rev: 560100 User KW-0601804, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 Description B1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.1?5*91 n Beam Width Beam Depth Member Type 5. 125 in 2 1.000 in GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1.250 Pin-Pin 45.000 pcf Center Span Left Cantilever Right Cantileve Fb Base Allow Fv Ailow Fc Allow E 12.50ft Lu ft Lu r ft Lu 2,400.0 psi 165.0 psi 650.0 psi 1,800.0ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 480.00 #/ft LL #/ft LL#m LL 480.00 #/ft #/ft #/ft _ _ . Point Loads I Dead Load 800.0 Ibs Live Load Ibs Ibs Ibs Ibs Ibs ...distance 6.250ft 0.000ft 0.000ft ffiJKmffliVliroMIWlll^lBMiBiWflf [ Summary Span= 12. 50tt, Beam Width = 5.125in x Max Stress Ratio Maximum MomentAllowable Max. Positive Moment 21.91 Ibs Ibs Ibs Ibs ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft Beam Design OK Depth = 21. in, Ends are Pin-Pin 0.329 : 1 21 .9 k-ft 93.8 k-ft k-ft at 6.250 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 Max @ Right Support 0.00 Max. M allow 93.79 fb 697.88 ps fv Fb 2,987.78 psi Fv k-ft k-ft Maximum Shear* 1.5 Allowable Shear: @ Left @ Right Camber; @ Left @ Center @ RightReactions... 67.89 psi LeftDL 3.61 k Max 206.25 psi Right DL 3.61 k Max 7.3 k 22.2 k 6.61k 6.61k 0.000 in 0.071 in 0.000 in 6.61k 6.61k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5* @ Center @Left @ Right Dead Load -0.048 in 6.250 ft 3,155.9 D.L. Defl ) ... 0.071 in 0.000 in 0.000 in Total Load -0.085 in 6.250 ft 1 ,773.78 Left Cantilever... Dead Load Deflection 0.000 in ...Length/Defl 0.0 Right Cantilever... Deflection 0.000 in ...Length/Defl 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title : Dsgnr: Description : Job* Date: 11:49AM, 4 JAN 06 Scope : Rev: 560100User: KW -0601804. Ver 5.6.1, 25-Ocl-2002(c)1 963-2002 ENERCALC Engineering Software General Timber Beam Pa9e 2 Description B1 Stress Calcs Bending Analysis Ck 19.865 Le Cv 0.996 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 21.91 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 7.31 k 35.428 in2 206.25 psi 6.61 k 6.61 k Sxx 376.688 in3 Cl 0.000 Sxx Req'd 87.99 in3 0.00 in3 0.00 in3 @ Right Support 7.31 k 35.428 in2 206.25 psi Bearing Length Req'd Bearing Length Req'd Area 107.625 in2 Allowablefb 2,987.78 psi 2,987.78 psi 2,987.78 psi 1 .984 in 1 .984 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear Deflection 6.61 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in Title: Dsgnr: Description : Scope: Job# Date: 11:45AM, 4 JAN 06 20. Rev: 5601 DOUser KW-0601804. Ver 5.6.1. 25-Oct-2Q02 (c]19S3-2002 ENERCALC Engineering Software General Timber Beam Page 1 Description B2 General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Load Dur. Factor Beam End Fixity Wood Density 5.125x21.0 5. 125 in 21. 000 in GluLam Loads 1.250 Pin-Pin 45.000 pcf Calculations are designed to 1997 NDS Center Span Left Cantilever Right Cantilever Fb Base Allow Fv Allow Fc Allow E 24.50ft Lu ft Lu ft Lu 2,400.0 psi 165.0psi 650.0 psi 1,800.0ksi and 1997 UBC Requirements 0.00ft 0.00 ft 0.00ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 480.00 #/ft #/ft #/ft LL LL LL 360.00 #/ft #/ft #/ft Point Loads Dead Load Live Load ...distance 1,600.0 Ibs Ibs 12.250ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft L_Summa/y____J Span= 24.50ft, Beam Width = 5.125in x Depth = 21 .in Ends are Pin-Pin Beam Design OK Max Stress Ratio 0.859 : 1 Maximum Moment 75.3 k-ft Allowable 87.7 k-ft Max. Positive Moment 75.35 k-ft at Max. Negative Moment 0.00 k-ft at Max @ Left Support Max @ Right Support Max. M allow 0.00 k-ft 0.00 k-ft 87.68 fb 2,400.39 psi fv 140.02 psi Fb 2,793.33 ps Fv 206.25 psi Maximum Shear * 1 Allowable 12.250ft Shear: 0.000 ft Camber: Reactions... LeftDL 7.09 k Right DL 7.09 k 5 @Left @ Right @Left @ Center @ Right Max Max 15.1 k 22.2 k 11.50k 11.50k 0.000 in 1.056 in 0.000 in 11.50k 1 1 .50 k Deflections 1 Center Span... Deflection ...Location ...Length/Defl Dead Load -0.704 in 12.250ft 417.7 Total Load -1.114 in 12.250 ft 263.97 Camber ( using 1.5 * D.L. Deft)... @ Center 1.056 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Rev: 560100User: KW-0601804, Ver 5.6.1, 25-Ocl-2002 (c)1983-2002 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : General Timber Beam Job# Date: 11:45AM, 4 JAN 06 Page 2 Description 62 Stress Calcs Bending Analysis Ck 19.865 Le Cv 0.931 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 75.35 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 15.07 k 73.066 in2 206.25 psi 1 1 .50 k 11.50 k Sxx 376.688 in3 Cl 0.000 Sxx Req'd 323.70 in3 0.00 in3 0.00 in3 @ Right Support 15.07k 73.066 in2 206.25 psi Bearing Length Req'd Bearing Length Req'd Area 107.625 in2 Allowable fb 2,793.33 psi 2,793.33 psi 2,793.33 psi 3.453 in 3.453 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 0.00 0.00 Moment ft 0.00 k-ft ft 0.00 k-ft ft 0.00 k-ft Shear Deflection 11.50k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in Title : Dsgnr: Description : Scope : Job* Date: 11:50AM, 4 JAN 06 Rev: 560100 User: KW-0601804. Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering.Software General Timber Beam Page 1 Description B3 General Information Section Name 5.125x21 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS .0 5.125 in 21 .000 in GluLam 1.250 Pin-Pin 45.000pcf Center Span Left Cantilever Right Cantilever Fb Base Allow Fv Allow Fc Allow E 1400ft .. .Lu ft Lu ft Lu 2,400.0 psi 165.0psi 650.0 psi 1, 800.0 ksi and 1997 UBC Requirements 0.00 ft 0.00ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 480.00 #/ft#/ft#/ft LL LL LL 480.00 #/ft #/ft #/ft Point Loads Dead Load Live Load ...distance 800.0 Ibs Ibs 7.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft CMimmmmmmmmt'imm Swmnia/y^^l Span= 14.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 864.72 psi Fb 2,954.11 psi = 5.125inx Depth =21. in, 0.380 ; 1 27.1 k-ft 92.7 k-ft 27. 14 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 92.73 fv 78.47 psi Fv 206.25 psi Ends are Pin-Pin Maximum Shear* 1 Allowable 7.000 ft 0.000 ft Reactions... LeftDL Right DL Shear: Camber: 4.00 k 4.00k 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 8.4 k 22.2 k 7.36k 7.36k 0.000 in 0.110in 0.000 in 7.36k 7.36k Deflections Center Span... Deflection ...Location ...Length/Defl Dead Load -0.073 in 7.000 ft 2,287.0 Total Load -0.132 in 7.000 ft 1,275.31 Camber { using 1.5 * D.L. Defl}... ©Center 0.110 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title : Dsgnr: Description : Job# Date: 11:50AM, 4 JAN 06 Scope: Rev: 560100 User: KW-0601804, Ver 5.6.1, 25-Ocl-2002 (c|1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 Description B3 Stress Calcs Bending Analysis Ck 19.865 Le Cv 0.985 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 27.14 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 8.45k 40.949 in2 206.25 psi 7.36 k 7.36 k Sxx 376.688 in3 Cl 0.000 Sxx Req'd 1 10.26 in3 0.00 Jn3 0.00 in3 @ Right Support 8.45k 40.949 in2 206.25 psi Bearing Length Req'd Bearing Length Req'd Area 107.625 in2 Allowable, fb 2,954.11 psi 2,954.11 psi 2,954.11 psi 2.208 in 2.208 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear Deflection 7.36 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in Title : Dsgnr: Description Scope : Job* Date: 11:47AM, 4 JAN 06 Rev 560100User: KW-Q6Q1804, Ver 5,6.1. 25-OCI-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 Description B4 General Information Section Name Beam Width Beam Depth Member Type Bm WL Added to Load Dur. Factor Beam End Fixity Wood Density 5.125x21.0 5.125 in 2 1.000 in GluLam Loads 1.250 Pin-Pin 45.000pcf Calculations are designed to 1997 NDS Center Span Left Cantilever Right Cantilever Fb Base Allow Fv Allow Fc Allow E 21.50ft Lu ft Lu ft Lu 2,400.0 psi 165.0psi 650.0 psi 1 ,800.0 ksi and 1997 UBC Requirements 0.00 ft 0.00 ft 0.00 ft ^uJU^gJhUmfomiJ Center Left Cantilever Right Cantilever _oads DL DL DL 480.00 #/ft #/ft #/ft LL LL LL 360.00 #/ft #/ft #/ft | Point Loads Dead Load 1, 600.0 Ibs Live Load Ibs ...distance 10.750ft 1 Summary 1 Span= 21 .50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1.882.08 psi Fb 2,830.06 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 0 = 5.125inx Depth = 21. in 0.665 ; 1 59.1 k-ft 88.8 k-ft 59.08 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 88.84 fv 121.10 psi Fv 206.25 psi Ends are Pin-Pin Maximum Shear Allowable 10.750ft Shear: 21.500 ft Camber: Reactions... LeftDL 6.32 k Right DL 6.32 k *1.5 ©Left @ Right @Left @ Center @ Right Max Max Ibs Ibs Ibs Ibs 000 ft 0.000ft Beam Design OK 13.0 k 22.2 k 10.19k 10.19k 0.000 in 0.641 in 0.000 in 10.19k 10.19k Deflections HggJBgj'mP''iWy»'V['Tl^^Center Span... Dead Load Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center ©Left @ Right -0.427 in 10.750ft 603.9 Defl ) ... 0.641 in 0.000 in 0.000 in in i in 1 1 mi inatnmiwrc Total Load -0.670 in 10.750ft 384.87 •nnimmmHiiiiiirBnTf'^^ Left Cantilever... Dead Load Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title: Dsgnr: Description : Scope : Job* Date: 11:47AM, 4 JAN 06 Rev; 560100User1 KW -0601 804, Ver 5.6-1 , 25-Oct-2002 (c] 1983-2002 ENERCALC Engineering Software General Timber Beam Page Description B4 Stress Calcs Bending Analysis Ck 19.865 Le Cv 0.943 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Query Values 0.000 ft 0.000 Max Moment 59.08 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 13.03 k 63.192 in2 206.25 psi 10.19 k 10.19 k M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft Sxx 376.688 in3 Cl 0.000 Sxx Rea'd 250.51 in3 0.00 in3 0.00 in3 @ Right Support 13.03k 63.192in2 206.25 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Area 107.625 in2 Allowable fb 2,830.06 psi 2,830.06 psi 2,830.06 psi 3.059 in 3.059 in Shear 10.19k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in TILDIN ENGINEERING 9550 Warner Ave. Suite 325 Fauntain Valley, Ca. 92708 Phone: (714) 962-9705 Fax:(714)962-4797 Title: Dsgnr: Description Scope: Job* Date: 5:40PM, 29 DEC 05 Rev: 560100User: KW-0601804, Ver 5.6.1, 25-Oct-2002 fc)1983-2002 ENERCALC Engineering Software General Timber Beam iMM^ra^^c:\ec55\boapalomar.ecw:Calculations Description Beam B5 General information Calculations are designed to 1997 NDS and 199? UBC Requirements Member Type Bm Wt. Added to Load Dur. Factor Beam End Fixity Wood Density 5.125x28 5 5.125 in 28.500 in GluLam Loads 1.250 Pin-Pin SO.OOOpcf Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 37.50ft ft .. ft . . 2,400.0psi 190.0psi 560.0 psi 1, 800.0 ksi . . .Lu . . .Lu . . .Lu 0 00 ft 0 00 ft 0 00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 428.00 #ffl #/ft #/ft LL LL LL 258.00 #/ft #/ft #/ft j Summary Beam Design OK Span= 37.50ft, Beam Width = 5.125in x Depth = 28.5in, Ends are Pin-Pin Max Stress Ratio 0.863 : i Maximum Moment 129.5 k-ft Allowable 150.1 k-ft Max. Positive Moment 129.50 k-ft at Max. Negative Moment 0.00 k-ft at Max @ Left Support Max @ Right Support Max. M allow fb 2,239.86 ps 0.00 k-ft 0.00 k-ft 150.12 fv 124. 84 psi Fb 2,596.41 psi Fv 237.50 psi Maximum Shear * 1 18.750 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 8.98 k 8.98k 5 ©Left @ Right @Left @ Center @ Right Max Max 18.2 k 34.7 k 13.81 k 13.81 k 0.000 in 1.795 in 0.000 in 13.81k 13.81 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5* D.L. @ Center @Left @ Right [Stress Calcs Bending Analysis Ck 19.865 Le Cv 0.865 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Pgad Load -1.197 in 18.750ft 376.0 Defl ) ... 1.795 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 129.50 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 18.23 k 76.774 in2 237.50 psi 13.81 k 13.81 k Total Load Left Cantilever... -1.842 in Deflection 18.750ft ...Length/Deft 244.31 Right cantilever... Deflection ...Length/Defl Sxx 693.797 in3 Area Cl 0.000 £xxJSe.fl!d. 598.52 in3 0.00 in3 0.00 in3 @ Right Support 18.23 k 76.774 in2 237.50 psi Bearing Length Req'd Bearing Length Req'd Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 146.063 in2 Allowable fo 2,596.41 psi 2,596.41 psi 2,596.41 psi 4.813 in 4.813 in Title : Dsgnr: Description Scope: Job# Date: 2:29PM, 7 JAN 06 Rev: 560100User: KW-0601804. Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Description B6 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span Beam Width 5.500 in Left Cantilever Beam Depth 7.500 in Right Cantilever Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Fb Base Allow Load Dur. Factor 0.900 Fv Allow Beam End Fixity Pin-Pin Fc Allow Wood Density 50.000 pcf E 10.50ft Lu ft Lu ft Lu 1, 350.0 psi 85.0 psi 625.0 psi 1, 600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Lenqth Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 1 59.00 #/ft #/ft #/ft LL LL LL #/ft #/ft #/ft 1 Summary 1 Span= 10.50ft. Beam Width = 5 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 555.89 psi Fb 1,215.00 psi Deflections 500in x Depth = 7,5in. 0.458 ; 1 2.4 k-ft 5.2 k-ft 2.39 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 5.22 fv 33.09 psi Fv 76.50 psi Ends are Pin-Pin Maximum Shear * 1 5.250 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.91 k 0.91 k 5 ©Left @ Right ©Left @ Center © Right Max Max Beam Design OK 1.4 k 3.2 k 0.91k 0.91k 0.000 in 0.230 in 0.000 in 0.91k 0.91k Center Span... Deflection ...Location ...Length/Defl Dead Load -0.153 in 5.250 ft 822.4 Total Load -0.153 in 5.250 ft 822.38 Camber { using 1.5* D.L. Defl)... @ Center 0.230 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 29.430 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000ft Sxx 51.563in3 Area 0.000 Cl 0.000 Max Moment Sxx Rea'd 2.39 k-ft 23.59 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 1.36k 1.36k 17.842 in2 17.842 in2 76.50 psi 76.50 psi 0.91 k Bearing Length Req'd 0.91 k Bearing Length Req'd 41.250 in2 Allowable fb 1,215.00 psi 1.215.00 psi 1.215.00 psi 0.265 in 0.265 in Title : Dsgnr: Description : Job# Date: 10:01AM. 5 JAN 06 Scope : Rev. 56D100 User KW-0601804, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software Description B7 General Timber Beam Page 1 General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Load Dur. Factor Beam End Fixity Wood Density Full Length Unifor Center Left Cantilever Right Cantilever 5.125x12.0 5.125 in 12.000 in GluLam Loads 1.250 Pin-Pin 40.000 pcf n Loads DL DL DL Calculations are designed to 1997 NDS and 1997 UBC Requirements | Center Span Left Cantilever Right Cantilever Fb Base Allow Fv Allow Fc Allow E 304.00 #/ft LL #/ft LL #/ft LL 18.50ft Lu ft Lu ft Lu 2, 400.0 psi 165.0 psi 650.0 psi 1 ,800.0 ksi 180.00 #/ft #/ft #/ft 0.00ft 0.00ft 0.00ft mmmmmmimH^mmmmmMJi immary 1 Span= 18.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,091,41 psi Fb 3,000.00 psi = 5.125inx Depth = 12.in, 0.697 ; 1 21.4 k-ft 30.7 k-ft 2 1.44 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 30.75 fv 11 3.05 psi Fv 206.25 psi Ends are Pin-Pin Maximum Shear * 1 9.250 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 2.97 k 2.97k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 7.0 k 12.7 k 4.64k 4.64k 0.000 in 0.956 in 0.000 in 4.64k 4.64k Center Span... Deflection ...Location ...Length/Defl Dead Load -0.637 in 9.250 ft 348.5 Total Load -0.994 in 9.250 ft 223.31 Camber { using 1.5 * D.L. Defl}... @ Center 0.956 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defi Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 19.865 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le 0.000 ft Sxx 123.000 in3 Area Rb 0.000 Cl 0.000 MaxMornent Sxx Rea'd 21.44 k-ft 85.75 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 6.95 k 6.95 k 33.709 in2 33.709 in2 206.25 psi 206.25 psi 4.64 k Bearing Length Req'd 4.64 k Bearing Length Req'd 61.500 in2 Allowable fb 3,000.00 psi 3,000.00 psi 3,000.00 psi 1.391 in 1.391 in Title : Dsgnr: Description : Scope : Job* Date: 11:10AM, 2 FEB 06 48*1 Rev: 560100User: KW-0601804, Ver 5.6.1, 25-Qct-2002 (c)19S3-2002 ENERCALC Engineering Software General Timber Beam Description B8 General Information Beam Width Member Type Calculations are designed to 1997 NDS 125x12.0 5. 125 in 12.000 in GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Center Left Cantilever Right Cantilever 0.900 Pin-Pin 45.000 pcf Loads DL DL DL Fb Base Allow Fv Allow Fc Allow E 1 74.00 #/ft LL #/ft LL#/ft LL 16.00ft Lu ft Lu ft Lu 2,400.0 psi 165.0psi 650.0 psi 1,800.0ksi #/ft #/ft #/ft and 1997 UBC Requirements 000 ft 0.00 ft 0.00 ft ^"^"""niHMii-IMIIIirii1 1 NT i L-uij^ I^Summa/y^ Span= 16.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 603.22 psi Fb 2. 160.00 psi = 5.125in x Depth = 12.in, 0.279 : 1 6.2 k-ft 22.1 k-ft 6. 18 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 22.14 fv 37.70 psi Fv 148.50 psi Ends are Pin-Pin Maximum Shear * 1 8.000 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 1.55 k 1.55k 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 2.3 k 9.1 k 1.55k 1.55k 0.000 in 0.322 in 0.000 in 1.55k 1.55k Deflections Center Span... Deflection ...Location ...Length/Defl Dead Load -0.214 in 8.000 ft 895,2 Total Load -0.214 in 8.000 ft 895.22 Camber ( using 1.5 * D.L. Defl)... @ Center 0.322 in @ Left 0.000 in @ Right 0.000 in Left Cantilever- Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Q.OOO in 0.0 0.000 in 0.0 T.QtaLLoad 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 23.412 Le Cv 1 .000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 6.18 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.32 k 15.614 in2 148.50 psi 1.55 k 1.55 k Sxx 1 23.000 in3 Cl 0.000 Sxx Req'd 34.35 in3 0.00 in3 0.00 in3 @ Right Support 2.32k 15.614 in2 148.50 psi Bearing Length Req'd Bearing Length Req'd Area 61.500 in2 Allowable fb 2,160.00 psi 2,160.00 psi 2,160.00 psi 0.464 in 0.464 in Title : Dsgnr: Description : Scope : Job* Date: 2:37PM, 7 JAN 06 Rev: 560100 User: KW-0601604, Ver 5.6.1. 25-Ocl-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam 'mmiKmiimw^ftnfmmgifimrmmxmmimmmmmiSKmmmamimmmmammm Page 1 Description STOREFRONT HEADER General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Beam Width Member Type 125x9.0 5. 125 in 9. 000 in GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Center Left Cantilever Right Cantilever 1.000 Pin-Pin 50.000 pcf Loads DL DL DL Fb Base Allow Fv Allow Fc Allow E 220.00 #/ft LL #/ft LL#m LL 10.50ft Lu ft Lu ft Lu 2,400.0 psi 165.0psi 650.0 psi 1 ,800.0 ksi 480.00 #/ft #/ft #/ft tme&mammmmmmmmmmmstmm 0 00 ft 000 ft 0.00 ft 1 Surnrndry Span= 10.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,71 1.45 psi Fb 2,400.00 psi = 5.125inx Depth = 9.in, 0.741 ; 1 9.9 k-ft 13.8 k-ft 9.87 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 13.84 fv 122. 25 psi Fv 165.00 psi Ends are Pin-Pin Maximum Shear * 1 5.250 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: - Camber: 1.24 k 1.24k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 5.6 k 7.6 k 3.76k 3.76k 0.000 in 0.1 73 in 0.000 in 3.76k 3.76k Deflections jj Center Span- Deflection ...Location ...Length/Defl Dead Load -0.115 in 5.250 ft 1,094.0 Total Load -0.349 in 5.250 ft 360.61 Camber ( using 1.5 * D.L. Defl)... ©Center 0.173 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0,0 Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 22.210 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le 0.000 ft Sxx 69.188 in3 Area Rb 0.000 Cl 0.000 Max Moment Sxx Req'd 9.87 k-ft 49.34 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 5.64 k 5.64 k 34.173 in2 34.173in2 165.00 psi 165.00 psi 3.76 k Bearing Length Req'd 3.76 k Bearing Length Req'd 46.125 in2 Ajjoyyab|e_jb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.128 in 1.128 in TILDIN ENGINEERING DESIGN _ PROJECT DATE CHECKED JOB NO. SHEET 3 OF A - P, i - IS* f/f )(?/*)- 57$* \(_ X SO It' US Title : Dsgnr: Description Scope : Job# Date: 5:49PM, 3 JAN 06 21. Rev: 560100User KW-0601804, Ver 5.6.1, 25-Ocl-2002(c)1983-2002 ENERCALC Engineering Software Steel Beam Design Page 1 Description SUPPORT FOR FOLDING PARTITION IB I General Information Steel Section : W16X50 Center Span Left Cant. Right Cant Lu : Unbraced Length 34.00 ft 0.00 ft 0.00ft 20.00 ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50. 00 ksi Pinned-Pinned Load Duration Factor 1 .00 Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi LL & ST Don't Act Together Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.165 k/ft LL k/ft ST k/ft Start Location 18.000 ft End Location 34.000 ft Point Loads # 1 Dead Load 0.770 Live Load Short Term Location 14.000 #2 0.500 18.000 #3 #4 #5 #6 #7 k k k ft Using: W16X50 section, Span = End Fixity = Pinned-Pinned, Lu Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv 34.00ft, Fy = 50.0ksi = 20.00ft, LDF= 1.000 Actual 27.677 k-ft 4.097 ksi 0.299 : 1 3.449 k 0.558 ksi 0.028 : 1 Allowable 92.517 k-ft 13.696 ksi 123.576 k 20.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection -0.288 in Length/DL Defl 1,417.8 :1 Length/(DL+LL Defl) 1,417.8 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted --» Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl .. .Query Defl @ Reaction @ Left Reaction @ Rt aximum 27.68 k-ft 2.16k 3.45k -0.288 in 0.000 in 0.000 in 0.000 ft 2.16 3.45 LL Center LL+ST Center LL Cants 2.16 3.45 -0.288 0.000 0.000 0.000 2.16 3.45 0.000 0.000 0.000 0.000 -0.288 0.000 0.000 0.000 2.16 3.45 0.000 0.000 0.000 0.000 LL+ST B) Cants k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in kk Fa calc'd per Eg, E2-2. K*L/r > Cc I Beam, Major Axis, UrT > (510,000 * Cb / Fv)A.5, Fb per Eg. F1-7 I Beam, Major Axis, FbperEq. F1-8, Fb= 12,000 CbAf/ (I* d) Title : Job # Dsgnr: Date: 5:49PM, 3 JAN 06 . Description : ' " Scope : y Rev: 560100User: KW-0601 804. Ver 5.6.1 , 25-OC1-2002 (c)19S3-20Q2 ENERCALC Engineering Software Description SUPPORT FOR Section Properties Depth Width Web Thick Flange Thickness Area W16X50 16.260 in 7.070in 0.380 in 0.630 in 14.70in2 Steel Beam FOLDING PARTITION Weight l-xx l-yy S-xx S-yy Design Pa9e 2 49.93 #ffi r-xx 6.696 in 659.00 in4 r-yy 1.591 in 37.20 in4 Rt 1.840 in 81 .058 in3 10.523 in3 Title : Dsgnr: Description Job# Date: 10:23AM. 5 JAN 06 Scope : Rev: 560100 User: KW-0601804, Ver 5.6.1, 25-Oct-2002 (c}1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 Description SUPPORT FOR FOLDING PARTITION General Information Section Name 5.125x13.5 Beam Width Member Type Bm Wt. Added to Load Dur. Factor Beam End Fixity Wood Density 5. 125 in 13.500 in GluLam Loads 1.000 Pin-Pin 40.000pcf Calculations are designed to 1997 NDS Fb Base Allow Fv Allow Fc Allow E 26.50ft Lu ft Lu ft Lu 2,400.0 psi 165.0psi 650.0 psi 1 ,800.0 ksi and 1997 UBC Requirements 2650 ft 0 00 ft 000 ft Trapezoidal Loads #1 DL @ Left DL @ Right E Summary \ 4tiltt«b*UWUa4tf^^ I 320.00 #/ft LL@Left 320.00 #/ft LL@ Right #/ft Start Loc #/ft End Loc 0.000 ft 8.000 ft Beam Design OK Span= 26.50ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 669.92 psi Fb 2,160.22 psi Deflections^—xa^masoKsmsiassims^a^asifiMmmma^i^ 0.319 : 1 8.7 k-ft Maximum Shear 28.0 k-ft 8.69 k-ft at 7.208ft 0.00 k-ft at 0.000 ft 0.00 k-ft 0.00 k-ft 2802 Reactions... fv 52.64 psi Left DL Fv 165.00 psi Right DL Allowable Shear: Camber: 2.43 k 0.64k *1.5 @Left @ Right ©Left @ Center @ Right Max Max 3.6 k 11.4 k 2.43k 0.64k 0.000 in 0.756 in 0.000 in 2.43k 0.64k M3»naaii»Wia«a™BBa»»mt«a'a»^^ • in mil mi n ill Hirnni'iiiTirrjia^^^me^^^EK^^^gaa^^^aamffi^^B^i^^™ Center Span... Deflection ...Location ...Length/Defl Dead Load -0.504 in 11.978ft 630.9 Total Load -0.504 in 11.978ft 630.93 Camber ( using 1.5 * D.L. Defl )... @ Center 0.756 in @ Left 0.000 in @ Right 0.000 in Left Cantilever- Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl QeacH-oad 0.000 in 0.0 0.000 in 0.0 TotajJLoad 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 22.210 Le Cv 0.966 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 48.740ft Sxx 155.672 in3 Area 17.342 Cl 0.932 Max Moment Sxx Req'd 8.69 k-ft 48.28 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 3.64 k 0.96 k 22.075 in2 5.828 in2 165.00 psi 165.00 psi 2.43 k Bearing Length Req'd 0.64 k Bearing Length Req'd 69.188 in2 Allowable fb 2,160.22 psi 2,317.36 psi 2,317.36 psi 0.729 in 0.192 in Title : Dsgnr: Description Scope: Job* Date: 11:26AM, 2 FEB 06 Rev: 560100 User; KW-0601804, Ver 5,6-1, 25-OC1-2002 (c|1983-2002 ENERCALC Engineering Software Steel Beam Design Page 1 Description LB3 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X40 Center Span 12.00ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 6.50 ft Pinned-Pinned Bm Wt. Added to Loads LL 6. ST Don't Act Together Fy Load Duration Factor Elastic Modulus 50.00 ksi 1.00 29,000.0 ksi Distributed Loads #2 #3 #4 #5 #6 #7 DL 0.170 LL ST Start Location End Location 6.500 kmkmkmftft Point Loads Dead Load Live Load Short Term Location #1 #2 #3 0.580 6.500 #4 #5 #7 Lsiumma/y i Using: W12X40 section, Span = End Fixity = Pinned-Pinned, Lu Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv 12-OOft, Fy = 50.0ksi = 6.50ft, LDF = 1.000 Actual 4.097 k-ft 0.947 ksi 0.029 : 1 1.312k 0.372 ksi 0.019 : 1 Allowable 142.797 k-ft 33.000 ksi 70.446 k 20.000 ksi Beam OKStatic Load Case Governs Stress Max. Deflection -0.011 in Length/DL Defl 13,025.2 : 1 Length/(DL+LL Defl) 13,025.2 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted --» Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt aximum 4.10 k-ft 1.31 k 0.85k -0.011 in 0.000 in 0.000 in 0.000 ft 1.31 0.85 LL Center LL+ST @ Center LL Cants 1.31 0.85 -0.011 0.000 0.000 0.000 1.31 0.85 0.000 0.000 0.000 0.000 -0.011 0.000 0.000 0.000 1.31 0.85 0.000 0.000 0.000 0.000 LL+ST 5j Cants k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Fa calc'd per Eq, E2-1,K*Ur<Cc I Beam Passes Table B5.1, Fbper Eq. F1-1, Fb = 0.66 Fy Title : Dsgnr: Description Scope : Job* Date: 11:26AM, 2 FEB 06 '£, Rev: 560100User: KW-0601804, Ver 5.6.1, 25-Ocl-2002 fc)1983-2002 ENERCALC Engineering Software _, . St69^icci Page 2 Description LB3 Section Properties Depth Width Web Thick Flange Thickness Area W12X40 11. 940 in fl.OOSin 0.295 in 0.515 in 11.80in2 Weight l-xx i-yy S-xx S-yy 40.08 #/ft 310.00 in4 44.10 in4 51.926in3 11.018ln3 r-xx r-yy Rt 1 5.126 in 1.933 in 2.140 in TILDIN DESIGN DATE CHECKED PROJECT JOB NO. ENGINEERING SHEET WIDTH /'-O* 7'- <?" #000 TILDIN ENGINEERING DESIGN PROJECT DATE CHECKED JOB NO. SHEET OF B&* I07>5 I? 5-7 &*&& 1.8B 3 - ~7— 7- B- TILDIN ENGINEERING DESIGN __ PROJECT DATE CHECKED JOB NO. _ SHEET OF 4 LOAD L fctt. cot B 41 B $£ 8 $ ? B B $te 11*80 If IS &*$*>/// TS TS. 5X5 x 77 72 frs fivf k. T! Ik T* 2-B TILDIN DESIGN _ DATE _______ CHECKED PROJECT _ JOB NO. ENGINEERING _ SHEET 37 OF A //L6 */t Title : Dsgnr: Description : Scope : Job* Date: 1:42PM, 3 JAN 06 Rev: 560100 User: KW-0601804. Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Timber Column Design Description POST "B&5 General Information Wood Section Rectangular Column Column Depth Width Sawn Calculations are designed to 6x6 5.50 in 5.50 in Total Column Height Load Duration Factor Fc Fb E - Elastic Modulus 15.00ft 1.25 1,300.00 psi 875.00 psi 1 ,600 ksi 1997 NDS and 1997 UBC Le XX for Axial Le YY for Axial Lu XX for Bending Requirements 15.00ft 1.00ft 1.00ft Loads Dead Load Live Load | Stress Details Short Term Load Axial Load Eccentricity Applied Moment 2,850.00 Ibs O.OOOin 0.00 in-# Max. Design Moment O.OOin-# I" Summary ^^^J Using : 6x6, Width= 5.50in, Depth= 5.50in, Total fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value DL + LL 18 1.49 psi 410.30 psi 0.00 psi 875.00 psi 0.4423 2.640.00 Ibs 0.00 in-# 0.00 in-# Column Ht= 15.00ft DL + LL + ST 181.49 psi 419.03 psi 324.57 psi 1,093.75 psi 0.4849 0.00 Ibs 9,000.00 in-# 9,000.00 ln-# Column OK DL + ST 94.21 psi 419.03 psi 324.57 psi 1,093.75 psi 0.3476 Fc: X-X Fc: Y-Y F'c: Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 410.30 psi 1,296.62 psi 410.30 psi 419.03 psi 875.00 psi 1,093.75 psi For Bending Stress Calcs. Max k'Lu / d Actual k*Lu/d Min. Allow k'Lu / d Cf:Bending Rb : (Le d / bA2) A.5 For Axial Stress Calcs... Cf: Axial Axial X-X k Lu / d Axial Y-Y k Lu / d 50.00 21.06 11.00 1.000 2.120 1.000 32.73 2.18 TILDIN ENGINEERING DESIGN _ PROJECT rypz Z^^-4 > A/v */ MIN>$ V* '// C*l V« — DATE CHECKED JO11NO. SI!EET^j[OF AW) TILDIN ENGINEERING DESIGN DATE PROJECT CHECKED JOB NO. SHEET MO OF \,\ t , /]' tQiTn ••V I • M • • | DESIGN „______________„__ DATE ____^__ CHECKED I ILUIN PROJECT &-0.A- PMonMLs JOB NO. ENGINEERING SHEET 41 OF stuff U). /N H-5 TILDIN ENGINEERING 9550 Warner Ave. Suite 325 Fauntain Valley, Ca. 92708 Phone: (714) 962-9705 Fax:(714)962-4797 Title: Dsgnr: Description Scope : Job# Date: 1;3BPM, 29 DEC 05 Rev: 560100User: KW-0601804, Ver 5.6.1, 25 Oct-2002(c)1983-2002 ENERCALC Engineering Software Single Span Beam Analysis c:\ec55\boapalomar. ecw:Calcuiations Description Roof diaphragm - Wind N-S dir. | General Information Center Span Left Cantilever Right Cantilever [Trapezoidal Loads Magnitude @ Left Magnitude @ Right Dist. To Left Side Dist. To Right Side [Query Values Center Location Moment Shear Deflection 73.00 ft Moment of Inertia ft Elastic Modulus ft Beam End Fixity 0.21 Ok/ft 0.280 0.210 k/ft 0.280 ft 12.500 12.500 ft 50.750 0.000 ft Left Cant 0.00 k-ft 9.18k 0.00000 in 1,000.000 in4 29,000 ksi Pin-Pin k/ft 0.210 k/ft k/tt 0.210 k/ft ft 50.750 ft ft 73.000 ft 0.000 ft Right Cant 0.00 k-ft 0.00k 0.00000 in k/ft k/ft ft ft ... I 0.000 ft 0.00 k-ft 0.00 k 0.00000 in LSumma^___ Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum - JSH 175.16 k-ft at -0.00 k-ft at 0.00 k-ft 0.00 k-ft 175.16 k-ft Shears... 35.99 ft @ Left 73.00 ft @ Riant Maximum Deflections... @ Center @ Left Cant. @ Right Cant 9.18k 8.82k 9.18 k -5.740 in at 0.000 in at 0.000 in at Reactions... ©Left @ Right 36.28 ft 0.00ft 0.00ft 9.18k 8.82k TiLDIN ENGINEERING 9550 Warner Ave. Suite 325 Fauntain Valley, Ca. 92708 Phone: (714) 962-9705 Fax:(714)962-4797 Title : Dsgnr: Description Scope: Job* Date: 1:36PM. 29 DEC 05 Rev: 560100User: KW-0601804, Ver5.6.1, 25-Oct-2002(O1983-2002 ENERCALC Engineering Software W" —r™• —— •• • ...—.,,-.— c:\ec55\boapalomar.ecw:Caicul3tions-riiTmii»tiniimTiiiTO;nniim-ii»iii»Mim-iirmii Single Span Beam Analysis Description Roof diaphragm - Seismic E-W dir. General Information ~Tmm?iiiiiiMf(imrnrT''^^ Center Span 62.00ft Moment of Inertia 1,000.000 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin On Center Span... #1 0.244 k/ft On Left Cantilever... #1 k/ft On Right Cantilever... #1 k/ft {Query Values Center Location Moment Shear Deflection 0.000 ft 0.00 k-ft 7.56 k 0.00000 in Left Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in 1 Right Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 11 7.24 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 11 7.24 k-ft Shears... 31 .06 ft @ Left 0.00 ft @ R'9ht Maximum Deflections... @ Center © Left Cant. @ Right Cant 7.56 k 7.56 k 7.56 k -2.797 in 0.000 in 0.000 in Reactions... @Left @ Right at 31.06ft at 0.00 ft at 0.00 ft 7.56 k 7.56k TILDIN ENGINEERING DESIGN DATE PROJECT CHECKED JOB NO. SHEET Boor TILDIN DESIGN __^_______________ DATE CHECKED PROJECT ENGINEERING " SHEET T > OF TILDIN ENGINEERING DESIGN DATE PROJECT BOA PXtPfa*432-^ CHECKED JOB NO. SHEET r OF \/ c i FT ^ /73 FT * 173 x =. /77 (i) TILDIN ENGINEERING DESIGN _ PROJECT DATE CHECKED JOB NO. SHEET OF V * 72141 \JPLitr- t/STfi -IT = UsAt 901 Hr A C- S VO I TIONOOiu£JQ§g^OO' &SI; ^£:tfift S-NWdS 3ZIS TTVM N9 TIIS X6 tS3903 OOCMXTd t SOXLS xg lA n (0 tn o n tn in "fr in in S In ffl Xtnso .^SSo -t « *•* K n 5i|a|*ifc ^E« d^ a s 8 OE u^S 2 TILDIN ENGINEERING DESIGN _ PROJECT DATE __CHECKED SHEET . ROOF NAILING D AGRAM, SCHEDULE 4 NOTES AREA MARK BOUNDARY & CONT. PANEL EDGES OTHER PANEL EDGES FIELD (INT. FRM'G. MEMBER),Nai'l 10d AT 6" O.C.10d AT 6" O.C.10d AT 12" O.C. 10d AT 4" O.C.lOd AT 6" O.C.lOd AT 12" O.C. 10d AT 2/2" O.C 10d AT 4" O.C.10d AT 12" O.C.518 10d AT 2" O.C.10d AT 3" O.C.10d AT 12" O.C. 2-ROW 10d @ 2.5" 0/C 2-ROW 10d 3" 0/C 10d AT 12" O.C.II 3<? NOTES : 1. ROOF SHEADING SHALL BE 19/32" CDX PLYWOOD. PANEL INDEX 32/16. EXCEPT PROVIDE 3x SUBPURLJNS WITH STAGGERED NAILING WHERE NAILS SPACED 2". 21/2" & 3" (#).OR WHERE 2-ROW NAILING IS SPECIFIED. PROVIDE 2-ROWS OF BOUNDARY NAILING AT ALL BEAMS AND STRUTS. LAY PANELIZED PLYWOOD SHEATHING W/ LONG DIMENSION PERPENDICULAR TO PURLINS. EDGES OF ROOF OPENINGS SHALL HAVE BOUNDARY NAILING. e>t I0J r TILDIN ENGINEERING DESIGN DATE PROJECT CHECKED JOB NO. SHEET 50 ~ 1*67 * < /* 0> 37 30£?' rs TILDIN ENGINEERING DESIGN _ PROJECT DATE CHECKED JOB NO. SHEET OF T//&I/ R IJt , p.p. = OtL- *Vr> Vjf*. Title: Dsgnr: Description : Scope: Job* Date: 12:45PM, 5 JAN 06 Rev: 560100User: KW-0601804. Ver 5.6.1. 25-Od-2002 !c)1983-2002ENERCAL.CEngineering Software General Footing Analysis & Design Page 1 Description DRIVE THRU FOOTING General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short NOT Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-95 and 1997 3,100.0 psf Dimensions... 1.330 Width along X-X Axis 4 Length along Y-Y Axis 4,000.0 psi 60,000.0 psi 145.00 pcf 150.00 psf Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height UBC Requirements 4.000 ft 4.000 ft 18.00 in 6.00 in 6.00 in 1.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears- Dead Load Live Load Short Term 6.370 k 1.670k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft 11. 480 k-ft Creajes Rotation about Y^Y Axis (pressures @ left & right) k k 0.765 k ...ecc along X-X Axis ...ecc along Y-Y Axis 0.000 in 0.000 in Creates Rotation about X-X Axis (pressures (3g-top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures ($ top & bot) k k k L^^^^^^J 4.00ft x 4.00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio 18.0in Thick DL+LL 870.2 3,100.0 0.000 in 0.000 in No Overturning 1.928 w/ Column Support DL+LL+ST 2, 11 7.9 psf 4,123.0 psf 12.429 in 0.000 in 1.500:1 6.00x6.00inx 1.0in MaxMu Required Steel Area Shear Stresses.... 1-Way 2-Way Caution: X(short)ecc>Widt high Actual 2.888 Yu 7.313 8.176 Allowable k-ft per ft 0.244 in2 per ft Vn * Phi 107.517 psi 215.035 psi Footing Design Shear Forces Two-Way Shear One-Way Shears. Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 8.18 psi 2.50 psi 2.50 psi 2.50 psi 2.50 psi ACI 9-1 1.12 k-ft 1.12 k-ft 1.12 k-ft 1.12 k-ft ACI 9-2 6.58 psi 7.31 psi -1.60 psi 1.92 psi 1.92 psi ACI 9-2 -0.75 k-ft 2.89 k-ft 0.85 k-tt 0.85 k-ft ACI 9-3 4.23 psi 4.70 psi -1.03 psi 1.23 psi 1.23 psi ACI 9-3 -0.48 k-ft 1.86 k-ft 0.55 k-ft 0.55 k-ft Vn' Phi 215.03 psi 107.52 psi 107.52 psi 107.52 psi 107.52 psi Ru / Phi 5.9 psi 15.3 psi 5.9 psi 5.9 psi As Req'd 0.24 in2 0.24 in2 0.24 in2 0.24 in2 per ft per ft per ft per ft Title : Dsgnr: Description : Scope: Job# Date: 12:45PM, 5 JAN 06 Rev: 560100User: KW-0601S04, Ver 5.6.1, 25-Oct-2002(c)1983~2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 Description DRIVE THRU FOOTING Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left 870.19 0.00 1,249.58 0.00 0.00 Right 870.19 2,117.92 1,249.58 2,964.35 1,905.66 Top 870.19 765.81 1,249.58 1,071.87 689.06 Bottom 870.19 psf 765.81 psf 1 ,249.58 psf 1,071.87 psf 689.06 psf API Factors (per ACI, applied internally to entered loads) affHmiffff^^ iiiiiiiiiiiriiiiMimrTrwii^^ ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ... .seismic = ST *: 1.100 1.400 0.900 RAM Baseplate VI.2 Tildin Engineers °(JPDceD Gxn,,nGDP B.O.A NO. 2005-42 Detailed Design Results I/ 5/06 13:21 CRITERIA: Analysis Maintain Strain Compatibility Use min. effective plate area for axial only compression load on plate Design Use ASD 9th to check plate bending Max concrete bearing per AISC J9. Anchor Shear Values Only. Anchor Tension Values Only. INPUT DATA: Column Column Size TS6X6X.5000 Dim: BfTop TfTop BfBot TfBot TW Depth (in) 6.00 0.500 6.00 0.500 0.500 6.00 Base Plate Plate Fy (ksi) 36.000 N (Parallel to Web) (in) 14.000 B (Perpendicular to Web) (in) 14.000 Plate Thickness (in) 1.000 Anchor Anchor Size 1" Anchor Area (inA2) 0.786 Anchor Material A307-60 Anchor Modulus (ksi) 29000.00 Anchor Strength Fu (ksi) 60.00 Footing Footing Strength f'c (ksi) 4.00 Concrete Modulus (ksi) 3605.00 Dimension (Parallel to web) (ft) 4.00 Dimension (Perpendicular to web) (ft)... 4.00 Design Load Building Code: No Code Generated Combinations Load combination: Single Load Case Axial (kip) 6.37 Vx (kip) : 0.00 MX (kip-ft) 11.48 Allowable Stress Increase Factor 1.33 Page 1 RAM Baseplate VI.2 Tildin Engineers B.C.A NO. 2005-42 °OPDceG Detailed Design Results I/ 5/06 13:21 RESULTS: Analysis YBar (in) Resultant Angle ( °) Plate Bending Max bending moment from anchor/s #1 in tension Allowable Stress Increase Factor m [N-0.95d]/2.0 (in) n [B-0.95b]/2.0 (in) Controlling effective width to resist moment Controlling plate bending moment (kip-ft} .. fb (ksi) Fb (ksi) fb/Fb Thickness Required (in) Thickness controlled by cantilever action. Anchors Anchor 1 2 3 4 Bearing Eff Ar Plate Area Al Sqrt(A2/A1 in) — 5 5 -5 5 (in) Y(in) .50 5.50 .50 5.50 .50 -5.50 .50 -5.50 Support A2 (in" Al (in"2) ina Stress (ksi) V(kip ) 0.00 0.00 0.00 0.00 2) (ksi) T(kip ) 4.75 0.00 4.75 0.00 4.82 0.00 1.33 4.150 4.150 4.150 1.05 18.18 35.91 0.51 0.712 784.00 196.00 2.00 3.72 0.47 DIAGRAM: T:•X6X.5000 X(in) -5.500 5.500 -5.500 5.500 Y(in) 5.500 5.500 -5.500 -5.500 PL 14.00 X 14.00 X 1.00 (in) 4-1" A307 Anchor Bolts Page 2 Mnn RH* — i * — -* — * ~~* 2o-d n• 3 M10 — -V. OJt-i co > 3 3 t-1(D CTl to (U tu IO> + ~ l/l|| 11 CO 10 -x) K^,T3 HiCo 3 II i-- rt— O 1+ > O I-1(J> "O CfI-1 On O (Jl (AIO • • 1 Mi(Jl ~J O*O^3 *H- H- M3 D *^ H ^~*> > * tDJw JY ^71 -Oo o-*-~ HI*-" rt M < * ""vo co to ii COD en on + •Hi O IO t-" !-• • CO COto CTI co II CO CTl CD >to 0 ^ O1 CD * Is)K*H- 10 3 *Cn•o co II 2 Dn ftH HiH-<i rt)n1-*'(Jl O* 3I-1oCDoo*ouH-^*-><J1**«*I-'10H-3 *.— .<Jt oo M-3" — > UJ •^ Mto•—r ^^M Lnop. 3 sC £1 — ' Q. 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O Oo ro £cto M o 3 en o M oUl - fi Oen cD Ji h^ O M OHi CO«cW (O M P)H Xi aX XnH II * o *Q. H Q.*< X P3 a Structural Technology Consultants Inc. 651 Arroyo Drive, San Diego, CA 92103 (619) 296-2096 • (800) 681-8106 • FAX (619) 296-2196 PROJECT:AH£^/f<lA' £A£USfrADSHEET 3 OF 3 PROJ. NO.DESIGNER:PATE: | - 2-fr ~OG> Vault: L D Wall WT: wall 1 wall 2 wall 3 wall 4 Total wall WT. Total Mass Chord Force Check: DL Seismic Load: F= Moment Chord Force 17.5 9.33 4758 4758 2537 2537 14590 26513 mass -wall wt/2 = 0.381 *DL = F*L/8= moment/D= ft ft Ibs Ibs Ibs Ibs Ibs Ibs 19218 Ibs 7322 Ibs 16017 Ibs-ft 1717 Ibs Weld Capacity = 14400 psix 0.1875" x 0.7071 x6"x1.33 15235 Ibs/weld 12" min. Concrete Slab: Assume allowable soil bearing pressure = 1000 psf P = (150 pcf * 5/12 * 9.33 ft / 2) + (150 pcf * 5/12 * 9.0 ft) = 292 + 563 = 854 Ibs q =854 Ibs /1.42 - 602 psf < 1000 psf ok BASE ANCHORAGE: Use 3/8" dia. Threaded rod with Hilti 'HY-1501 epoxv ICBO#5193 Embedment = 31/2" min. fc' = 2500 psi min. concrete Allowable T = 1970# x 1.33 = 2620 # Allowable V = 1090 # x 1.33 = 1450 # zoj> mrc2oC*£0-sr~ > DJ "0 wfc3».m 3? x "0 « 3*I- O» = EMBED MM ^^S^^1t* U m r- =o> > r- '-, *m n O — -*-„ m m Tf x:?DD§Sfe > -»u» ^z & O O_ g §S"S !£§§ s'^ m>o 31 m301mO f» ni rnin i|*hi»: .s ^99 t^Fj?^^sI?s 1^2<°m j> tnm c _.^c;3 SiS HS^-^SS|a o rn o mA 02/^7/2006 08:04 858-558-6159 GEOCDN INC PAGE 02/02 GEOCON INCORPORATED GEQTECHNICAL CONSULTANTS Project No. 07192-22-01 February 6,2006 Frauz-Loker LLC % Q'Day Consultants 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008 Attention: Mr Pat O'Day Subject: CARLSBAD OAKS WEST LOKER AVENUE AND PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA PLAN REVIEW Gentlemen: In accordance a request from Mr. Ronnie Dixnla of Gemsler, wa have reviewed the structural plans for the subject project for conformance with the recommendations of the project soils report- The following plan set was reviewed: Bank of America Carlsbad, California, NEW Store, Palomar Airport Road, Carlsbad, California, Sheets SLO, S2.Q> S3.0, S4.Q, S5.0, prepared by Tildin Engineering, dated January 6, 2006- The above-referenced plans include site-specific information with respect to foundation plans and foundation details for the subject project. The purpose of our review was to evaluate whether the plans and details have been prepared in substantial conformance with the recommendations presented in our report entitled Geotechnical Investigation, Carlsbad Oaks West, laker Avenue and Palomar Airport Road, Carlsbad, California dated December 17, 2003. Based on our review, the recommendations of the above-referenced geotechnical report have been properly incorporated into the foundation plans and details with the following comment: On Sheet Sl.O under Foundation No. 5 - the comment states mat the soils beneath footings should be compacted to 95 percent relative compaction or in accordance with the project soils report. According to the project soils report, a relative compaction of 90 percent is considered appropriate. Should you have any questions regarding this letter, or if we may 'be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Joseph J. Vettd GE2401 JJV:dmc (1) Addressee (I/fax) Gensler Attention; Mr. Ronnie Dimla 6960 Handera Drive • Son Diego, California 92121-2974 • Telephone (85S) 558-6900 U Fax (858) 558-6159 Ni N 0"] GEOTECHNICAL INVESTIGATION CARLSBAD OAKS WEST LOKER AVENUE AND PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA PREPARED FOR FRANZ-LOKER LLC % O'DAY CONSULTANTS CARLSBAD, CALIFORNIA DECEMBER 17, 2003 u GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 07192-22-01 December 17, 2003 Franz-Loker LLC % CTDay Consultants 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008 Attention: Subject: Mr. PatO'Day CARLSBAD OAKS WEST LOKER AVENUE AND PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA GEOTECHNICAL INVESTIGATION Gentlemen: In accordance with your authorization and our Proposal No. LG-03538 dated October 23. 2003, we herein submit the results of our geotechnical investigation for the subject site. The accompanying report presents the results of the study with our conclusions and recommendations regarding the geotechnical aspects of project development. In our opinion, the site can be developed as proposed provided the recommendations contained in this * report are followed. Should you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. ^^ Very truly yours, GEOCON INCORPORATED loseph J. Vettel GE2401 KEC:GWC:JJV:bjl (6/del) Addressee /V's^—^CQ-\ '<J/WWWEUSVfc> \3[ CANNON \<£tf I uo»« I **NU.ICVI; CERTIFIED ENGINEERING GEOLOGIST 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone [858) 558-6900 • Fax (858) 558-6159 TABLE OF CONTENTS 1. PURPOSE AND SCOPE 1 2. SITE AND PROJECT DESCRIPTION 1 3. SOIL AND GEOLOGIC CONDITIONS 2 3.1 Previously Placed Fill (Qpf) 2 3.2 Santiago Formation (Tsa) 2 4. GROUNDWATER 2 5. GEOLOGIC HAZARDS 3 5.1 Faulting and Seismicity 3 5.2 Liquefaction 4 5.3 Landslides 4 6. CONCLUSIONS AND RECOMMENDATIONS 5 6.1 General 5 6.2 Soil and Excavation Characteristics 5 6.3 Grading 5 6.4 Seismic Design Criteria 7 6.5 Foundations 7 6.6 Concrete Slabs-on-Grade 8 6.7 Lateral Loads 9 6.8 Preliminary Pavement Design 9 6.9 Site Drainage and Moisture Protection 10 6.10 Foundation and Grading Plan Review 11 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map Figure 3, Cross-section A-A' Figure 4, Cross-section B-B' Figure 5, Wall/Column Footing Dimension Detail APPENDIX A FIELD INVESTIGATION Figures A-l - A-5, Logs of Borings APPENDIX B LABORATORY TESTING Table B-I, Summary of Laboratory Direct Shear Test Results Table B-n, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results Table B-III, Summary of Laboratory Expansion Index Test Results Figures B-l - B-4, Consolidation Curve APPENDIX C RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of a geotechnical investigation for the proposed Carlsbad Oaks West project located east of the McClellan Palomar Airport in Carlsbad, California (see Vicinity Map, Figure 1). The purpose of the study was to investigate the soil and geologic conditions at the site and to identify geotechnical constraints (if any) that may impact the proposed development. This report provides recommendations pertinent to the geotechnical engineering aspects of developing the property as proposed. The scope of the investigation included a review of aerial photographs and readily available published and unpublished geologic literature (see List of References). The scope also included a field investigation, laboratory testing to characterize physical properties of the soil, engineering analyses, and preparation of this report. The field investigation was performed on November 13, 2003, and consisted of drilling five small-diameter borings at the locations indicated on the Geologic Map, Figure 2. Logs of the exploratory borings and other details of the field investigation are presented in Appendix A. Laboratory tests were performed on selected soil samples obtained during the field investigation to evaluate pertinent physical characteristics of the soil. Details of the laboratory tests and a summary of the test results are presented in Appendix B. The recommendations presented herein are based on analysis of the data obtained from the exploratory borings, laboratory test results, and our experience with similar soil and geologic conditions. The Site Development Plan for Carlsbad Oaks West, prepared by O'Day Consultants, dated October 2003, was used as the basis for this study. 2. SITE AND PROJECT DESCRIPTION The approximately 4/2 acre, rectangular-shaped site consists of a previously graded vacant lot. A three-story office building occupies the adjacent lot to the north; land adjacent to the west boundary is undeveloped. According to the Site Development Plan, a 25-foot-wide sewer easement exists along the west boundary of the lot. Previous grading has created a 2:1 fill slope along the northern portion of the west boundary and 2:1 cut slopes along the east and southeast property margins. Project No. 07192-22-01 - I - December 17, 2003 \Ve understand that a commercial development consisting of three buildings and associated paved parking is planned for the site. Grading for the building pads and parking lots is expected to consist of cuts and fills of less than 5 feet deep. The existing sewer line in the northwest comer of the lot will be relocated closer to the west property boundary. The locations and descriptions of the site and proposed development are based on a site reconnaissance and discussions with project consultants. If project details vary significantly from those described, Geocon should be consulted to provide additional recommendations and/or analyses. 3. SOIL AND GEOLOGIC CONDITIONS Based on the field investigation and review of the literature, the geologic units underlying the site consist of previously placed fill and the Santiago Formation. The approximate location and extent of each geologic unit is depicted on the Geologic Map, Figure 2 and the Geologic Cross-Sections, Figures 3 and 4. Each unit is described below. 3.1 Previously Placed Fill (Qpf) Previously placed fill was observed in Boring B4 and generally consisted of very stiff sandy clay and clayey sand. The fill soils were tested and observed by San Diego Soils Engineering Incorporated and . are discussed in their report entitled: As-Graded Geotechnical Report for the Carlsbad Oaks Business Center, dated November 17, 1986. Geologic Cross-Sections A-A' and B-B' (Figures 3 and 4) show our interpretation of fill thickness within the existing pad area. The compacted fill is considered suitable for receiving additional fill or structures following partial removal and recompaction. 3.2 Santiago Formation (Tsa) Santiago Formation was encountered at the surface in Borings Bl, B2, B3, and B5 and beneath the fill in Boring B4. Where observed, the Santiago Formation consists of very stiff to hard siltstone, stiff to hard claystone, and very dense silty very fine sand. Cemented sandstone was also encountered in Borings B2,B3 and B5. 4. GROUNDWATER Groundwater was not encountered within the upper 20 feet of the existing building pad area. Groundwater is not expected to affect project development as presently proposed; however, it is not uncommon for groundwater or seepage conditions to develop where none previously existed. Proper surface drainage of irrigation and rainwater will be critical to future performance of the project. ProjectNo. 07192-22-01 -2- December 17,2003 5. GEOLOGIC HAZARDS 5.1 Faulting and Seismicity Based on the field reconnaissance and a review of aerial photographs and published geologic maps, the site is not located on any known active or potentially active fault trace as defined by the California Geologic Survey (CGS). The closest known active faults and associated maximum earthquake magnitudes are indicated on Table 5.1. In order to estimate the distance of known faults to the site, the computer program EQFAULT (Blake, 1989, updated 2000) was utilized. The program calculates the distance from the site within a specified search radius to known "active" California faults that have been digitized in an earthquake catalog. Associated peak site accelerations based on attenuation relationships of Sadigh, et ai, (1997) are also presented on Table 5.1. TABLE 5.1 DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS Fault Rose Canyon Fault Zone Newport-Inglewood (Offshore) Elsinore- Julian Elsinore-Temecula Coronado Bank Elsinore-Glen Ivy Earthquake Valley Palos Verdes San Jacinto-Anza San Jacinto-San Jacinto Valley San Jacinto -Coyote Creek Distance From Site (miles) 7 10 22 22 23 36 40 41 45 47 49 Maximum Earthquake Magnitude 6.9 6.9 7-l 6.8 7.4 6.8 6.5 7.1 7.2 6.9 6.8 Peak Site Acceleration (g) 0.28 0.23 0.13 0.11 0.15 0.06 0.04 0.07 0.06 0.05 0.04 The results of the deterministic analysis indicate that the Rose Canyon Fault Zone is the closest source for potential ground motion occurring at the site. The Rose Canyon Fault Zone is located approximately 7 miles west of the site. The Rose Canyon Fault Zone is postulated as having the potential to generate a Maximum Earthquake Magnitude of 6.9, The "maximum earthquake magnitude" is defined as the maximum earthquake that appears capable of occurring under the presently known tectonic framework (California Division of Mines and Geology Notes, Number 43). It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of an earthquake along any of the faults listed on Table 5.1 or other faults in the southern Project No. 07192-22-01 -3-December 17,2003 I California/northern Baja California region. However, we do not consider the site to possess any greater risk than that of the surrounding developments. While listing maximum earthquake magnitudes is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including the frequency and duration of motion and the soil conditions underlying the site. We recommend that seismic design of the structures be performed in accordance with the California Building Code (CBC) guidelines and/or those currently adopted by the City of Carlsbad. 5.2 Liquefaction The potential for liquefaction during a strong earthquake is limited to relatively clean, sandy soils that are in a loose, unconsolidated condition and are located below the water table. Due to the lack of near-surface groundwater table and the underlying very dense formational soils, the potential for liquefaction is considered very low. 5.3 Landslides No evidence of landsliding was observed at the site during the site reconnaissance nor during our review of historic aerial photographs of the site. We consider the potential for landslide hazard to be low for the subject property. Project No. 07192-22-01 - 4 - December 17, 2003 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 General 6.1.1 No soil or geologic conditions were encountered during this investigation that, in our opinion, would preclude the continued development of the property as presently planned, provided the recommendations of this report are followed. 6.1.2 The site is underlain by previously placed fill and the Santiago Formation. The fill material generally ranges in thickness to a maximum of 18 feet and will require remedial grading in the form of a partial removal and recompaction. 6.1.3 Groundwater was not encountered in any of the borings and is not expected to significantly affect the proposed development. 6.1.4 Following remedial grading, the proposed commercial structures can be supported on a conventional footing foundation system in properly compacted fill or formational material. 6.2 Soil and Excavation Characteristics 6.2.1 The in situ soils can be excavated with moderate to heavy effort using conventional heavy-duty grading equipment. Cemented zones are common in the Santiago Formation and, if encountered, may require a very heavy effort to excavate. Cemented zones may also generate oversized material requiring special handling and placement procedures. 6.2.2 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations in order to maintain safety and the stability of adjacent existing improvements. 6.2.3 The majority of soil encountered during the investigation are considered to have a "medium" to "high" expansion potential (Expansion Index [El] between 50 and 130) as defined by Uniform Building Code (UBC) Table No. 18-I-B. 6.3 Grading 6.3.1 All grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix C. Where the recommendations of Appendix C conflict with this report, the recommendations of this report take precedence. Project No. 07192-22-01 - 5 - December 17, 2003 6.3.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling procedures and/or the grading plans can be discussed at that time. 6.3.3 Site preparation should begin with the removal of all deleterious material and vegetation. The depth of removal should be such that material exposed in cut areas and the soil to be used as fill is relatively free of organic matter and construction debris. Debris generated during stripping and/or site demolition should be exported from the site. 6.3.4 The upper four feet of existing fill soils in proposed paved or building areas should be removed and replaced with properly compacted fill. That portion of the abandoned sewer line backfill that is deeper than four feet and with a 1.5:1 plane extending down and out from the perimeter of a proposed building should also be removed and replaced with properly compacted fill. 6.3.5 Where buildings are planned on a cut fill transition, the formational material should be removed to a depth of 4 feet below the proposed finish grade. 6.3.6 Where practical, removals should extend at least 5 feet beyond the building footprint. 6.3.7 Prior to placing fill, the ground surface should be scarified to a depth of 12 inches, moisture conditioned, and compacted to at least 90 percent relative compaction in accordance with ASTMD1557-00. 6.3.8 Existing fill soils and excavated soils of the Santiago Formation are suitable for re-use as fill provided they are free of vegetation, debris and other deleterious material. Fill layers should be no thicker than will allow for adequate bonding and compaction. All fill, including backfill and scarified ground surfaces, should be compacted to at least 90-percent of maximum dry density at near optimum moisture content, as determined in accordance with ASTM Test Procedure D 1557-00. 6.3.9 Rocks greater than 6 inches in maximum dimension should not be placed within 3 feet of finish grade in building pad areas or street subgrade. Rock fragments greater than 12 inches in maximum dimension should not be placed within 5 feet of finish grade or 3 feet of the deepest utility. Project No. 07192-22-01 - 6 - December 17, 2003 6.4 Seismic Design Criteria 6.4.1 The following table summarizes site-specific seismic design criteria obtained from the 2000 California Building Code (CBC). The values listed on Table 6.4 are for the Julian segment of the Elsinore Fault (located approximately 22 miles west of the site), which is identified as a Type A fault and the Rose Canyon Fault, which is identified as a Type B fault. TABLE 6.4 SEISMIC DESIGN PARAMETERS Parameter Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Design Value 0.40 sc 0.40 0.56 1.0 1.0 A/B UBC Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U 6.5 Foundations 6.5.1 The project is suitable for the use of continuous strip footings, isolated spread footings or appropriate combinations thereof, provided the preceding grading recommendations are followed. 6.5.2 The following recommendations are for one- to three-story structures and assume that the grading will be performed as recommended in this report. Continuous footings should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade and be founded on properly compacted fill or firm formational soil. Isolated spread footings should be at least 2 feet wide, extend a minimum of 24 inches below lowest adjacent pad grade, and be founded on properly compacted fill or firm formational soil. If soils with an Expansion Index greater than 90 are encountered on a building pad, perimeter footings should be "Heepened to 30 inches below lowest adjacent pad grade. A typical footing dimension detail is presented on Figure 4. Minimum reinforcement for continuous footings should consist of four No. 5 steel reinforcing bars placed horizontally in the footings, two near the top and two near the bottom. Recommendations for reinforcement of isolated spread footings should be provided by the project structural engineer. Project No. 07192-22-01 December 17,2003 6.5.3 The foundation dimensions and concrete reinforcement recommended above are based on soil characteristics only and are not intended to be used in lieu of those necessary to satisfy structural loading. Actual reinforcement of the foundations should be designed by the project structural engineer. 6.5.4 The recommended allowable bearing capacity for foundations designed as recommended above is 2,500 pounds per square foot for foundations in properly compacted fill material or firm formational material. The soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. The recommended allowable bearing capacity is for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. 6.5.5 Foundation excavations should be observed by a representative of Geocon Inc. prior to placing reinforcing steel to verify that the exposed soil conditions are similar to those anticipated. 6.5.6 Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontal:vertical), special foundations and/or design considerations are recommended to mitigate lateral soil movement. Building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. 6.5.7 No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed foundation and slab subgrade soils should be moistened as necessary to maintain a moist soil condition as would be expected in any such concrete placement. 6.6 Concrete Slabs-on-Grade 6.6.1 Concrete siabs-on-grade not subjected to vehicular traffic should be at least 6 inches thick. Minimum slab reinforcement should consist of No. 3 steel reinforcing bars placed 18 inches on center in both horizontal directions and positioned near the slab midpoint. The concrete slabs-on-grade should be underlain by at least 4 inches of clean sand (Sand Equivalent greater than 30) and, where moisture-sensitive floor coverings are planned, a visqueen moisture barrier placed at the midpoint of the sand cushion should also be provided. 6.6.2 Exterior slabs should be provided with crack-control joints spaced at intervals no greater than 10 feet. Joints should be constructed using sawcuts or other methods as soon as practical following concrete placement. Crack-control joints should extend a minimum Project No. 07192-22-01 - 8 - December 17, 2003 depth of one-fourth the slab thickness. Construction joints should be designed by the project structural engineer. 6.6.3 Exterior concrete flatwork should be thickened at the edge (shovel footing), to reduce the potential for moisture migration underneath the slab. 6.6.4 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soils and differential settlement of fills of varying thickness. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls and slabs-on-grade placed on such soil conditions may exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack-control joints at periodic intervals, particularly where re-entrant slab corners occur. 6.7 Lateral Loads 6.7.1 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid with a density of300pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.35 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 6.8 Preliminary Pavement Design 6.8.1 Our preliminary pavement design is based on an assumed Resistance Value (R-Value) of 5. Final pavement sections should be designed according to the subgrade R-Value following final grading. It is understood that flexible pavement sections will be utilized. 6.8.2 The flexible pavement sections were evaluated in general conformance with the California Department of Transportation (Caltrans) method of flexible pavement design. Recom- mendations for flexible pavement sections are presented on Table 6.8. Project No. 07192-22-01 - 9 - December 17, 2003 TABLE 6.8 PRELIMINARY FLEXIBLE PAVEMENT SECTIONS Proposed Utilization Auto Parking Stalls Auto Driveways Fire Lanes/Heavy Trucks R-Value 5 5 5 Traffic Index (TI) 4.5 5.5 7.0 Asphalt (inches) 3.0 3.0 4.0 Class 2 Aggregate Base (inches) 8.0 12.0 15.5 6.8.3 Pavement subgrade soils should be scarified, moisture conditioned, and recompacted to a minimum of 90 percent relative compaction as determined by ASTM D 1557-00 to a depth of 12 inches. Class 2 base course material should be moisture conditioned to near optimum moisture content and compacted to a minimum of 95 percent relative compaction as determined by ASTM D 1557-00. 6.8.4 Asphaltic concrete should conform to Section 39-2 of the Standard Specifications of California Department of Transportation (Caltrans). Class 2 base material should conform to Section 26-1.02B of the Standard Specification of California Department of Transportation. 6.8.5 The performance of pavements is highly dependent upon providing positive surface drainage away from the edge of pavements. Ponding of water on or adjacent to the pavement will likely result in saturation of the subgrade materials and subsequent pavement distress. If planter islands are planned, the perimeter curb should extend at least 12 inches below the bottom of the Class 2 aggregate base. 6.9 Site Drainage and Moisture Protection 6.9.1 Adequate drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings or pavement. The site should be graded and maintained such that surface drainage is directed away from structures and the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed improvements. 6.9.2 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. We recommend that subdrains to collect excess irrigation water and transmit it to drainage structures or impervious above-grade planter boxes be used. In addition, where landscaping Project No. 07192-22-01 -10-December 17,2003 is planned adjacent to the pavement, we recommend construction of a cutoff wall along the edge of the pavement that extends at least 12 inches below the bottom of the base material. 6.10 Foundation and Grading Plan Review 6.10.1 Geocon Incorporated should review the foundation and grading plans for the project prior to final design submittal to determine whether additional analysis and/or recommendations are required. Project No. 07192-22-01 - 11 - December 17, 2003 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable, conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. 2. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 07192-22-01 December 17, 2003 1 MSEHALH1M 2 PASEOUMU 3 CASED BWfTO4 PA5BI BSIUM5 CASED nUBD E RMKK) COST* T PASEP IAUI B HMtOO GRIM 9 PASED 5MJNEH} I -III* TRATO ^. ' Y1A SWAT!* SOURCE; 2002 THOMAS BROTHERS MAP SAN DIEGO COUmY, CALIFORNIA REPRODUCED WffH PERMISSION GRAMTED BY THOWW BORTHERS MHPS. THIS UV IS COPVRIOKT6Y THOMAS BROS, MAPS. IT IS UNLAWFUL TO COPY OR REPRODUCE ALL OR AMY PART THEREOF. WHETHER FOR PERSOMAi USE OR RESALE, WITHOUT PERUSSION. NO SCALE GEOCON O INCORPORATED \Xr GEOTECHhJICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO. CALIFORNIA 92121 - 2974 PHONE B5B 558-6900 - FAX 858 558-6159 KC/RA DSK/EOOOO VICINITY MAP CARLSBAD OAKS WEST CARLSBAD, CALIFORNIA DATE 12-17-2003 PROJECT NO. 071 92 - 22 - 01 FIG. 1 CARLSBAD OAKS WEST CARLSBAD, CALIFORNIA LEGEND Qpf PREVIOUSLY PLACED FILL TS3 SANTIAGO FORMATION (Dotted Where Buried) APPROX. LOCATION OF GEOLOGIC CONTACT (Interred from San Diego County Topographic Survey, Sheet No. 350-1689} ® APPROX LOCATION OF GEOTECHNICAL BORING 3' .APPROX. LOCATION OF GEOLOGIC CROSS-SECTION GEOCON INCORPORATED GEOTKHNCAL CONSULTANTS 6960 FLANDSIS DRIVE • SAN DIEGO, CAUFORNtA 92121 - 2974 PHONE 858 558-6900 - FAX B5fl 558-6159 PROJECT NO. 07192-22-01 V-irKAAP F|GU*E2JCjjKw MAr DATE 12-17-2003 CARLSBAD OAKS WEST CARLSBAD, CALIFORNIA A 480 ~, A' 420* 360- 300- -480 —420 -360 L-3QO I60 "J~SQ GEOCON LEGEND PREVIOUSLY PLACED FILL SANTIAGO FORMATION APPROX LOCATION OF GEOLOGIC CONTACT (Queried Where Uncertain) GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO. CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 5584159 PROJECT NO. 07192-22-01 FIGURE 3 DATE 12-17-2003 C:\DOCUMENTS AND SETT1NGS\DRAPT]NG 4\KORA\07192OWG. CARLSBAD OAKS WEST CARLSBAD, CALIFORNIA B 480-1 420- 360- 300-11 B-5 Tsa 10I60I120 TS3 GEOCON LEGEND PREVIOUSLY PLACED FILL SANTIAGO FORMATION APPROX LOCATION OF GEOLOGIC CONTACT (Queried Where Uncertain) GEOCON INCORPORATED GEOTECHNtCAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA B2121 - 2974 PHONE 858 558-6900 - FAX 856 5584159 PROJECT NO. 07192-22-01 FIGURE 4 DATE 12-17-2003 C:\DOCUMENTS AND SETTINGS\DRAFTING 4\KC\RA\07192\DWG. WALL FOOTING CONCRETE SLAB ;° . .".O. ."• .'.O. :", .'. bANLJ — =L_e^— . , ' i ,y .;..,.— JSl^, . ^ . S ^\ X 0. ';*. Y.-Q. % • "" .»•..-• .0i V.Q. ;.-*.'.'.«. V1SQUEEN— "\X « . .' - ; ' ° . , .'-' ' § I 1 ',.,' '.' .£> '„' ' u. *$ • O. ' . ' ' • Q .' ( FOOTING* " WIDTH COLUMN FOOTING CONCRETE SLAB , nj I 1° . . O. ;* . . .O. ;° . . .O. ,° - . . O. ;*.[[ *^'." ^ •*'•'-' ^ •*« •" ^ ••<S^'.' ^ •'<>^^ ^W*V/// / 'i x fl • • e ./ \ O . - ' • ' O , . ' •/ • -O ' • -O .-, / jk " 0 • ° O - P E ^ • ' . • 'o • ° • 'r^-r-yrg OQ %' <3 . • ' • ' <3 .. ' • — yi — p .0. _:* . '.0 a . o • . . ° • O. ';*•".'. O O .. ••; O '.6. ' °. Y.Q. O' .*••; 6 PAD GRADEp ,. ^ *i Is% 0 Dx u. 5' ^J ______ _ . O . / - , "0 . ; • .'Or . . O , • • '-O.' '-0' ''-O' •'•O' •'•;> - • o -o -po -o ;. _. . ° .y . , °. ,o - . . "V" -.. .: . ' '..... ..'^ O . . ,r\ S \WVV/CxJ^ .0 ' ' O ' .° ' ' O1 . . ' , ^- .li_^_r j • • ' .0 ' ^ . .0. ;•.•.•. 6. ';'.'. '-6. '•*.'. '.6. '-•-'.• 6 •••-' ' 0 FOOTING WIDTH* • SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE WALL / COLUMN FOOTING DETAIL GEOCON ^ INCORPORATED ^KT GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 KG /KG CARLSBAD OAKS WEST CARLSBAD, CALIFORNIA DATE 12-17-2003 PROJECT NO. 07192-22-01 FIG. 5 APPENDIX i APPENDIX A FIELD INVESTIGATION The field investigation was performed on November 13, 2003, and consisted of a site reconnaissance and drilling five small-diameter borings. The approximate locations of the borings are shown on the Geologic Map, Figure 2. The borings were drilled using an Ingersoll-Rand A300 truck-mounted drill rig equipped with an 8- mch-diameter hollow-stem auger. Relatively undisturbed samples were obtained by driving a 3-inch O. D. split-tube sampler 12 inches into the undisturbed soil mass with blows from a 140-pound hammer falling 30 inches. The split-tube sampler was equipped with 1-inch-high by 23/s-inch- diameter brass rings to facilitate sample removal and testing. The soiJs encountered in the borings were visually examined, classified and logged in general accordance with ASTM Test Method D-2488 Description and Identification of Soils (Visual-Manual Method). Logs depicting the soil and geologic conditions encountered and the depths at which samples were obtained are presented as Figures A-1 through A-5. Project No. 07192-22-01 - A-1 - December 17, 2003 PROJECT NO. 07192-22-01 DEPTH - - 2 - - 4 - - 8 - - ID - - 14 - - - 16 - - 18 - - :c. SAMPLE NO 3 IEM y EiBl-2 • iB1"3 rt-: 1 -Bl-5 '^ % I If ' cc > 5? a j 3J ccO : : _L . - i i 1 ill W%li i SOIL CLASS ML SM ML CL CL BORING B 1 ELEV. (MSL) 373 DATE COMPLETED 11-13-2003 EQUIPMENT \R A-300 MATERIAL DESCRIPTION SANTIAGO FORMATION Very stiff, damp, olive - green, SILTSTONE Very dense, damp, pale green - yellow, Silty, very fine SANDSTONE Hard, damp, olive - green, SILTSTONE Stiff to very stiff, moist, brown, CLAYSTONE Hard, damp, yellow - brown, CLAYSTONE - Sample disturbed BORING TERMINATED AT 19.5 FEET No groundwater encountered Hole filled with cuttings mixed with 1 sack cement z ° O H H ZU; LU Tf, O—91 \Jt | . , - (U rf\o.K~ - _ 33 - 50/6" ~ 50/6" - - " 50/3"_ - - S(Vfi.. z uJ •^ Q-ccQ 103.4 108.2 " iin? _ u 6^ i^ayV-' ^15 OO 13.8 13.7 1Q 1 H Figure A-1, Log of Boring B 1, Page 1 of 1 07132-22-01. GPJ SAMPLE SYMBOLS E3 - SAMPLING UNSUCCESSFUL ^ .. DISTURBED OR BAG SAMPLE C . STANDARD PENETRATION TEST B ... CHUNK SAMPLE | . DRIVE SAMPLE (UNDISTURBED) I .. WATER TABLE OR SEEPAGE NOTE: IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 07192-22-01 DEPTH - - 2 - 4 - - - 6 - - 8 - - 10 - - 14 - - 16 - - 18 - >c. SAUPL= C NO. 3 I ' \ B2-4 I VI | ,IK . B2-5 •/-, [P ry. B2-6 K>>n I£LU \ '3>- 2 O m /H /*-;| SOIL C^ASS ML CL ML ML BORING B 2 ELEV. (MSL) 377 DATE COMPLETED 11-13-2003 EQUIPMENT IRA-300 MATERIAL DESCRIPTION SANTIAGO FORMATION Hard, damp, olive - green, SILTSTONE • 6 inch layer of cemented sandstone at 5.5 feet - Becomes mottled olive - green and tan at 10 feet Stiff to very stiff, moist, brown, CLAYSTONE Hard, damp, olive - green, Clayey SILTSTONE; orange - red staining in seams Hard, damp, brown. Clayey SILTSTONE; with mica BORING TERMINATED AT 20 FEET No groundwater encountered Hole filled with cuttings mixed with portland cement S UJ T- P z t ui-0— * \jj 1 Tj-j LU rfl 0-*" 64 " 50/5" - - 89 _ 62 - 53 > •z. uJ °£ i^ Q 109.0 103.2 107.7 103.4 52 K ^ ^S OU IS 4 16.5 17.5 22.0 Figure A-2, Log of Boring B 2, Page 1 of 1 07192-22-01 GPJ SAMPLE SYMBOLS fj SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR SAG SAMPLE B . . STAtOARD PENETRATION TEST E .. CHUNK SAMPLE |. DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE. IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. INDICATED. IT PROJECT NO. 07192-22-01 DEPTH IN _ - 2 - 4 - - - 6 - - - 8 - - 10 - - 12 - _ - 14 - — - 16 - >c. SAMPLE t' NO 3 1 1 i "~ m. tfn (£ UJ > ^? !< — ""} O ,; 1 i::l: SOIL CLASS ML SM BORINGS 3 ELEV. (MSL) 373 DATE COMPLETED 11-13-2003 EQUIPMENT IRA-300 MATERIAL DESCRIPTION SANTIAGO FORMATION Hard, damp, olive - green, SILTSTONE; with trace of fine sand -Becomes tan at 8 feel - 4 inch layer of cemented sandstone at 1 1 feet - No recovery Very dense, damp, tan - brown, Silty SANDSTONE with mica BORING TERMINATED AT 19.5 FEET No groundwater encountered Hole fitted with cuttings mixed with portland cement 2 h- Z LL L . - LLJ rrj Q.K~ - _ 59 - 67 - - " 83/10" - _ - ~ 84/11" - - h- CO T-Z it. 0^tra 106.5 112.2 110J s oo 14.5 13.6 15,6 « Figure A-3, Log of Boring B 3, Page 1 of 1 07192-22 -01. GPJ SAMPLE SYMBOLS LJ SAMPLING UNSUCCESSFUL 8a DISTURBED OR BAG SAMPLE I] . STANDARD PENETRATION TEST £ . CHUNK SAMPLE DRIVE SAMPLE (UNOISTURaED) WATER TABLE OR SEEPAGE NOTE.INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES PROJECT NO. 07192-22-01 DEPTH IN - - 2 - - 4 - - - 6 - - 8 - - - 10 ~ - 12 - - 14 - - - 16 SAMPLE NO ILB4-1 R iB4-2 I 1 1 B4-3 I ' LB4-4 1 . B4-5 I B4-6 1 HOLOGYi — 1 .'; . 1 ' I <'// // /) // '// ^r r tr NDWATE1cr•) SOIL CLASS SM .. CL-SC ML BORING B 4 ELEV. (MSL) 368 DATE COMPLETED 11-13-2003 EQUIPMENT IRA-300 MATERIAL DESCRIPTION FILL Dense, damp, pale tan, Silty, fine to coarse SAND Very stiff, damp, brown. Sandy CLAY and Clayey SAND SANTIAGO FORMATION Hard, damp, orange - tan, Sandy S1LTSTONE; trace of mica BORING TERMINATED AT 19.8 FEET No groundwater encountered Hole filled with cuttings mixed with portland cement 7 QOH111 f. . LLi fp a. a "" - _ 52 - 41 ~~ - - _ 47 - - 30 - ~ 92/10" C/J ~~!"Z tL LI I f \ C£Q 103.4 120.0 117.7 104.2 120.3 -r Z5 OO 14.3 14.0 11.1 15.9 8.5 Figure A-4, Log of Boring B 4, Page 1 of 1 07192-22-01 GPJ SAMPLE SYMBOLS C] .. SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE C . STANDARD PENETRATION TEST B ... CHUNK SAMPLE I DRIVE SAMPLE (UNDISTURBED) I. WATER TABLE OR SEEPAGE NOTE: IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 07192-22-01 DEPTH IN - - 2 - - 4 - - - 8 - - 10 - - 14 - - - 16 - 18 - >C NO i I't'i'.[rti' ; | r JI T * B5-5 •w H B5-6 ||!;f: n:LU *>i ' £ O k* •r! ^k- •;•. .-i;•L' I jj 1 liiii :¥ SOIL CLASS SM ML CH ^SP ML SM BORING B 5 ELEV. (MSL) 374 DATE COMPLETED 11-13-2003 EQUIPMENT IRA-300 MATERIAL DESCRIPTION SANTIAGO FORMATION Medium dense, damp, pale tan and yellow, Silty, very fine SANDSTONE - Becomes dense at 5 feet Hard, damp, pale tan and yellow, SILTSTONE; some mica Stiff to very stiff, damp, orange - brown, CLAYSTONE Very, dense^darnp, cemented SANDSTONE Hard, damp, pale tan and yellow, SILTSTONE; some mica Very dense, damp, tan, Silty, very fine SANDSTONE BORING TERMINATED AT 19.8 FEET No groundwater encountered Hole filled with cuttings mixed with cement °0?t-gtS> S OT fTi £^ Lu !d m£a=- - —42_ ™ 51 62 - 59_ - 92/10" > w T SM tro 109.4 107.2 100.7 103.3 111.6 LJ 3?§£h- 2 1 ££ 5 OU 16.1 18,2 24.1 20.5 16.3 Figure A-5, Log of Boring B 5, Page 1 of 1 07192-22-01 GPJ SAMPLE SYMBOLS L~] .. SAMPLING UNSUCCESSFUL §1 .. DISTURBED OR BAG SAMPLE E . . STANDARD PENETRATION TEST £ ...CHUNK SAMPLE | .. DRIVE SAMPLE (UNDISTURBED) I . WATER TABLE OR SEEPAGE NOTE; IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES APPENDIX APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected soil samples were tested for their in-place dry density and moisture content, maximum dry density and optimum moisture content, expansion potential, consolidation, and shear strength characteristics. The results of our laboratory tests are presented in Tables B-I through B-HI and Figures B-l and B-4. The results of in-place dry density and moisture content test results are presented on the boring logs, Figures A-l though A-5. TABLE B-l SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080 Sample No. B3-1* B4-2 Dry Density (pcf) 105.9 103.4 Moisture Content (%) 14.4 14.3 Unit Cohesion (psf) 690 635 Angle of Shear Resistance (degrees) 9 32 Sample remolded to approximately 90 percent relative compaction. TABLE B-ll SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Sample No. B3-1 Description Olive-green Silt with trace of fine sand Maximum Dry Density (pcf) 117.6 Optimum Moisture Content (% dry wt.) 14.3 Project No. 07192-22-01 -B-l -December 17,2003 TABLE B-lll SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. B2-1 B4-1 B5-1 Moisture Content Before Test (%) 14.0 13.6 12.4 After Test (%) 35.0 26.1 26.6 Dry Density (pcQ 96.2 101.2 103.3 Expansion Index 116 60 76 • Projecl No. 07192-22-01 -B-2-December 17,2003 PROJECT NO. 07192-22-01 SAMPLE NO. B2-2 -lu PERCENT CONSOLIDATION..-. illOr-, com^MOW^CTiC•^ \ N *— ^ i »«• ^ •-. •*-. 1 ^^N .1 1 Initial Dry Density (pcf) Initial Water Content (%) ^^ N ^.^\ ^^S<! j V i j 10 1 APPLIED PRESSURE (ksf) 109.0 1B.4 Intttal Saturation (%) Sample Saturated at (ksf) 93.3 .5 JO CONSOLIDATION CURVE CARLSBAD OAKS WEST CARLSBAD, CALIFORNIA 07192-22-01 GPJ Figure B-1 PROJECT NO. 07192-22-01 SAMPLE NO. B3-2 PERCENT CONSOLIDATION^ i ' t ' £oSm^^rooNJ-^ o> oo c• .•-— •••• i ^- ——i ^ i i Initial Dry Density (pcf) Initial Water Content (%) X \ ^_ \ -^- s -*. \ ^. 10 APPLIED PRESSURE (ksf) 106.5 14.5 Initial Saturation (%) Sample Saturated at (ksf) 68.9 .5 too CONSOLIDATION CURVE CARLSBAD OAKS WEST CARLSBAD, CALIFORNIA 07191-23-01 3PJ Figure B-2 PROJECT NO. 07192-22-01 SAMPLE NO. B4-3 -10 PERCENT CONSOLIDATION•-• 'On CD m Ji NJ 0 K) •*^•^•*— •*^ ^ ^, ^J ^ 1 1 Initial Dry Density (pcf) Initial Water Content (%) V\ ^ L ! *^ S ^^- S \*».i 10 APPLIED PRESSURE (ksf) 120.0 14.0 Initial Saturation {%) Sample Saturated at (ksf) 97.3 .5 \ i too CONSOLIDATION CURVE CARLSBAD OAKS WEST CARLSBAD, CALIFORNIA 071B2-22-01.GPJ Figure B-3 PROJECT NO. 07192-22-01 SAMPLE NO. B5-2 -10 _o03ZOot- WOtttilO. APPLIED PRESSURE (ksf) Initial Dry Density (pcf) Initial Water Content (%) 109.4 16.1 Initial Saturation (%) Sample Saturated at (ksf) TQO 82.7 .5 CONSOLIDATION CURVE CARLSBAD OAKS WEST CARLSBAD, CALIFORNIA 07192-22-01. GPJ Figure B-4 APPENDIX APPENDIX C RECOMMENDED GRADING SPECIFICATIONS FOR CARLSBAD OAKS WEST LOKER AVENUE AND PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA PROJECT NO. 07192-22-01 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1. These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recom- mendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2. Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. It will be necessary that the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep him apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, and so forth, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1. Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2. Contractor shall refer to the Contractor performing the site grading work. 2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. GI rev. 07/02 2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6. Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. LJ 2.7. Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1. Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below.j 3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. GI rev, 07/02 3.2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3. Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4. The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized, provided it is acceptable to the governing agency, Owner and Consultant. 3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6. During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1. Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. GI rev. 07/02 4.2. Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. 4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction shall be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4. Where the slope ratio of the original ground is steeper than 6:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade Original Ground Finish Slope Surface Remove All Unsuitable Material As Recommended By Soil Engineer Slope To Be Such That Sloughing Or Sliding Does Not Occur See Note 1 See Note 2 No Scale DETAIL NOTES:(!) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the bottom key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formau'onal material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. GI rev. 07/02 4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Contractor until it is uniform and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. 5. COMPACTION EQUIPMENT 5.1. Compaction of soil or soil-rock fi\\ shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the ^ specified moisture content. , 5.2. Compaction of rock fills shall be performed in accordance with Section 6.3. , 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1. Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with : the following recommendations: 6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be I thoroughly mixed during spreading to obtain uniformity of material and moisture L- in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock _ materials greater than 12 inches in maximum dimension shall be placed in rj accordance with Section 6.2 or 6.3 of these specifications. -| 6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D1557-00. r 6.1.3. When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4. When the moisture content of the soil fill is above the range specified by the *-• Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. GI rev. 07/02 6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D1557-00. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. 6.1.6. Soils having an Expansion Index of greater than 50 may be used infills if placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8. As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2. Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. GI rev. 07/02 6.2.3. For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4. For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. 6.2.5. Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet c enter-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6. All rock placement, fill placement and flooding of approved granular soil in the windrows must be continuously observed by the Consultant or his representative. 6.3. Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with the following recommendations: 6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, maximum slope of 5 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post- construction infiltration of water. 6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be ~~" GI rev. 07/02 utilized. The number of passes to be made will be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3. Plate bearing tests, in accordance with ASTM Dl 196-93, may be performed in both the compacted soil fill and in the rock fill to aid in determining the number of passes of the compaction equipment to be performed. If performed, a minimum of three plate bearing tests shall be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of I passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4. A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approximately 5,000 to 10,000 cubic yards of rock fill placed. 6.3.5. Test pits shall be excavated by the Contractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. GI rev. 07/02 6.3.7. All rock fill placement shall be continuously observed during placement by representatives of the Consultant. 7. OBSERVATION AND TESTING 7.1. The Consultant shall be the Owners representative to observe and perform tests during clearing, grubbing, filling and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill shall be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 7.2. The Consultant shall perform random field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion as to whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 7.3. During placement of rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 6.3,3. The Consultant shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. If performed, plate bearing tests will be performed randomly on the surface of the most-recently placed lift. Plate bearing tests will be performed to provide a basis for expressing an opinion as to whether the rock fill is adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the maximum deflection of the properly compacted soil fill. When any of the above criteria indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 7.4. A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. GI rev. 07/02 7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6. Testing procedures shall conform to the following Standards as appropriate: 7.6.1. Soil and Soil-Rock Fills: 7.6.1.1. Field Density Test, ASTM D1556-00, Density of Soil In-Place By the Sand-Cone Method. 1.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-96, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 7.6.1.3. Laboratory Compaction Test, ASTM D1557-00, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 7.6.1.4. Expansion Index Test, ASTM D4829-95, Expansion Index Test, 7.6.2. Rock Fills 7.6.2.1. Field Plate Bearing Test, ASTM Dl 196-93 (Reapproved 1997) Standard Method for Nonreparative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. 8. PROTECTION OF WORK 8.1. During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled 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 until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 8.2. After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. GI rev. 07/02 9. CERTIFICATIONS AND FINAL REPORTS 9.1. Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 9.2. The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. Gl rev. 07/02 LIST OF REFERENCES 1. 1953 Stereoscopic Aerial Photographs of the site and surrounding areas (AXN-8M-70 and 71). 2. Blake, Thomas F., EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Faults, Users Manual, 1989a, p. 79 (Revised 1993), program revised 2000. 3. Geotechnical Investigation, Carlsbad Oaks Business Park Lot 2, prepared by Geocon Incorporated, dated November 15, 2000. 4. Guidelines for Evaluating and Mitigating Seismic Hazards in California, California Division of Mines and Geology (CDMG) Special Publication 117, adopted March 13, 1997. 5. Preliminary Geotechnical Investigation McMahan Headquarters, Carlsbad Oaks Business Park Lot 2, prepared by San Diego Geotechnical Consultants Inc., dated August 7, 1987. 6. Tan, S. S. and M. P. Kennedy, 1996, Geologic map of the Oceanside, San Luis Key and San Marcos 7.5' quadrangles, Plate I, San Diego County, California, California Division of Mines and Geology, Open-File Report 96-0,. 1:24,000. 7. U.S. Geological Survey, 1967, San Luis Rey, California 7.5 Minute Quadrangle Map} 1968. 8. Unpublished maps and reports on file at Geocon Incorporated. Project No. 07192-22-0] December 17, 2003 Community Facilities District No. 1 NON-RESIDENTIAL CERTIFICATE: Nc*-R«iikatial Land Owner, plcaaerMdfluaopticttcaefollya^bcgMgyottt^^ signing. TbB option you ctaM win •floct your payment of tbo developed Special T«x tsttoed on yo«r property. ftu* option aavnliblo only at the time of the first building pcnmt inuance. Property owner ngntvm fa required before * buildtoi< permit will be issued Yonr signature is confirming the accuracy of ail intonation shown. Tcfavfefltt 7-nj PttlfMt 9MO Zip Co* OBJ oi 06AitiiH*Mign Ai cita4 by Otdtattca No. NS-155 md KdofM by te CMr AfCMfeted, CrfabrBi^ *• Ci^y t« witamod to Irvy * 4p>c«l T« Ja CoMnrty f^nllMM DiMBiet No. 1. AO ..... I liiilHrtil pMtttfty, 190* 1b* TIME or (2) MMW th» AMNUAL 3FBC3AL TAX - OEVBLOTBD mOKRIY fcr • pertMl we u OPTION (1): lrf^i9|p9teOBCLaTAX-CttfB-iniAa0ir,M»aaB^Mp^«Bll OnB-y I •tod «D pay 0w SMOAL DEVELOPMENT TAX ANNUALLY ftr * fttricNl art to -fivo (25) ywa- • MudBBan AHOM] Spacal T«: I DO HBRBBY CERTIFY UNDOL PENALTY OP PEVOKY THAT THE UNDBWKWBD IS THEnuaramr owwaa OF THE SMWBCT ntorotry AND THAT i UNDEMTAND AND wnx. COMPLY WtTH THE PftDVMIOMB AS STATED ABOVB, *-}/&,& Print N cnti^a«friw^ X APR-1Q-2Q06 MON 01:02 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P, 04 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name); Project Description: Building Type: Residential:Number of New Dwelling Unit5 Square Feet of Living Area in New Dwelling Second Dwelling Unit: Residential Additions: Square Feet of Living Area in SOU Net Square Feet New Area Commercial/Industrial: Square F§et ffloor Area City Certification of Applicant Information: o CajlsfeatrUmfied School District 25 El Camino Real Carlsbad CA 92009 (331-5000) p? Date: 10] South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) THIN THE CITY OF CAR! San Marcos Unified School Distort 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of AppllcantfOwners, The person executing ihis declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to Ihe bast of the Owner's knowledge, and that the Owner wilt file an amended certification of payment and pay the additional fee if Owner requests an Increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner IB the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date; Revised 4/20/00 1635 Faraday Avenue • Carlsbad, CA 92OOS-7314 * (76O) 6Q2-27OO Building Counter * (76O) 6O2-2719 * FAX f76O> APR-1Q-2QQ6 MON 01:03 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P, 05 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED, SCHOOL DISTRICT; The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER WLEN FREEMAN DEPUTY SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 n\ /7 Revised 4/20/00 ARLSBAD UNIFIED SCHOOL DISTRICT ["'] JEFFERSON ELEMENTARY \ j AVIARA OAKS ELEMENTARY CARLSBAD HIGH SCHOOL j^] MAGNOLIA ELEMENTARY \ | AVIARA OAKS MIDDLE SCHOOL RCCBIpt NO. j | CARLSBAD VILLAGE ACADEMY | " ' [ CALAVERA HILLS SCHOOL \ \ PACIFIC RIM 1 Q 1 1 R ['"_| VALLEY MIDDLE SCHOOL \ \ KELLEY SCHOOL \ } CAUWERA HILLS MIDDLE SCHOOL HOPE SCHOOL ~ IFTIVFP FRnM-TJLW^iL Cn rlKVl 0r L C *A— DATF-"^ 1 1 ^- H)l# fli Applicable* PARENT OF <3~7C>H L6\C£/1 r°Wf . V\U ST I^AJ F^ <sXO^/ - o"7 1 - 0 1 -OO PAYMENT FOR: ACCOUNT NUMBER $ 1 AMOUNT ^^^ -~ I fT \ \\ ' f 1 $ $ $ $ RPHFIUFn RY- ^OiVSl^A/OAX . nASH CHECK #<5 / 6 M TOTAL $ \{,na.MM ^ i 08-25-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR06136 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 2704 LOKER AV WEST CBAD PCR 0000000000 Lot #: 0 $0.00 Construction Type: VN B OF A: ROOF CHANGES & COLUMNS Status: ISSUED Applied: 07/27/2006 Entered By: JMA Plan Approved: 08/25/2006 Issued: 08/25/2006 Inspect Area: Applicant: DARREN BAYSA Owner: 949-681-8283 Plan Check Revision Fee Additional Fees $240.00 $0.00 Total Fees:$240.00 Total Payments To Date:$240.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which yog have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE OJW-Y PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By Date. _ 7 Address (include Bldg/Sulte *)Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel *Existing Use Proposed Use Description of Work SQ.FT.tot Stories * of Bedrooms it at Bathrooms Name Address City State/Zip Telephone * Name Address City State/Zip Telephone # (Sec. 7031.B Business and Professions Code: Any City or County which requires * permit to construct, after, 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, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars («600l). Name State License / Address License Class City Stats/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as required by Section 3700 of ths Labor Code, to? the performance of the work for which this permit i* issued. My worker's compensation insurance carrier and policy number are: insurance Company _ ___„ _ : _ . ^°^f ***• _ . _ Expiration Data _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1*100] OR LESS) Q CERTIFICATE OF EXEMPTION: t certify that in the performance of the wock for which this permit is issued, 1 shall not employ any person in any manner ao as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure worker*' compensation coverage la unlawful, and shaft subject an employer to criminal penattlM and cMI fines up to one hundred thousand dollars (#100,0001, In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code. Interact and attorney's fees. SIGNATURE .__ __ DATE _^__^ _ I Hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q 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). Q 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 bullde or Improves thereon, and contracts for such projects with contractorls) licensed pursuant to the Contractor'* License Law). Q I am exempt under Section _ • _ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property Improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / addreaa / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): __ _ _ _ _ 5. I will provide some of the work, but I have contracted (hired) the following persona to provide the work Indicated (include name / address / phone number / type of work): _ . ___ _ __ _ __ PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25606, 25633 or 25634 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain e permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A RNAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for wnich this permit is Issued (Sec. 3097|i) Civil Code). LENDER'S NAME __ __ LENDER'S ADDRESS I certify that I heve reed the application and state that the above Information is correct and that the information on the plans It accurate. | tgrw to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 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 wajte-fcaoefflaged.for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURC^ir *"1 A <t) =r DATE EsGil Corporation In Partnersnip witfi government for (BuiCtfing Safety DATE: AUG. 4, 2O06 Q APPLICANT JURISDICTION: CARLSBAD ^rT*LAN REVIEWER a FILE PLAN CHECK NO.: 06-0099 (REV. # 1) PCR 06-136 SET: I PROJECT ADDRESS: 2704 LOKER AVENUE WEST PROJECT NAME: BANK OF AMERICA NEW OFFICE XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: DARREN BAYSA / CPA GROUP 600 ANTON BLVD., 11™ FLOOR, COSTA MESA, CA 92626 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: DARREN Telephone #: 949-716-4633 Date contacted: (by: ) Fax #: -4649 Mail Telephone Fax In Person REMARKS: Miscellaneous revisions to approved plans. Sheets A02.02, A09.01, A09.22 & A09.24 were impacted under this plan revision. By: All Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/31 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 CARLSBAD 06-0099 (REV. # 1) PCR 06-136 AUG. 4, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD 1) PCR 06-136 PREPARED BY: All Sadre PLAN CHECK NO.: 06-0099 (REV. # DATE: AUG. 4, 2006 BUILDING ADDRESS: 2704 LOKER AVENUE WEST BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: V-N BUILDING PORTION REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 1994 UBC Plan Check Fee Type of Review:D Complete Review $240.00 Structural Only Repetitive Fee Repeats * Based on hourly rate Comments: D Other m Hourly Hours Esgll Plan Review Fee $192.00 Sheet 1 of 1 macvalue.doc Bulletin Number 04 Gensler Project Date Bank of America: Palomar Airport June 29, 2006 Project Location Architect1* project Number Carlsbad, CA 07.2022.119 Owner/Client File Jones Lang LaSalle This Is page 6BL 1 of 1 To Address Attention City State Anaheim Zip Coda D*llv*r*<! via:Messenger Q Express Q Mall D Hand carried D Facsimile D Pick-up Q Email Address Q UPS Q Website Address This Bulletin Convoys to Contractor (Check one of the following five choices.): Q Architect's Authorization for Minor Changes Architect recommends modifications to the Work as described below, fj Architect'* Clarification / Supplemental Instructions (Use this Bulletin form in place of Architect's Supplemental Instructions form.) Contractor shall carry out the Work in accordance with the following supplemental instructions. O Architect's Confirmation of a Field Order (Use this Bulletin form in place of a Field Order form.) This confirms Architect's verbal instructions to (individual's name) on (date) , as described below, Note: The above three choices are each subject to the following terms: The change(s), clarification (s) and/or confirmation (s) described below is/are issued in accordance with the Contract Documents, without change in Contract Sum and/or Time. E3 Architect's Request for Contractor's Proposal (Use this Bulletin form in place of an Estimate Request form.) Please submit an itemized proposal for changes in die Contract Sum and/or Time for proposed modifications to the Contract Documents described herein. Submit proposal within 5 days or notify the Architect in writing of the date on which you anticipate submitting your proposal. This is not a Change Order or a Construction Change Directive or a direction to proceed with the Work described in the proposed modifications. D Other; As described below. Attachments Construction Document Sheets: A02.02. AQ9.01, A09.22 & A09.24. Requested by O Architect Owner Contractor Q Other (specify); Issued by Oensler by Ronnie Dimla Issued by Owner by Q Required; Please return signed copy to Gensler ^ Not Requited Accepted by Contractor by n Required; Please return signed copy to Genslcr |3 Not Required Distribution Chip Williams Prepared by Qensler by Ronnie Dimla Date Signed Jung 29, 2006 Date Signed Date Signed Date Signed June 29, 2006 Instructions / Description / References / Dates Sheet Item Description A02.02 1. Revised roofing specifications. 2. Revised keynotes 3, 5, 9, 12, 13, 16 and 17. 3. Removed reference details on roof. 4. Revised reference detail on drive thru canopy. 5. Removed drop/step on main roof. Requested by Gensler Gensler Gensler Gensler Gensler o:\07.2022.119^documenra(ion\6_constio£tioni6bl\b]062lJ06rd_04 .doe BL_102204 4675 MacArthur Court Suite 350 Newport Beach California 92660 Tel: 949.863-9434 Fax: 949.553.1 AU Bulletin Number 04 continued Gensler Project Date Bank of America: Palomar Airport June 29, 2006 Project Location Carlsbad, CA 2ofl Sheet Item Description A09.01 1. Revised Building Section 2. 2. Removed keynotes from keynotes column. 3. Added new sheet notes 3 and 4. Requested by Gensler Gensler Gensler A09.22 1. Revised details 01, 02, 03, 04, 15 and 16. 2. Deleted detail 08. Gensler Gensler A09.24 1. Revised detail 16.Gensler END OF BULLETIN NUMBER FOUR o:\07.2022.1l9Wocumcmation\6_construction\6bl\bl062906iiLM.doc BL 102204 4675 MacArthur Court Suite 350 Newport Beach California 92660 Tel: 949.863.9434 Fax: 949.553-1676 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER SSL DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR «$1O,OOO.OO> OTHER PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER ENGINEER DATE DATE S g5!85||?a§£SK Wo.x 5oo<°£tU Q-Eooo. eon. u So O ~Z-:i<s5 till. 5** *0 £ CD oa Uj 0 o H K cX>