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Home My WebLink About2210 FARADAY AVE; ; CB050273; Permit04-13-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB050273 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2210 FARADAY AV CBAD Tl Sub Type: Lot#: $610,576.00 Construction Type: Reference #: CONSTRUCT! 9,696 SF MEZZANINE ADD NEW WINDOWS COMM 0 VN Applicant: BYCOR CORP-GENERAL CONTRACTORS 6867 NANCY RIDGE SAN DIEGO, CA 92121 619-587-1901 Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 01/27/2005 KG 04/13/2005 04/13/2005 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 $2,068.27 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,344.38 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $128.22 PFF $7,878.40 PFF (CFD Fund) $0.00 License Tax $2,156.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Master Drainage Fee Sewer Fee $0.00 Redev Parking Fee $0.00 Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $11,112.48 $10,257.68 $0.00 $0.00 $2,089.36 $1,928.64 $223.00 $160.00 $37.00 $0.00 $13,489.25 $0.00 $0.00 $52,872.68 Total Fees:$52,872.68 Total Payments To Date:$1,310.60 Balance Due:$51,562.08 BUILDING PLANS IN STORAGE ATTACHED 6008 04/13/05 0002 01 02 CGR 51562. Inspector: FINAL APPROVAL Date: -Clearance: NOTICE: Please take NOTICE that approval of your project Includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions ol which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. IT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK• (0/0)EST. VAL. Plan Ck. Deposit Validated By. Address (include Bldg/Suite #)Business Name (at this add Jo '1/27/0.) Legal Description- igQ-v<Lot No.Subdivision Name/Number Unit No. Phase Nd^-taF^otal # of d K-4J2 Assessor's, Parcel #A Existing Use Proposed Used UseKi£w Description of Work SO. FT.#of Stories # of Bedrooms # of Bathrooms m™$&w&iXi&i&^^ StaterZip Telephone #Fax* Address City State/Zip Telephone Address City State/Zip Telephone # 6. 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 more than five hundred dollars [$500]). —' • vifCity ' State/Zip City Business License # Name State License # Address License Class 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: Q 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 led. My worker's compensation insurance carrier and policy number are: Insurance Company ^T/XTlfC, t^lll^lr) _ Policy No. f£.g>fe4"7fe - ^OCj^ Expiration Date (& {THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) |~1 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to segjffg^orkers' jjgfjpwjTOirfn coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($ 1 OOjroGJtin additM&^mnG^t of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE ^^T^gW •/ £*£<r h DATE / I &/ { J O^ 7 / I hereby affirm that Jram exeanpt from the Contractor's License Law for the following reason: Q I, as owner of the pjoperty 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 artS 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 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. O YES fJ]NO 2. 1 (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 ?OR/TOA^fteS»£W7MtBUlLOlNQP^ ; 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? £] 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? L~] 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. «. VCONSTRUCTION LENDING AGENCY = : I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097{i) Civil Code). LENDER'S NAME Kj/><X. LENDER'S ADDRESS & '•> APPLICANT CERTIFICATION ' . : ' '; ' • :. •• .'""'•'.'-. •"= ": :r ! 'r .='.'•"""•' : ' •-.-.•:". '.....'. ' ' ' •• 1 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 buildkig 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 wjfnj^SCiday^rarn the date of such permit or if the building or work authorized by sucji permit if suspended or abandoned at any time after the work is commenced foj^^riod oT'ljjjfra'fr^ifiUillli.iii T06.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance Inspection List Permit*: CB050273 Type: Tl Date Inspection Item 11/23/2005 89 11/23/2005 89 11/21/2005 89 11/21/2005 89 11/07/2005 11 11/07/2005 31 11/07/2005 97 11/04/2005 11 11/04/2005 31 11/04/2005 97 11/01/2005 31 10/28/2005 14 10/28/2005 17 10/28/2005 18 10/27/2005 15 10/27/2005 44 10/26/2005 14 10/24/2005 39 10/20/2005 14 10/14/2005 31 10/13/2005 31 10/13/2005 84 10/07/2005 14 10/07/2005 24 10/07/2005 31 10/07/2005 34 10/07/2005 44 10/05/2005 14 09/30/2005 18 09/19/2005 17 09/15/2005 14 09/15/2005 31 09/15/2005 84 09/14/2005 14 09/14/2005 16 09/14/2005 31 09/13/2005 14 09/13/2005 17 09/13/2005 31 09/09/2005 11 09/09/2005 12 09/09/2005 14 09/09/2005 17 Final Combo Final Combo Final Combo Final Combo Ftg/Foundation/Piers Underground/Conduit-Wirin T-24 H-Cap Consultation Ftg/Foundation/Piers Underground/Conduit-Wirin T-24 H-Cap Consultation Underground/Conduit-Wirin Frame/Steel/Bolting/Weldin Interior Lath/Drywall Exterior Lath/Drywall Roof/Re roof Rough/Ducts/Dampers Frame/Steel/Bolting/Weldin Final Electrical Frame/Steel/Bolting/Weldin Underground/Conduit-Wirin Underground/Conduit-Wirin Rough Combo Frame/Steel/Bolting/Weldin Rough/Topout Underground/Conduit-Wirin Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Weldin Exterior Lath/Drywall Interior Lath/Drywall Frame/Steel/Bolting/Weldin Underground/Conduit-Wirin Rough Combo Frame/Steel/Bolting/Weldin Insulation Underground/Conduit-Wirin Frame/Steel/Bolting/Weldin Interior Lath/Drywall Underground/Conduit-Wirin Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/Weldin Interior Lath/Drywall COMM Inspector Act - RB - RB RB RB RB TP TP TP RB RB RB RB RB RB RB RB RB RB RB RB TP TP TP TP TP RB RB RB RB RB RB RB RB RB RB RB RB TP TP TP TP Rl AP Rl CO AP AP NR CA CA CA CO we we AP we AP AP AP CO AP AP AP AP we AP AP AP NR AP PA CO AP AP PA CA NR AP AP CO AP AP we AP CONSTRUCT! 9,696 SF MEZZANINE ADD NEW WINDOWS Comments SEE NOTICE added 2 light piles PER OFFICE NEED PLANS APPROVED FOR LIGHT POLES® PATIO AREA E & W SOFFITS ROOF EQUIPMENT ALL COMPLETED EMR - TO TEST EQUIPMENT SEE NOTICE FOR FRAME SIGN OFF' GRADING ELECTRICAL - 3/0 ON PALM TREE LIGHTING BY TP @ LOBBY ON 10-7-05. T-CEIL @ MAIN LOBBY UNDER MAIN ENTRY SLAB CEIL LITES @ MAIN LOBBY DUCTS @ MAIN LOBBY ON T-BAR ELEVATOR COMPLETED SEE NOTICE FOR LEDGER FOR LIGHT POLES T-BAR HARD SYSTEM NEED ENGR FOR LEDGERS @ MEZZANINE LONG WALL @ MEZZANINE @ ELEVATOR EXPOSE UNDERG (2) SITE LITE POLE FTGS (SEE CARD) 1ST FLRRESTRM CEIL Monday, November 28, 2005 Page 1 of 3 09/02/2005 14 Frame/Steel/Bolting/We Id in RB PA 09/02/2005 15 Roof/Reroof RB AP 09/02/2005 17 Interior Lath/Drywall RB PA 09/02/200518 Exterior Lath/Drywall RB PA 09/02/2005 33 Service Change/Upgrade RB CO 08/31/2005 14 Frame/Steel/Bolting/Weldin RB PA 08/31/2005 17 08/30/2005 14 08/30/2005 14 08/30/2005 17 08/30/2005 18 08/26/2005 17 08/26/2005 18 08/25/2005 15 08/25/2005 17 08/23/2005 14 08/23/2005 17 08/23/2005 18 08/19/2005 14 08/19/2005 16 08/19/2005 17 08/19/2005 34 08/19/2005 44 08/17/2005 15 08/17/2005 84 08/16/2005 15 08/16/2005 16 08/16/2005 34 08/15/2005 13 08/15/2005 14 08/15/2005 16 08/15/2005 17 08/15/2005 22 08/15/2005 24 08/15/2005 38 08/09/2005 15 08/09/2005 22 08/09/2005 24 08/09/2005 31 08/09/2005 66 08/04/2005 14 08/03/2005 14 07/27/2005 11 07/27/2005 12 07/27/2005 14 07/26/2005 14 07/26/2005 15 07/21/2005 14 Interior Lath/Drywall Fra me/Steel/Bolting/Weld in Frame/Steel/Bolting/Weldin Interior Lath/Drywall Exterior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Roof/Reroof Interior Lath/Drywall Frame/Steel/Bolting/Weldin Interior Lath/Drywall Exterior Lath/Drywall F ra me/Steel/Bo Itin g/We Id in Insulation Interior Lath/Drywall Rough Electric Rough/Ducts/Dampers Roof/Reroof Rough Combo Roof/Reroof Insulation Rough Electric Shear Paneis/HD's Frame/Steel/Bolting/Weldin Insulation Interior Lath/Drywall Sewer/Water Service Rough/Topout Signs Roof/Reroof Sewer/Water Service Rough/Topout Underground/Conduit-Wirin Grout Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Roof/Reroof Frame/Steel/Bolting/Weldin RB RB RB RB RB TP TP RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB TP TP TP TP TP RB RB RB RB RB RB RB RB PA CO PA PA we AP we PA PA CO CO we PA PA PA PA PA PA CA CA CA CA we CO we PA CA AP we AP NR NR we AP CO NS AP AP CO PA CA PA @ NEW ELETRIC RM COMPLETE SEE JOB CARD SEE JOB CARD RESUBMIT FOR NEW SERVICE - SEE NOTICE SOFFITS @ FRNT & WINDOW, COLUMNS @FRNT OK WALLS @ LOBBY AREA OK VERIFY LOBBY IS NOT 1HR RATED @ LOBBY @ OUTSIDE AREA OF STAIRS RESTRMS 1 & 2 FLR, 1ST FLR CORR. OK EXCEPT LINE 6 WALLS IN MECHANICAL RM OK @ STAIR INSP. SEE NOTICE @ ELEVATOR INSP. FRMG & ELECTRI @ RSTRMS RSTRM WALLS @ ELEV. SHAFT OK @ RSTRMS @ RSTRMS OK OK TO ROOF @ RSTRMS INTERIOR ELEVATOR SHAFT ROOF PARRETS FILL-IN STUDS CMU@TSHENCL ON MEZZANINE INSP SEE NOTICE ATTACHED FTGS FOR TRASH ENCLOSURE MEZZANINE INSP. SEE NOTICE ATTACHED on mezz. Fir nailing - see notice attached @ site FLR NAILING PARTIAL LINE B OK Monday, November 28, 2005 Page 2 of 3 07/21/2005 15 07/20/2005 11 07/20/2005 12 07/20/2005 14 07/20/2005 15 07/19/2005 11 07/19/2005 12 07/19/2005 14 07/19/2005 15 07/14/2005 11 07/14/2005 12 07/13/2005 11 07/13/2005 12 07/08/2005 11 07/07/2005 11 07/07/2005 12 07/06/2005 11 07/06/2005 11 07/06/2005 15 07/06/2005 21 07/05/2005 1 1 07/05/2005 15 06/30/2005 11 06/30/2005 15 06/29/2005 11 06/27/2005 11 06/27/2005 12 06/22/2005 21 06/22/2005 22 06/03/2005 11 06/03/2005 12 05/26/2005 11 05/26/2005 66 05/19/2005 11 05/19/2005 12 05/13/2005 11 05/12/2005 11 05/12/2005 12 05/11/2005 11 05/11/2005 12 Roof/Re roof Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/We Id in Roof/Re roof Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/We Id in Roof/Re roof Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Roof/Re roof Underground/Under Floor Ftg/Foundation/Piers Roof/Reroof Ftg/Foundation/Piers Roof/Reroof Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Underground/Under Floor Sewer/Water Service Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Grout Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam RB RB RB RB RB RB RB RB RB RB RB RB RB PD RB RB RB RB RB RB RB RB RB RB RB TP TP RB RB PC PC RB RB PS PS RB RB RB RB RB PA AP AP CA CA NR NR WC NR PA PA PA PA PA RB RB RB RB RB RB RB RB RB RB NR NR CO PA PA PA CA CA CA CO PA AP AP PA PA PA PA PA PA AP AP PA PA PA CA CA OK TO INSTALL CRICKETS AND SHEAT 11 LIGHT POLE FTGS OK LIGHT POLES ON PARTIAL ROOF NAILING OK ON SLAB PATCHES & PIER CAPS EXCEPT LINE F2 OK ON SLAB DOWELS AS MARKED ON JOB PLAN OK ON SLAB DOWELS AS MARKED ON JOB PLAN DRY PACK & DOWELS AS MARKED ON PLANS LINE A TO B ON LIGHT POLES - SEE NOTICE SEE JOB PLANS OK ON EXISTING ROOF RENAIL 1ST FLR OK @3:10PM ON PARTIAL ROOF NAILING - SEE NOTICE DRY PACK @ COLUMNS @ ELEVATOR OK . (3) SPRD FTGS B5, B6, E7 4IN MAIN TO RSTRMS OK SEWER OK PIERS @ COL A - 4 THRU 6 AND C5.5 GRADE BEAMS # 2 AND 3 WEST SEE APPROVED JOB PLANS ELEVATOR PIT WALLS ONE FTG GRADE BEAM SEE APPROVED PLANS OK AT MARKED ON JOB PLANS Monday, November 28, 2005 Page 3 of 3 City of Carlsbad Bldg Inspection Request For: 11/23/2005 Permit* CB050273 Title: CONSTRUCT"!9,696 SF MEZZANINE Description: ADD NEW WINDOWS Inspector Assignment: RB Sub Type: COMM 2210 FARADAY AV Lot Type: Tl Job Address: Suite: Location: APPLICANT BYCOR CORP-GENERAL CONTRACTORS Owner: Remarks: Phone: 6193411040 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: RON Entered By: BARBARA Act Comment Comments/Notices/Hold Associated PCRs/CVs PCR05102 ISSUED RESEARCH POINTE LOBBY STORE-; FRONT & CURTAIN WALL PCR05170 ISSUED RESEARCH POINT ADD STEEL ; STAIRS PCR05179 ISSUED RESEARCH CNTR POINT-DEFERRED; SUBMITTAL-FLOOR JOIST Inspection History Date 11/21/2005 11/07/2005 11/07/2005 11/07/2005 11/04/2005 1 1/04/2005 11/04/2005 11/01/2005 10/28/2005 10/28/2005 10/28/2005 Description 89 11 31 97 11 31 97 31 14 17 18 Final Combo Ftg/Foundation/Piers Underground/Conduit-Wiring T-24 H-Cap Consultation Ftg/Foundation/Piers Underground/Conduit-Wiring T-24 H-Cap Consultation Underground/Conduit-Wiring F ram e/Stee I/Bo Iti ng/Weld ing Interior Lath/Dry wall Exterior Lath/Drywall Act CO AP AP NR CA CA CA CO we we AP Insp RB RB RB RB TP TP TP RB RB RB RB Comments SEE NOTICE added 2 light piles PER OFFICE NEED PLANS APPROVED FOR LIGHT POLES E&WSOFFITS PATIO AREA City of Carlsbad Bldg Inspection Request For: 11/21/2005 Permit* CB050273 Title: CONSTRUCT19,696 SF MEZZANINE Description: ADD NEW WINDOWS Subtype: COMM Inspector Assignment: RB 2210 FARADAY AV Lot Type: Tl Job Address: Suite: Location: APPLICANT BYCOR CORP-GENERAL CONTRACTORS Owner: Remarks: Phone: 6193411040 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: RON Entered By: CW Act Comment Comments/Notices/Ho Id Associated PCRs/CVs PCR05102 ISSUED RESEARCH POINTE LOBBY STORE-; FRONT & CURTAIN WALL PCR05170 ISSUED RESEARCH POINT ADD STEEL ; STAIRS PCR05179 ISSUED RESEARCH CNTR POINT-DEFERRED; SUBMITTAL-FLOOR JOIST Inspection History Date 1 1/07/2005 1 1/07/2005 1 1/07/2005 1 1/04/2005 1 1/04/2005 11/04/2005 11/01/2005 10/28/2005 10/28/2005 10/28/2005 10/27/2005 Description 11 Ftg/Foundation/Piers 31 Underground/Conduit-Wiring 97 T-24 H-Cap Consultation 1 1 Ftg/Foundation/Piers 31 Underground/Conduit-Wiring 97 T-24 H-Cap Consultation 31 Underground/Conduit-Wiring 14 Frame/Steel/Bolting/Welding 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 15 Roof/Reroof Act AP AP NR CA CA CA CO we we AP we Insp Comments RB added 2 light piles RB RB TP PER OFFICE TP TP RB NEED PLANS APPROVED FOR LIGHT POLES RB RB RB E&WSOFFITS RB PATIO AREA CITY OF CARLSBAD BUILDING DEPARTMENT DATE_ NOTICE LOCATION PERMIT NO. A (760) 602-2700 1635 FARADAY AVENUE TIME r g $ ^ W FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? LJ YES FOR FURTHER INFORM^TIOLLCONTACT PHONE BUILDING INSPECT©^CODE ENFORCEMENT OFFICER 1° City of Carlsbad Bldg Inspection Request For: 11/01/2005 Permit* CB050273 Title: CONSTRUCT19,696 SF MEZZANINE Description: ADD NEW WINDOWS Inspector Assignment: RB 2210 FARADAY AV Lot Type:TI Sub Type: COMM Job Address: Suite: Location: APPLICANT BYCOR CORP-GENERAL CONTRACTORS Owner: Remarks: Phone: 6193411040 Inspector: Total Time:Requested By: RON Entered By: CHRISTINE CD Description Act Comment 31 Underground/Conduit-Wiring t& * Associated PCRs/CVs PCR05102 ISSUED RESEARCH POINTE LOBBY STORE-; FRONT & CURTAIN WALL PCR05170 ISSUED RESEARCH POINT ADD STEEL ; STAIRS PCR05179 ISSUED RESEARCH CNTR POINT-DEFERRED; SUBMITTAL-FLOOR JOIST Inspection History Comments E & W SOFFITS ROOF EQUIPMENT ALL COMPLETED EMR - TO TEST EQUIPMENT SEE NOTICE FOR FRAME SIGN OFF1 GRADING ELECTRICAL - 3/0 ON PALM TREE LIGHTING BY TP @ LOBBY ON 10-7-05. T-CEIL @ MAIN LOBBY UNDER MAIN ENTRY SLAB CEIL LITES @ MAIN LOBBY DUCTS @ MAIN LOBBY ON T-BAR ELEVATOR COMPLETED SEE NOTICE FOR LEDGER Date 10/28/2005 10/28/2005 10/28/2005 10/27/2005 10/27/2005 10/26/2005 10/24/2005 10/20/2005 10/14/2005 10/13/2005 10/13/2005 10/07/2005 10/07/2005 10/07/2005 10/07/2005 10/07/2005 10/05/2005 09/30/2005 09/19/2005 09/15/2005 Description 14 17 18 15 44 14 39 14 31 31 84 14 24 31 34 44 14 18 17 14 Frame/Steel/Bolting/Welding Interior Lath/Drywall Exterior Lath/Drywall Roof/Reroof Rough/Ducts/Dampers Frame/Steel/Bolting/Welding Final Electrical F ram e/Steel/Bo (ting/Welding Underground/Conduit-Wiring Underground/Conduit-Wiring Rough Combo Frame/Steel/Bo Iting/Welding Rough/Topout Underground/Conduit- Wiring Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Welding Exterior Lath/Drywall Interior Lath/Drywall Frame/Steel/Bolting/Welding Act we we AP we AP AP AP CO AP AP AP AP we AP AP AP NR AP PA CO lns| RB RB RB RB RB RB RB RB RB RB RB TP TP TP TP TP RB RB RB RB NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE / f " / " &~*DATE / * / ' ff-> TIME LOCATION PERMIT NO. P* ?~'*0 ** /; ^ ^>^ t FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? I I YES FOR FURTHER INFORMATION, CONTACT PHONE BUILDING INSPEeTOR/ CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 10/20/2005 Permit* CB050273 Title: CONSTRUCT 19,696 SF MEZZANINE Description: ADD NEW WINDOWS Inspector Assignment: RB Type:TI Sub Type: COMM Job Address: 2210 FARADAY AV Suite: Lot o Location: APPLICANT BYCOR CORP-GENERAL CONTRACTORS Owner: Remarks: sub frame/floor inspection Phone: 6193411040 Inspector: Total Time:Requested By: RON Entered By: CHRISTINE CD Description Act Comment 14 Frame/Steel/Bolting/Welding Associated PCRs/CVs PCR05102 ISSUED RESEARCH POINTE LOBBY STORE-; FRONT & CURTAIN WALL PCR05170 PENDING RESEARCH POINT ADD STEEL; STAIRS PCR05179 ISSUED RESEARCH CNTR POINT-DEFERRED; SUBMITTAL-FLOOR JOIST Inspection History Date Description 10/14/2005 31 Underground/Conduit-Wiring 10/13/2005 31 Underground/Conduit-Wiring 10/13/2005 84 Rough Combo 10/07/2005 14 Frame/Steel/Bolting/Welding 10/07/2005 24 Rough/Topout 10/07/2005 31 Underground/Conduit-Wiring 10/07/2005 34 Rough Electric 10/07/2005 44 Rough/Ducts/Dampers 10/05/2005 14 Frame/Steel/Bolting/Welding 09/30/2005 18 Exterior Lath/Drywall 09/19/2005 17 Interior Lath/Drywall 09/15/2005 14 Frame/Steel/Bolting/Welding 09/15/2005 31 Underground/Conduit-Wiring 09/15/2005 84 Rough Combo 09/14/2005 14 Frame/Steel/Bolting/Welding 09/14/2005 16 Insulation 09/14/2005 31 Underground/Conduit-Wiring 09/13/2005 14 Frame/Steel/Bolting/Welding 09/13/2005 17 Interior Lath/Drywall 09/13/2005 31 Underground/Conduit-Wiring Act AP AP AP AP we AP AP AP NR AP PA CO AP AP PA CA NR AP AP CO Insp RB RB RB TP TP TP TP TP RB RB RB RB RB RB RB RB RB RB RB RB Comments GRADING ELECTRICAL - 3/0 ON PALM TREE LIGHTING BY TP @ LOBBY ON 10-7-05. T-CEIL @ MAIN LOBBY UNDER MAIN ENTRY SLAB CEIL LITES @ MAIN LOBBY DUCTS O MAIN LOBBY ON T-BAR ELEVATOR COMPLETED SEE NOTICE FOR LEDGER FOR LIGHT POLES T-BAR HARD SYSTEM NEED ENGR FOR LEDGERS @ MEZZANINE LONG WALL O MEZZANINE @ ELEVATOR EXPOSE UNDERG Ron Underwood From: Barry Speer [bspeer@nwengineers.com] Sent: Monday, October 17, 2005 4:29 PM To: Ron Underwood Subject: RE: Special inspection redheads Ron, The failed anchors will need to be replaced with new anchors per the details referenced in plan. For the spall in picture 805 located near grids F & 6.5 of the mezzanine, refernce detil 5/S6.1. add a new LTTI offset 24" from each side of the failed anchor. The blocking and nailing through the diaphragm into the blocking must be provided as shown in detail 5/S6.1. This will require chipping away existing topping. Note that special inspection is required for the anchor. The spalled anchor found in picture 806 is located near grids D and F and corresponds to detail 4/36,1. A new LTTI strap may be installed on the joist on each adjacent side of the spall location. Note special inspection is required for the anchor per 4/S6.1. The anchor failure found in picture 807 is located near grids A and 5 and corresponds to 3/S6.1. The same exact fix as that required for picture 805 is required for this location (including special inspection for the anchors) Please contact me for any clarification. Thank you, Barry G. Speer, P.E. WISEMAN + ROHY STRUCTURAL ENGINEERS 9888 CARROLL CENTRE RDf SUITE 228 TEL: 858 536 5166 x310 SAN DIEGO, CA 92126 FAX; 858 536 5163 WWW.WRENGINEERS.COM Original Message From: Ron Underwood [mailto:runderwood@bycor.com] Sent: Monday, October 10, 2005 12:50 PM To: Barry Speer Cc: GLENN EVANS; Rich Byer Subject: Special inspection redheads Barry Christian Wheeler has performed a pullout test on all 97 redheads at detail 4 36.1. There were 3 failures of the 97. Attached are pictures Pic 0805 located at F - 6.5 Pic 0806 located at D - 7 Pic 0807 located at A - 5 «DSCN0805 . JPG» «DSCN0806. JPG» «DSCN0807 . JPG» CHRISTIAN WHEELEK ENGINEERING DAILY RRPORT ProjecLName ±^Project #,~,Cy Project Address Plan File # Contr Architect Subcontractor Engineer D Reinforced Concrete D Shop Welding [~1 Pre-Stressed Concrete D Field Welding HI Reinforced Masonry [U Fireproofing Eppxy Anchors '¥CAf> Material/Equipment: /f(' Weathe, Unless noted otherwise, the work observed is, to the best of my knowledge, in compliance with the approved plans and specifications f / *r—r—•—- ^.. .— .... . InspfeoTor/Technician1* Signature Reg. # Superintendent's Signature Date Inspector/Technician (Prim or Type) 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-975 CHRISTIAN WHEELER. ENGINEER INC DAILY R E P O R T Project Name Project # Project Address Contractor Permit #Plan File # Architect Subcontractor Engineer Reinforced Concrete Shop Welding F~1 Pre-Stressed Concrete Field Welding [~1 Reinforced Masonry Fireproof ing Unless noted otherwise, fhe work observed is, to thi best of my knowledge, in compliance with the approved plans and specificafions. nicJQn'j Signature Reg. # Superinfendenf's Signature Date Inspector/Technician (Print or Type) 4925 Mercury Street 4- Sun Diego. C A 92111 4- 858-496-9760 -f !•' V \ 8 5 8 - 4 9 (, - 9 7 S 8 CHRISTIAN WHEELER ENGINEER ING DAILY REPORT V Project Nome Project # prolectAddre'!Z^/,,7 """'"*PlanRte* con,™*,,* Subcontractor Engineer n Reinforced Concrete n Shop Welding Pre-Stressed Concrete Field Welding D Reinforced Masonry Q Fireproofing Epoxy Anchors Mate rial/ Equipment! Weather: Date Time Arrived: f"")')? ! *C Time Departed: / '^ /Hours Charged: Z- 6 ^ A Em. Unless noted otherwise, the work observed is, to ths best of my knowledge, in compliance with the approved plans and specifications/^" ,' InspwcJor/Jechnician's Signature Reg.Superintendent's Signature Date Inspector/Technician (Print or Type) 4925 Mercury Street * San Diego, CA 92111 -f 858-496-9760 + FAX 858-496-9758 CHRISTIAN WHEELER. ENGINEERING DAILY REPORT Project-blame3-- Project # Project Address Permit #Plan File # Contra.Archi^rt Subcontractor Enginee AC Q Reinforced Concrete C] Shop Welding Pre-Stressed Concrete Field Welding [~1 Reinforced Masonry [~| Fireproof ing Epoxy Anchors Material/Equipment: Weather: Time Arrived/ "~7 ".Date Unless noted otherwise, the work observed is, to the best of my knowledge, in compliance with ihe approved plans and specifications. I nspgttcjT/Technician's Signature / Reg. # Superintendent's Signature Date Jnspector/Technician (Pnnt_or Type) 492S Mctcurv Street + San , CA 9?lll * 858-496-9760 4- !• A X S 5 8 - 4 l? f, - ') 7 S 8 CHRJSTIAN WHEELER ENGINEERING D A I L Y R H P O R T Project Name Project ft Project Address A vt Permit ft Plan File # Contractor Architect Subcontractor Engineer Gil v E Reinforced Concrete Shop Welding f~] Pre-Stressed Concrete D Field Welding PI Reinforced Masonry [~1 Fire proof ing Epoxy Anchors Material/Equipment: Weather: Date Time Arrived:'--/f ^^Time Departed: I / '—Hours Charged: 1~0 Sto \n ^M Unless noted otherwise, the wort observed is, to Ihi best of my knowledge, in compliance with the approved plans and specifications. Inspector/Technician's Signature inspecto'/Technician (Prim 01 Type 4:>25 M'jrcury S t L -.- L- t -f Sun Hit-po, CA 92111 *• 8S8-496-97bO + !'A X 8 S 8 - -4 9 6 - 9 " f> 8 CHRISTIAN WHEELER ENGINEERING DAILY REPORT Project Name Project # Project Address Z 10 Permit #Plan File # Contractor Architect Subcontractor Engineer Q Reinforced Concrete D Shop Welding |~| Pre-Stressed Concrete C] Field Welding [~] Reinforced Masonry [3 Fireproofing Anchors Mate ri at/Equipment: Weather: Date Time Arrived:Time Departed;Hours Charged: Lflt: AC* 7e.-S.~ // ^ S / Tsb Unless noted otherwise, the work observed is, to tha best of my knowledge, in compliance w $* Inspelfor/Technician's Signature ith the apfuoVecT plans ana specifications/// ' n // ,7 / //X-7 y^/ /- //. ,/y Reg. # Superintendent's Signature Inspector/Technician [Print or Type) Date 4925 Mercury Street •*• San Diego, CA 92tM -f 858-496-9760 -f FAX 858-496-975 CHRJSTIAN WHEELER ENGINEERING O A I L Y R H P O R T Project Nam* Project Address Carlsbad Permit #Plan File # Contractor Architect Subcontractor Engineer n Reinforced Concrete D Shop Welding D Pre-Slressed Concrete B Field Welding Cl Reinforced Masonry Q Fireproofing D Epoxy Anchors Materiol/Equ pment: Weather: Date Time Arrived:*6?Time Departed; If^ii Hours Charged: 8-14^ r - Sx 13 - Jl J^r Unless noted otherwise, the work observed is, to ths best of my knowledge, in compliance with the approved planrond i pacifi inspector /Technician' j SJ fteg. #per intendenTs Signature Dole Inspector/Tecrmician (Print or Type} 4<>25 Mercury S l r c r l 4- San DICRO. CA 92111 * 858-496-9760 + !• A X 858-496-97=, ILY REPORT 6t£y CHR.ISTIAN WHEELER ENGINEERING Project Nameject Nam V i7 Project # Project Address Permit #Plan File # Contractor-;Architect Subcontpsctor/ '0 j< f Engineer Reinforced Concrete Shop Welding Pre-Stresied Concrete Welding Reinforced Maionry Fireproof ing 1""] Epoxy Anchorsa Mate ria I/Equipment: A Weather* Date Ttme Arrived:Time Departed:Hours Charged: A < .• '.-'^ ! ,/-- -^r^ • /<r: •J u" 7 r^ j—i.X -f / Unless noted otherwise, the w^rV obse^ed is, to the best of my knowledge, in compliance with tbe ppgrow<d plans and specifkatiojis. f L/ / f ' / Inspector/Technician's Signature Reg. # Superintendent'^ Signature Inipector/Technlcian jPrjrit or Type) Dale 4925 Mercury Street 4- San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 CHRISTIAN WHEELER. ENGINEERING )AILY REPORT Project Name Project # . Project A'ddresi IT —hPtan File 5" Contractor Archied /I Subcontractor I.-, £4 n Reinforced Concrete D Shop Welding [3 Pre-Stresied Concrete B-fTSTd Welding Reinforced Maionry Fireproofing a Epoxy Anchors Material/Equipment: Weatheri Date Time Arrived:le Arrived:Time Houri Charged: . /—_^«_——_—, r'-J— . ! V 0 f'D & '')>"')^-ei__ 1£ '—• - ' >BW- . x ;(- S ' t r' c v- <"T .- C-t^':J /; -^ r£i ^^L J ' "^-t- ^1 i .•• > t\•^r •—v //- ^^ ' ^ / - f> T -*-.--£ ; A-' /•/ z Unle» noled orherwiie, the worfcjobjerved is, to the bett of my knowledge, in compliance with the agprojrtidclans and specification^ / Inspector/Technician'i Sidnature •-^r' /' J-r' Superintendent's Sigiwtore' ' 7' ' *-x" ;Dote .spectoTyTechniclon (Priit'or Type) 4925 Mercury Street -f San Diego, CA 92111 + 858-496-9760 -f FAX 858-496-9758 CHRISTIAN WHEELER. ENGINEERING DAILY REPORT Project Name fount Project # - 0233 Project Address ?21P A^tE. Permit ttCB_Plan File # Contractor Architect Subcontractor Engineer Reinforced Concrete Shop Welding Pre-Stressed Concrete Field Welding Reinforced Masonry Fireproofing a Epoxy Anchors Material/Equipment: SET-22 ER* C&QL Date Time Arrived:Time Departed:IS"Houri Charged; OBSERVJEO mSTftUATIflFl OP TWi Hli£Al»Eli _ ROD C ASTiA IMT6 UEW HQlfS VliTU 5* WUmmMM EMBEPMEUT FoR. REPMt OF Sou FOR.ft ROOP -re \nau-._ STMft 7S zJnlew noted otherwise, the work observed is, to tho best of my knowledge, in compliance with the approved plans and specifications. Inspeclor/Technician/s Signature Reg. # Supetintenderffs Signature Date Inipectpf/Technician (Print or Type) 4') 2 5 Mc-rfiiry StrceT + San D 11-g n , C A 92111 -f 8 5 8 - 4 <J 6 - 9 7#0 -f I-A X 858--196-975 DAILY REPORT CHRISTIAN WHEELER ENGINEERING Profect Name Project # Project Addreij•2/^(7 Permit #Plan File # Contractor Subcon engineer [~1 Reinforced Concrete CI Shop W*lding Q Pre-Streised Concrete Q Field Welding Reinforced Masonry Fi rep roofing D Anchon Material/Equipment: Weather: Date Time Arrive ^'me Departed:Hours OP TTfZ > 7D UMG1 A Unless noted otherwise, the work observed is, to the best of my knowledge, in compliance witJjjMfaBp roved plant and specification*. I ns pector/Techni cia n'fS ig natu re Reg. # Superintendent's^ignaturff Inspector/Technician (Print or Type) Date 4925 Mercury Street * San Diego, CA 92111 -f 858-496-9760 + FAX 858-496-975 CHRISTIAN ENGINEERING DAILY REPORT £71 . -tO, 0*7 Protect Name . feiuns.Project # Project Address f ft&J Permit #Plan File # Contractor Architect Subcontractor Engineer Reinfoiced Concrete Shop Welding Pre-Stressed Concrete Field Welding C] Reinforced Masonry C] Fireproof ing D Epoxy Anchors Material/Equipment: Unlesi noted otherwi»«7Jhe work observed it, to tha best of my knowledge, in compliance with the approved fllans and s^&cifkations. _ InspectorfTechnician'i Signature Reg. # Superintendent's Signature Date Inspector/Technician (Print or Type) 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 + FAX 858-496-9758 CHRISTIAN WHEELER. F. NGINF. EKING DAILY REPORT Project Name Project Project Address Permit #Plan File # Contractor Architect Subcontractor Engineer Rein forced Concrete Shop Welding P re-Stressed Concrete Field Welding Reinforced Masonry Fire proof ing Epoxy Anchors Material/Equipment: Weather: 7—:—TDate Time Arrived: :zl. Time Departed: / &Hours Charged: ? ivy•^'T v / ,-~\3 Cs Unless noteed-ofherwise, the work observed is, to tha best of my knowledge, in compliance-wfln thy approved plans and specifications. Insp^pbr/TechniclaSi's Signature ——•• ~-~- -j-— ^/' / i'i f /—^TT- —-.y Reg. # Superintendent's Signattfn Date Inspector/Technician (Print or Type) 4925 Mercury Street 4- San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-975 7^18^2005 14:02 2986671490 KRUSE & ASSOCIATES PAGE 02 400H METAL. HAUDE IJMMAfRC. SEC FIXTUREacttspuu: 29' FT. ROUND TAFEW POLE H/FWHCR AfO PAINT HO MATCH UMNAJAE (MATCH EXWT1N* HEMMD B W HAMPHOLC, REffTOItCE HITH «<«OUN?(N6 L06 INftVC.- oven BOLTS- nOLE BAflff fLATE- PINI9H6RAPE a S •FiimLiitpiaABEPLATS AMP BASE NtTH NON-fiHRMC «K0VT BEVB. OK ROM? EDOE». «' -ne» • 10* OjC. BELOH MADE AND V0J&. ABOVE FIXTURE TYPE "A" DETAIL W»9CALE KRUSE 12245 WORLD TRADE DRIVE, STE. t SAN WEGO. CALIFORNIA 92128 (S58) RESEARCH CENTER POINTE 22IO FARADAY AvBNUE DETAIL DWG. NO. E0.1 SCALE. NT5 DATE; O7/I4/<?S 1 Submitted by 5?97 ChBMDBrtca Cotgt Job Name: Research canter point* Engineer KRUSE X ASSOCIATES Group 1 • Round Tapered Steel Shaft • One-piece construction • Side or tenon mounting available • Ground lug standard • Galvanized anchor bolts and template included • Nut cover for anchor bolls standard • Reinforced Handhote Standard • lektrocote Paint Rnfah Standard • Optional Base Cover ROUND TAPERED STEEL Group 2 • Round Tapered Steel Shaft • One or two-piece construction • Side or tenon mounting • Ground few standard • Galvanized anchor bolts and template Included • Reinforced Handhote Standard • Nut OOTW for anchor bolts standard Pole Logic is for reference only. Use tabfe Cross below to determine available poles. s*ct Styfe Mat finsh Cross Section R Round Style T Tapered Material S Steel Nominal Length 10 10 Feet 12 12 Feet Nominal Shaft Dimension50 5 Inch CO 6 Inch 65 63 Inch70 7 Inch 85 &5!nch90 9 Inch95 95lndi10 TO Inch11 Utah12 12 inch Staff TMdoMos1 Steri-Standard (11 GAM 7 Sted-Hewy(7GA/.179) (Group J only) tnniMim Mounting typeAX SMt-Xn&J CX Side-Double at 180"OX Sde-THpieatW"EX Side-Triple at 120" FX Side-Quad at 90" Dark BronzeStack••j_-*_wnin SLmMiar Fonrt Green ffnmiuni QAv)Custom Cotor(Oomuit F«toiy)• * **_t * *nflUH uvmHotDlpGitanaed(Comult factory far GRX^ i) tntafnal Outing (HubbdtS«0 ISAmpSFO RKeptadeandOHer*Extra Handhde1ie:9»fSnse (MS Squwe Bast CovertAB iStAndtorBobs RCS>.Ra&OMIuniMtoK.Sparidh* riy:IB pelt tat»dodtoBp«9K. trrs-M-65-1-XXJOC 20 6.5 22 - 14 9 6^x3.7" .119 9J5-13' ftTS-30^O-1-XX-XX 30 8 18 - 10 6 8 X 3&m .119 11.135" RTS-39-90-1-XX-XX 39 9 14 - 7 3 9X3J" .119 RTS-10-SO-1-XX-XX 10 5 45 37 3D - 4.5x3.1" .119 v. s w 32 » - 5.1 - m irrs-iB-so-wcx-xx IB s 28 23 is - s.e x 3.1 - .1 19 ...... (TTS-25-70-7-XX-XX 25 7 23 - 14.5 10J 7lt3J" .179 KTS-35-8S-7JO«OC 35 9 22 - 14 9.6 8-5x3,6' .179 RrS-35-95-1-XX~XX 35 9.5 27 - 165 - 9-5x4.6- .119 3Ax17x3* 3MX17X3* 1x36x4- 11/4x42x6" 11HX42X6- 4-4J" S-5J" 5-55" RTS-SO-11-7-XXWC 50 10 12.5 50 11 283 8.1 5.2 10x3* 11x4- .119 .179 13J- 15" 14" 16.S" 1x36x4-4-45" S-53- Mc*»atoH*irittUg^faa^Tod«UnitoerowtarnipHI5-ZM8-1 pale in W» Mm am s 410 DH {« x 30J. i=.179, topitcdins.il* liBandwfaol^H^^ HubbaH Lighting S- pate = 11.S-, CHRISTIAN WHEELER ENGINEERING DAILY REPORT Project Name Project # Project Address Permit #Plan File # Contractor Architect Subcontractor Engineer "H,Reinf arced Concrete Q Shop Welding l~l Pr«-Stressed Concrete D Field Welding f] Reinforced Masonry O Fire proof ing a Epoxy Anchors Material/Equipment: Unless noted o Ihe rwfce. the^ work observed Is, to tha best of my knowledge, in compliance with the approved pjan^ and sp^cifi capons Inspector 'TechmciorVj Signature Reg. # Superintencfent'j Signature Date Inspector/Technician {Print or Type) 4925 Mercury Street 4- San Diego, CA 92111 -f 858-496-9760 4- FAX 853-496-9758 CIIRJST1AN WHEELER ENGINEERING n \ ! T V P n T) l~\ t> '!•i\ I Jj I K. I., i v_> n. i Project Name Project # Project Add re si22(0 Permit #Plan File # Contractor Architect Subcontractor Engineer Reinforced Concrete Shop Welding Q Pre-Stressed Concrete D Field Welding |~) Reinforced Masonry C3 Fire proof ing PI Epoxy Anchors D Ma I e ria I /Eq u i p menfc A Weather: Date Time Arrived:Time Departed:Hours Charged: 0*0 . Tbt^&, Unlest noted otherwise, the work observed i), to tha best of my knowledge, in compliance with the approved plani an _ Inspector/Technicion'i Signature Reg. # SuperinterraenlTSignature jnipectof/Technician (Print o 4925 Mercury Street -f San Diego, C A 92111 + 858-496-9760 + FAX 858-496-9758 CHRISTIAN WHEELER. ENGINEERING DAILY REPORT I"! Reinforced Concrete D Shop Welding Pre-Stressed Concrete i Welding |__| Reinforced Masonry f~l Fire proof ing -__. - y— \\ Epoxy Anc/orip TA- Weather: oted otherwise, the wortt,oliBerved is, to the best of my knowledge. In compliance wit 4925 Mercury Street >- San Diego, CA 92111 4- 858-496-9760 •*• FAX 858-496-9758 W CHRISTIAN WHEELER. ENGINEERING DAILY REPORT 4925 Mercury Street + San Diego, CA 921 11 + 858-496-9760 + FAX 858-496-9758 CHRISTIAN WHEELER. ENGINEERING DAILY REPORT Q Reinforced Masonry D Flreproofing Reinforced Concrte D Shop Welding P re-Stressed Concrete &Fi«ld Welding ^-VtLL-rr u.,r VfV~Aso 'WcicfiW N<-ocec<tV^Av: fpecrcA. kftO/l Luei iWtflTtb the best of my knowledge. In complkinca with the approved pi Reg. # Superintendent's Signature 4925 Mercury Street -f San Diego, CA 92111 + 858-496-9760 -f FAX 858-496-9758 CHRISTIAN WHEELER ENGINEERING DAILY REPORT 4925 Mercury Street -f San Diego, CA 92111 4- 858-496-9760 -f FAX 858-496-9758 CHRISTIAN ENGINEERING DAILY REPORT |~] Reinforced Mastyiry Fireproofing Reinforced Concrete Shop Welding P re-Stressed Concrete ield Welding ? t O Unlesi noteaotherwiic, the work obierved li, to the b«it of my knowledge, In compliance with the approv*^0lani and laeclficatio i.^ Technician'* Signature L Reg, *f Superintendent's Signature ntpeaor/Technician [Print or Type) 4925 Mercury Street + San Diego, CA 92111 + 858-496-9760 + FAX 858-496-975 CHRISTIAN WHEELER ENGINEERING DAILY REPORT JXjiein forced Concrete U Shop Welding D Epoxy Anchorsa[J Reinforced Masonry Fire proof ing Pr«-Stressed Concrete lefd Welding UnjAtt noted other*!*, the>tf>rk observed is, to the best of my knowledge, in compliance with the approved plans and-'jpecmcatton Reg. # uperintendent's Slgnatu 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 r CHRISTIAN WHEELER. ENGINEERING )AILY REPORT Project kTI irfei^t-Project # Protect Address P*^Z3 Plan File # Contractor* K Architect Subcontractor <Enginee*. , 'V ,-f //I A 's5" G Rejnforced Concrete p Welding Q Pre-Stressed Concrete Q Field Wftldmg Q Reinforced Masonry Q Rraproofing D. Epoxy Anchors Weather. Q 4L--r / 4**-, y 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 8^8-496-9758 CHRISTIAN WHEELER ENGINEERING DAILY REPORT Reinforced Concrete Shop Welding P re-Stressed Concrete Field Welding Reinforced Masonry Fire proof ing Time Departed: I JS,ff > O &*~r | c^/ f CM "V-iy Q £ yv^ o p v r"""" *r> i . i ^» •—' h . jaF _\ ~r— I . —*—a Unless noted qtherwise, the work observed is, to the best of my knowledge, In compliance with the approved plant and specifications I Reg. # Superintendent's Signature 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 + FAX 858-496-9758 Vtf CHRISTIAN WHEELER ENGINEERING DAILY REPORT [3 Reinforced Concrete Q Shop Welding Pre-Str««ed Concrete ield Welding Reinforced Masonry Fire proofing Material/Equipment; 6 -fu fcM noted otherwiBh*fMfTabserved ii, to the best of my knowledge, in compliance with the approved plans and sp«ci flea tic WW <Jt LMt•Qr/Technlclgn (Print or Type) I' 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 w CHRISTIAN WHEELEK ENGINEERING DAILY REPORT Project Nome /- UG/4sl04 Project Address _ OSUO A\K, CarkW Pro|«ct # Permit Plan File # Contractor Architect 3H-jn» Subcontractor Engineer n Reinforced Concrete D Shop Welding Pre<Stre»ed Concrete Field Welding f~| Reinforced Masonry Q Flreprooflng a.Epoxy Anchors AWeathe Date Time Arrivedt ^J %T T11"* Departedi Mown Oiargedi >l-os A^UJ\Qr - - roA 134 ^*c WQf^. ^_^ V4e \ Date Intpector/Technictan (PAnt or Type) 4925 Mercury Street 4- San Diego, CA 92111 4- 858-496-9760 4- FAX 858-496-9758 w CHRISTIAN WHEELER. ENGINEERING DAILY REPORT Protect Name Protect # Prelect Addren flSUO FftriAo^ Avt- CftfkUA. Permit #Plan File # Contractor Architect Subcontractor Engineer Q Reinforced Concrete D Shop Welding Q Pre-5tr*»ed Concrete H Field Welding Q Reinforced Masonry D Pireproofing D Epoxy Anchon Material/Equipmenh Weatheri Date Time Arrived!— | t/Time Departedi Houn Chargedt Eftc* ^ t***kkl n«OL ofeUT.A aV •fo F'CA-V**, lmpectorA*chntcIan (Prtnt or Type) 4925 Mercury Street * San Diego, CA 92111 -f 858-496-9760 4- FAX 858-496-9758 wCHRISTIAN WHEELER. ENGINEERING DAILY REPORT Project Name Carls b^S tfesewdU Project # Project Addren Contractor AVM.Permit #CQ Architect Plan File # ConsuHi?"%Subcontractor Engineer Q Reinforced Concrete n Shop Welding Q Pre-Stre»ed Concrete Ql Field Welding Q Reinforced Masonry O Fire proofing Epoxy Anehore Material/Eejuipmerti : ASrnn A ^ * So ksj Weathen Date Time Arrlvedi Time Departedi Hours Chargedi fi . '. Hi 141 M^iS o 134.0 2,3L*z, 6*jbj/>ti«M nrsn. o4 i\Jin 2- C -ftc44 ^s Unk» nofed othepjdif. the work obierved h, to the best of my knowledge, In compliance with the approved plant and ip> Impector/TechnJclMiiLSIgnatu R«g.Superintendent'! Signature Inipector/Techntdon (Print or Type) Dote 4925 Mercury Street 4- San Diego, CA 92111 -f 858-496-9760 -f FAX;^858-496-9 758 NOTE: REMOVE 4-HDWA NOTE: CHANNELS WILL REPLACE <E> AXIAL f TIES. HENCE, REMOVAL JK OF EXISTNS AXIAL // TIES IS ACCEPTABLE / / // CE; SADDLE MANGER IE 3/8x5" BOTH SIDES(FLATTOFACEOFCHANNEL; (x> PROJECT FARADAY WAREHOUSE WISEMAN + ROHY STRUCTURAL ENGINEERS MM CAMOU. CBOK HX SANOEGO.CAttlU MX SS69U3 M7E JOB HO. SHEET NO. SX-14 CHRISTIAN WHEELER. ENGINEERING DAILY REPORT Project Address Contractor Permit #Plan File # Bye-OR \f f Architect iTH Subcontractor Engine n Reinforced Concrete D Shop Welding Prp-Stressed Concrete Welding d Reinforced Masonry n Fire proof ing C] Epoxy Anchorsa Material/Equipment: Unleynoted'cyheij^isjflfie work observed is, to tha best of my knowledge, in compliance with the approved plans and specifications.. / / / Date lnspectd//fedinician (Print or Type) 4925 Mercury Street + San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 W DAILY REPORT CHRISTIAN WHEELER ENGINEERING Ofc.QTQV Tu Project Name u Project* Project Address Permit #Plan File # Contractor Architect Subcontractor CCI Engineer Df Reinforced Concrete D Shop Welding Pre-Stresi«d Concrete Welding n Reinforced Masonry n Flreproofing a Epoxy Anchor* Ma te ria 1/Eq uipm entt Weothen Dote Time Arrived:Time Departed: { "Z.\Hours Charged: Tb 4*733000 <.i To -ry^i as^r o AL 1M < Unless noted otherwfofc the work observed is, to tha best of my knowledge. In compliance with the approved plan: 50 InipectoTechnciQn'i Signature uperlntendent's Signature Inspector/Technician (Print or Type) Date 4925 Mercury Street 4- San Diego, CA 92111 -f 858-496-9760 > FAX 858-496-9758 Vtf CHRISTIAN WHEELER. ENGINEERING DAILY REPORT Project# Plan File # .QftlL .tfinc. ~ I 'Subcontractor Engineei "0 Reinforced Concrete Q Shop Welding Pro-Stressed Concrete Field Welding D Reinforced Masonry l~l Fireproofing l~l Epoxy Anchorsa fern jpyemys MLI£t\ ^x led otherwise^ the work/observed is, to the best of my knowledge, in compliance with the approved (ilans and^ecificatioijs. 1 \ \ IrA i t s~i •' * Ht\VI'\l—. _/^-i ».' '• 2ML ^hsbector/jftcnnician s Signature •—'— J* — ^ —-f—^ •—# *r-tr—• b1 Reg. #j,"!..',. Superintendent's Signature mipector/Technictan (Print or Type) Date 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 + FAX 858-496-975 CHRISTIAN WHEELER ENGINEERING DAILY REPORT Project Name Project # 205.0*3 Project Address 2Z10 FAtftPftV Permit #Plan File # Contractor Architect • Subcontractor Engineer H Reinforced Concrete D Shop Welding Pre-Stressed Concrete Field Welding Reinforced Masonry Fireproofing D Epoxy Anchors Material/Equipment: Weather: f.UAO Date Time Arrived:: I 3o Time Departedi 3-Hours Charged: t^. sue 10 S-AT 7/ AlQUfe Ullt ?AOiv)S UMCS I/A TO DQg>£S TO BC feOOCP Unless noted otherwise, the work observed is, to the best of my knowledge, in compliance with the approved plans aati specifications. / Inspector/Technician's/Signature Reg. # Superintendent's Signature Inspector/Technician (Print or Type) Date 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 CHRJSTIANAVHEELEK ENGINEERING DAILY REPORT Project Name Project* Protect AddreiJ I o Penr.lt #Plan File # Contractor Architect Subcontractor Engineer Reinforced Concrete Shop Welding PrerStrened Concrete l Field Welding D Reinforced Mawnry [3 Flreproofbig Epoxy Anchors Material/Equipment! 60 Weathen Date Time Arrived! \QOO Time Departed: I Mown Charged) Unlen "Otfd otherwlie, the work observed h, to the beitof my knowledge, In compliance wftfi the approved plant and ipecfffcatfoni. Superintendent1! Signature 4925 Mercury Street -f San Diego, CA 92111 * 858-496-9760 4- FAX 858-496-9758 wCHRiSTIAN~WHEELER ENGINEERING DAILY REPORT Reinforced Masonryf r«-Str«Hed -GoncrafeReinforced Concrete Flop Welding Moterial/EqulprpjIJrt —_ observed It, to Hw best of my knowledge. In cortipildnce w ;>ector/T«dmlcian (Pflot or Typ 4925 Mercury Street * Safl Diego, CA 92111 + 858-496-9760 > FAX 858-496-9758 CHRISTIAN WHEELER ENGINEERING DAILY REPORT Q Pre-Streised Concrete Field Welding Reinforced Maionry Flreprooflng intoned Concrete p Welding Material/Equipment! ofcferved It, to the beit of my knowMdge, in cortiplkjnce with it% approved pldhi ana spedfteatfont. * 4925 Mercuty Street -f S«n Diego, CA 92111 -f 838-^96-9760 -f FAX 858-496-9758 CHRISTIAN WHEELER. ENGINEERING DAILY REPORT Project Prof Perml Plan file # Arehltei Engineer i Reinforced Masonry ' Ftreprooflng C] Epoxy Anchors D Materlal/Eqylpment: Weothen V" —' •="• L.^ ov^-A J>£atv^<r OAJL fti?u cfti i ffi~ 3Lr / - V - /* >t ^y&rr$*~<3 FM ^^5^ 0i ^r:v^e^ ^ ^"^ ^^» <^^>^^C*4 In «nh|iiKii«*withthf^[i|te^d'$$(& and sp 4925 Mercury Street + Sari Diego, (>A 92111 •*• 85&-496,97iSO rf ii;:;7" , FAX 858-496-9758 ^ CHRISTIAN WHEELED ENGINEERING DAILY REPORT Project Nam Project # Project Add rets Plan File # Contractor Subcontractor Engineer Enforced Concrete Shop Welding Material/Equipment! C3 Pre-Stressed Concrete Q Field Welding Q Reinforced Masonry Q Flreprooflng Q Epoxy Anchors Q ASM Gt CO Weothen Date Time Arrived)Time Departed)Houn Charged. /^ fR ^ ^Q4*fSjy t&rtd? ^ — ^.J Jy» fin/}j*A i.^*if.V? Yrtf L*&tf 8/c -£*^ Ci 4925 Mercury Street -f San Diego, CA 92111 + 859-496-9760 -f FAX 858-496-9758 wCHRISTIAN WHEELER. ENGINEERING DAILY REPORT UtSDMeScysvi*1* *^~LProject Nome One. Project Addresi Perm)f Plan Be # Contractor J££*U^ Archftect Subcontractor Engineer Q Reinforced Concrete d Shop Welding Pro-Stressed Concrete FtaW Welding O Reinforced Masonry Q FIreproofing Material/Equipment) DEfiOX)r_AneJior» R Weathen Uni^if^^tne-TwUiJw wofli observed '«, to ttwTbertof my knowledgff,^ cwrtptlance with*• QpprSvjjii8(p(m"a e&UiQg S».5ii Reg. # Superlntendent'i Stgrtature Date •4955 Mercury Street -f Sao Diego, CA 92111 -f 85S-496-9760 -f FAX 858-496-9758 CHRISTIAN WHEELER ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor Test Location: Req. Strength: Date Sampled: Date Received: Sampled by: Tested by: Sample Type: Research Center Pointe 2210 Faraday Ave., Carlsbad Bycor Inc. Minegar 4th Caisson From East End 3000 psi 7-20-05 7-21-05 EE NS Concrete, 6" x 1 2" Job* Permit #: Architect: Engineer: Supplier: Mix#: Admixture(s): Truck #: Mix Temp: Slump: Min in Mixer: 2050293 CB050273 Plan File #: Smith Consulting Architects Nowak & Wiseman Hanson 3533500 424 Ticket*: 836426 85° Air Temp: 5" % Air: 80 UnitWt: Sample # 57281 57282 57283 Date Tested 7-27-05 8-17-05 8-17-05 Age (days) 7 28 28 Area (sq. inches) 28.274 28,274 28.274 Maximum Load <lbs) 52,030 89,260 89,620 Comp. Strength (psi) 1,840 3,160 3,170 Failure Type The sampling, handling, curing and compress'ive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (1) Research Center Pointe, LLC (1) Meracon (1) Nowak & Wiseman Reviewed by: (1) Bycor (1) Supplier (1) City of Carlsbad =—*-= if *V+f £***' Michael B. Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-975 CHRISTIAN WHEELER ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Test Location: Req. Strength: Date Sampled: Date Received: Sampled by: Tested by: Sample Type: Research Center Pointe 2210 Faraday Ave., Carlsbad Bycor Inc. CCI Grid Lines H & 6 4500 psi 7-15-05 7-16-05 EE NS Concrete, 6" x 12" Job#: Permit #: Architect: Engineer: Supplier: Mix*: Admixture(s): Truck #: Mix Temp: Slump: Min in Mixer: 2050293 CB050273 Plan File #: Smith Consulting Architects Nowak & Wiseman Hanson 4533000 551 Ticket*: 834184 85° Air Temp: 5" % Air: 70 UnitWt: Sample # 57002 57003 57004 Date Tested 7-22-05 8-12-05 8-12-05 Age (days) 7 28 28 Area (sq. inches) 28.274 28.274 28.274 Maximum Load (Ibs) 99,320 136,740 137,630 Comp. Strength (psi) 3,510 4,840 4,870 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (1) Research Center Pointe, LLC (1) Meracon (1) Nowak & Wiseman Reviewed by: (1) Bycor 11 ~i (1) Supplier (1) City of Carlsbad Michael B. Wheeler, RCE #45358 4925 Mercury Street + San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 CHRISTIAN WHEELER. ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Test Location: Req. Strength: Date Sampled: Date Received: Sampled by: Tested by: Sample Type: Research Center Points 2210 Faraday Ave., Carlsbad Bycor Inc. CCI Slab-on-grade @ Footing 4500 psi 7-11-05 7-12-05 DJR NS Concrete, 6" x 12" Job#: Permit #: Architect: Engineer: Supplier: Mix#: Admixture(s): Truck #: Mix Temp: Slump: Min in Mixer: 2050293 CB050273 Plan File #: Smith Consulting Architects Nowak & Wiseman Hanson 4533000 511 Ticket*: 831510 84° Air Temp: 4%" %Air: 80 UnitWt: Sample # 56755 56756 56757 Date Tested 7-18-05 8-8-05 8-8-05 Age (days) 7 28 28 Area (sq. inches) 28.274 28.274 28.274 Maximum Load (Ibs) 117,390 135,390 134,790 Comp. Strength (psi) 4,150 4,790 4,770 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTWI standards. No other warranties express or implied. Distribution: (1) Research Center Pointe, LLC (1) Meracon (1) Nowak & Wiseman Reviewed by: (1) Bycor (1) Supplier (1) City of Carlsbad Michael B. Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 + FAX 858-496-975 CHRISTIAN WHEELER ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Test Location: Req. Strength: Date Sampled: Date Received: Sampled by: Tested by: Sample Type: Research Center Pointe 2210 Faraday Ave., Carlsbad Bycor Inc. CCI Footing & Grade Beams 4500 psi 7-7-05 7-8-05 DJR NS Concrete, 6" x 12" Job#: Permit #: Architect: Engineer: Supplier: Mix #: Admixture(s): Truck #: Mix Temp: Slump: Min in Mixer: 2050293 CB050273 Plan File #: Smith Consulting Architects Nowak & Wiseman Hanson 4533000 532 Ticket #: 829522 82° Air Temp: 3 -Y*" % Air: 78 Unit Wt: Sample # 56625 56626 56627 Date Tested 7-14-05 8-4-05 8-4-05 Age (days) 7 28 28 Area (sq. inches) 28.274 28.274 28.274 Maximum Load (Ibs) 92,340 128,530 127,700 Comp. Strength (psi) 3,270 4,550 4,520 Failure Type Trie sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (1) Research Center Pointe, LLC (1) Meracon (1) Nowak & Wiseman Reviewed by: (1) Bycor (1) Supplier (1) City of Carlsbad Michael B. Wheeler, RCE #45358 4925 Mercury Street > San Diego, CA 92111 -f 858-496-9760 •*• FAX 858-496-9758 CHRISTIAN WHEELER ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Research Center Pointe Job Address: 2210 Faraday Ave., Carlsbad Contractor: Bycor Inc. Subcontractor: Teixeira Job* Permit #: Architect: Engineer: 2050293 CB050273 Plan File #: Smith Consulting Architects Test Location: Curb & Gutters in Parking Lot Req. Strength: 3000 psi Date Sampled: 7-7-05 Date Received: 7-8-05 Sampled by: DJR Tested by: NS Sample Type: Concrete, 6" x 12" Supplier: Mix* Admixture(s): Truck #: Mix Temp: Slump: Hanson 3033500 618 84' 3" Min in Mixer: 81 Ticket*: 829655 Air Temp: % Air: Unit Wt: Sample # 56622 56623 56624 Date Tested 7-14-05 8-4-05 8-4-05 Age (days) 7 28 28 Area (sq. inches) 28.274 28.274 28.274 Maximum Load (Ibs) 59,830 89,140 88,410 Comp. Strength (psi) 2,120 3,150 3,130 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (1) Research Center Pointe, LLC (1) Meracon (1) Nowak & Wiseman Reviewed by: (1) Bycor (1) Supplier (1) City of Carlsbad Michael B. Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 CHRISTIAN WHEELER. ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Research Center Polnte 2210 Faraday Ave., Carlsbad Bycor Inc. CGI Job #: 2050293 Permit #: CB050273 Plan File #: Architect: Smith Consulting Architects Engineer: Nowak & Wiseman Test Location: Grade Beam @ D Req. Strength: 4500 psi Date Sampled: 6-7-05 Date Received: 6-8-05 Sampled by: EE Tested by: NS Sample Type: Concrete, 6" x 12' Supplier: Hanson Mix#: 4533X0 Admixture(s): Truck #: 482 Mix Temp: 80° Slump: 5" Min in Mixer: 62 Ticket*: 814252 Air Temp: % Air: UnitWt: Sample # 55253 55254 55255 Date Tested 6-14-05 7-5-05 7-5-05 Age (days) 7 28 28 Area (sq. inches) 28.274 28.274 28.274 Maximum Load (Ibs) 116,560 144,920 143,530 Comp. Strength (psi) 4,120 5,130 5,080 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (1) Research Center Pointe, IXC (1) Meracon (1) Nowak & Wiseman Reviewed by. (1) Bycor (1) Supplier (1) City of Carlsbad Michael B. Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 CHRISTIAN WHEELEU ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Research Center Pointe 2210 Faraday Ave., Carlsbad Bycor Inc. CCI Job*: 2050293 Permit*: CB050273 Plan File*: Architect: Smith Consulting Architects Engineer: Nowak & Wiseman Test Location: Radius Footing at Grid 1 & 7 Req. Strength: 4500 psi Date Sampled: 5-27-05 Date Received: 5-28-05 Sampled by: GB Tested by: NS Sample Type: Concrete, 6" x 12" Supplier: Hanson Mix*: 4533000 Admixture(s): Truck #: 435 Mix Temp: 78" Slump: 5 y#" Mm in Mixer: 50 Ticket #: 909772 Air Temp: 62° % Air: UnitWt: Sample # 55034 55035 55036 Date Tested 6-3-05 6-24-05 6-24-05 Age (days) 7 28 28 Area (sq. inches) 28.274 28.274 28.274 Maximum Load (Ibs) 118,650 154,920 154,950 Comp. Strength (psi) 4,200 5,480 5,480 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (1) Research Center Pointe, LLC (!) Meracon (1) Nowak & Wiseman Reviewed by: (1) Bycor (1) Supplier (1) City of Carlsbad Michael B. Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-975 CHRISTIAN WHEELER ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor. Subcontractor: Test Location: Req. Strength: Date Sampled: Date Received: Sampled by. Tested by: Sample Type: Research Center Pointe 2210 Faraday Ave., Carlsbad Bycor Inc. CCI Grade Beam Line 6.0 from G to H 4500 psi 5-20-05 5-21-05 DR NS/SM Concrete, 6" x 12" Job#: Permit #: Architect: Engineer: Supplier: Mix#: Admixture(s): Truck #: Mix Temp: Slump: Min in Mixer: 2050293 CB050273 Plan File #: Smith Consulting Architects Nowak & Wiseman Hanson 4533000 486 Ticket*: 806159 80° Air Temp: 4" % Air: 52 Unit Wt: Sample # 54778 54779 54780 Date Tested 5-27-05 6-17-05 6-17-05 Age (days) 7 28 28 Area (sq. inches) 28.274 28.274 28.274 Maximum Load (Ibs) 119,480 164,420 158,210 Comp. Strength (psi) 4,230 5,820 5,600 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards- No other warranties express or implied. Distribution: (1) Research Center Pointe, LLC (1) Meracon (1) Nowak & Wiseman Reviewed by: (1) Bycor (1) Supplier (1) City of Carlsbad Michael B. Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 + 858-496-9760 -f FAX 858-496-975 w CHRJSTIAN WHEELEK ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Research Center Pointe Job Address: 2210 Faraday Ave., Carlsbad Contractor: Bycor Inc. Subcontractor: CCI Job #: 2050293 Permit #: CB050273 Plan Fife #: Architect: Smith Consulting Architects Engineer: Nowak & Wiseman Test Location: Footings/Grade Beams Req. Strength: 4500 psi Date Sampled: 5-13-05 Date Received: 5-14-05 Sampled by: DR Tested by: NS Sample Type: Concrete, 6" x 12" Supplier: Hanson Mix #: 4533000 Admixture(s): Truck #: 461 Mix Temp: 84° Slump: 4 V4" Min in Mixer: Ticket #: 802850 Air Temp: % Air: Unit Wt: Sample # 54553 54554 54555 Date Tested 5-20-05 6-10-05 6-10-05 Age (days) 7 28 28 Area (sq. inches) 28.274 28.274 28.274 Maximum Load (Ibs) 110,200 145,570 149,450 Comp. Strength (psi) 3,900 5,150 5,290 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (1) Research Center Pointe, LLC (1) Meracon (1) Nowak & Wiseman Reviewed by: (1) Bycor (1) Supplier (1) City of Carlsbad Michael B. Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 + 858-496-9760 4- FAX 858-496-9758 Sep-12-OS 11:5OA P. O2 GENERAL. To: Fax*: Attention: Written By: CC: 6490 Marindustry Pf.. Ste. ATSaBTDieoo, CA 92121 Ph: (858) 587-190*•' Fifc'(858) 587-19TO license #444203 REQUEST FOR INFORMATION Smith Consulting Architects 12220 El Camino Real. Suite 200 San Diego. CA 92130 <6S8L793-4787 Gary Potter Marianne Lamoureux Glenn Evans. Ron Underwood Robert Nowak. Nowak+Wtsenwi 56 Project: Job*: Date; Respond By: RESEARCH CENTER POINTE 05080 9/7/2005 Spec.; Sheet; Area: Room #: Detail; A 2.1 A4.1 SubRR*: Subconlnctor. Subject: Cost Impact: Sched Impact: Information Requested: The buHdinq inspector warts lo know how the halways exilhxi from the warehouse to Ihe tobby are not one hour raled.Please reply withexceptrons on a separate sheet with ygur architectural stamp on it. Answer/Response: Response By: Date Responded: auuet j*w SO DETAIL SCALE; 3* ROOF SYSTEM (t) GUTTER SYSTB1 V X y STEEL BEAM SLIFTRAK SYSTEM SEE GA / &/8' TYPE -X1 6YP. BD. 3 &/81 X 2& GA MTL STUDS « 16' 3/B' PLYWOOD STUCCO SYSTEM RESEARCH CENTER POlNTE 2210 FARADAY AVE CARLSBAD, CALIFORNIA 92008 SmrthConsultingArchttects SCA#04167.S FBD No. 4 Sheet Modified Sketch No. A-2 Date 6/22/05 •BUILDING FACE yx SLAB SLOPES ABWY FROM BUILDING ELEVATION : S.D.G. & E ROOM SCALE: 1/4' RESEARCH CENTER POINTE 2210 FARADAY AVE CARLSBAD, CALIFORNIA 92008 SmtthConsuItingArchitects ^SCA#04167.S FRO° 4 ' Sheet ModifistJ Sketch No Date 6/22/05 08/17^05 WED 15:45 FAX 185B5871903 BYCOR 45BMEAAC. COMTRACTORS ' BYCOR JfAIN FAI 6490 MarindusUy PI.. Ste A. San Diego, CA 92121 Ph: (658) 587-1W1, Fax: (658) 587-1903 License f444203 To: i NfOR^ATION Smith Consulting Architects Fax ft: Attention: Written By: CC: 12220 El Camino Real. Suite 200 San Diego, CA 92130 (858) 793-4787 Gary Potter Marianne Lamoureux Glenn Evans, Ron Underwood HM#: Project; Job*: Date: Respond By: 068 RESEARCH CENTER POIIMTE 05080 8/16/2005 Robert Movrth. Mewak+Wheman SE Spec.: Sheet: Area: Room*: Detail: 2A2.1and2A4.l Bathrooms WaHsBZ SubRHf: Subcontractor Subject: Cost Impact: Sched Impact: Information Requested: Gary we substituted two rows of 11/2 studs for the 6 inch studs in the BZ walls as we have done many times in the pas! to preserve the integrity of the studs. The walls normally have so many cuts In them that the drywati is holding up the studs. The city inspector would HKe you to give us something In writing to Qfc the substitution. _ ^ We would like you lo give us an ok.. See attached photos <uui Answer/Response: * Effete LjfWtcM n RHfn ••< Email M**»XL. «lUgs g \<Jtm 4Tf<»^<*+<X* *<^^ OS^S^dM,., .. ^ t* * It flUrHtl fl U» I— ^ ., ~t . iS^^JiZrfte^^^'y*"1*1'**''"'!*<£>.*.. y^:w**- -nvA^, ^ ^^^SKBSSS " 0b/27/2005 11:02 B5B53651B3 NDWAK-f WISEMAN PAGE 03/03 NOWAK4WISEAAAN STRUCTURAL ENGINEERS 6490 Marindustry PI., Ste. A, San Diego, CA 92121 Ph: (858) 587-1901, Fax: (858) 587-1903 License #444203 GENERAL. CONTRACTORS REQUEST FOR INFORMATION To: Nowak+Wiseman Structural Eng. 9888 Carroll Centre Rd.. Ste. 228 San Diego, CA 92126 Fax#: (858)536-5163 Attention: Steve Rohy Written By: Marianne Lamoureux /^~ CC: Glenn Evans, Ron Underwood (858) 793-4787 Gary Potter, Smith Consulting Arch. (760) 944-0981 Scott Merry. Meracon Spec.: Sheet: Area: Room #: Detail: See attached SK3 RFI#: Project: Job*: Date: Respond By: Sub RR #: 021 RESEARCH CENTER POINTE 05080 5/25/2005 5/26/2005 03 Subcontractor: BYCOR General Contractors Subject: Grade Beam #3 Cost Impact: Sched Impact: Unknown Unknown Information Requested: Two telephone conduits that are being used are passing through GB3. There is at least 2" clear between the bottom rebar and the 3/8 foam they are wrapped in. 2" clear between the conduits with foam wrapping, the conduits are 4" round at the bottom of the grade beam. They are crossing the beam diagonally. They enter at20' from line D and exit at the same elevation 26' from line D. The City inspector wants a drawings w/ calculations submitted to the City showing that the BG3 will not fail. See SK-3. Answer/Response: Response By: Date Responded: NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. JOB NO. OF * * * e 9 e ^ o its Si g1 *>& p c C D [AND HOLE (4 RB2EO LOCATE PER MAMT ACTURCR PAL CONCRETE 4*Sv-5«SS, 21 CLEAR MtN. 1 TIES • \0'O.C. BEU7H SRADE ANP 3' <?.C. ABCVE 6RADE FIXTURE "5A" DETAIL NOSC-AUE u KRUSE 12245 WORLD TRADE DRIVE, STE. E SAN DIEGO, CALIFORNIA 92128 (858) 676-9776 #676-9744 GARU5BAD RESEARCH CENTER POINTE SITE PLAN - ELECTRICAL DWG. NO. E1.1b SCALE: NTS DATE: \\/O2/2OO5 430.44' N £3° 31' 30' E KRUSE 12245 WORLD TRADE DRIVE. STE. E SAN DIEGO. CALIFORNIA 92128 (8.58) FAX CARLSBAP RESEARCH CENTER POINTS SITE PLAN - ELECTRtCAL DWG. NO. E1.1C SCALE-. NTS DATEt II/O2/2OO5 GEOCON INCORPORATED o GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-6900 • FAX (858) 558-6159 FOUNDATION OBSERVATION REPORT PROJECT NAME • C&'W* J $U**J* $M ks // <? u /i.rt/ f&Jt I two IFTT NO. LOCATION: & ' T' * ^ftS - H" a^^ DATE: fl*lbW$}r\fl &*/"^LFOUNDATION LOCATiON (if not Wfo buildi jfe) PLAN FILE NO. FOUNDATION TYPE : ^6- CONVENTIONAL D POST-TENSIONED PERMIT NOS: £$05^027 5 D ADDITIONAL OBSERVATION REQUIRED [SUBSTANTIAL CONFORMANCE • PURPOSE OF OBSERVATION piS-Verify soil conditions exposed are similar to those anticipated flr*Verify footing excavations extend to minimum depth recommended in soil report D Verify foundation reinforcement complies with minimum recommended in soil report D Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report footings have been extended to an appropriate bearing strata D Other SOIL REPORT RECOMMENDATIONS BASED ON: D Expansion Condition D VERY LOW G Fill Geometry . D Other: D LOW MEDIUM D HIGH D VERY HIGH MINIMUM FOUNDATION RECOMMENDATIONS: D Footing Depth: D 12 Inches D 18 Inches D 24 OTHER Footing Reinforcement: D No.4 T&B D2-No.4T&B D2-No.5T&B D Post-Tensioned OTHER : Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@24lnches D No.3@18lnches D Post-Tensioned Slab Bedding Material and Thickness : . . Vapor Barrier: __ _____ . Foundation Width : __ OBSERVATIONS: p_L Substantial conformance with Soil Reports (see "Purpose of Observation") conforrnance with Foundation Plans. Identify: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THElCML MOISTURE CONTENT Will BE MAINTAINED RELD COPIES TO / GEOCON I N C O R P 6 R A T E D GEOTECHNICAL CONSULTANTS 696O FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-69OO • ' FAX 1858) 558-6159 FOUNDATION OBSERVATION REPORT •? I /;, /, /.A * i / 7 ?G d ^5 1 -'--(5 't>{ n (Jrtft *77ilPll4fi)fle /fc'ti PROJECT NO. ?->'1<7 ^^PROJECT MAMF . FOUNDATION LOCATION (if not entTTe b_il<_mg CONVENTIONAL D POST-TENSIONED ADDITIONAL OBSERVATION REQUIRED SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION ^.Verify soil conditions exposed are similar to those anticipated D Verify footing excavations extend to minimum depth recommended in soil report D Verify foundation reinforcement complies with minimum recommended in soil report D Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report footings have been extended to an appropriate bearing strata Other APPLICABLE SOIL REPORT: TITLE: trtlt**DATE: / SOIL REPORT RECOMMENDATIONS BASED ON: D Expansion Condition D VERY LOW D Fill Geometry D Other: n LOW D HIGH G VERY HIGH MINIMUM FOUNDATION RECOMMENDATIONS: D Footing Depth: D 12 Inches D 18 Inches D 24 Inches OTHER Footing Reinforcement: DNO.4T&B D 2-No.4 T&B D 2-N0.5T&B D Post-Tensioned OTHER : Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@24lnches D No.3@18lnches D Post-Tensioned Slab Bedding Material and Thickness : . —_ Vapor Barrier: ____„ Foundation Width : . . - . OBSERVATIONS: £} Substantial conformance with Soil Reports (see "Purpose of Observation") pfr Substaxjtial cqnformance with Foundation Plans. Identify :"t*-(a /} I ) ) llrCMJ* j$ D Other COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE O1EANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED ni FIELD COPIES TO VQf_ ON REPRESENTATIVE GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 696O FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-690O • FAX (858) 558-6159 FOUNDATION OBSERVATION REPORT PROJECT NAME: LOCATION: _2 PROJECT NO. FOUNDATION LOCATION (if not entire building) PLAN FILE NO. FOUNDATION TYPE : CONVENTIONAL D POST-TENS1ONED PERMIT NOS: D ADDITIONAL OBSERVATION REQUIRED SUBSTANTIAL CONFORMANCE PURgpSE OF OBSKVATION CKverify soil conditions exposed are similar to those anticipated D Verify footing excavations extend to minimum depth recommended in soil report D Verify foundation reinforcement complies with minimum recommended in soil report D N^rify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report i jfH Verify footings have been extended to an appropriate bearing strata D Other V • APPLICA&IE SOIL REPORT : TITLE : ty*** <&*# /Wl <~*A $fj&/ A Z ' ti '-.*** ALtt) fi.J ifr^ (^t-c^ ' v l """ " • SOIL REPORT RECOMMENDATIONS BASED ON: D Expansion Condition D VERY LOW D Fill Geometry n Other: D LOW MEDIUM D HIGH D VERY HIGH • MINIMUM FOUNDATION RECOMMENDATIONS: D Footing Depth : D 12 Inches D 18 Inches D 24 Inches OTHER Footing Reinforcement: DNo.4T&B D2-N0.4T&B DZ-No.ST&B D Post-Tensioned OTHER : Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@24lnches D No.3@18lnches D Post-Tensioned Slab Bedding Material and Thickness : Vapor Barrier: Foundation Width : OBSERVATIONS: iliQ Substantial conformance with Soil Reports (see "Purpose of Observation") t -***""" * Lt i a i ' ffl Substantial conformance with Foundatiop Plans. Jdentify: _. r D Other COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MANTAWED ' RELD COPIES TO ^GEOCO^'OPRESENTATIVE GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 696O FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-690O • FAX (858) 558-6159 FOUNDATION OBSERVATION REPORT PROJECT NAME: LOCATION; 2. Z 1 0 /H*c- „ (U / k la>J? ; C A- PROJECT NO. DATE: £l PLAN FILE NO. FOUNDATION TYPE : Qf CONVENTIONAL D POST-TENSIONED PERMIT NOS: ^'2 ?»S<3^ D ADDITIONAL OBSERVATION REQUIRED ;&. SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION ~fo Verify soil conditions exposed are similar to those anticipated D Verify footing excavations extend to minimum depth recommended in soil report_ \D Verify foundation reinforcement complies with minimum recommended in soil report D Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report ^.Verify footings have been extended to an appropriate bearing strata D Other APPLICABLE SOIL REPORT : TITLE : {jifJ.*Jj'/V\ PATE SOIL REPORT RECOMMENDATIONS BASED ON: Q Expansion Condition D VERY LOW D Fill Geometry D Other: D LOW ^MEDIUM D HIGH D VERY HIGH MINIMUM FOUNDATION RECOMMENDATIONS: D Footing Depth: D 12 Inches D 18 Inches D 24 Inches OTHER Footing Reinforcement: D No.4 T&B D2-No.4T&B D2-NO.5T&B D Post-Tensioned OTHER :_ „ Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@24lnches D No.3@18lnches D Post-Tensioned Slab Bedding Material and Thickness : - — Vapor Barrier: Foundation Width : _. • OBSERVATIONS: 59 Substantial conformance with Soil Reports (see "Purpose of Observation") Substantial C9nformance with Foundation Plans. Identify: 52. 0 ^ D Other COMMENTS:& A x c |, NOTE IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILt BE MAINTAINED tfi FIELD COPIEfi TOft GEOCON REPRESENTATIVE GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 696O FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-69OO • FAX (858) 558-6159 FOUNDATION OBSERVATION REPORT /) I.J.A i-.'g-n .j», \~}^ J \**<\. PROJECT NO. "? 3 ^4*PROJECT NAME : LOCATION:DATE: FOUNDATION LOCATION (if not entire building) f^)>>i , ^>fi^ _j£jT'fr t \"^S". b, i,,^6- 5, £* <fj £? $7# PLAN FILE NO. FOUNDATION TYPE : -^-CONVENTIONAL/D POST-TENSIONED PERMIT NOS : W c Be? 5" 02.^3 D ADDITIONAL OBSERVATION REQUIRED "JB^UBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION &"Verify soil conditions exposed are similar to those anticipated D Verify footing excavations extend to minimum depth recommended in soil report D Verify foundation reinforcement complies with minimum recommended in soil report D Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report a'-Verify footings have been extended to an appropriate bearing strata M***u. D Other • APPLICABLE SOIL REPORT : A f i i/0lf7 •} /i * t .AJ '-^Ttjjl^-fl^. TITL « ( F • U /•? fc*-*ffc <j*4 "«J»v*\ji, c Jb '^L k- i G *^r> , C L Cj,,- W ^ T i^**i- <^o--\ $ DATE:! 1-2^-^4^ • SOIL REPORT RECOMMENDATIONS BASED ON: -^-Expansion Condition D VERY LOW D LOW O-MEDtUM D HIGH D VERY HIGH l~] Fill Rftbmetry PI Other • MINIMUM FOUNDATION RECOMMENDATIONS: D Footing Depth: LH2 Inches D 18 Inches D 24 Inches OTHER Footing Reinforcement: DNO.4T&B D2-No.4T&B D2-N0.5T&B D Post-Tensioned OTHER : Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@24lnches D No.3@18lnches D Post-Tensioned Slab Bedding Material and Thickness : - Vapor Barrier: Foundation Width : OBSERVATIONS: g Substantial conformance with Soil Reports (see "Purpose of Observation") conformance with Foundation Plans. Identify: S^v\'T^ (_.fKvi*f UW D Other COMAAENTS: NOTEt IT 15 ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOft TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED /FIELD COPIES TO REPRESENTATIVE GEOCON GEOTECHNICAL CONSULTANTS 696O FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-69OO • FAX (858) 558-6159 FOUNDATION OBSERVATION REPORT NO.PROJECT NAME: _ LOCATION: £2)0 DATE: FOUNDATION LOCATION (if not entire building) PLAN FILE NO. FOUNDATION TYPE: Hf- CONVENTIONAL Q POST-TENS10NED PERMIT NOS: D ADDITIONAL OBSERVATION REQUIRED •SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION B^Verify soil conditions exposed are similar to those anticipated D Verify footing excavations extend to minimum depth recommended in soil report D Verify foundation reinforcement complies with minimum recommended in soil report D Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil- ^Verify footings have been extended to an appropriate bearing strata D Other APPLICABLE SOIL REPORT: TITLE- Ms*l*rt*< AJ ci k/v-DATE: SOIL REPORT RECOMMENDATIONS BASE) ON: l^-Expanston Condition Q VERY LOW D Fill Geometry G Other: D LOW I^-MEDIUM D HIGH D VERY HIGH MINIMUM FOUNDATION RECOMMENDATIONS: D Footing Depth: D 12 Inches EH 18 Inches D 24 Inches OTHER Footing Reinforcement: D No.4T&B D2-No.4T&B D 2-No.5T&B D Post-Tensioned OTHER: Interior Slab Reinforcement: D 6x6-10/10 d 6x6-6/6 D No.3@24lnches D No.3@18lnches D Post-Tensioned Slab Bedding Material and Thickness: Vapor Barrier: Foundation Width : • OBSERVATIONS: D Substantial conformance with Soil Reports (see "Purpose of Observation") . ^ Substantial conformance with Foundation Plans. Identify: £tt*'^fr &>*>* M'* /r~rt Lf fa /% r/^ft" £ \itth £2.6 D Other COMMENTS MED f Tfas\S0j*7fj.r}l<u*\<} h* ALL FOOTING EXffeWfflONS WILL BE O.EANED OF LOOSE jrfKL*BE MAINTAIN!NOTE : IT IS ASSUMED THAT MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENTW1LL BE MAINTAINED 1ELD COPIES TO EsGil Corporation In Partnership witfi government for Quitting Safety DATE: MARCH 21, 2005 CLAEEUCANT JURISDICTION: CARLSBAD Q PLAN REVIEWER a FILE PLAN CHECK NO.: 05-0273 SET: II PROJECT ADDRESS: 2210 FARADAY AVENUE PROJECT NAME: RESEARCH CENTER POINTE 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. PLEASE SEE BELOW 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: GARY POTTER 12220 EL CAMINO REAL, # 200, S.D., CA 92130 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: GARY Telephone #: 858-793-4777 Date contacted: JAj^Cby: p&) Fax #: -4787 Mail -^Telephone FaJT In Person REMARKS: Please submit three sets of revised, signed and stamped plans to EsGil for review & approval. By: All Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 3/14 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 CARLSBAD 05-0273 MARCH 21,2005 1. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued. Business and Professions Code. • ELECTRICAL CORRECTIONS PLAN REVIEWER: Morteza Beheshti • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 2. Show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second source of power (battery or generator). This is required when two exits are required per the UBC. UBC 1013.4 and NEC 700-16. SOME PLACES SUCH AS THE MEZZANINE STILL DON'T HAVE AN EXIT LIGHT. 3. In all occupancies where the exit system serves 100 or more occupants, provide a minimum of 1 foot-candle of emergency illumination at the floor level and specify a second source of power for the emergency illumination (battery or generator). UBC 1012.2 & NEC 700-16. PLEASE PROVIDE FOR BATHROOMS, STAIRS AND THE MAIN WAREHOUSE. Note: If you have any questions regarding this Electrical 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. EsGil Corporation In Partnership with government for Quitting Safety DATE: FEB. 7, 2005 JURISDICTION: CARLSBAD PLAN CHECK NO.: 05-0273 SET: I PROJECT ADDRESS: 2210 FARADAY AVENUE PROJECT NAME: RESEARCH CENTER POINTS a APPLICANT Q PLAN REVIEWER a 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. XI 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. XI The applicant's copy of the check list has been sent to: GARY POTTER 12220 EL CAMINO REAL, # 200, S.D., CA 92130 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: GARY Telephone #: 858-793-4777 Date contacted: V'V^byr^r'f Fax #: -4787 Mail ^Telephone /Fax iXm Person REMARKS: By: All Sadre Esgil Corporation El GA S MB D EJ PC Enclosures: 1/31 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 CARLSBAD O5-0273 FEB. 7, 2005 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 05-0273 PROJECT ADDRESS: 2210 FARADAY AVENUE STORIES = TWO; HEIGHT = 32'; CONSTRUCTION = V-N/SPR.; USE = B/F1/S1; EXISTING AREA = 97,934; ADD (2ND LEVEL) = 19,696 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 1/31 FEB. 7, 2005 REVIEWED BY: All Sadre 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. • Please make all corrections on the originals and submit three stamped & signed complete sets of revised prints to: The Building Department. • 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 1. Please specify the use of all new & existing areas on floor plans. 2. Please justify occupancy group B1 as noted on Sheet TS-1. 3. The elevation plans as presented do not match the floor plans. CARLSBAD 05-0273 FEB. 7, 20O5 4. Please provide handicapped accessible stair details & references for the second floor on plans. 5. Show new built-up column details on plans with references at entry lobbies. 6. Specify on the cover sheet of plans that the lobby storefront is under separate submittal. 7. Please show details of the recessed glass, near grid line 7, per Sheet A-1 of plans. 8. Please note on plans the live loads for the second level will be posted on a durable/ permanent sign at a prominent location. 9. Please complete, sign and return the attached Special Inspection List to EsGil for review & approval. 10. All details referenced to Sheet S5.0 on Braced Frame Elevations, per Sheet S4.0, are incorrect. 11. Please revise detail 3/S6.1 to show the blocking against the wall to continue to the bottom of the joist at the strap locations. As proposed, the wall pull out will potentially induce cross grain tension in the ledger. UBC, Section 1633.2.9.5. Similarly, for details 4 & 5/S6.1. 12. Show details & references for the supplemental HD's as per note on panel F/S3.0. 13. On the structural plans, specify (call out) exactly what is new and what is existing. This applies to all framing components, panels, hardware, reinforcing elements, etc. 14. As per the previous item, identify all new versus existing openings matching the demolition and floor plans. I.e., those near grid points A-4 & A-5 on D-1 do not match those on Sheet S3.1. 15. Show panels 61 through 64, as per Sheet S2.0, on Sheet S3.1. Also reflect the new openings for the panel on grid line F. 16. Where are panels 51 through 59 called out on Sheet S2? 17. Where are panels 54 & 55 (per Sheet S3.1) called out on Sheet S2.0? 18. Provide existing building structural plans justifying the existing reinforcement as shown at new openings for doors & windows on the panel elevations. This does not apply to those openings where new reinforcement is being proposed. 19. Please show ties at 6" o.c. maximum spacing for the piers with the aspect ratio s between 1 to 21/2 and 1 to 6. Section 1921.6.13. CARLSBAD 05-0273 FEB. 7, 2005 20. Please show where the detail, as per page P3 of calculations, is on plans (with 9" thick panels). 21. Additional corrections may be necessary at back-check once complete plans are resubmitted for review. 22. Please see attached for P/M/E items. 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. If you have any questions regarding these plan review items, please contact All Sadre at Esgil Corporation. Thank you. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 23. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued. Business and Professions Code. PLUMBING (2000 UNIFORM PLUMBING CODE) 24. Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths. UPC Section 610.0 and Appendix 'A'. The "Pipe Sizing Schedule" on sheet P0.1 is incomplete as water line sizing calculations: a) The water pressure at the water meter is missing. b) The water meter size and location is missing. c) The developed water pipe used in pipe sizing is missing. d) The pressure losses are not shown. e) The calculations of allowable friction loss per 100 feet of piping is missing. f) The "Fixture Unit Summary" does not include the existing fixture units. 25. All water closet seats, except those within dwelling units, shall be of the open front type as per UPC, Section 409.2.2. MECHANICAL (2000 UNIFORM MECHANICAL CODE) 26. Shell building mechanical design is OK. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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 O5-0273 FEB. 7, 2005 ELECTRICAL CORRECTIONS PLAN REVIEWER: Morteza Beheshti • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 1. On the single line diagram the #1/0 equipment ground wire is undersized for the 1600 amp overcurrent device feeding "DPA". NEC 250-112. 2. Note on the single line diagram that all service disconnect devices shall be labeled as a "Service Disconnecting Means". NEC 230-70(b) 3. Show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second source of power (battery or generator). This is required when two exits are required per the UBC. UBC 1013.4 and NEC 700-16. 4. In all occupancies where the exit system serves 100 or more occupants, provide a minimum of 1 foot-candle of emergency illumination at the floor level and specify a second source of power for the emergency illumination (battery or generator). UBC 1012.2 & NEC 700-16. 5. RebarpR ground rods are not acceptable grounding electrodes for commercial applications in the City of Carlsbad. Please describe what the "UFER" ground will be. (footage, conductor material and size, depth in footing.) Note: If you have any questions regarding this Electrical 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 05-0273 FEB. 7, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: All Sadre BUILDING ADDRESS: 2210 FARADAY AVENUE PLAN CHECK NO.: 05-0273 DATE: FEB. 7, 2005 BUILDING OCCUPANCY: B/F1/S1 TYPE OF CONSTRUCTION: VN/SPR. BUILDING PORTION 2ND FLOOR ADD. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 19696 19696 19696 CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 610,576 $2,068.27 1994 UBC Plan Check Fee Type of Review: Repetitive Fee Repeats Complete Review D Other •-, Hourly Structural Only Hour* Esgil Plan Review Fee $1,344.38 $1,158.23 Comments: Sheet 1 of 1 macvalue.doc EsGil Corporation In Partnership witfi government for <Buifdtng Safety DATE: APRIL 13, 2005 Q APPLICANT a JURIS. JURISDICTION: CARLSBAD Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 05-O273 SET: III PROJECT ADDRESS: 2210 FARADAY AVENUE PROJECT NAME: RESEARCH CENTER POINTE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. X] 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: GARY POTTER 12220 EL CAMINO REAL, # 200, S.D., CA 92130 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: GARY Telephone #: 858-793-4777 Date contacted: (by: ) Fax #: -4787 Mail Telephone Fax In Person REMARKS: # 1): Applicant to slip sheet Set III Plans into Set II Plans; # 2): The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued. Business and Professions Code. By: All Sadre Comments: Applicant to hand carry. Esgil Corporation D GA D MB D EJ D PC log tmsmtl.dot 9320 Chesapeake Drive, Suite 208 •* San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS o RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR (<$10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE Docs/Mis I orma/ Planning Engineering Approvals ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. -^ Vy ' D Calculation based on buirai/g plancheck plan submittal. Address: *7'?-^ -jt^l c^cL*-* ^ Bldg. Permit No. 0 •> - <? 15 Prepared by: EDU CALCULATIONS: Types of Use: / ' /-^ Types of Use: ADT CALCULATIONS: Types of Use: / K' Types of Use: \J Date: Checked by: Date: List types and square footages for all uses. . -i 1 Q / Q / 2 ^U£- Sq. Ft./Units: /-/,w>"v» EDU's: ->' '1 Sq. Ft./Units: . EDU's: List types and square footages for all uses. •^ ^ Sq. Ft./Units: /^ Cff*) t0 ADT's: J O1 y Sq. Ft./Units: ADT's: FEES REQUIRED: WITHIN CFD: n YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee} D NO PARK AREA & #:D 1. PARK-IN-LIEU FEE FEE/UNIT:X NO. UNITS: D 2. TRAFFIC IMPACT FEE ADT's/UNITS:X FEE/ADT: Q 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ^^ DIST. #2 x (FEE/KDT: = S ADT's/UNITS:. D 4. FACILITIES MANAGEMENT FEE UNIT/SO. D 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: ^-^ DIST. #3 = § ZONE:. X FEE/SQ.FT./UNIT: .°]FEE/EDU: _/~l/l X FEE/EDU: a 6. SEWER LATERAL ($2,500) D 7. DRAINAGE FEES PLDA_ ACRES: = $ = $ = $ HIGH /LOW X FEE/AC: Q 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Word\Docs\Misforms\Fee Calculation Worksheet 1 of 2 Rev. 7/14/00 DD DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB /9s ~" / t Planner APN: Phone (760) 602- Type of Project & Use:_7~lL ' y fAfl I Zoning: /^7 General Plan:. Net Project Density: -A//n CFD (in/out) #_Date of participation:. y I Facilities Management Zone: Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: . ) Legend: ^ Item Complete D Kern Incomplete - Needs your action Environmental Review Required: YES NO TYPE —. • DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: — — Discretionary Action Required: APPROVAURESO. 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: ; .—: . DD DD Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO CA Coastal Commission Authority? YES NO—_ If California Coastal Commission Authority: Contact them at -.7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 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. Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES L NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H:NADMlN\eOUtfrERNBWgPlnchkRevChklst R0V9/01 EZl 0 D 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 tines (including all side and rear yard . slopes). E D D 2- Provide legal description of property and assessor's parcel number. DD na Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES NO 2. Project complies YES _NO D D Zoning: 1 . Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure Front: Interior Side: Street Side: Rear: Structure separation 3. Lot Coverage: Required Required Required Required Required setbacks: Required Required Required Required : Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4. Height:Required Shown 5. Parking:Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Required ; Shown /in ^ '"^^••i^^TJ)7 w&tv .cu-e*esiunA e, mi/run /xer^m^-t- mounted OK-TO ISSUE AND ENTEREqfAPPROVvQL INTO COMPUTER H:\ADMIN\COUNTER\BldgPlnchkRevChklst I 4 Carlsbad Fire Department 050273 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report: 03/22/2005 Fire Prevention (760) 602-4660 Building Plan Reviewed by: SMITH CONSULT ARCHName: Address: 12220 EL CAMINO REAL STE200 City, State: SAN DIEGO CA 92130 Plan Checker: Job Name: Research Ctr Pointe Job Address: 2210 Faraday Ave. Job#: 050273 Bldg #: CB050273 Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Approved Subject to The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Rpviftw 1st ?ncf 3rd FDJob# 050273 FDFile# Other Agency ID Carlsbad'Fire Department 050273 1635 Faraday Ave. ' Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report: 02/08/2005 Fire Prevention (760) 602-4660 Building Plan Reviewed by: Name: Address: SMITH CONSULT ARCH 12220 EL CAMINO REAL STE 200 City, State: SAN DIEGO CA 92130 Plan Checker: Job Name: Research Center Job #: 050273 Job Address: 2210 Faraday Ave. Bldg #: CB050273 Ste. or Bldg. No. D Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review FD Job # 1st 9nd 3rri 050273 FD File # Other Agency ID Requirements Category:Building Plan Requirement: Pending 05.01 Project Data Provide complete address and suite designation. Provide building construction information indicating occupancy classification, type of construction, number of stories, aggregate square footage, occupant load, and description of intended uses. UNDER DEFERRED SUBMITTALS PLEASE ADD FIRE ALARM SYSTEM Requirement: Pending 05.11 Knox Box Knox Box required when access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life saving or fire-fighting purposes. The Fire Department will determine the location for the key box and provide an authorized order form. IF NOT ALREADY INSTALLED A KNOX KEY BOX SHALL BE REQUIRED TO BE INSTALLED AT THE MAIN ENTRANCE(S) IF BUILDING IS DEVIDED, AT THE NEAREST DOOR PROVIDING ACCESS TO THE FIRE SPRINKLER RISER. Requirement: Pending 05.19 Fire Alarm System Required A fire alarm system is required. Permits are required for the installation of all fire alarm systems. Plans must be approved by the Fire Department prior to installation. Provide a note on the plans that the fire alarm plans must be approved by the Fire Department prior to installation. FIRE ALARM SYSTEM REQUIRED FOR ELEVATOR RECALL AND WATERFLOW MONITORING. Requirement: Pending 05.35 Elevators All buildings and structures with one or more passenger service elevators shall be provided with not less than one medical emergency service to all landings meeting the provisions of Section 3003.5. THE ELEVATOR CAR SHALL COMPLY WITH CBC- 3003.5 AND 3003.5a. Pagel 02/08/05 £ NOWAK+WISEMAN STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS FOR Faraday Warehouse Modification March 2005 NWSEJOB: 04-077.01 7888 Carroll Centre Road 92126 TEL (858)536-5166 Suite 228 NWENGINEERS.COM an Diego, C FAX. (858)536-5163 TABLE OF CONTENTS Project: Bella Terra Food Court Job #: 03-80.01 Date: 01/26/05 NOWAK+WISEMAN STRUCTURAL ENGINEERS Design Criteria Gravity Loads Design Criteria Lateral Design Lateral Panel Design Hold downs Drags Panel Design Panel Out of Plane Des. Footing Design Footing Design Grade Beam Summary C1 C2 L1 F1 F21 rut C1 C5 L16 P1 P6 P7 P17 P5 P6 P16 P24 F20 F21 ft 66 9888 Carroll Centre Road, Suite 228 San Diego, California 92126 BSPEER @ NWENGINEERS . COM Phone: (858)536-5166 Fax: (858)536-5163 NOWAK+WISEMAN Structural Engineers == Design Loads == PROJECT: Faraday Warehouse Mod. LOCATION: Carlsbad JOB NO: 04-077.01 Date: 11/23/2004 Roof Loads: Material Joist Beam Total 15.0 16.5 Live Loads: (Reducible) 20 psf Seismic 4Ply w/ cap sht. Re-Roof 1/2" Ply 2x6 @ 24" TruTruss @ 8'-0" Insulat ion Sprinklers Mech.& Elect. Hung Ceiling Misc. GLB Partitions 2.2 1.5 1.5 1.0 1.4 1.0 1.5 1.0 2.8 1.1 - - - - 2.2 1.5 1.5 1.0 1.4 1.0 1.5 1.0 2.8 1.1 1.5 - - - 2.2 1.5 1.5 1.0 1.4 1.0 1.5 1.0 2.8 1.1 1.5 See Lat Calcs - - See Lat Calcs psf Mezzanine: Material Joists Beams Total 48.0 51.0 Live Loads (Reducible) Mezzanine 80 psf Exits 100 psf Seismic Overlay 1 1/2" LW Cone 3/4" Ply Framing Suspended Ceiling M&E Insulation Misc Beams Partitions 1.0 14.4 2.3 3.5 2.8 1.0 1.5 1.5 0.0 20.0 - - - - 1.0 14.4 2.3 3.5 2.8 1.0 1.5 1.5 3.0 20.0 - -_ _ 1.0 14.4 2.3 3.5 2.8 1.0 1.5 1.5 3.0 10.0 - - - - 41.0 psf NOWAK-MEULMESTER & ASSOCIATES ••= 1997 UBC BASE SHEAR EQUATIONS == Version 1.02(11/99) PROJECT: 2210 Faraday Ave. LOCATION: Carlsbad JOB NO:7/28/04 15:40:58 Base Shear: Importance Factor (I) = 1.00 Seismic Zone = 4 Seismic Zone Factor (Z) = 0.4 Soil Profile Type (SA - SE) = Sd Seismic Source Type (A,B, or C) = B Closest Distance to Known Seismic Source = 15 R= 4.5 Maximum Height = 29 C, = 0.020 T = 0.250 (Table 16-K) (Table 16-1) (Table 16-1) (Table 16-J) (Table 16-U) km (9.32 miles) (Table 16-N) feet (1630.2.2) sec. Ca = 0.44 Cv = 0.64 (includes Na) (includes Nv) Na= 1.00 Nv= 1.00 vu = vu = vu = vu = 0.5690 0.2444 0.0484 0.0711 xW x W (max) x W (min) x W (min zone 4 only) eq. (30-4) eq. (30-5) eq. (30-6) eq. (30-7) Vu = 0.2444 x W VU/1.4= 0.1746 xW eq. (30-5) contrails Notes: interpolates between 2-10 and 2-15 km for Na and Nv 1997 UBC chapter 16 section 30 method 'A' period calculation does not consider redundancy Na Used for determination of Ca may be reduced to 1.1 if conditions in 1997 UBC sectioj 1629.4.2 are met. Concrete & hx/hr l~pu hx Masonry Wall Out-of-Plane lp= 1.00 @Top = @Top = critical = FDU = 1.000 0.586 0.367 0.396 xWp xWD and Anchorage hx/hr@ Fpu@ Forces: ap / Rp = Bottom - Bottom = Fpu min.= 0 0 0 0 333 000 147 308 /I<N xWp xWp \^ap/Rp F = F / 1 4 =rp ' pu ' ' -^0.283 x Wc Notes: out-of-plane typical anchorage anchorage w/ shallow embed. ap/Rp 0.333 0.500 1.000 assumes uniform wall strip (total load including min.limit evenly distributed over the ht.of the segment) use hx/hr top = hx/hr bottom for wall anchorage (use level of attachment). Table 16-1 Zone = Zone Factor = Seismic Zone Factor Z 1 2A 2B 34 0.075 0.15 0.20 0.30 0.40 Table 1t z = SA SB SC SD SE SF i-Q Seismic Coefficient Ca 1 2A 2B 3 0.075 0.15 0.2 0.3 0.06 0.08 0.09 0.12 0.19 NOTE: Zone 0,12 0.16 0.15 0.20 0.18 0.24 0,22 0.28 0.30 0.34 4 multiplied by Na 0.24 0.30 0.33 0.36 0.36 4 0.4 0.32 0.40 0.40 0.44 0.36 Table 1 6 z = SA SB SC SD SE SF »-R Seismic Coefficient C v 1 2A 2B 3 0.075 0.15 0.2 0.3 0.06 0.08 0.13 0.18 0.26 NOTE: Zone 0.12 0.16 0.15 0.20 0.25 0.32 0.32 0.40 0.50 0.64 4 multiplied by Nv 0.24 0.30 0.45 0.54 0.84 4 0.4 0.32 0.40 0.56 0.64 0.96 Table 1 6-S Near-Source Factor N a Seismic Source Type A B C <2km 1.5 1.3 1,0 5km 1.2 1.0 1.0 NOTE: Linear interpolation from >10km 1.0 1.0 1.0 2km to 10km Table 16-T Near-Source Factor Nv Seismic Source Type A B C <2km 2.0 1.6 1.0 5 km 1.6 1.2 1.0 NOTE: Linear interpolation from 2 10km 1.2 1.0 1.0 km to 1 5 km >15km 1.0 1.0 1.0 05- NOWAK+WISEMAN Structural Engineers 1997 UBC (2001 CSC) BASE SHEAR EQUATIONS Version 1.04(01/01) PROJECT: 2210 Faraday Ave, Mezzanine LOCATION-. Carlsbad, CA JOB NO: 04-077.01 1/26/2005 08:22:02 Base Shear: Importance Factor (I) = 1.00 Seismic Zone = 4 Seismic Zone Factor (Z) = 0.4 Soil Profile Type (SA - SE) = SO Seismic Source Type (A,B, or C) = B Closest Distance to Known Seismic Source = 9.67 R= 4.5 Maximum Height = 30 Ct= 0.020 T =0.256 (Table 16-K) (Table 16-1) (Table 16-1) (Table 16-J) (Table 16-U) km (6 miles) (Table 16-N) feet (1630.2.2) sec. Ca = 0.44 (X = 0.65 (includes Na) (includes Nv) Na= 1.00 N = 1.01 vu = Vu = vu = Vu = 0.5621 0.2444 0.0484 0.0720 xW x W (max) x W (min) x W (min zone 4 only) eq. (30-4) eq. (30-5) eq. (30-6) eq. (30-7) Vu= 0.2444 xW 1.4= 0.1746 xW eq. (30-5) controlls Notes: interpolates between 2-10 and 2-15 km for Na and Nv 1997 UBC chapter 16 section 30 (2001 CBC) method 'A' period calculation does not consider redundancy Na Used for determination of Ca may be reduced to 1.1 if conditions in 1997 UBC section 1629.4.2 are met. UMl/t Concrete & AM|<4£ hx/hr ' A i\O$tk(3fc Fpu hx Masonry Wall Out-of-Plane and Anchorage "P@Top = @Top = critical = FDO = l.UU 0.500 0.550 0.133 0.397 hx/hr (g x Wp Fpu @ xWp Forces: ap / Rp - Bottom = Bottom = Fpu min.= U 0 0 0 ^500 \j 000 220 x Wp 308 x Wp \7 ap/Rp = FPU/1.4 =0.283 x Wc Notes; out-of-plane typical anchorage anchorage w/ shallow embed, (not for Zones 3 & 4) ap/Rp 0.333 0.500 1.000 assumes uniform wall strip (total load including min.limit evenly distributed over the ht.of the segment) use hx/hr top = hx/hr bottom for wall anchorage (use level of attachment). NOWAK + WISEMAN STUUCTURAL P: BY DATE PROJECT SHEET NO. U OF JOB NO. f •>1 * \9Q NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. JOB NO. OF ,L. I $>• HH.S* i ts >i • — _ / 1). y \ / ' ?,(^l x >^" ' iT-« J' 1L. ' r j:, 2o.s.' ^ IT / T-B.$' ' &*•' ^ ?'jt ^ ^o' -ffi- ' 1 33-' ^ / ^ 3d' ' 3:r j^' -^ 5.5 2.1. s; BY NOWAK + WISEMAN STRUCTURAL ENGINEERS DATE '%*!PROJECT SHEET NO.OF JOB NO. A-& fc-c- C-D D-E e-r P-6, 6,-H J-l-31 to 44 T1 -4— t *»V NOWAK+WISEMAN Structural Engineers == STEEL BRACE RESTRICTIONS == Version 1.01 (11/00) PROJECT NAME LOCATION 12/12/2004 12:48:29 BASIS: 1997 CODE CONCENTRICALLY BRACED FRAME (ORDINARY AND SPECIAL) RECTANGULAR TUBES WITH Fy=46 ksi K IS ASSUMED TO BE 1 b = TUBE WIDTH MINUS 3 TIMES THE WALL THICKNESS Braces Meeting Sec. 2213.8.2.5 (1|& 2213.9.2.4 m TS3x3x3/16 TS3x3x1/4 TS3x3x5/16 Wt. Per Ft. (LBS.) 6.9 8.8 10.6 r 1.13 1.1 1.07 (Ordinary) Max. Length in Feet (Zones 3-4) (2J 10.0 9.7 9.5 (Special) Max. Length in Feet (Zones 3-4) <3) 13.9 13.5 13.1 TS4x4x1/4 TS4X4X5/16 TS4X4X3/8 TS4X4X1/2 12.2 14.8 17.3 21.6 1.51 1.48 1.45 1.39 13.4 13.1 12.8 12.3 18.6 18.2 17.8 17.1 TS5X5X5/16 FS5X5X3m TS5X5X1/2 19.1 22.4 28.4 1.89 1.86 1.8 16.7 16.5 15.9 23.2 22.9 22.1 PS6X6X5/16 TS6X6X3/8 TSGX6X1/2 TS6X6X9/16 23.3 27.5 35.2 38.9 2.3 2.27 2.21 2.18 20.3 20.1 19.6 19.3 28.3 27.9 27.2 26.8 TS7X7X3/8 TS7X7X1/2 TS7X7X9/16 32.6 42.1 46.5 2.68 2.62 2.59 23.7 23.2 22.9 32.9 32.2 31.8 ^ ^ TS8X8X1/2 TS8X8X9/16 TS8X8X5/8 48.9 54.2 59.3 3.03 3 2.96 W26.8J 26.5 26.2 37.2 36.9 36.4 TS9X9X1/2 {4) TS9X9X9/16 (4> TS9X9X5/8 (4) 55.7 61.8 67.8 3.43 3.4 3.37 30.3 30.1 29.8 42.1 41.8 41.4 TS10X10X9/16 TS1 0X1 0X5/8 69.5 76.3 3.81 3.78 33.7 33.4 46.8 46.4 TS1 2X1 2X5/8 93.3 4.6 40.7 56.5 (1) Basedonb/t<110/(Fy)1'2 (2) Governed by L/r < 720/(Fy)1'2 (3) Governed by L/r <1000/(Fy)1/2 (4) Check availibility before specifying (5) Design parameters for Zones 1 & 2 are b/t < 190/(Fy)lw (compact) and kL/r < 2001/2 APPROVED: NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. Ife.OF JOB NO. O .- D"6r NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE I j 05 PROJECT SHEET NO. M OF JOB NO. cat, W-o" Fit * V.(e * fiiu NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. > OF |"i9\tlfc JOB NO. CftAfT NOWAK + WISEMAN STRUCTURAL ENGINEERS BY E<C6 IJATE I / Qt> PROJECT SHEET NO. JOB NO. OF f * RAM Baseplate VI.01 Nowak-Meulmester & Associates Faraday Warehouse Remodel Short Braced Frame Base Plate Summary Design Results 1/17/05 14:31 CRITERIA: Analysis Maintain Strain Compatibility Use full plate area for axial only compression load on plate. Design Use LRFD 2nd to check plate bending Max concrete bearing per AISC J9. Shear Resisted with Shear Lug. Lug Width: Use entire width of base plate Lug Bearing: Per AISC recommendations Friction: Ignore Grout Thickness (in) 2.00 Anchor Tension Check Per AISC Specifications. INPUT DATA: Column Column Size Base Plate Plate Fy (ksi ) 36.00 N (Parallel to Web) (in) 12.00 B (Perpendicular to Web) (in) 12.00 Plate Thickness (in) Anchor Anchor Size 3/4" Anchor Area (in*2) 0 .44 Anchor Material Anchor Modulus (ksi ) Anchor Strength Fu (ksi ) Footing Footing Strength f'c (ksi ) Concrete Modulus (ksi ) Dimension (Parallel to web) (ft) Dimension (Perpendicular to web) (ft) Load Case Data Dead Axial (kip ) 18.29 MX (kip-ft) 0.00 Vx (kip ) 0 .00 Load Combination Building Code: No Code Generated Combinations 1) 1.20DL + 0.50LL + 3.92E 2) 0.90DL - 3.92E RESULTS: Plate Bending Max bending moment from anchor/s #1 in tension Controlling Load Combination No = 2 Controlling effective width to resist moment (in) Controlling plate bending moment (kip-ft) PhiMn = (0.9xMn) (kip-ft) Mu/PhiMn TS6X6X.2500 1.25 (Optimized) A325-120 29000.00 120.00 4.50 3823.68 4.50 4.50 Live Roof Wind 22.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Seismic 28.82 0.00 21.90 3.15 3.32 3.32 1.00 Page 1 RAM Baseplate VI.01 Nowak-Meulmester & Associates Faraday Warehouse Remodel Short Braced Frame Base Plate Summary Design Results 1/17/05 14:31 Anchors Max Lug t (WxLxT)(in )..PL 5 Max. Tension (kip } 24.13 Max. Tension Interaction 0.81 Bearing Controlling Load Combination No = Capacity Bearing Stress (ksi ) Max Bearing Pressure (ksi ) ... 12 x 12.00 x 1.77 Anc. No = 2 Anc. No = 1 Combo No Combo No Combo No DIAGRAM: 4.59 1.02 • 1 • 3 S6X6X.2500 \ \ •2 •4 # X(in) Y(in) 1 -4.50 4.50 2 4.50 4.50 3 -4.50 -4.50 4 4.50 -4.50 PL 12.00 X 12.00 X 1.25 (in) 4 - 3/4" A325 Anchor Bolts Page 2 NOWAK + WISEMAN STRUCTURAL BNGINEERS BY DATE PROJECT SHEET NO. JOB NO. OF \to.T ±w 1.7 NOWAK + WISEMAN STRUCTURAL ENGINEERS BY _ DATE _ PROJECT _ SHEET NO. \$? OF JOB NO. RAM Baseplate VI.01 Nowak-Meulmester & Associates Faraday Warehouse Frame Base Plate Along G.L. D Detailed Design Results 1/25/05 19:50 CRITERIA: Analysis Maintain Strain Compatibility Use full plate area for axial only compression load on plate Design Use ASD 9th to check plate bending Max concrete bearing per AISC J9. Shear Resisted with Shear Lug. Lug Width: Use entire width of base plate Lug Bearing: Per AISC recommendations Friction: Ignore Grout Thickness (in) 1.00 Anchor Tension Check Per AISC Specifications. INPUT DATA: Column Column Size TS6X6X.2500 Base Plate Plate Fy (ksi ) 36.00 N (Parallel to Web) (in) 12.00 B (Perpendicular to Web) (in) 12.00 Plate Thickness (in) 1.25 Anchor Anchor Size 3/4" Anchor Area (inA2) 0.44 Anchor Material A325-120 Anchor Modulus (ksi ) 29000.00 Anchor Strength Fu (ksi ) 120 . 00 Footing Footing Strength f ' c (ksi ) 4.50 Concrete Modulus (ksi ) 3823 . 68 Dimension (Parallel to web) (ft) 8.00 Dimension (Perpendicular to web) (ft) ... 5.50 Design Load Building Code: No Code Generated Combinations Load combination: 1.20DL + 0.50LL + 3.92E Axial (kip ) 244 . 63 Vx (kip ) 122 . 90 MX (kip-ft) 0.00 Allowable Stress Increase Factor 1.70 Page l lit; RAM BasePlate VI.01 Nowak-Meulmester & Associates Faraday Warehouse Frame Base Plate Along G.L. D Detailed Design Results 1/25/05 19:50 RESULTS: Analysis Uniform Load on Base Plate. Plate Bending Max bending moment from concrete compression Allowable Stress Increase Factor m [N~0.95d]/2.0 (in) n [B-0.95b]/2.0 (in) Controlling effective width to resist moment (in) Controlling plate bending moment (kip-ft) fb (ksi ) Fb (ksi ) fb/Fb Thickness Required (in) Thickness controlled by cantilever action. Anchors Lug Size (WxLxT)(in )...PL 4.83 x 12.00 x 1.97 1.70 3.15 3.15 12.00 8.43 32.36 45.90 0.71 1.05 Anchor X(in) Y(in) T(kip } 1 -4.50 4.50 0.00 2 4.50 4.50 0.00 3 -4.50 -4.50 0.00 4 4.50 -4,50 0.00 Bearing Eff Area of Support A2 (inA2) 576.00 Plate Area Al (in*2) 144.00 Sqrt (A2/A1) 2.00 T Interaction 0.00 0.00 0.00 0.00 Allowable Bearing Pressure (ksi Actual Bearing Stress (ksi ). 5.36 1.70 DIAGRAM: S6X6X.2500 X(in) -4.50 4.50 -4.50 4.50 Y(in) 4.50 4.50 -4.50 -4.50 PL 12.00 X 12.00 X 1.25 (in) 4 - 3/4" A325 Anchor Bolts Page 2 NOWAK + WISEMAN STRUCTURAL ENGINEERS BY 06!b DATE \\0&PROJECT SHEET NO. I Jjg OF JOB NO. P 4w ' tv 4t 4v 44' i M' 4V & 0 D t p 6i H (3 NOWAK + WISEMAN STRUCTURAL ENGINEERS BY gfe DATE PROJECT SHEET NO.OF JOB NO. tto'V"T7'-<V' . 4 fi "».S -o o Mezzanjse RemoS0 Z '^ fc C * 5 Qw 2* r> "> 3 O•= £ -rOj* o ra 2 "0T3 « o !oL LL |lK oHI'o oI -o *>2 c *O ""* £ 'O ^-*9 ffl c jeIP ill " " Q> "O *-*. aJ£* UJ AdditionalPointLoads (k)is!Ill=>->£ 2* oS £S>* u. —a >Eo> aS * 2 illE o-^u. -J *J D>= £~ I >£• fi-3 S "5 * To u » "=£3 2« « 52 £ o « 0 °- 3 " "5 n0. 0o>3X2^ tog dCO ocd oc d <t 2038.06af 3 tot>(O s a ce ( d o s.co QCeS i COO)(MOIinI2 rt01 t--q in oq 5? 5 r--(M ac- r-- it « d ctc ec c c « o c c 0< 11 1^4 I'l UJ <')to ^ o *-IO CO O IO« •* tn «pQ Q Q 0I I X I ^ \> 1 S A- ^V y_ u J ' > a Ml NOWAK + WISEMAN STRUCTURAL ENGINEERS DATE PROJECT SHEET NO. PAtJ&L JOB NO. -16 ^ I? *7 £ ^ -o .E -ac oTO C» i0) t£,S o z 6 z.n J= o o _ O 3 (*~j. c U O S? ]O re o reX u. s ii- o-Q C *DO A _C^ O ^TC ^^0 0)0 Qx —Q 2 c <g x o =io S .5* c S ^ ? -oi _j c ^ Q it -1 c HI ro 2" .2 ! 7T.ti o "& tj o III c S c 3 -1 Q. £, 5 *j •«X u. o *- " _J U 0)1_ E U.J4- B3 0£ O "5 .•=c •o °- £ — r* m f£ "3c Q. coQI6i o DOID IDO) OO CO COcq co I O 0 CM If OJco a 0 Cn O inr- oCO CM COOSCMQIOZ oz COr-in coco o om CM cc coCM coq o oco f-ir Cn a o Ol o o CO CMCDincoQIOZ oz oO) in oO> tri oq d ood co Tf ood oooco oo o en 0 o o o f-<D C'CM COCODXOz o r-co CM m iri oqd COeq COCM amCN O OooCO c T CO en o 0 CM O r-co itCM COdoinQIQI Q X CO CO CD co oo d ocd CO O)c CM o f 1"-e* T en o o in o o ccCM CD COmtoOXQI OZ coCM CO COen oq COcq COcs r-oc CM O C r--c. en a C-J m o o CCCM r-. OZ Oz en(D ino 9 oq cocq inCN if r c ooenCM COCD CDco a> D O CO o otIfCM CO oz oz to CO (D co ood ood IS. r-in oooCO CMr- ir en a 0 CD o o oc OZ Oz eo CM co Csi OO d oqd CO eno coCM o Cco a O) en o o co o o o OZ oz r-. <D r- up oo d oqd co CO denco o a> CM c CO co o oo a in OZ Oz co -I-CO oq d o d co o- moCNI ooen CN coo r-- ri CO O oa 0 to OZ oz CO(D CO CMq d oo co en co coCN r—co •* ooenCM ac co co co o c CO OZ oz f-m d ocqco c cCM en CO co ino> eoco O cr CN CDT P eo o o CD CO CO OZ oz enco in 01coin oo d oqd CO q o IT r inocco S ^. o COK CO en OZ Oz •^rq COt co inin oq O)r-co CDo COCD If O TCO enen cco f. ^j. o oacico a O OZ CO CM coin COCM OO CO enr-co ct < o •sCO cc CN r CD o cof CM OZ Oz CMO) inm ma> CO oocriCM enr-co CC ocococo oorCO O) CDCM £ eou ,_ c oIf co CM oz OZ f-cq CM CD CM Oo d ood eno tnof-"mCM O c-co Ol f o> CO d oqa CO Faraday Avenue Warehouse Remodel Drag Forces Omega = 2.8 VinlineA= 4.18 Vin^r 3.42^ ^ /v Panel A 40 A41 A 42 A 43 A 44 A 45 A 46 A 47 A 48 A 49 A 50 115 116 117 118 119 I 20 121 I 22 I 23 I 24 Panel Length (ft.) 18.00 18.00 30.75 31.42 23.67 25.67 28.00 28.00 25.50 18.00 18.00 18.00 18.00 31.67 31.67 31.83 39.00 21,33 37.50 18.00 18.00 Panel Rigidity 0.00 0.00 0.19 0.19 0.00 0.12 0.15 0.15 0.13 0.06 0.03 0.06 0.03 0.21 0.20 0.14 0.14 0.06 0.11 0.03 0.00 Rigidity of Line 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Force to Line (k) 1106.97 1106.97 1106.97 1106.97 1106.97 1106.97 1106.97 1106.97 1106.97 1106.97 1106.97 906.79 906.79 906.79 906.79 906.79 906.79 906.79 906,79 906.79 906,79 Roof Lat. Load (k) 0.00 0.00 204.31 202.15 0.00 134.05 162.15 162.15 143.78 61.62 36.75 52.74 27.76 195.24 181.36 129.54 133.24 50.89 105.48 30.53 0.00 Uniform Load out of Panel (klf) 0.00 0.00 6.64 6.43 0.00 5.22 5.79 5.79 5.64 3.42 2.04 2.93 1.54 6.16 5.73 4.07 3.42 2.39 2.81 1.70 0.00 Force ©Left End (k) 0.00 75.19 150.38 74.51 3.60 102.47 75.65 30.45 -14.74 -52.00 -38.43 0.00 8.85 42.69 -44.18 -117.17 -137.79 -137.58 -115.49 -92.65 -61.59 Force @ Right End 75.19 150.38 74.51 3.60 102.47 75.65 30.45 -14.74 -52.00 -38.43 0.00 8.85 42.69 -44.18 -117.17 -137.79 -137.58 -115.49 -92.65 -61.59 0.00 Rebar As Req'd 1.39 2.78 1.38 0.07 1.90 1.40 0.56 0.27 0.96 0.71 0.00 0.16 0.79 0.82 2.17 2.55 2.55 2.14 1.72 1.14 0.00 SAMPLE CALCULATIONS Force to Line A = (2.8M.4)*295.3*0.175/0.183 Force to Panel 42 - 1106.97*.19/1.02 = Force to Panel 42 = 204.31/30.75 = .mass previous seismic factor/current factor 1106.97k 204.31k 6.64klf As channel required = 150.38 0.6x36ksix 1.7 = 4.10sq.in. L NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. PCs' OF JOB NO. . 40 -If. 7 12.?K -frl.c,« ^ I P I ^ JJ '1 j ^ 1 ^'1 ^ \ ^ \ ^ \ \bto' % ' i ' 1 * -?' -W NOWAK + WISEMAN STRUCTURAL ENGINEERS BY HATE PROJECT SHEET NO• SO-OF JOB NO. QIAO w T 4 4 wr tur " W't {&(}&( f-o" P.t. NOWAK + WISEMAN STKUCTURAI. ENGINEERS BY fth DATE \7JOA PROJECT . i. A f£SHEET NO. jri/_ OF JOB NO. T . | ti •T to,' NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE 12 PROJECT f^lTAt-J SHEET NO. HH OF 6-1-A JOB NO. 1 -7 l ® •? •zi NOWAK + WISEMAN STKllCTUKAL ENGINEERS E3Y fr DATE \1\0*\ PROJECT SHEET NO. PlO OF __ JOB NO. ^4 "OT?- H.lfrO 27 J 1'771 -*- 2,7.[#j -7 J4 U I NOWAK + WISEMAN STRUCTURAL KNGINKKRS BY tyftt? DATE if PROJECT SHEET NO. pll OF JOB NO. -7 / u ^HF ir«-x if,.. JpHin t IU a>_ (f 1',?'y \o' 1,3,3 NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT ALOJJ& 6.1, r SHEET NO.OF JOB NO. 04'OTJ-I U vo' NOWAK + WISEMAN STRUCTURAL ENGINEERS BY L>ATE 1/05 PROJECT 6*1. 1 SHEET NO. P13 OF JOB NO. ( g/i-e?)* i- a. M (>/<&)-• l. -7 ** M 6 -? 7 Jin Jl .0 3' 3' Iff' \0' 41 NOWAK + WISEMAN STKUCTUKAL KNOINKERS BY DATE \I0% PROJECT , KlfrlDfTlEfr / SHEET NO. l OF JOB NO. 04-077-0) w/va - 6°/ <D—If @>-IP (&/&) * CD- ") = 1. '0' "' 4.121 "If" 4.^H-7_ , >*^ T "&' NOWAK + WISEMAN STRUCTURAL ENGINEERS BY BGi^3 DATE PROJBCT SHEET NO. p|G OF JOB NO, 7 -? f Am -/50.S. -7 7-6-4 (^6/2) ^ ^. -7 pS- T.6. J4- 1.5' r 7' 1,5ft' -1* 4fW 1.»'6V7'7' V NOWAK + WISEMAN STRUCTURAL ENGINEERS BY feyfelfr DATE PROJECT SHEET NO. Pit? OF AU?M6|JOB NO. -» = m f' a'VT' 14*71 NOWAK + WISEMAN STRUCTURAL ENGINEERS DATE PROJECT ft ML ftUKL SHEET NO.1]OF JOB NO. # -077- &) AL0M6 it/. 57 NOWAK+WISEMAN Structural Engineers == TILT-UP PROGRAM (2001 CBC) == Version 2.0 (12(30(03) INPUT DATA: BAR SIZE 6 NUMBER OF BARS 5.00 per strip width (b) STEEL AREA (IN*2(FT)= 0.19 inA2(ft Typical Steel Deplh Values For: THICKNESS= 8.00 in Bars @ Face w/o Stirrups: 5 88 REVEAL DEPTH= 0.75 in Bars @ Face wt #3 Stirupps: 5.50 STEEL DEPTH= 5-88 in Bars ©Center: 3.63 WIDTH OF PIER(b)* 138.00 in SPAN(lc)= 27.00 ft PARAPET HT= 3.00 n PROJECT: Faraday Warehouse Remod. LOCATION: Panel A-42 JOB NO'. 04-077.01 1(4(2005 13'.16:tB AREA BAR= 0.44 inA2 CONC WT= 150-00 pd fy* 60.00 ksi fc= 3.00 ksi beta 0.85 Es= 29000.00 ksi Ec= 3321 ksi n= 8.73 SERVICE LOADS Is Roof Live Load Snow? N DEAD LOADS ECCENTRICITY (in) DEAD LOAD (ECC) AXIAL DEAD LOAD WALL PIER LOAD LOAD (plf) 6.50 1333.0 487.0 1650.0 LIVE LOADS ECCENTRICITY (in) ROOF LIVE (ECC> AXIAL ROOF LOAD FLOOR LIVE (ECC) AXIAL FLOOR LOAD LOAD (plf) 6.50 0.0 0.0 0.0 0.0 AXIAL LOADS bs) DEAD (ECC) AXIAL DEAD ROOF (ECC) AXIAL ROOF FLOOR (ECC) AXIAL FLOOR 0.0 0.0 0-0 0.0 0.0 0.0 LATERAL LOADS SEISMIC WIND LOAD (psf) 32.30 21.60 LOADS TO PIER WIDTH LEFT OPENING= HEIGHT LEFT OPENING* 0.00 ft 0.00 ft WIDTH RIGHT OPENING= HEIGHT RIGHT OPENING= 0.00 ft 0.00 ft DEAD LOADS DEAD LOAD (ECC) AXIAL DEAD LOAD TOTAL WALL LOAD LOAD (plf) ItlVE LOADS 1333.00 487.00 1650.0 ROOF LIVE (ECC) AXIAL ROOF LOAD FLOOR LIVE (ECC) AXIAL FLOOR LOAD LOAD (plf) 0.00 0.00 0.00 0.00 LATERAL LOADS SEISMIC WIND LOAD (psf) 32.30 21.60 LOAD CASES LOAD CASE NUMBER 1 2 3 4 5 6 7 8 9 DEAD FACTOR 1.20 1.20 1.20 1.20 1.20 0-90 0.90 1-40 1-05 FLOOR LIVE FACTOR 1.60 0.50 0.00 0-50 0.50 0-00 0.00 1-70 1.30 ROOF LIVE FACTOR 0.50 1.60 1.60 0.50 0.00 0.00 0.00 1.70 1.30 SEISMIC FACTOR 0.00 0.00 0.00 0.00 1.40 1.40 0.00 0.00 0.00 WIND FACTOR 0.00 0.00 0.80 1-30 0.00 0-00 1.30 0.00 1.30 Load Case Equation 1612.2(13-2) 1612.2(12-3) 1612.2 (12-3) 1612.2(12-4) 1612.2(12-5) 1612.2(12-6) 1612.2(12-6) 1909.2(9-1) 1909.2(9-2) CALCULATIONS:NUMBER OF ITTERATIONS^10 ALLOW.SERV.DEFL.= ig= Mcr= Load Case Ase (in') Pu-mid (kip) Pu-top (kip) a (in) C(in) tcr (inj) Ps-lop (kip) Ps-mld (kip) Ms@Top (k-in) Ms@Mid Ht (k-in) Max Service A (in) Mu@Top (k-in) Mu@Mid Ht (k-in) Max Ultimate A (in) Mn (k-in) An (in) 4 (Increase) 1 3-00 47.89 18.40 0.51 0.60 739.58 15.33 39.91 99.64 50.96 0.03 119.57 59.79 0.03 1011.75 4.51 0.87 2.160 5888 403.1 2 3.00 47.89 18.40 0.51 0.60 739.58 15.33 39.91 99.64 50.96 0.03 119.57 59.79 0.03 1011.75 4.51 0.87 in in3 in-X 3 3.00 47.89 18.40 0.51 0.60 739.58 15.33 39.91 99.64 328.78 0.18 119.57 28471 0.16 1011.75 4.51 0.87 Acr= pbal= Convergence 4 3-00 47.89 18.40 0.51 0.60 739.58 15.33 39.91 99.64 328.78 0.18 119.57 434.14 0,44 1011.75 4.51 0.87 0.225 in 0.0214 Service 5 3.00 47.89 18.40 0.51 0.60 739-58 15-33 39.91 99.64 489.13 0.83 119.57 759.08 2.73 1011.75 4.51 0.87 0,00% 6 2.80 35.91 13.80 0.48 0.56 699.53 15.33 39.91 99.64 492.86 0.92 89.68 706.31 2.58 947.28 4.46 0.88 Slrenglh 7 2.80 35.91 13.80 0.48 0.56 699.53 15.33 39.91 99.64 328.78 0.18 89.68 406.11 0.23 947.28 4.46 0.88 0.00% 8 3.13 55.87 21.46 0.53 0.63 765.66 15.33 39.91 9964 50.96 0.03 139.50 72.00 0.04 1054.51 4.54 0.86 9 2.90 41.90 16.10 0.49 0.58 719.70 15.33 39,91 99.64 328.78 0.18 104.62 420.14 Q. 35 979.56 4.48 0.87 DESIGN SUMMARY: Mn (k-m)= Mu@Mid Ht (k-in)= Mu @ Top (k-in)= Allow Serv A (in)= Max Serv A (in)= 0.04fc= Serv. LD Stress2 0.6'(p balance )= p (steel ratio)= Mcr (k-ln)= 1>Mn (k-in)= 878.29 59.79 119.57 2.16 0.03 0.12 0.04 0.0128 0.0027 403.12 878.29 878.29 59.79 119.57 0.03 0.04 878.29 878.29 284.71 11957 0.18 0.04 878.29 878.29 434.14 119.57 0.18 0.04 878.29 878.29 759.08 119.57 0.83 0.04 878.29 829.88 706.31 89.68 0.92 0.04 829.88 829.88 406.11 89.68 0.18 0.04 829.88 909.80 72.00 139.50 0.03 0.04 909.80 854.26 420.14 104.62 0.18 0.04 854.26 OK OK OK OK OK OK NOWAK + WISEMAN STRUCTURAL ENGINEERS BY HATE \IO% PROJECT SHEET NO- Pl^ OF JOB NO. !»&(••> * 5" •&'* >£ 2' ^ (00 ^ NOWAK+WISEMAN Structural Engineers == TILT-UP PROGRAM (2001 CBC) == Version 2.0 (12/30/03) PROJECT: Faraday Warehouse Remod. LOCATION-. Panel A.-50 JOB NO: 04-077,01 1/4/2005 14:02:06 INPUT DATA: BAR SIZE NUMBER OF BARS STEEL AREA (INA2/FT)= THICKNESS- REVEAL DEPTH= STEEL DEPTH= WIDTH OF PIER(b)= SPAN(lc)= PARAPET HT= 6 4,00 per strip width (b) 0,59 inA2/ft Typical Steel Depth Values For: 8,00 in Bars @ Face w/o Stirrups; 5.88 0.75 In Bars® Face w/ #3 Stirupps: 5.50 3.25 in Bars @ Center: 3.63 36.00 In 27.00 ft 5.00 ft AREA BAR= 0.44 inA2 CONCWT= 150.00 pcf fy= 60.00 ksi fc= 3.00 ksi beta 0.85 Es= 29000.00 ksi Ec= 3321 ksi n= 8,73 0 SERVICE LOADS Is Roof Live Load Snow? N DEAD LOADS ECCENTRICITY (In) DEAD LOAD (ECC) AXIAL DEAD LOAD WALL PIER LOAD LOAD (p)0 6.50 90.0 4800.0 1850.0 LIVE LOADS ECCENTRICITY (in) ROOF LIVE (ECC) AXIAL ROOF LOAD FLOOR LIVE (ECC) AXIAL FLOOR LOAD LOAD (plf) 6.50 0.0 0.0 0.0 0,0 AXIAL LOADS fibs) DEAD (ECC) AXIAL DEAD ROOF (ECC) AXIAL ROOF FLOOR (ECC) AXIAL FLOOR 0,0 0.0 0.0 0.0 0.0 0.0 LATERAL LOADS SEISMIC WIND LOAD (psf) 75.36 49.70 LOADS TO PIER WIDTH LEFT OPENING= HEIGHT LEFT OPENING= 0.00 ft 0.00 ft WIDTH RIGHT OPENING= HEIGHT RIGHT OPENING= 0.00 ft 0.00 ft DEAD LOADS | LOAD (plf) |LIVE LOADS DEAD LOAD (ECC) AXIAL DEAD LOAD TOTAL WALL LOAD 90.00 4800.00 1850.0 ROOF LIVE (ECC) AXIAL ROOF LOAD FLOOR LIVE (ECC) AXIAL FLOOR LOAD LOAD (plf) 0.00 0.00 0.00 0.00 LATERAL LOADS SEISMIC WIND LOAD (psf) 75.36 49.70 LOAD CASES LOAD CASE NUMBER 1 2 3 4 5 6 7 8 9 DEAD FACTOR 1,20 1.20 1.20 1.20 1,20 0.90 0.90 1.40 1.05 FLOOR LIVE FACTOR 1.60 0.50 0.00 0.50 0.50 0.00 0,00 1.70 1.30 ROOF LIVE FACTOR 0.50 1.60 1,60 0.50 0.00 0.00 0.00 1.70 1,30 SEISMIC FACTOR 0.00 0.00 0.00 0.00 1,40 1.40 0.00 0.00 0.00 WIND FACTOR 0.00 0.00 0.80 1.30 0.00 0.00 1.30 0.00 1.30 Load Case Equalion 1612.2(12-2) 1612,2(12-3) 1612.2(12-3) 1612.2(12-4) 1612,2(12-5) 1612.2(12-6) 1612.2(12-6) 1909.2(9-1} 1909.2(9-2) CALCULATIONS:NUMBER OF ITTERATIONS=10 ALLOW,SERV.DEFL.= 19= Mcr= 2.160 in 1536 in3 105.2 fn-k Acr= pbal= Convergence 0.225 in 0.0214 Service 9.76%Strenglh 15.58% Load Case Ase (in') Pu-mid (kip) Pu-Iop (kip) a (in) C(in) Icr (In0) Ps-top (kip) Ps-mld (kip) Ms@Top(k-!n) Ms@Mid Ht (k-in) Max Service A (in) Mu@Top (k-in) Mu@Mld Ht (k-in) Max Ultimate A (in) Mn (k-ln) An (in) $ (Increase) 2.16 24.26 0.32 1.41 1.66 102.85 0.27 20.22 1.76 0.92 0.00 2.11 1.05 O.QO 330.20 10.57 0.84 2.16 24.26 0.32 1.41 1.66 102.85 0.27 20.22 1.76 0.92 0.00 2.11 1.05 0.00 330,20 10.57 0.84 2.16 24,26 0.32 1,41 1.66 102.85 0.27 20.22 1.76 568.98 21,55 2.11 636.87 24.67 330.20 10.57 0.84 2.16 24.26 0.32 1.41 1.66 102.85 0.27 20.22 1.76 568.98 21.55 2.11 2037.77 89,09 330.20 10.57 0.84 2.16 24.26 0,32 1,41 1.66 102.85 0.27 20.22 1.76 1188.77 50.05 2.11 4343.14 195,09 330,20 10.57 0.84 2.06 18.20 0.24 1.35 1.59 97.78 0.27 20.22 1.76 1541.14 70.87 1.58 1674.35 77,42 318.87 10.74 0.85 2,06 18.20 0.24 1.35 1.59 97.78 0.27 20.22 1.76 719.11 30.43 1.58 817.22 35.25 318.87 10.74 0.85 2.23 28.31 0.38 1.46 1.72 106.51 0.27 20.22 1,76 0.92 0.00 2.46 1.31 0.00 337.54 10.44 0.83 2.11 21.23 0.28 1.38 1.63 100.26 0.27 20.22 1.76 636.43 25.49 1.84 1275.82 55.90 324.59 10.66 0.85 DESIGN SUMMARY: OMn (K-m)= Mu@Mid Ht (k-in)= Mu @ Top (k-in)= AHow Serv A (in)= Max Serv A (ln)= 276,72 1.05 2.11 2.16 0.00 276.72 1.05 2.11 0.00 276.72 636.87 2.11 21,55 276.72 2037.77 2.11 21.55 276.72 4343.14 2.11 50.05 272.16 1674.35 1.58 70.87 272.16 817.22 1.58 30.43 279,38 1.31 2.46 0.00 274.52 1275.82 1.84 25.49 0.04fc= 0.12 Serv. LD Stress= 0.08 0.6'{p balance)= p (steel ratio)= Mcr (k-in)= <DMn (K-in)= 0.0128 0.0150 105.16 276.72 0.08 276.72 0.08 276.72 0.08 276.72 0.08 276.72 0.08 272.16 0.08 0.08 272,16 279.38 0.08 274.52 HOI OK NO I NO! OK NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO.ftl OF tr JOB NO. 2? H Wf 1" 41.7 NOWAK+WISEMAN Structural Engineers == TILT-UP PROGRAM (2001 CBC) == Version 2.0(12/30(03) PROJECT: Faraday Warehouse Remod. LOCATION: Panel 1-22 JOB NO: 04-077.01 1/4/2005 14:59:32 INPUT DATA: BAR SIZE NUMBER OF BARS STEEL AREA (IN*2ff=T)= THICKNESS= REVEAL DEPTH= STEEL DEPTH= WIDTH OF PIER(b)= SPAN(lc)= PARAPET HT= 6 5.00 per strip width (b) 0.88 infc2ffl 9.00 in Typical Sleel Depth Values For: Bars @ Face w'o Stirrups: 6.88 0.75 in Bars @ Face w/ #3 Stirupps: 6.50 e.88 in 30.00 in 27.00 ft 3.00 ft Bars ©Center: 4.13 AREA BAR- CONC WT= !y= fc= beta Es= Ec= n= 0.44 in"2 150.00 pcf 60.00 ksi 3.00 ksi 0.85 29000.00 ksi 3321 ksi 8.73 SERVICE LOADS Is Roof Live Load Snow? N DEAD LOADS ECCENTRICITY (in) DEAD LOAD (ECC) AXIAL DEAD LOAD WALL PIER LOAD LOAD (plf) 6.50 3400.0 2925.0 1856.3 LIVE LOADS ECCENTRICITY (in) ROOF LIVE (ECC) AXIAL ROOF LOAD FLOOR LIVE (ECC) AXIAL FLOOR LOAD LOAD (plO 6.50 0.0 0.0 0.0 0.0 AXIAL LOADS (Ibs) DEAD (ECC) AXIAL DEAD ROOF (ECC) AXIAL ROOF FLOOR (ECC) AXIAL FLOOR 0.0 0.0 0.0 0.0 0.0 0.0 LATERAL LOADS SEISMIC WIND LOAD (psf) 59.70 49.70 LOADS TO PIER WIDTH LEFT OPENING= HEIGHT LEFT OPENING= 0.00 ft 0.00 ft WIDTH RIGHT OPENING= HEIGHT RIGHT OPENING= 0.00 ft 0.00 ft DEAD LOADS DEAD LOAD (ECC) AXIAL DEAD LOAD TOTAL WALL LOAD LOAD (plf) | LIVE LOADS | LOAD (plf) 3400.00 2925.00 1856.3 ROOF LIVE (ECC) AXIAL ROOF LOAD FLOOR LIVE (ECC) AXIAL FLOOR LOAD 0.00 0.00 0.00 0.00 LATERAL LOADS SEISMIC WIND LOAD (psf) 59.70 49.70 LOAD CASES LOAD CASE NUMBER 1 2 3 4 5 6 7 8 9 DEAD FACTOR 1.20 1.20 1.20 1.20 1.20 0.90 0.90 1.40 1.05 FLOOR LIVE FACTOR 1.60 0.50 0.00 0.50 0.50 0.00 0.00 1.70 1.30 ROOF LIVE FACTOR 0.50 1.60 1.60 0.50 0.00 0.00 0.00 1.70 1.30 SEISMIC FACTOR 0.00 0.00 0.00 0.00 1.40 1.40 0.00 0.00 0.00 WIND FACTOR 0.00 0.00 0.80 1.30 0.00 0.00 1.30 0.00 1.30 Load Case Equation 1612.2 (12-2) 1612.2(12-3) 1612.2(12-3) 1612.2(12-1) 1612.2(12-5) 1612.2(12-6) 1612.2(12-6) 1909.2(9-1) 1909.2 (9-2) CALCULATIONS:NUMBER OF ITTERATIONS=10 ALLOW.SERV,DEFL.= ig=Mcr= 2.160 in 1823 in3 110.9 in-k Acr= pbal= Convergence 0.200 in 0.0214 Service 0.00%Strength 0.00% Load Case Ase (in') Pu-mid (kip) Pu-top (kip) a (in) C(in) Icr (inj) Ps-top (kip) Ps-mid (kip) Ms@Top (k-in) Ms@Mid Ht (k-in) Max Service A (in) Mu@Top (k-in) Mu@Mid HI (k-in) Max Ultimate & (in) Mn (k-in) An (in) $ (Increase) 2.61 24.54 10.20 2.05 2.41 594.32 8.50 20.45 55.25 28.69 0.05 66.30 33.15 O.Q6 916.07 5.08 0.63 2.61 24.54 10.20 2.05 2.41 594.32 8.50 20.45 55.25 28.69 0.05 66.30 33.15 0.06 916.07 5.08 0.83 2.61 24.54 10.20 2.05 2.41 594.32 8.50 20.45 55.25 175.60 0.59 66.30 153.02 0.46 916.07 5.08 0.83 2.61 24.54 10.20 2.05 2.41 594.32 8.50 20.45 55.25 175.60 0.59 66.30 232.81 0.94 916.07 5.08 0.83 2.61 24.54 10.20 2.05 2.41 594.32 8.50 20.45 55.25 206.81 0.78 66.30 293.73 1.31 916.07 5.08 0.83 2.51 1841 7.65 1.97 2.31 579.38 8.50 20.45 55.25 207.22 0.80 49.73 276.00 1.23 886.19 5.04 0.85 2.51 18,41 7.65 1.97 2.31 579.38 8.50 20.45 55.25 175.88 0.61 49.73 217.41 0.86 886.19 5.04 0.85 2.68 28.63 11.90 2.10 2.47 604.38 8.50 20.45 55.25 28.69 0.05 77.35 40.79 0.07 935.71 5.10 0.82 2.56 21.48 8.93 2.01 2.36 586.83 8.50 20.45 55.25 175.74 0.60 58.01 224.99 0.90 901.19 5.06 0.84 DESIGN SUMMARY: «Mn (k-in)= Mu@MkJ Ht (k-in)= Mu @ Top (k-in)= AllowServA(in)= Max Serv A (in)= 0.04fc= Serv, LD Stress= 0.6*(p balance )= P (steel ratio )= Mcr (k-in)= <t>Mn (k-in)= , 763.90 33.15 66.30 2.16 0.05 0.12 0.08 0.0128 0.0107 110.91 763.90 763.90 33.15 66.30 0.05 0.08 763.90 763.90 153.02 66.30 0.59 0.08 763.90 763.90 232.81 66.30 0.59 0.08 763.90 763.90 293.73 66.30 0.78 0.08 763.90 753.63 276.00 49.73 0.80 0.08 753.63 753.63 217.41 49.73 0.61 0.08 753.63 769.97 40.79 77.35 0.05 0.08 769.97 758.94 224.99 56.01 0.60 0.08 758.94 OK OK OK OK OK OK NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE \l/?6)PROJECT SHEET NO. ft5 OF JOB NO. r: pgf * f-j -it 5" ^•* NOWAK+WISEMAN Structural Engineers == TILT-UP PROGRAM (2001 CBC) == Version 2.0 (12/30/03) PROJECT; Faraday Warehouse RemodT \ LOCATION: Panel 1-9 j JOB NO: 04-077.01 1/25/2005 15:13:37' INPUT DATA: 8AR SIZE NUMBER OF BARS STEEL AREA (IN*2/FT)= THICKNESS= REVEAL DEPTH= STEEL DEPTH= WIDTH OF P!ER(b)= SPAN(lc)= PARAPET HT= 6 2.00 per strip width (b) 0.44 ln*2/ft 8.00 in Typical Steel Depth Values For: Bars @ Face w/o Stirrups: 5.68 0.75 in Bars @ Face w/ #3 Stirupps: 5.50 3.63 in 24.00 in 26.00 ft 4.00 ft Bars @ Center: 3.63 AREA BAR= CONC WT= fy= Fc= beta Es= Ec= n= 0.44 m"2 150.00 pd 60.00 ksi 3.00 ksi 0.85 29000.00 ksi 3321 ksi 8.73 SERVICE LOADS Is Roof Live Load Snow? N DEAD LOADS ECCENTRICITY (in) DEAD LOAD (ECC) AXIAL DEAD LOAD WALL PIER LOAD LOAD (plf) 6.50 908.0 4200.0 1700.0 LIVE LOADS ECCENTRICITY (in) ROOF LIVE (ECC) AXIAL ROOF LOAD FLOOR LIVE (ECC) AXIAL FLOOR LOAD LOAD (pH) 6.50 0.0 0.0 0.0 0.0 AXIAL LOADS bs) DEAD (ECC) AXIAL DEAD ROOF (ECC) AXIAL ROOF FLOOR (ECC) AXIAL FLOOR 0.0 0.0 0.0 0.0 0.0 0.0 LATERAL LOADS SEISMIC WIND LOAD (psf) 67.80 45.30 LOADS TO PIER WIDTH LEFT OPENING^ HEIGHT LEFT OPENING= 0.00 fto.oo n WIDTH RIGHT OPENING' HEIGHT RIGHT OPENING* 0.00 ft 0.00 ft DEAD LOADS DEAD LOAD (ECC) AXIAL DEAD LOAD TOTAL WALL LOAD LOAD (plf) I LIVE LOADS 908.00 4200.00 1700.0 ROOF LIVE (ECC) AXIAL ROOF LOAD FLOOR LIVE (ECC) AXIAL FLOOR LOAD LOAD (plf) 0.00 0.00 0.00 0.00 LATERAL LOADS SEISMIC WIND LOAD (psf) 67.80 45.30 LOAD CASES LOAD CASE NUMBER 1 2 3 4 5 6 7 8 9 DEAD FACTOR 1.20 1.20 1.20 1.20 1.20 0.90 0.00 1.40 1.05 FLOOR LIVE FACTOR 1.60 0.50 0.00 0.50 0.50 0.00 0.00 1.70 1.30 ROOF LIVE FACTOR 0.50 1.60 1.60 0.50 0.00 0.00 0.00 1.70 1.30 SEISMIC FACTOR 0.00 0.00 0.00 0.00 1.40 1.40 0.00 0.00 0.00 WIND FACTORo.oo 0.00 0.80 1.30 0.00 0.00 1.30 0.00 1.30 Load Case Equation 1612.2(12-2} 1612.2(12-3) 1612.2(12-3) 1612.2(12-4) 1612.2(12-5) 1612.2 (12-6) 1612.2 (12-6) 1909.2(9-1) 1909.2 (9-2) CALCULATIONS:NUMBER OF ITTERATIONS=10 ALLOW.SERV DEFL= |g= Mcr= 2.080 in 1024 in3 70.1 in-k Acr= pbai= Convergence 0.209 in 0.0214 Service 5.91%Strength 10.48% Load Case Ase (in') Pu-mid (kip) Pu-top (kip) a (in) C(in) Icr (inj) Ps-lop (Wp) Ps-mld (kip) Ms@Top (k-ln) Ms@Mid Ht (k-in) Max Service A (in) Mu@Top (k-ta) Mu@Mid Ht (k-in) Max Ultimate A (in) Mn (k-ln) An (in) $ (Increase) 1.15 16.34 2.18 1.13 1.33 72.06 1.82 13.62 11.80 6.15 0.02 14.16 7.08 0.02 211.92 8.98 0.84 1.15 16.34 2.18 1.13 1.33 72.06 1.82 13.62 11.80 6.15 0.02 14.16 7.08 0.02 211.92 8.98 0.84 1.15 16.34 2.18 1.13 1.33 72.06 1.82 13.62 11.80 228.11 9.98 14.16 212.02 8.99 211.92 8.98 0.84 1.15 16.34 2.18 1.13 1.33 72.06 1.82 13.62 11.80 228.11 9.98 14.16 693.91 38.79 211.92 8.98 0.84 1.15 16.34 2.18 1.13 1.33 72.06 1.82 13.62 11.80 465.33 24.65 14.16 1460.47 86.20 211.92 8.98 0.84 1.08 12.25 1.63 1.06 1.25 69.26 1.62 13.62 11.80 562.65 32.72 10.62 669.79 39.80 201.57 8.89 0.85 1.08 12.25 1.63 1.06 1.25 69.26 1.82 13.62 11.80 266.81 13.19 10.62 333.19 17.58 201.57 8.89 0.85 1.20 19.06 2.54 1.17 1.38 73.98 1.82 13.62 11.80 6.15 0.02 16.53 8.76 0,03 218.67 9,03 0,83 1.12 14.30 1.91 1.10 1.29 70.65 1.82 13.62 11.80 245.38 11.40 12.39 470.71 25.79 206.78 8.94 0.85 DESIGN SUMMARY: <PMn (k-ln)= Mu@Mld HI (k-in)= Mu @ Top (k-in)= Allow Serv A (in)= Max Serv A (in)= 0.04Fc= Serv. LD Stress= 0.6*(p balance)= p (steel ratk>)= Mcr (k-ln)= *Mn (k-ln)= 177.46 7.08 14.16 2.08 0.02 0.12 0.08 0.0128 0.0101 70.11 177.46 177.46 7.08 14.16 0.02 0.08 177.46 177.46 212.02 14.16 9.98 0.08 177.46 177.46 693.91 14.16 9.98 0.08 177,46 177.46 1460.47 14,16 24.65 0.08 177,46 171.95 669.T9 10.62 32.72 0.08 171.95 171.95 333.19 10.62 13.19 0.08 171.95 180.83 8.76 16.53 0.02 0.08 180,83 174.78 470.71 12.39 11.40 0.08 174,78 NO I OK NO I OK OK OK NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO.OF JOB NO. O<\'OH.O\ Til fk- NOWAK+WISEMAN Structural Engineers == BRACED FRAME G.B. == Version 1.3(12/99} PROJECT: Faraday Warehouse Remodel I LOCATION: Along G.L 6 JOB NO: 04-07701 1/24/2005 17:30:43 ^" ^SE:DL•^LL+Seismic .LOWABLE SOIL PRESSURE: JISTANCE BWN, F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4.27 KSF (INCLUDES INCREASE) 1 FT THICKNESS 3 WIDTH 6 LENGTH OF FRAME 44 GB. EXT. EA. END 6.5 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS^ DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B. 1.00 1.00 57 3.36 44 FT. BF. COL # 1 2 3 4 5 DL(K) 73 72.59 0 0 0 LL(K) 58.29 58.08 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 160.05 89,7 0 0 0 HT. A.F.F. (FT.) 25.5 11.5 0 0 0 ,. LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 <" r:; PTOT= MOT= MR= e= L/6= 453.48 K 6111.83 FT.K 12910.54 FT.K 13.51 FT. 9.50 FT. OVERALL STABILITY^ 2.11 SOIL PRESSURE= 3.36 KSF O.K. Maximum Shear= 139.67 kip fi Vc= 262.75 kip (Assumes d=Thick. - 4") Moment, Mu= 468.28 k-ft fc= 4500 psi NOWAK+WISEMAN Structural Engineers == BRACED FRAME G.B. == Version 1.3(12/99) PROJECT: Faraday Warehouse Remodel LOCATION: Along G.L 6 JOB NO: 04-077.01 1/25/2005 08:48:44 - 'VSE:.9DL+Seismic .LOWABLE SOIL PRESSURE: JISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4.27 KSF (INCLUDES INCREASE) 1 FT THICKNESS 3 WIDTH 6 LENGTH OF FRAME 44 GB. EXT. EA. END 6.5 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B.) 0.90 0.00 57 3.02 44 FT. BF. COL. # 1 2 3 4 5 DL(K) 73 72.59 0 0 0 LL(K) 58.29 58.08 0 0 0 [SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING - LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW {K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 160.05 89.7 0 0 0 HT. A.F.F. (FT.) 25.5 11.5 0 0 0 •- '7- PTOT= MOT= MR= e= L/6= 303.40 K 6111.83 FT.K 8638.75 FT.K 20.17 FT. 9.50 FT. OVERALL STABILITY^ 1.41 SOIL PRESSURE= 4.05 KSF O.K. Maximum Shear= 164.73 kip fi Vc= 262.75 kip (Assumes d=Thick. - 4") Moment, Mu= 566.52 k-ft fc= 4500 psi o•«•*TOIOOoCMIOCM cTO CD _j CD D)C.g ro CD TO•o TO CTO (DCO TO I CD (DQ. roCO 1000o CM h-inCOinooCMin"04 c CD CO_j o D> _o CO COo >>(0•o 2(0u_ cCO COw 5 oS j*: CDI 0) . CO CO CD mCO 9 CM <COCO10oo<NinCM (0 r- CO D) C_o (D COCD>*(0•D 2 (0UL <u1>,£! &CDCO 10 GO CMO 12- <COCDIOOOCMIOCN C (D CD O)C_o CO CO O CDU- c £0E0) JCI2 CD CDQ. CO to CD IOCOo CN NOWAK + WISEMAN STRUCTURAL ENGINEERS BY i^6|6 DATE \\ffp PROJECT SHEET NO.OF JOB NO, C^.L *ft (11.15+2' NOWAK+WISEMAN Structural Engineers == BRACED FRAME G.B. == Version 1.3(12/99) PROJECT: Faraday Warehouse Remodel LOCATION: Along G.L.A.7 JOB NO: 04-077.01 1/24/2005 14:52:33 H - \SE:DL+LL+Seismic j-LOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 3.47 KSF (INCLUDES INCREASE) 1 FT THICKNESS 2 WIDTH 4 LENGTH OF FRAME 19 GB. EXT. EA. END 6 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS^ DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B. 1.00 1.00 31 1.64 19 FT. BF. COL. # 1 2 3 4 5 DL(K) 16.2 14.48 0 0 0 LL(K) 20.71 11.73 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 57 0 0 0 0 HT. A.F.F. (FT.) 11.5 0 0 0 0 ~ LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 PTOT= MOT= MR= e= U6= 113.96 K 826.50 FT.K 1664.73 FT.K 8.14 FT. 5.17 FT. OVERALL STABILITY= 2.01 SOIL PRESSURE= 2.58 KSF Maximum Shear= 61.19 kip Moment, Mu= fiVc= 109.48 kip fc= (Assumes d=Thick. - 4") O.K. 195.37 k-ft 4500 psi NOWAK+WISEMAN Structural Engineers =- BRACED FRAME G.B. == Version 1.3 (12/99) PROJECT: Faraday Warehouse Remodel LOCATION: Along G.L. A.7 JOB NO: 04-077.01 1/24/2005 14:53:04 - \SE:.9DL+Seismic i-LOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 3.47 KSF (INCLUDES INCREASE) 1 FT THICKNESS 2 WIDTH 4 LENGTH OF FRAME 19 GB. EXT. EA. END 6 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factors TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B.) 0.90 0.00 31 1.48 19 FT. BF. COL. # 1 2 3 4 5 DL(K) 16.2 14.48 0 0 0 LL(K) 20.71 11.73 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 57 0 0 0 0 HT. A.F.F. (FT.) 11.5 0 0 0 0 - LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 PTOT= MOT= MR= e= U6= 73.37 K 826.50 FT.K 1122.50 FT.K 11.47 FT. 5.17 FT. OVERALL STABILITY= 1.36 SOIL PRESSURE= 3.03 KSF O.K. Maximum Shear= 64.20 kip fiVc= 109.48 kip (Assumes d=Thick. - 4") Moment, Mu= 217.84 k-ft fc= 4500 psi Q_I^f*jCO10<Nir><Nc CO V o D>c5 CO CD COT3 E CO °a j*:io Q><UQ. CO tom ^r^- 9 S CDOCMin IP D)C_gto COO>.OJ•a 203 cro o>CO ofl .^iO <D<D Q. CO (DCO X D_Tf^tTOIOOOCM10CM cCO ^f-'< UJ r^ < _j CD 05C_o OJ 03 O 2(0L_ c(0 0)w 0)®,Q. CO 03 CD r*-h-os V V- Q.03inoCNin _J d O)c£ (D COO >» OJ TJ 2 01 LL 03 -*ra o CO NOWAK+WISEMAN Structural Engineers -* BRACED FRAME G.B. == Version 1.3(12/99) PROJECT: Faraday Warehouse Remodel LOCATION: Along G.L. D JOB NO: 04-IV7.01 1/25/2005 17:16:35 "'XSE^L+LL+Seismic -LOWABLE SOIL PRESSURE: JISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4.07 KSF (INCLUDES INCREASE) 1 FT THICKNESS 2 WIDTH 5.5 LENGTH OF FRAME 19 GB. EXT. EA. END 6 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS^ DL Reduction Factor= LL Reduction Factor* TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= {INCL SOIL ABOVE G.B.) 1.00 1.00 31 2.26 19 FT. BF. COL. # 1 2 3 4 5 DL(K) 73 23.42 0 0 0 LL(K) 34.73 12.28 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 81.51 0 0 0 0 HT. A.F.F. (FT.) 11.5 0 0 0 0 PTOT* MOT= MR= jY*" U6= 213.34 K 1181.90FT.K 2622.41 FT.K 8.75 FT. 5.17 FT. OVERALL STABILITY* 2.22 SOIL PRESSURE= 3.83 KSF O.K. Maximum Shear= 131.78 kip fiVc= 150.53 kip (Assumes d=Thick, - 4") Moment, Mu= 421.55 Ml fc= 4500 psi NOWAK+WISEMAN Structural Engineers == BRACED FRAME G.B. == Version 1.3(12/99) PROJECT1. Faraday Warehouse Remodel LOCATION: Along G.L. D JOB NO: 04-077.01 1/25/2005 17:16:35 ~<\SE:.9DL+Seismic .LOWABLE SOIL PRESSURE: JlSTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4.07 KSF (INCLUDES INCREASE) 1 FT THICKNESS 2 WIDTH 5.5 LENGTH OF FRAME 19 GB. EXT, EA. END 6 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B.) 0.90 0.00 31 2.03 19 FT. BF. COL # 1 2 3 4 5 DL(K) 73 23.42 0 0 0 LL(K) 34.73 12.28 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING I- LOAD NO. 1 2 3 4 5 DIST. FROM ENDC1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 81.51 0 0 0 0 HT. A.F.F. (FT.) 11.5 0 0 0 0 PTOT= MOT= MR= e= U6= 149.69 K 1181.90 FT.K 1896.32 FT.K 10.73 FT. 5.17 FT. OVERALL STABILITY= 1.60 SOIL PRESSURE= 3.80 KSF O.K. Maximum Shear= 121.79 kip fiVc= 150.53 kip (Assumes d=Thick. - 4") Moment, Mu= 402.18 k-ft fc= 4500 psi h a .si V CDCOib-t->ro10ooCMinCM cro Q o> ^ro CD CD•a u_ I CD COm o t" CL(OCOin•»-<(0LOoinCM cCD Q O) £ CO COO>.CO CD COI 0)Q. CO COCO Q-h-coinIOooCMin CM CCD o _ (D CD O > TO*o S CO CO oz CDQ. CO ro CO r-.os v- •s. C Q_N-COIT)+-•co10ooCNin(N C CD UJ5 o -Id OT .2CO CQ O >sCO•osCOLl. 08 ^ I CDCOCLw COCQ o o o o o oigOJoJS >>. 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O CO COq CN mT-: r^ T-:01 ° ^T- r- -^— 1 _1 Q • — * (D^J II 3 D- wCD E wCO SOZ w "55a .* oo oO COn V)_e u M il Strengtlconcretefv«w"CCD ISE . o- E S <§CM UJ C- D: o Iscw — a c<u :=.Q W (D5 OOOOO'r-i-T-OJCNCNCOfO^-Tj-inCOCOOOOOCOO oooooooooooooooooooooo CN-r-COCOTr^J-incOtOCD CMtNCMtNCMCNCOCOCOCO CNCNCMCMCOCOCOCO CNCMC-JCNCMCOCOnrOCOCOCO CD LL CO 0 ™ is. TOO o o IIII UJ•JOQ * _o> ^C (tj I* «osg 2 CD o K -o ^ Z 0 -*OOJOCO tO^CM co -<t(Dts.o(N mOOO CDcorf m cor--ooa>^: T- n it .£ 2 Q. O•P" .(0 _c Q. 3 £ « O I °0)oat oroa. </)Q. o * LO 3 rt MV) II 0) m Ow OQ. en II II (0 •*" .5* «x CD « o tn co 0o oO CD II II P0)k. V•»•« r-(0 o— o.5 <5*jCD fc O< a <§ LU V. O UJ (0 I UJz °>? 0. C fl) i3-« Q CL CO -r- OOOOOOOOOOOOOOOOOOOOOT- CM uj ijj "si ^r ^r ^T IN ^* *•" *JJ f^\ ^i 1^4C-JCMCOCOrJ-^fintDtO(D°E° CNJCNJC-JCNCMCNJCOCOCOCO ojcNicMCNCMOocococonmco RAMNTEUNATICtJAl Gravity Column Design RAM Steel v8.2 DataBase: faraday NPB Building Code: UBC1 03/01/05 16:14:0 Steel Code: ASD 9th EC Story level Mezzanine, Column Line B - 5 Fy(ksi) - 46.00 Orientation (degrees) - 0.0 Column Size - HSS7X7X1/4 INPUT DESIGN PARAMETERS: Lu(ft). K Braced Against Joint Translation Column Eccentricity (in) Top Bottom X-Axis 14.00 1 Yes 6.00 0.00 Y-Axis 14.00 1 Yes 6.00 0.00 CONTROLLING COLUMN LOADS - Load Case 6: Axial (kips) Moments Top MX (kip-ft) My (kip-ft) Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead 64.32 0.00 0.02 0.00 0.00 Live 14.55 0.00 3.70 0.00 0.00 Roof 23.46 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) fbx (ksi) fby (ksi) KL/Rx F'ex Cmx 16.58 0.00 3.36 61.20 39.87 0.00 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry Fey Cmy 21.10 30.36 30.36 61.20 39.87 0.60 INTERACTION EQUATION fa/Fa = 0.79 EqHl-1: 0.786 + 0.000 + 0.114 = 0.900 EqHl-2: 0.601+0.000 + 0.111=0.712 RAM Baseplate VI.01 Nowak-Meulmester & Associates Faraday Warehouse Existing Base Plate at G.L. 5&E Detailed Design Results 3/ 2/05 CRITERIA: Analysis Maintain Strain Compatibility Use full plate area for axial only compression load on plate Design Use LRFD 2nd to check plate bending Max concrete bearing per AISC J9. Anchor Shear Check Per AISC Specifications. Anchor Tension Check Per AISC Specifications. INPUT DATA: Column Column Size TS7X7X.2500 Base Plate Plate Fy (ksi ) 36.00 N (Parallel to Web) (in) 12.00 B (Perpendicular to Web) (in) 12.00 Plate Thickness (in) 0 .63 Anchor No anchors present Footing Footing Strength f ' c (ksi ) 3.00 Concrete Modulus {ksi ) 3122 . 02 Dimension (Parallel to web) (ft) 7.00 Dimension (Perpendicular to web) (ft)... 7.00 Design Load Building Code: UBC 94 Load combination: 1.40DL Axial (kip ) 90.05 Vx (kip ) 0.00 MX (kip-ft) 0.00 RESULTS: Analysis Uniform Load on Base Plate. Plate Bending Max bending moment from concrete compression m [N-0.95d]/2.0 (in) 2.67 n [B-0.95b]/2.0 (in) 2.67 Controlling effective width to resist moment (in) ... 12.00 Controlling plate bending moment (kip-ft) 2.24 PhiMn = (0.9xMn) (kip-ft) 3.16 Mu/PhiMn 0.71 Thickness Required (in) 0.53 Thickness controlled by cantilever action. Anchors No anchors present Page 1 RAM Baseplate VI.01 Nowak-Meulmester & Associates Faraday Warehouse Existing Base Plate at G.L. 5&E Detailed Design Results 3/ 2/05 8:13 Bearing Eff Area of Support A2 (inA2) 576.00 Plate Area Al (inA2) 144.00 Sqrt{A2/Al) 2.00 Phic Pp = 0.6 Pp (kip ) 440.64 Pu (kip ) 90.05 Actual Bearing Stress (ksi ) 0.63 DIAGRAM: TS7X7X.2500 PL 12.00 X 12.00 X 0.63 (in) 5046282 - 3/4" A325 Anchor Bolts Page 2 illRAMINTEPNATO Ji Gravity Column Design KM i RAM Steel v8,2 DataBase: faradayNPB Building Code: UBC1 03/02/05 15:26:4 Steel Code: ASD 9th EC Story level Mezzanine, Column Line 44.50ft - 60.50ft Fy (ksi) = 50.00 Column Size Orientation (degrees) = Q.O = HSS7X7X1/4 INPUT DESIGN PARAMETERS: Lu(ft). K __ Braced Against Joint Translation Column Eccentricity (in) Top Bottom X-Axis 13.00 1 Yes 6.00 0.00 Y-Axis 13.00 1 Yes 6.00 0.00 CONTROLLING COLUMN LOADS - Load Case 12: Axial (kips) Moments Top MX (kip-ft) My (kip-ft) Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead 42.34 -3.45 -4.67 0.00 0.00 Live 24.93 -9.24 -3.23 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) fbx (ksi) fby (ksi) KL/Rx F'ex Cmx 10.90 11.45 7.12 56.83 46.25 0.60 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry F'ey Cmy 23.25 30.00 30.00 56.83 46.25 0.60 INTERACTION EQUATION fa/Fa = 0.47 EqHl-1: 0.469 + 0.300 + 0.186 = 0.955 EqHl-2: 0.363 + 0.382 + 0.237 = 0.982 iiiRAMiNTEfNATO-JAl Gravity Column Design RAM Steel v8.2 DataBase: faraday NPB Building Code: UBC1 03/02/05 15:27:2 Steel Code: ASD 9th EC Story level Mezzanine, Column Line B - 6 Fy(ksi) = 46.00 Orientation (degrees) = 0.0 Column Size - HSS8X8X1/4 INPUT DESIGN PARAMETERS: Lu(ft)_ K Braced Against Joint Translation Column Eccentricity (in) Top Bottom X-Axis 14.00 1 Yes 6.50 0.00 Y-Axis 14.00 1 Yes 6.50 0.00 CONTROLLING COLUMN LOADS - Load Case 1 Axial (kips) Moments Top MX (kip-ft) My (kip-ft) Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead 60.96 4.68 -0.02 0.00 0.00 Live 29.70 4.78 0.00 0.00 0.00 Roof 23.59 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) fbx (ksi) fby (ksi) KL/Rx F'ex Cmx 16.09 6.41 0.02 53.24 52.69 0.60 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry F'ey Cmy 22.25 27.60 27.60 53.24 52.69 0.60 INTERACTION EQUATION fa/Fa = 0.72 EqHl-1: 0.723 + 0.201+0.000 = 0.925 EqHl-2: 0.583 + 0.232 + 0.001=0.816 illRAM (NTEtNATO'AI Gravity Column Design RAM Steel v8.2 DataBase: faraday NPB Building Code: UBC1 03/02/05 17:04:3 Steel Code: ASD 9th EC Story level Mezzanine, Column Line C - 6 Fy(ksi) = 46.00 Orientation (degrees) = 0.0 Column Size - HSS8X8X1/4 INPUT DESIGN PARAMETERS: Lu(ft). K ____ Braced Against Joint Translation __ Column Eccentricity (in) Top Bottom X-Axis 14.00 1 Yes 6.50 0.00 Y-Axis 14.00 1 Yes 6.50 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Axial (kips) Moments Top MX (kip-ft) My (kip-ft) Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead 75.98 -0.03 0.00 0.00 0.00 Live 34.91 -0.02 0.00 0.00 0.00 Roof 23.17 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) fbx (ksi) fby (ksi) KL/Rx F'ex Cmx 18.88 0.03 0.00 53.24 52.69 0.60 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry F'ey Cmy 22.25 27.60 27.60 53.24 52.69 0.00 INTERACTION EQUATION fa/Fa = 0.85 EqHl-1: 0.849 + 0.001+0.000-0.850 EqHl-2: 0.684 + 0,001+0.000 = 0.685 INTEENATO iAl Gravity Column Design RAM Steel v8.2 DataBase: faraday NPB Building Code: UBC1 03/02/05 17:05:0 Steel Code: ASD 9th EC Story level Mezzanine, Column Line G - 6 Fy(ksi) = 46.00 Orientation (degrees) = 0.0 Column Size = HSS8X8X1/4 INPUT DESIGN PARAMETERS: Lu(ft). K Braced Against Joint Translation Column Eccentricity (in) Top Bottom X-Axis 14.00 1 Yes 6.50 0.00 Y-Axis 14.00 1 Yes 6.50 0.00 CONTROLLING COLUMN LOADS - Load Case 1 Axial (kips) Moments Top MX (kip-ft) My (kip-ft) Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead 75.87 0.00 0.00 0.00 0.00 Live 34.84 0.00 0.00 0.00 0.00 Roof 23.17 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) fbx (ksi) fby (ksi) KL/Rx PCX Cmx 18.86 0.00 0.00 53.24 52.69 0.00 Fa (ksi) Fbx (ksi) Fby (ksi) KIVRy F'ey Cmy 22.25 27.60 27.60 53.24 52.69 0.00 INTERACTION EQUATION fa/Fa - 0.85 EqHl-1: 0.848 + 0.000 + 0.000 = 0.848 EqHl-2: 0.683 + 0.000 + 0.000-0.683 RAM NTEBNAITOKAl Gravity Column Design RAM Steel v8.2 DataBase: faraday NPB Building Code: UBC1 03/02/05 17:05:1 Steel Code: ASD 9th EC Story level Mezzanine, Column Line H - 6 Fy(ksi) = 46.00 Orientation (degrees) = 0.0 Column Size = HSS8X8X1/4 INPUT DESIGN PARAMETERS: Lu(ft). K Braced Against Joint Translation ___ Column Eccentricity (in) Top Bottom X-Axis 14.00 1 Yes 6.50 0.00 Y-Axis 14.00 1 Yes 6.50 0.00 CONTROLLING COLUMN LOADS - Load Case 1 Axial (kips) Moments Top MX (kip-ft) My (kip-ft) Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead 60.00 -4.52 0.00 0.00 0.00 Live 29.45 -4.75 0.00 0.00 0.00 Roof 23.59 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) fbx (ksi) fby (ksi) KL/Rx Fex Cmx 15.92 6.29 0.00 53.24 52.69 0.60 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry Fey Cmy 22.25 27.60 27.60 53.24 52.69 0.00 INTERACTION EQUATION fa/Fa = 0.72 EqHl-1: 0.716 + 0.196 + 0.000 = 0.912 EqHl-2: 0.577 + 0.228 + 0.000 = 0.805 NOWAK + WISEMAN STRUCTURAL ENGINEERS \\ Mm^viiUE- \ iA<S*\''o" NOWAK + WISEMAN STRUCTURAL ENGINEERS He"BY E3C-f? DATE //gCg PROJECT fAMP/H SHEET NO. f^ OF—e- 1 ( JOB NO. U) . Vff Yi NOWAK + WISEMAN STRUCTURAL ENGINEERS BY Efri6 DATE PROJECT SHEET NO. .i OF JOB NO. <?4-<m. V O., 4-61*.-- 1.1 f/ PUB !*•<*> RAM Baseplate VI.01 Nowak-Meulmester & Associates M Faraday Warehouse Remodel Additional Brace Frame Base Plate Detailed Design Results 2/23/05 15: 4 CRITERIA: Analysis Maintain Strain Compatibility Use full plate area for axial only compression load on plate Design Use LRFD 2nd to check plate bending Max concrete bearing per AISC J9. Shear Resisted with Shear Lug. Lug Width: Use entire width of base plate Lug Bearing: Per AISC recommendations Friction: Ignore Grout Thickness (in) 2.00 Anchor Tension Check Per AISC Specifications. INPUT DATA: Column Column Size TS6X6X.2500 Base Plate Plate Fy (ksi ) 36.00 N (Parallel to Web) (in) 12.00 B (Perpendicular to Web) (in) 12 .00 Plate Thickness (in) 1.00 Anchor Anchor Size 3/4" Anchor Area (inA2) 0.44 Anchor Material A325-120 Anchor Modulus (ksi ) 29000.00 Anchor Strength Fu (ksi ) 120 . 00 Footing Footing Strength f'c (ksi ) 4.50 Concrete Modulus (ksi ) 3823 .68 Dimension (Parallel to web) (ft) 4.50 Dimension (Perpendicular to web) (ft)... 4.50 Design Load Building Code: No Code Generated Combinations Load combination: 1.20DL + 0.50LL + 3.92E Axial (kip ) 68.83 Vx (kip ) 3 .14 MX (kip-ft) 0.00 Page 1 RAM Baseplate VI.01 Nowak-Meulmester & Associates M Faraday Warehouse Remodel Additional Brace Frame Base Plate Detailed Design Results 2/23/05 15: 4 RESULTS: Analysis Uniform Load on Base Plate. Plate Bending Max bending moment from concrete compression m [N-0.95d]/2.0 (in) n [B-0.95b]/2.0 (in) Controlling effective width to resist moment (in) Controlling plate bending moment (kip-ft) PhiMn = (0.9xMn) (kip-ft) Mu/PhiMn Thickness Required (in) Thickness controlled by cantilever action. Anchors Lug Size (WxLxT)(in )...PL 2.11 x 12.00 X 0.26 3.15 3.15 12.00 2.37 8.10 0.29 0.54 T Interaction 0.00 0.00 0.00 0.00 Anchor X(in) Y(in) T(kip ) 1 -4.50 4.50 0.00 2 -4.50 -4.50 0.00 3 4 .50 4.50 0.00 4 4.50 -4.50 0.00 Bearing Ef f Area of Support A2 (inA2) 576.00 Plate Area Al (inA2) 144.00 Sqrt (A2/A1) 2.00 Phic Pp = 0.6 Pp (kip ) 660.96 Pu (kip ) 68.83 Actual Bearing Stress (ksi ) 0.48 DIAGRAM: S6X6X.2500 X(in) -4.50 -4.50 4.50 4.50 Y(in) 4.50 -4 .50 4.50 -4.50 PL 12.00 X 12.00 X 1.00 (in) 4 - 3/4" A325 Anchor Bolts Page 2 NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO.OF JOB NO. F" ^ 4 NOWAK+WISEMAN Structural Engineers — BRACED FRAME G.B. == Version 1.3 (12/99) ___ PROJECT: Faraday Warehouse Remodel LOCATION: Along G.L. ? JOB NO: 04-077.01 2/23/2005 17:29:55 Ml" ' *VSE:DL+LL+Seismrc .cLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 3.47 KSF (INCLUDES INCREASE) 1 FT THICKNESS 2 WIDTH 4 LENGTH OF FRAME 15 GB. EXT. EA. END 2 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS* DL Reduction Factor= LL Reduction Factor? TOTAL G.B. LENGTH {FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B. 1.00 1.00 19 1.64 15 FT. BF. COL # 1 2 3 4 5 DL(K) 8.2 3.6 0 0 0 LL(K) 12.92 5.7 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 16.1 0 0 0 0 HT. A.F.F. (FT.) 11.5 0 0 0 0 ^ LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K> 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 PTOT= MOT= MR= e= U6= 61.58 K 233.45 FT.K 496.36 FT.K 5.23 FT. 3.17 FT. OVERALL STABILITY= 2.13 SOIL PRESSURE= 2.40 KSF O.K. Maximum Shear= 20.23 kip fiVc= 109.48 kip (Assumes d=Thick. - 4") Moment, Mu= 20.93 k-ft fc= 4500 psi Nowak & Wiseman Barry Speer 04-077.01 Faraday GB along G.L. Feb 23. 2005 at 6:20 PM FRAME.r2d ML/ Nowak & Wiseman Barry Speer 04-077.01 Faraday GB along G.L. Feb 23, 2005 at 6:21 PM FRAME. r2d NOWAK+WISEMAN Structural Engineers == BRACED FRAME G.B. == Version 1.3 (12/99) PROJECT: Faraday Warehouse Remodel LOCATION: Along G.L. ?a JOB NO: 04-077.01 2/23/2005 17:29:15 \\L\0 ^ASEiO.SDL+Seismic .J-OWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 3.47 KSF (INCLUDES INCREASE) 1 FT THICKNESS 2 WIDTH .4 LENGTH OF FRAME 15 GB. EXT. EA. END 2 VERTICAL LOADING TYPICAL DISTANCE BTW. BF, COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B. 0.90 0.00 19 1.48 15 FT. BF. COL. # 1 2 3 4 5 DL(K) 8.2 3.6 0 0 0 LL(K) 12.92 5.7 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 16.1 0 0 0 0 HT. A.F.F. (FT.) 11.5 0 0 0 0 L LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 PTOT= MOT= MR= e= L/6= 38.66 K 233.45 FT.K 336.26 FT.K 6.84 FT. 3.17 FT.Maximum OVERALL STABILITY* SOIL PRESSURED Shear* 19.61 kip fiVc= 109.48 kip (Assumes d=Thick. - 4") 1.44 2.42 KSF O.K. Moment, Mu= 20.74 k-ft fc= 4500 psi EL. HUUIVLC2, 9D»SMr**"Bv S^IHT Poo* (li| Nowak & Wiseman Barry Speer 04-077.01 Faraday GB along G.L. Feb23,2005at6:22PM FRAME.r2d EL.ML! Nowak & Wiseman Barry Speer 04-077.01 Faraday GB along G.L Feb23, 2005 at 6:22 PM FRAME.r2d NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. tin 7 OF JOB NO. Q4-QTT.<M *" .6 y .AJ (Jt>. r* '- tl^/V" I ol^*" NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. ^16(4 OF JOB NO. YM-^-fee—£^t ^vo •^rt* [ I "^ , -I5-H^ | I I V-^r —^^ ± i I ft' I15 ZO' ft' If*2L' 11.%' l*- <ll W > jf* '4' to 4^i rJT •;•• -j.:o ^~tv- i> A fl 7' .. -> NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO.OF JOB NO. -i 4-7 e -v (,00000» [Ay i [WO H- 1lt?1 *•'-- fr/c NOWAK + WISEMAN STRUCTURAL ENGINEERS BY b DATE PROJECT . HLfSHEET NO. OF JOBNO. 4; 10. NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT fa PA pA"|SHEET NO. HtP OF JOB NO. o o o r- 0 ro c /i- it) id NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. iKfK OF JOB NO. 11 NOWAK + WISEMAN STRUCTURAL ENGINEERS BY.DATE PROJECT SHEET NO.OF JOB NO. > 1.7 7 *l> •'- \& 6r NOWAK + WISEMAN STRUCTURAL ENGINEERS BY 4fafc DATE ^ 0^ PROJECT SHEET OF JOB NO. OA'Qll 01 -. WM* f- NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT rife Ai0iJ6|£|.Lr« fa fyt&k if") SHEET NO.OF JOB NO. 0^ ' ft 1.7* RAM Baseplate VI.01 Nowak-Meulmester & Associates M Faraday Warehouse Big Frame Base Plate (revised) Detailed Design Results 3/ 3/05 9:13 CRITERIA: Analysis Maintain Strain Compatibility Use full 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 Check Per AISC Specifications. Anchor Tension Check Per AISC Specifications. INPUT DATA: Column Column Size TS7X7X.2500 Base Plate Plate Fy (ksi ) 36.00 N (Parallel to Web) (in) 18.00 B (Perpendicular to Web) (in) 18.00 Plate Thickness (in) 2.00 Anchor Anchor Size 1 1/2 " Anchor Area (iuA2) 1.77 Anchor Material A325-120 Anchor Modulus (ksi ) 29000.00 Anchor Strength Fu (ksi ) 120 . 00 Exclude Thread from Shear Plane Footing Footing Strength f ' c {ksi ) 3.00 Concrete Modulus (ksi ) 3122 . 02 Dimension {Parallel to web) (ft) 12.00 Dimension (Perpendicular to web) (ft)... 5.00 Design Load Building Code: No Code Generated Combinations Load combination: 1.20DL + 0.50LL + 0.50RLL + 3.92E Axial (kip ) 447.93 Vx (kip ) 684.43 MX (kip-ft) 0.00 Allowable Stress Increase Factor 1.70 Page 1 RAM Baseplate VI.01 Nowak-Meulmester & Associates M Faraday Warehouse Big Frame Base Plate (revised) Detailed Design Results 3/ 3/05 9:13 RESULTS: Analysis Uniform Load on Base Plate. Plate Bending Max bending moment from concrete compression Allowable Stress Increase Factor m [N-0.95d]/2.0 (in) n [B-0.95b]/2.0 (in) Controlling effective width to resist moment (in) .. Controlling plate bending moment (kip-ft) 33.39 fb (ksi ) Fb (ksi ) fb/Fb Thickness Required (in) Thickness controlled by cantilever action. Anchors 1.70 5.68 5.68 18.00 33.39 45.90 0.73 1.71 Anchor 1 2 3 4 5 6 7 X(in) -6-50 -6-50 -6.50 -6.50 -2.50 -2.50 2.50 2.50 6.50 6.50 6-50 Y(in) -6.50 -2.50 2.50 6.50 -6.50 6.50 -6.50 6.50 -6.50 -2.50 2.50 6.50 V(kip 57.04 57.04 57.04 57.04 57.04 57.04 57.04 57.04 57.04 T(kip 0-00 0.00 0.00 0.00 0.00 0-00 0.00 0.00 0.00 0-00 o.oo 0.00 Interaction 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 9 10 6.50 -2.50 57.04 11 6-50 2.50 57.04 12 6.50 6.50 57.04 Bearing Eff Area of Support A2 (inA2) 1296. 00 Plate Area Al (inA2) . . . 324.00 Sqrt (A2/A1) 2.00 Allowable Bearing Pressure (ksi ) 3.57 Actual Bearing Stress (ksi ) 1.38 DIAGRAM: Page 2 •• • •^p ^^ ^^ 46 8 12 3 TS 'X7X.2500 \ \ 11 2 \ 10 •^^ \ ^^ ^^ • • •1 5 \7 9 # 1 2 3 4 5 6 7 8 9 10 11 12 x(iti) -6.50 -6.50 -6.50 -6.50 -2 .50 -2.50 2 .50 2.50 6.50 6.50 6.50 6.50 Y(in) -6.50 -2.50 2.50 6.50 -6.50 6.50 -6.50 6.50 -6.50 -2.50 2.50 6.50 | NOWAK+WISEMAN Structural Engineers PROJECT: Faraday Warehouse . == Wood Stud Design for Combined Axial & Bending == LOCATION: Drag Beam 5 along G,L. A. 7 on Mezanine | Version 1.0(08/02) JOB NO: 03-080.01 3/3/2005 16:02:37 Trial Beam Size= E'c (psi)= le (ft)= d (in)= bw (in)= c'= Axial Load (#)= Dead Load (plf)= Stud Moment {#-') Axial Eccentricity (in.)= F*c(psi)= Fb (psi)= fc (psi)= fb (psi)= KcE= FcE= F'c= Axial 0.06 6x10 1600000.00 19.33 9.50 5.50 0.80 c'=0.8 for sawn lumber, 0.9 for Glu-Lam 9360.00 64.00 Uniform dead load per beam 0.00 Applied moment from another analysis 4.750 See note #3 2958.00 Provide values including Cd 2341.00 Provide values including Cd 179.14 971.00 0.30 KcE=0.3 for visually graded lumber or 0.418 for Glu-Lam 805.12 753.60 Bending Combined 0.53 0.59 <1.0 Notes: 1) Program is intended for design of exterior wood stud walls attached to a wood diaphragm via a ledger and subject to wind or seismic lateral loads. 2) Program assumes stud is continuously braced in weak direction. 3) Engineer to separate concentric wall load and load acting on ledger to determine equivalent eccentricity to center line of stud. Divide eccentricity by 2 if worse case lateral moment occurs at mid-height of stud. NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. frforl JOB NO. O4'Oil. \o\ ^£?'° L NOWAK+WISEMAN Structural Engineers == BRACED FRAME G.B. == Version 1.3 (12/99) PROJECT: Faraday Warehouse Remodel LOCATION: Along G.L 6 JOB NO: 04-077.01 3/1/2005 08:11:18 3E:.9DL+Seismic _LOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4.27 KSF (INCLUDES INCREASE) 1 FT THICKNESS 3 WIDTH 6 LENGTH OF FRAME 44 GB. EXT. EA. END 6.75 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor^ LL Reduction Factor= TOTAL G.B, LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B.) 0.90 0.00 57.5 3.02 44 FT. BF. COL. # 1 2 3 4 5 DL(K) 73 72.59 0 0 0 LL(K) 58.29 58.08 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING .OAD NO. 1 2 3 4 5 DIST. FROM ENDC1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 160.05 101.85 0 0 0 HT. A.F.F. (FT.) 25.5 11.5 0 0 0 PTOT= MOT= MR= e= L/6= 304.91 K 6300.15 FT.K 8758.07 FT.K 20.69 FT. 9.58 FT. OVERALL STABiLITY= 1.39 SOIL PRESSURE= 4.20 KSF O.K. Maximum Shear= 176.46 kip fi Vc= 262.75 kip (Assumes d=Thick. - 4") Moment, Mu= 632.98 k-ft fc= 4500 psi NOWAK+WISEMAN Structural Engineers == BRACED FRAME G.B. == Version 1.3(12/99) PROJECT: Faraday Warehouse Remodel LOCATION: Along G.L. 6 JOB NO: 04-077.01 3/1/2005 08:11:42 VSE:DL+LL+Seismic -LOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4.27 KSF (INCLUDES INCREASE) 1 FT THICKNESS 3 WIDTH 6 LENGTH OF FRAME 44 GB. EXT. EA. END 6.75 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B.) 1.00 1.00 57.5 3.36 44 FT. BF. COL # 1 2 3 4 5 DL(K) 73 72.59 0 0 0 LMK) 58.29 58.08 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING I LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 160.05 101.85 0 0 0 HT.A.F.F. (FT.) 25.5 11.5 0 0 0 PTOT= MOT= MR= e= L/6= 455.16 K 6300.15 FT.K 13072.21 FT.K 13.87 FT. 9.58 FT. OVERALL STABILlTY= 2.07 SOIL PRESSURE* 3.40 KSF O.K. Maximum Shear= 146.40 kip ft Vc= 262.75 kip (Assumes d=Thick. - 4") Moment, Mu= 510.51 k-ft fc= 4500 psi NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO.OF JOB NO. IfaP »•' /,c5M' 7 4 % !3tf- Cu? *f(r) NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO.OF JOB NO. iwu UMQ <g -r Hi KJ*' tr- 117 -'-7 (.<$ NOWAK + WISEMAN STRUCTURAL ENGINEERS BY _ DATE PROJECT SHEET NO. OF JOB NO. . .t?r ^|. {{1*4 NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO.OF JOB NO. - z UL =• 70 U = o g,r «. o t> O NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. OF JOB NO. " ic ?) - HP-' M h&-\ "4* NOWAK + WISEMAN STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. OF JOB NO. I 71? i- , , r~ T~ .. ^ P1 JpJ f J J J J J J J J -*• i 1 . [L L hh •. •h ^ r h. i 1 T•j *•*<^ .I I 1 c - >^ ^* A \ J ^ « o ^fc ^>r -r stN \ ky* ( R T sl ^/ '\ X 1 :. -1 >' . *s / y/ -' :M J ^<1/ / : > H .T 1ir / A : 11 r E M J E UPDATE GEOTECHNICAL INVESTIGATION MEZZANINE ADDITION CARLSBAD RESEARCH CENTER 2210 FARADAY AVENUE CARLSBAD, CALIFORNIA •^ C5 PREPARED FOR NEWPORT NATIONAL CORPORATION CARLSBAD, CALIFORNIA DECEMBER 2, 2004^ ^ ^ ^%_ ^^B ^ ^^^QIK B ^^^^fc ^^D CJfJhftQJ*- / ^ GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 07394-42-01 December 2, 2004 Newport National Corporation 1525 Faraday Avenue, Suite 100 Carlsbad, California 92008 Attention: Mr. Jeffry Brusseau Subject: MEZZANINE ADDITION CARLSBAD RESEARCH CENTER 2210 FARADAY AVENUE CARLSBAD, CALIFORNIA UPDATE GEOTECHNICAL INVESTIGATION References: 1. Final Report of Testing and Observation Services During Site Grading, Nellcor Puritan Bennett Addition Lot 44, Carlsbad, California, prepared by Geocon Incorporated, dated January 15, 1997 (Project No. 05772-11-02). 2. Geotechnical Investigation, Nellcor Puritan Bennett Addition, Carlsbad Research Center Lot 44, Carlsbad, California, prepared by Geocon Incorporated, dated August 13, 1996 (Project No. 05772-11-01). 3. Update Geotechnical Investigation for New Access Driveways and Parking Lots, Carlsbad Research Center, Carlsbad, California, prepared by Geocon Incorporated, dated October 6, 2004 (Project No. 07394-42-01). Gentlemen: In accordance with your request, we have prepared this update geotechnical investigation for a new mezzanine addition to the existing building at the subject project. The scope of our work consisted of reviewing the above referenced geotechnical reports and performing a site visit and to see if the site is in the same condition as it was at the completion of grading and to obtain surface soil samples for laboratory testing. The information contained in the referenced reports and results of laboratory tests were utilized to provide foundation recommendations for construction of the new mezzanine. 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fax (858) 558-6159 PREVIOUS SITE DEVELOPMENT The project site consists of Lot 45 of the Carlsbad Research Center. Grading occurred on the property during initial development of the research center. Compaction reports documenting the grading could not be obtained. Based on information contained in Geocon's 1996 geotechnical investigation, fills varying from 3 feet to over 50 feet thick were placed across the property. Grading for the existing building occurred in November 1996 under the testing and observation services of Geocon Incorporated (Geocon, January 1997). During this phase of grading undocumented fill within the perimeter of the Lot 45 building pad was removed to a depth of approximately 15 feet and/or until formational soils were exposed, whichever occurred first. Existing undocumented fills in loading dock, driveway areas and the parking area north of the building were removed to a depth of approximately 3 feet below proposed subgrade elevation. The existing fill soils to the west and east ends of the building pad were removed to the toe of fill slopes and/or at least 5 feet beyond the building footprint. Excess soils generated during the grading operations were spread uniformly across the south vacant portion of the lot without any compactive effort. ' SITE AND PROJECT DESCRIPTION The existing building in which the mezzanine improvements will be constructed is situated on Lot 45 of the Carlsbad Research Center located north of Faraday Avenue east of Dalton Court in Carlsbad. California (see Vicinity Map, Figure 1). The existing building is comprised of a concrete tilt-up industrial/manufacturing structure. An existing building lies west of the property on Lot 44 of the research center. Two vacant parcels lie south of the property. The existing building is supported by both shallow and deep foundations. Based on a foundation plan prepared for the original building entitled Nellcore Puritan Bennett Warehouse Building, Carlsbad, California, prepared by Smith Consulting Architects, dated October 11, 1996, the north-central portion of the building is supported by a drilled pier and grade beam foundation system. Spread footings and a perimeter continuous footing support the remaining portion of the building. The drilled piers were used in areas where undocumented fill was left in-place below the building pad. Areas where spread and continuous footings were constructed are underlain by compacted fill overlying native materials of the Point Loma Formation. Based on information provided by project personnel, plans are to construct an approximately 60-foot wide second story mezzanine along the south side of the existing building. New interior footings and grade beams will be constructed to support the new mezzanine. The proposed mezzanine is located in an area where undocumented fills were removed to formational soils and replaced as compacted fill. Project No. 07394-42-01 - 2 - December 2, 2004 As such, this portion of the existing building and new mezzanine is supported by spread and continuous footings. SOIL AND GEOLOGIC CONDITIONS Based on information provided in the referenced reports, the existing property is underlain by compacted fill, uncompacted fill, undocumented fill, and native materials of the Point Loma Formation. Descriptions for each of these soil types are provided below. Their estimated lateral extent based on previous grading reports and our site reconnaissance is shown on the Geologic Map (Figure 2, map pocket). Compacted Fill (Qcf) Compacted fill placed during previous grading operations observed and tested by Geocon Incorporated underlies the existing building pad. The compacted fill extends to depths varying between 3 feet and 15 feet. The fill consists of silty/sandy clays to clayey/silty sands. Based on laboratory testing performed for this investigation and during grading for the building pad, the fills are classified as having a "medium" expansion potential as defined by the Uniform Building Code (Table 18-I-B). The compacted fill is considered suitable for support of the proposed new footings for the mezzanine. Uncompacted Fill (Qucf) Uncompacted fill soil lies directly south of the existing building. The fill was excess soil generated during grading operations in 1996 that was spread out across the southern parcels. No compactive effort was applied when the soil was placed. Based on information contained in Geocon's 1997 "as graded" report, the uncompacted fill should be less than 2 feet thick. Uncompacted fill is considered unsuitable for support of structural loads. The uncompacted fill is located beyond the building pad limits and should not affect construction of the new mezzanine. Undocumented Fill (Qudf) Undocumented fill placed during previous grading operations underlies the compacted fill in the north-central portion of the building. The undocumented fill extends to depths in excess of 50 feet at its thickest point. Removal of the undocumented fill across the building pad to a depth of 15 feet was performed under the observation of Geocon Incorporated during previous grading (see Geocon, 1997). The undocumented fill is likely comprised of "medium" expansive silty/sandy clays to clayey/ silty sands. Where undocumented fill was left in place, drilled piers bearing on the Point Loma Formation were constructed for foundation support. Project No. 07394-42-01 - 3 - December 2, 2004 Point Loma Formation (Kp) Native materials of the Point Loma Formation underlie the surficial soils and have been mapped east of the existing building. The Point Loma Formation is characterized as green to olive green, clayey to very clayey siltstone. The Point Loma Formation is considered suitable for support of foundation loads. GROUNDWATER Groundwater was not encountered in borings performed during the referenced investigation or during grading observed by Geocon Incorporated. Groundwater is likely deeper than 50 feet and is not expected to impact construction of proposed improvements. CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Provided the recommendations of this report are followed, no soil or geologic conditions were encountered during Geocon's previous investigation or observed during pervious grading, which in our opinion would preclude construction of the new mezzanine addition. 1.2 The site is underlain by compacted fill, uncompacted fill, undocumented fill, and the Point Loma Formation. Based on information from previous reports and maps, the area of the proposed new mezzanine is underlain by 3 feet to 15 feet of compacted fill that overlies the Point Loma Formation. We do not anticipate remedial grading is required, however, slab and footing subgrade soils should be observed after removal of existing concrete. Loose, soft or otherwise unsuitable soil should be removed and/or compacted prior to placing concrete for footings or slabs-on-grade. 1.3 Subsurface conditions observed may be extrapolated to reflect general soil/geologic conditions; however, some variations in subsurface conditions should be anticipated. 2.0 Soil and Excavation Characteristics 2.1 The on-site fill materials generally consist of silty/sandy clays to clayey/silly sands. The Point Loma Formation consists of clayey siltstone. Laboratory tests performed for this investigation and during previous grading observed by Geocon Incorporated suggest the on-site materials have a medium expansion potential as defined by Uniform Building Code Table 18-I-B. 2.2 Water-soluble sulfate testing was conducted on a sample of the site materials to check if the soil contains sulfate concentrations high enough to damage normal Portland Cement Project No. 07394-42-01 - 4 - December 2, 2004 concrete. Table A-IV of Appendix A summarizes the soluble-sulfate test results. The results of the tests indicate a "severe" sulfate rating based on Table 19-A-4 of the Uniform Building Code (UBC). For severe sulfate exposure the UBC recommends concrete use Type V cement, have a maximum water-cement ratio of 0.45 and a compressive strength of 4,500 pounds per square inch (psi). UBC guidelines should be followed in determining the type of concrete to be used. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (e.g., the addition of fertilizers and other soil nutrients) may affect the concentration. 2.3 Excavation of the fills can be accomplished with light to moderate effort using conventional heavy-duty grading equipment. Excavation of the Point Loma Formation may require a moderate to heavy effort to excavate. 3.0 Grading 3.1 No grading is anticipated to construct the mezzanine addition. However, Geocon Incorporated should observe the slab subgrade and footing excavation bottoms prior to placing concrete. Loose, soft or otherwise unsuitable soil should be removed and/or compacted prior to placing concrete. This may require processing the upper 12-inches of soil beneath new slabs-on-grade. 3.2 Should fill be required, we recommend areas to receive fill be scarified to a depth of at least 12 inches, moisture conditioned as necessary, and compacted. Fill soils may then be placed and compacted in layers to the design finish grade elevations. The layers should be no thicker than will allow for adequate bonding and compaction. All fill (including scarified ground surfaces) should be compacted to at least 90 percent of maximum dry density at optimum moisture content or slightly above as determined by ASTM D1557-00. Fill placement should be observed and tested by a representative of Geocon Incorporated. 4.0 Seismic Design Criteria 4.1 The following table summarizes site-specific seismic design criteria obtained from the 1997 UBC. The values listed in Table 4 are for the Rose Canyon Fault (Type B fault) located approximately 6 miles west of the site, and the Elsinore-Julian Fault (Type A fault) located 23 miles northeast of the site. Project No. 07394-42-01 - 5 - December 2, 2004 TABLE 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 Value 0.40 sd 0.44 0.64 1.0 1.0 AandB UBC Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U 5.0 Foundation Recommendations 5.1 The mezzanine can be supported on conventional shallow foundations. The following recommendations assume soil within 3 feet of pad grade will consist of medium expansive soil (El less than 90). Geocon incorporated should be consulted to provide additional foundation recommendations and/or modifications if highly expansive soils are encountered within the upper 3 feet of finish pad subgrade. 5.2 Conventional continuous footings should have a minimum embedment depth of at least 24 inches below lowest adjacent grade. The footings should be at least 12 inches wide. Spread footings should have a minimum embedment depth of 24 inches below lowest adjacent grade and should be at least 2 feet square. 5.3 Continuous footings should be reinforced with four No. 5 steel reinforcing bars placed horizontally in the footings, two placed near the top of the footing and two near the bottom. Reinforcement for spread footings should be designed by the structural engineer. 5.4 Footings as proportioned may be designed for an allowable bearing pressure of 2,000 pounds per square foot (psf). 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 allowable bearing pressure may be increased by up to one-third for transient loads due to wind or seismic forces. 5.5 Footings should not be located within 7 feet of the tops of slopes. Footings that must be located within this zone should be extended in depth such that the outer bottom edge of the footing is at least 7 feet horizontally from the face of the finished slope. Project No. 07394-42-01 -6-December 2, 2004 5.6 If the foundations are constructed as recommended above, differential and total settlements of less than :/2-inch are estimated. 5.7 Foundation excavations should be observed by a representative of Geocon Incorporated prior to the placement of reinforcing steel to verify that the exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. 6.0 Concrete Slabs-On-Grade 6.1 Interior concrete slabs-on-grade should have a minimum thickness of 5 inches, be under- lain by 4 inches of clean sand, and reinforced with No. 3 steel reinforcing bars spaced 18 inches on center each way and placed at the slab midpoint. If floors are subjected to large point loads or heavy forklift loads, slabs should be increased to a minimum thickness of 6 inches and reinforcement should be designed by the project structural engineer. Where moisture sensitive floor coverings, or storage areas for moisture sensitive materials are planned, the slabs should be underlain by a visqueen moisture barrier placed at the midpoint of the sand blanket. 6.2 Exterior slabs should be at least 4 inches thick and reinforced with 6 x 6-6/6 welded wire mesh. The mesh should be placed within the upper one-third of the slab. Proper mesh positioning is critical to future performance of the slabs. It has been our experience that the mesh must be physically pulled up into the slab after concrete placement. The contractor should take extra measures to provide proper mesh placement. Prior to placing concrete the slab subgrade should be moisture conditioned to 1 to 3 percent above optimum moisture content and recompacted to a minimum of 90 percent relative compaction. 6.3 To control the location and spread of concrete shrinkage and/or expansion cracks, it is recommended that crack control joints be included in the design of concrete slabs. Crack control joint spacing should not exceed, in feet, twice the recommended slab thickness in inches (e.g., 8 by 8 feet for a 4-inch-thick slab). The crack control joints should be created while the concrete is still fresh using a grooving tool, or shortly thereafter using saw cuts. The joint should extend into the slab a minimum of one-fourth of the slab thickness. The structural engineer should take into consideration criteria of the American Concrete Institute when establishing crack control spacing patterns. 6.4 No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed foundation and slab subgrade soils should be sprinkled, as necessary, to maintain a moist condition as would be expected in any such concrete placement. Project No. 07394-42-01 - 7 - December 2, 2004 6.5 The concrete slab-on-grade recommendations are minimums based on soil support characteristics only. It is recommended that the project structural engineer evaluate the structural requirements of the concrete slabs for anticipated structural loads. 6.6 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soils (if present) and differential settlement of fills. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still 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, in particular, where re-entry slab corners occur. Control joints within slabs should be spaced at intervals as recommended by the American Concrete Institute to reduce shrinkage cracking. 7.0 Retaining Walls and Lateral Loads 7.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 45 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 50. Material with an Expansion Index less than 50 will likely require importing. Geocon Incorporated should be consulted for additional recommendations if backfill materials with an Expansion Index greater than 50 are used. 7.2 Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the above active soil pressure. 7.3 All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are Project No. 07394-42-01 - 8 - December 2, 2004 anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 7.4 In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index less than 90. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 7.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 250 pcf 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. 7.6 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. 8.0 Slope Maintenance 8.1 Slopes that are steeper than 3:1 (horizontal to vertical) may, under conditions which are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability. The instability is typically limited to the outer 3 feet of a portion of the slope and does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is, therefore, recommended that, to the maximum extent practical: (a.) disturbed/loosened surficial soils be either removed or properly recompacted, (b.) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be noted that although the Project No. 07394-42-01 - 9 - December 2, 2004 incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and therefore, it may be necessary to rebuild a portion of the project's slopes in the future. 9.0 Site Drainage 9.1 Adequate drainage is imperative to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from the structure 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 structure. Should you have questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Rdfhrey C. Mikesell GE 2531-.. RCM:GCC:JLB:dmc Addressee Mercon Corporation Attention: Mr. Scott Merry Smith Consulting Architects Attention: Mr. Gary Potter James L. Brown GE2116 Project No. 07394-42-01 - 10-December 2, 2004 ]MCCLELLAN PALQMAR -\ AIRPORT SOURCE: 2004 THOMAS BROS. MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROS. IMPS. THIS MAP IS COPYRIGHT BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY OR REPRODUCE ALL OR ANY PART THEREOF, WHETHER FOR PERSONAL USE OR RESALE, WITHOUT PERMISSION, NO SCALE GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 VICINITY MAP CARLSBAD RESEARCH CENTER CARLSBAD, CALIFORNIA RM/AML 6>/GEOTECH/PtATE/GVCMP.DWG/aml DSK/EOOOO DATE 12-02-2004 PROJECT NO. 07394 - 42 - 01 FIG. 1 APPENDIX A 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 samples were tested to determine compaction and expansion characteristics, direct shear strength, and soluble sulfate concentration. The results of the laboratory tests are presented in Tables A-l through A-IV. TABLE A-l SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Sample No. R-4 Description Dark olive gray, Sandy SILT with trace clay Maximum Dry Density (pcf) 111.2 Optimum Moisture Content (% dry wt.) 15.8 TABLE A-ll SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Sample No. EI-1 Moisture Content Before Test (%) 15.7 After Test (%) 32.3 Dry Density (pcf) 91.7 Expansion Index 68 UBC Classification (Table 18-I-B) Medium TABLE A-lll SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080-90 Sample No. *R-4 Dry Density (pcf) 100.6 Moisture Content (%) 14.9 Unit Cohesion (psf) 320 Angle of Shear Resistance (degrees) 40 *Sample remolded to approximately 90 percent of the maximum dry density near optimum moisture content. Project No. 07394-42-01 -A-l-December 2, 2004 TABLE A-IV SUMMARY OF LABORATORY SOLUBLE SULFATE TEST RESULTS Sample No. EM Sulfate(%SO4) 0.33 Sulfate Exposure* Severe** *Reference: 1997 Uniform Building Code Table 19-A-4 **UBC recommends Type V cement, 0.45 water/cement ratio, and 4,500 psi compressive strength. Project No. 07394-42-01 -A-2-December 2, 2004 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: y £- ftttfl/ ^~fp^) Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: N THE CTTY OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will 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 determinatiori of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on Behalf of the Signature: ,. Date: 1635 Faraday AvenueRevised 4/20/00 Building Counter Carlsbad, CA 92008-7314 • (760) 6O2-27OO (76O) 6O2-2719 • FAX (76O) 6O2-8558 APR-13-2005 WED 01=28 PM CITY OF CARSLBAD FAX NO, 760 602 8558 P, 01 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school districts)) ««***********iHrt***w»**»««»»*»***»«w**^*^ THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: _ The undersigned, being duty autribnzedDy the applicable School District,certffies 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 TITI e Mnih*-ii vREEMANTITLE DEPUTY SUPERINTENDENT UNintu bChuuL ubiHICT NAME OF SCHOOL DISTRICT 6225 EL CAM1NO REAL CARLSBAD, CA 92009 DATE | A -.Hpn\ PHONE NUMBER Revised 4/2<WOO \CARl SBArtlfNIFien SCHOOL DISTRICT .IFfTFFRSOM EteMPNTARY [~~| CARi. SBAO HIGH SCHOOL [^] MAGNOLIA £ LFMf NTARY CARISEWD VILLAGE ACADEMY f~j CAtflVeflA HfttS SCHOOL VALLEY MIDDLE SCHOOL Q_] KFuey SCHOOL auewA wsw SCHOOL HOPE SCHOOL AV1ARA OAKS ELEMENTARY WtARA OAKS (WOOLS SCHOOL fiflC/WC fltt* c/vtAveflA wtts wrootf SCHOOL Receipt No. 19008 j~] RECEIVED FROM:C ^A ~ k)-eiA) ?^ j (If Applicable) PARENT OF ACCOUNT NUMBER AMOUNT RECEIVED BY:CASH CHECK #TOTAL M JQ -f 09-28-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR05l79 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: RON UNDERWOOD 2210 FARADAY AV CBAD PCR 0000000000 Lot #: 0 $0.00 Construction Type: NEW RESEARCH CNTR POINT-DEFERRED SUBMITTAL-FLOOR JOIST Owner: Status: ISSUED Applied: 09/19/2005 Entered By: RMA Plan Approved: 09/28/2005 Issued: 09/28/2005 Inspect Area: 760612-7243 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 lees/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 APPLICATIONCITY OF CARLSBAD BUILDING DEPARTMENT1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLYPLAN CHECKEST. VAL.Plan Ck. DepositValidated By,DateAddress (include Bldg/Suite #) /Business Name (at this address)Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of unitsAssessor's Parcel #Proposed Use Namem Address City State/Zip Telephone # Name Address City State/Zip T«l«phonfl (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 more than five hundred dollars [S500]). Name State License # Address License Class City State/Zip City Business License # Telephone # State/Zip TelephoneDesigner Name Address City State License # iIfi«W&ft«6r«I^MSfSI«|»N^EV af - "*v-v »*-« ,rrr'. ..'..' *, :^'-*^.i*w Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q 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. n 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 [4100] 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 hi Section 3706 of the Labor coda. Interest 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 0roperty who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O 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 QrJO 2. 1 (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 ••**.-i": ^t;-;!^^-.;^^ 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? fj YES Cl NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O ^S D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D VES 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. ^llSiClN^^ 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 City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY Affo 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 den/olition «fr construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the buildingj3fljpral under tha'provisjons oHhis Code shall expire by limitation and become null and void if the building or work authorized by such permit Is not commenced wjjbjfT\mdays fromJne date of suizn permit or if the building or work authorized by such permit Is suspended or abandoned •- at any time after the work is comrngrigea for gjerjjro oJ^vO day^Sectiqn 1Ojff!4.4 Uniform Building Code). APPLICANT'S SIGNATURE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In (Partnership witfi government for (Buitiftng Safety DATE: SEP. 23, 2005 JURIS.. JURISDICTION: CARLSBAD Q >LAN~REV1EWER Q FILE PLAN CHECK NO.: 05-0273 (REV. # 3) - PCR 05-179 SET: I PROJECT ADDRESS: 2210 FARADAY AVENUE PROJECT NAME: RESEARCH CENTER POINTE 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: GARY POTTER 12220 EL CAMINO REAL, # 200, S.D., CA 92130 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: GARY Telephone #: 858-793-4777 Date contacted: (by: ) Fax #: -4787 Mail Telephone Fax In Person REMARKS: The plans & calculations for deferred floor joists under this plan revision only. By: Ali Sadre Comments: Esgil Corporation D GA D MB D EJ D PC 9/20 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 CARLSBAD 05-0273 (REV. # 3) - PCR 05-179 SEP. 23, 2005 VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 05-0273JURISDICTION: CARLSBAD (REV. # 3) - PCR 05-179 PREPARED BY: All Sadre BUILDING ADDRESS: 2210 FARADAY AVENUE DATE: SEP. 23, 2005 BUILDING OCCUPANCY: B/F1/S1 TYPE OF CONSTRUCTION: VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 1994 UBC Plan Check Fee $240.00 Type of Review: Repetitive Fee Repeats Complete Review D Other m Hourly Structural Only Hours Esgll Plan Review Fee $192.00 * Based on hourly rate Comments: Sheet 1 of 1 07-O1-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR05102 Building Inspection Request Line (760) 602-2725 Job Address: 2210 FARADAY AV CBAD Permit Type: PCR Parcel No: 2121203800 Lot #: Valuation: $0.00 Construction Type: Reference #: CB050273 Project Title; RESEARCH POINTE LOBBY STORE- FRONT & CURTAIN WALL 0 NEW Status: ISSUED Applied: 05/31/2005 Entered By: KG Plan Approved: 07/01/2005 Issued: 07/01/2005 Inspect Area: Applicant: DON KRANTZ STE 206 338 W LEXINGTON 92019 619-334-7455 Owner: E Q B P-1 L L C ATTN: CHAD CARPENTER 800 SILVERADO ST #300 LAJOLLACA 92037 Plan Check Revision Fee Additional Fees $360.00 $0.00 Total Fees:$360.00 Total Payments To Date:$0.00 Balance Due:$360.00 1812 07/01/05 0002 01 02 CGP 360-00 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATIONCITY OF CARLSBAD BUILDING DEPARTMENT1635 Faraday Ave., Carlsbad, CA 92008ECTINBDRM ATJONs FOR OFFICE USE ONLYPLAN CHECKEST. VAL.Plan Ck. DepositValidated ByDateAddress (include Bldg/Suite Business Name tat this address)Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total 9 of unitsAssessor's Parcelel * .f Sw.Existing Use Proposed UseDescription it Work SO. FT.#of Stories * of Bedrooms # of Bathrooms Name Address • Q Coiair«ett<>r BjAfltnt fptCanw8(«or- State/Zip Telephone #Fax * Name Address City State/Zip Telephone # M 7Name * Address City State/Zip Telephone # (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 7OOO 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 [$500]}. Name State License # Address License Class City State/Zip City Business License It 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: Q 1 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. Q 1 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 la unlawful, and shaH 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 bi Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE _ _ _ _ _ _ ._ _ DATE I hereby affirm that 1 am exempt from the Contractor's License Law for the following reason: D I. as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sate. 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 builds or improves thereon, and contracts for such projects with contractors) 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 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 / address / phone number / contractors license number): 4. 1 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 tne applicant or future building occupant requited 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? Q 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. £t^Ms;riwP^^^ • ,-,.., ••••••. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME ... LENDER'S ADDRESS 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 agrea to comply with ail City ordinances and State laws relating to building construction, t 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 any time after the work is commented for a period oL180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnership witfi government f or (Buifcftng Safety DATE: JUNE O7, 2005 a AEEUCANT JURISDICTION: CARLSBAD Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 05-0273 (REV. # 1) - PCR 05-102 SET: I PROJECT ADDRESS: 2210 FARADAY AVENUE PROJECT NAME: RESEARCH CENTER POINTE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. X| 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: GARY POTTER 12220 EL CAMINO REAL, # 200, S.D., CA 92130 X] 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: GARY Telephone #: 858-793-4777 Date contacted: (by: ) Fax #: -4787 Mail Telephone Fax In Person REMARKS: # 1): The plans & calculations for the deferred glazing package need to be stamped & signed by the manufacturer's engineer. # 2): The same needs to be stamped by the project's engineer stating no exceptions are taken. By: All Sadre Comments: Esgil Corporation D GA D MB D EJ D PC 6/3 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 CARLSBAD O5-0273 (REV. # 1) - PCR 05-102 JUNE 07, 2005 ! VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD (REV. # 1) - PCR 05-102 PLAN CHECK NO.: 05-O273 PREPARED BY: All Sadre DATE: JUNE 07, 2005 BUILDING ADDRESS: 221O FARADAY AVENUE BUILDING OCCUPANCY: B/F1/S1 TYPE OF CONSTRUCTION: VN BUILDING PORTION STOREFRONT & EXTERIOR GLAZING CALC'S. & DRAWINGS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) CB 1 QQ4 1 IRT Ri lilriinn Pprmit FPP V Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 1994 UBC Plan Check Fee $360.00 Type of Review:D Complete Review n Repetitive FeeRepeats D Other pri Hourly 3 D Structural Only Hours * $288.00 * Based on hourly rate Comments: Sheet 1 of 1 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER ADDRESS f'W- 0^ /<? 2-DATE RESIDENTIAL RESIDENTIAL ADDITION MINOR « $1O.OOO.OO) (TENANT IMPROVEME PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE 10-26-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR05l70 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: GARY POTTER 2210 FARADAY AV CBAD PCR 0000000000 Lot #: $0.00 Construction Type: RESEARCH POINT ADD STEEL STAIRS 0 NEW Status: ISSUED Applied: 08/29/2005 Entered By: KG Plan Approved: 10/26/2005 Issued: 10/26/2005 Inspect Area: Owner: 12220 EL CAMINO REAL 858-793-4771 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 lees/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/exadions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATIONCITY OF CARLSBAD BUILDING DEPARTMENT1635 Faraday Ave., Carlsbad, CA 92008Address (include Btdg/Suite t\FOR OFFICE USE ONLYPLAN CHECKEST. VAL.Plan Ck. DepositValidated By_Business Name tat this address)f Legal DescriptionV Assessor's Parcel t Lot No.Subdivision Name/Numbet Unit No.Phase No,Total * of units-^Description of Walk Existing U&e ftoposed Ua«SQ. FT.fof Stories * of Bedrooms f of Bathrooms !!3t|Mi!i^^ Yv.;ij&^iy;;«^ (Sac. 7031.5 Business and Professions Coda: Any City or County which requites 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 700O of Division 3 of the Business and Professions Codel t» lhat he is exempt that at com, and the basis for the alleged exemption. Any violation of Section 7031.6 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars I$500]). Name State License * Address License Class City State/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: Q t have and will maintain a certificate of consent to sett-insure for workers' compensation as provided bv Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q 1 have and win maintain workers' compensation, as required by Section 3700 of the Labor Code, to* the performance of the work tor which this permit is issued. My worker's compensation insurance carrier and policy number are: insurance Company _____ Policy No. ; . Expiration Oate_ [THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1*100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit I* 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 la unlawful, end arwH subject an employer to criminal penalties and civil tines up to one hundred thousand doHers (VIOO.OOO). 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: 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 Cod*: 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 Uc%ns* Law does not apply to an owner of property who build* or improves thereon, and contracts for such projects with contractor^} licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Cods 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. 1 (hav* / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following parson (firm) to provide the proposed construction (include name / address / phone number / contractors licence 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): .._— 6. 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 C7 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 ,OOO feet of the outer boundary of a school site? Q 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. ifiMffiSflwSfJiiy^jfi'Nji^^ , . , ^ . . I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097U1 Civil Code!. LENDER'S NAME LENDER'S ADDRESS, ^'ft^^^^ •#!&. I certify that I have read the application and state that the above information is correct end that the informetton on the plans la accurate.* I agrae to comply with all City ordinances and State laws relating to building construction. I hereby authorize representativas of the City of Carlsbad to enter upon the above mentioned P'OPTrtY 'or inspection P1"00"*- ' A-SO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS. COSTS AND EXPENSES WHICH MAY tN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT, OSHA: An OSHA permit is required for excavations over 6'0" deep and demolition or construction of structures over 3 stories in height. «,»r!S?!??!:. E?fy pemilt 1SSUSd by *" ^MyWtf* unasr w^P^isipns of this Code shall expire by limitation and become null and void if the building or work__? 21-2": S^SS^^rJ_MS^5te!5." ".«*• -——— *— PV* i. »«-*£ or £_£ APPLICANT'S SIGNATURE AA Uniform Building Code). DATE WHITE: Fife YELLOW: Applicant PINK: Finance EsGil Corporation » In (Partnership -with government for (Buiftfing Safety DATE: SEP. 7, 2005 O&E2UQANT JURISDICTION: CARLSBAD Q PLAN REVIEWER a FILE PLAN CHECK NO.: 05-0273 (REV. # 2) - PCR 05-170 SET: I PROJECT ADDRESS: 2210 FARADAY AVENUE PROJECT NAME: RESEARCH CENTER POINTE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI 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: X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. _J Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: \ Date contacted: (by: } Fax #: Mail Telephone Fax In Person X] REMARKS: # 1): The plans & calculations for the deferred stairs package need to be stamped & signed by the project's engineer stating no exceptions are taken. By: All Sadre Comments: Esgil Corporation D GA D MB D EJ D PC 9/1 tmsmfl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 CARLSBAD 05-0273 (REV. # 2) - PCR 05-170 SEP. 7, 2005 ! VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD (REV. # 2) - PCR O5-170 PLAN CHECK NO.: 05-0273 DATE: SEP. 7, 2O05PREPARED BY: All Sadre BUILDING ADDRESS: 2210 FARADAY AVENUE BUILDING OCCUPANCY: B/F1/S1 TYPE OF CONSTRUCTION: VN BUILDING PORTION STAIRS PLANS AND CALC'S. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. R.) CB =00 V 1 Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 1994 UBC Plan Check Fee $240.00 Type of Review: D Repetitive Fee Repeats n Complete Review Q Other r* Hourly Structural Only Hours Esgll Plan Review Fee $192.00 * Based on hourly rate Comments: Sheet 1 of 1 ORION STRUCTURAL ENGINEERING, INC. 12257 OLD POMERADO ROAD SUITE A POWAY, CA 92064 P(858)-679-1974 F(858)-679-1975 STRUCTURAL CALCULATIONS FOR THE EAST LOBBY STAIRS FOR RESEARCH CENTER POINT CLIENT: INTERNATIONAL IRON PRODUCTS 10883THORNMINT SAN DIEGO 92127 Table of Contents: Loads /Assumptions Framing Analysis Sheet 1 Sheets 2-6 PREPARED BY RYAN J. OMER SUBMITTAL #_i 0*)-/00 #050X0 8/17/2005 ASSUMPTIONS: 1) THE STRUCTURE HAS BEEN DESIGNED (BY OTHERS) TO RESIST ALL LOADS INDUCED BY THE STAIRS. 2) ALL STEEL MATERIALS TO BE GRADE 36 OR BETTER (A-36 OR A992) 3) ALL CONCRETE RECEIVING EXPANSION ANCHORS IS AT LEAST 2500 psi 4) EDGE DISTANCE OF ALL EXPANSION ANCHORS IS GREATER THAN 8 INCHES. LOADS SELF (STRINGERS AND OTHER FRAMING) 8 psf 10 GAGE PAN Ipsf 2" NW CONCRETE PAN FILL 25 psf RAILING lOplf MISC 4 plf UNIFORM LIVE LOAD 100 psf POINT LIVE LOAD 300 Ib 8/17/2005 ORION STRUCTURAL ENGINEERING, INC PAGE NO PROJECT.JOB NO.. : ; |.; i * ;^. •XJ" . : "' i T L • - j-' i ' : : f; • f • !'1 \ ORION STRUCTURAL ENGINEERING, INC PAGE NO 1 PROJECT.JOB NO.. ORION STRUCTURAL ENGINEERING, INC PAGE NO_4- JOB NO.. ORION STRUCTURAL ENGINEERING, INC PAGENO_i ORION STRUCTURAL ENGINEERING, INC PAGE NO. PROJECT.JOB NO..