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Home My WebLink About2525 EL CAMINO REAL; 226; CBC2017-0149; Permit(City of Carlsbad Commercial Permit Print Date: 09/13/2018 Job Address: 2525 El Camino Real, 226 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Parcel No: 1563020900 Lot U: Applied: Valuation: $174,738.07 Reference U: Issued: Occupancy Group: Construction Type: Permit Fina led: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: Description: BATH & BODY WORKS: 3,757 SF TENANT IMPROVEMENT Permit No: CBC2017-0149 Closed - Fina led 03/29/2017 05/24/2017 MColl 9/13/2018 12:49:36PM Applicant: Owner: Contractor: MARY RYAN R P I CARLSBAD LP BOGART CONSTRUCTION INC-INACTIVE P0 Box 3749 MISSION VIEJO, CA 92690 1114 Avenue Of The Americas, Floor 45 9980 Irvine Center Dr, Ste 200 949-582-3735 New York, NY 10036-7700 IRVINE, CA 92618-4365 214-660-5232 x215232 949-453-1400 BUILDING PERMIT FEE $2000+ $892.25 BUILDING PLAN CHECK FEE (BLDG) $624.58 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 5B1473 BUILDING STANDARDS FEE $7.00 STRONG MOTION-COMMERCIAL $48.93 Total Fees: $1,716.76 Total Payments To Date: $1,716.76 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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 limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov u1HE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERING DBUILDING DFIRE DHEALTH DHAZMAT!APCD Building Permit Application Plan Check No. 2Di-Ot'-Jcl CrCY of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Ph: 760-602-2719 Fax: 760-602-8558 Cdisbad Plan Ck. Deposit email: buildingcarlsbadca.gov Date 3..Zcj - (1 Iswppp I www.carlsbadca.gov JOB ADDRESS 2525 El Camino Real I SUfTE#/SPACE#/UNIT# I 226 APN - - - CT/PROJECT # LOT # PHASE # # OF UNITS # BATHROOMS I TENANT BUSINESS NAME I CONSTR. TYPE I 0CC. GROUP I#BEDROOMS Bath & Body Works I IIB I M DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) TI - Remodel of (E) retail space including doors, partitions, ceilings, cashwrap, lighting, fixtures, etc. 3757 sq. ft. EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS retail I retail 1DECKS(SF) ksD# NOI YES[]NOJ YES ENO APPLICANT NAME Permit Resources - Mary Ryan PROPERTY OWNER NAME Rouse Properties ADDRESS P.O. Box 3749 ADDRESS 1114 Avenue of the Americas, Suite 2800 CITY STATE ZIP Mission Vieio CA 92690 CITY STATE ZIP New York NY 10036 PHONE FAX PHONE FAX 949.582.3735 949.768.8436 212.608.5108 EMAIL mary(permitresources.com EMAIL aIex.chucrouseproperties.com DESIGN PROFESSIONAL Moody Nolan, Inc. CO ç Ej4 I VC fl r'1V T.B.D. ADDRESS 300 Spruce Street, Suite 300 ADDRESS "7 O D it I If Z-) CITY STATE ZIP Columbus OH 43215 C)._ ZIP eS'TE PHONE 614.461.4664 PkJPNE - fc) ,,00 FAX EMAIL _____ EMAIL OG4,tO t,Ci$.A (t1- STATE UC. # C-31158 JTATE# / 0 7 '-/7 CL CITY BUS. (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 jChapter 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)). Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations: ave and will maintain a certificate of consent to selfinsure 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 ,permit is issued. My workers' compensatilrsu nee canter and policy number are: Insurance Co. ItI C ii t &#4 P' Policy No. tAJ C / ro .S Expiration Date _'1/ Ii Q' This section need not be completed if the permit is for one hundred dollars ($100) or less. [J 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 worrs' 90pensation 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, damap(s 46,06vided for in Section 3705 of the Labor code, interest and attorney's fees. j JK CONTRACTOR SIGNATURE / ..,..L— 0 AGENT DATE -9-/Z 5 / I —, I hereby affirm that lam exempt to ntra cloT's License Law for the following reason: I, as owner of the property 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 dons not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale, If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). (] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J I am exempt under Section _____________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement DYes IINo I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): 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! contractors' license number): I will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name! address I phone! type of work): PROPERTY OWNER SIGNATURE []AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes .' No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes .' 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. r I hereby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address ion I certify that l have read the application and state that the above information lsconect and that the Information on the plans. te accurate. I agree to comply with all City ordinances and State laws relating to buildlngcorsbuctlon. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OFTHE GRANTING OF THIS PERM Fr. OSHA. An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height EXPIRA11ON: 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 l8O days from the date ofsuch permit or if the budding or work authorized by such permit is suspended cr abandoned at any lime after the work is commenced for a period of l8O days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE 1) ,/ DATE S-2.01-4 (rw~'D STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. i CERTIFICATE OF O C CUPAN C Y (Co mm &.uFIProjects Only) Fax (760) 602-8560, Email building@Carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME —e,/4r-o OCCUPANT NAME UCTD)/4JVfU5 ADDRESS /J CjJ . Z's BUILDING ADDRESS - zi L CITY .. STATE ZIP /' C/4- L Cy CITY STATE ZIP Carlsbad CA PHI L/24 / -/oo FAX EMAIL t74 C0çJcn oj OCCUPANT'S BUS. UC. No. DELIVERY OPTIONS PICK UP: ye) OCCUPANT (Listed above) TRACTOR (On MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB# CONTRACTOR (On Pg. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION / APPUCANS SIGNATURE DATE i Permit Type: BLDG-Commercial Application Date: 03/29/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/24/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2525 El Camino Real 226 Carlsbad, CA 92008-1264 IVR Number: 2814 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-Building Deficiency Need final reports No 04/18/2918 04/18/2018 BLDG-Fire Final 055520-2018 Passed Cindy Wong Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 09/10/2018 09/10/2018 BLDG-Final 069425-2018 Failed Michael Collins Reinspectiori Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need final reports No BLDG-Building Deficiency Not ready. See card. No 09/13/2018 09/13/2018 BLDG-Final 069958-2018 Passed Michael Collins Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need final reports No BLDG-Building Deficiency Not ready. See card. No BLDG-Building Deficiency 9/13/18, received final reports - Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Electrical Final Yes September 13, 2018 Page 4 of 4 L_jFc{ijff ; Permit Type: BLDG-Commercial Application Date: 03/29/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/24/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2525 El Camino Real 226 Carlsbad, CA 92008-1264 IVR Number: 2814 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 09/01/2017 09/01/2017 BLDG-14 033417-2017 Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Restrooms cabinet soffits & store front Yes 09/06/2017 09/06/2017 BLDG-17 Interior 033995-2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Sales, floor hard lid Yes BLDG-18 Exterior 033797.2017 Cancelled Michael Collins Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No BLDG-85 T-Bar, 033620.2017 Failed Michael Collins Reinspection Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 09/13/2017 09/13/2017 BLDG-31 034537-2017 Passed Michael Collins Complete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Upper south side only, 2-2.5 inch future Yes building supply 10/10/2017 10/10/2017 BLDG-Final 036931-2017 Failed Paul Burnette Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 11/22/2017 11/22/2017 BLDG-Final 041289-2017 Failed Michael Collins Reinspection Complete Inspection September 13, 2018 Page 3 of 4 Permit Type: BLDG-Commercial Application Date: 03/29/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/24/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2525 El Camino Real 226 Carlsbad, CA 92008-1264 IVR Number: 2814 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 08/22/2017 08/22/2017 BLDG-14 032381-2017 Failed Michael Collins Reinspection Complete - Frame/steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency BLDG-21 032379-2017 Failed Underground!Underf loor Plumbing Checklist Item COMMENTS No Michael Collins Reinspection Complete Passed BLDG-Building Deficiency BLDG-24 032380-2017 Rough/Topout Checklist Item BLDG-Building Deficiency 08/24/2017 08/24/2017 BLDG-24 032835-2017 Rough/Topout Checklist Item BLDG-Building Deficiency 08/30/2017 08/30/2017 BLDG-84 Rough 033318-2017 Combo(14,24,34,44) Checklist Item No Failed Michael Collins Reinspection Complete COMMENTS Passed No Passed Michael Collins Complete COMMENTS Passed Restroom & demo sink, see card. Yes Passed Michael Collins Complete COMMENTS Passed BLDG-Building Deficiency Restroom walls only Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-85 T-Bar, 033243-2017 Passed Michael Collins Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Suspended hard lid only Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers September 13, 2018 Page 2 of 4 _~T NMCj&.( M4 Permit Type: BLDG-Commercial Application Date: 03/29/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/24/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2525 El Camino Real 226 Carlsbad, CA 92008-1264 lVR Number: 2814 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 07/19/2017 07/19/2017 BLDG-17 Interior 029134-2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Pre urn at interior of demising wall. Yes 08/04/2017 08/04/2017 BLDG-16 Insulation 030652.2017 Failed Michael Collins Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-44 030653-2017 Passed Michael Collins Complete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Pre urn duct sealing. Yes 08/09/2017 08/09/2017 BLDG-14 031310-2017 Passed Michael Collins Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Furr walls only Yes BLDG-34 Rough 031146-2017 Passed Michael Collins Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Furr walls only No 08/11/2017 08/11/2017 BLDG-66 Grout 031426-2017 Partial Pass Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/16/2017 08/16/2017 BLDG-14 032063-2017 Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Sales/video wall Yes BLDG-17 Interior 032062.2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Furr walls only. Yes BLDG-18 Exterior 031856.2017 Failed Michael Collins Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No September 13, 2018 Page 1 of 4 EsGil Corporation In Partnership with government for cBui(iing Safety DATE: 5/12/17 JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0149 SET: II PROJECT ADDRESS: 2525 El Camino Real PROJECT NAME: Bath & Body Works Retail Store TI U APPLICANT JURIS. U PLAN REVIEWER U 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 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. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: I Telephone #: - Date contacted: /L (by Email: Mail Telephone Fax In Person LII REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation E] GA []EJ LIMB LIPc 5/8/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 11 EsGil Corporation In (Partners flip with government for Bui1&ng Safety DATE: 4/10/17 JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0149 SET:I PROJECT ADDRESS: 2525 El Camino Real PROJECT NAME: Bath & Body Works Retail Store TI LI APPLICANT XJ URIS. LI PLAN REVIEWER LI FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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. El The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Mary Ryan, Permit Resources e-mail El 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: Mary Ryan Telephone #: (949) 582-3735 ,,Date c cted4J 10 (b(\C_-3"Email: marypermitresources.com Mail Telephone Fax In Person 17 REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation El GA [1 EJ El MB El PC 4/3/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CBC20 17-0149 4/10/17 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: CBC2017-0 149 OCCUPANCY: M TYPE OF CONSTRUCTION: II B ALLOWABLE FLOOR AREA: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 4/10/17 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Retail Store ACTUAL AREA: 3757 sf STORIES: no change HEIGHT: no change OCCUPANT LOAD: 52 DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/3/17 PLAN REVIEWER: Chuck Mendenhall This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. 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, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. 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. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBC20 17-0149 4/10/17 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. The wire size and conduit serving the new HP listed on sheet E05.01 as #-#4 in 1" conduit with 175A overcurrent protection is undersized for this load. Mechanical plans show the MCA is 168A. The wire size for this circuit must be 3- 2/0 CU with #6 ground in 2" conduit. 2. Specify on the plans the size of the man door within the sliding grill. See A02.1. Note on the plans that this door must be openable from the inside without the use of a key or special knowledge. Note that the doorways leading to sanitary facilities shall be identified, per Section 11B-703.7.2.6, as follows: A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest rooms. See the door symbols on sheet A13.1 of the plans. END OF PLAN RREVIEW 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 Chuck Mendenhall at EsGil Corporation. Thank you. Carlsbad CBC2017-0149 4/10/17 (DO NOT PAY— THIS IS NOTAN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2017-0149 PREPARED BY: Chuck Mendenhall DATE: 4/10/17 BUILDING ADDRESS: 2525 El Camino Real BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Retail Store TI 3757 City est 174,738 Air Conditioning Fire Sprinklers TOTAL VALUE 174,738 Jurisdiction Code Icb IBY Ordinance Bldg. Permit Fee by Ordinance + I $892.31 I Plan Check Fee by Ordinance V $580I (N.00I Type of Review: LI Complete Review U Structural Only LI Repetitive Fee LI Other Repeats LI Hourly Hr. @ * EsGil Fee I $499.691 Comments N/A In addition to the above fee, an additional fee of $ is due ( hour @ ) for the CalGreen review Sheet 1 of I macvalue.doc + (1 Columbus 250 E Broad St, Suite 600 Columbus, OH 43215 Phone 61 4.221.6679 Founded in 1965 Orlando 1801 Lee Rd, Suite 230 Winter Park, FL 32789 Phone 407.898.9039 10076 Employee Owned The Shoppes at Carlsbad Bath & Body Works Carlsbad, CA PJF Comm. Number A26617-0006 March 24, 2017 Structural Calculations CBC20I7-0149 2525ELCAMINO REAL #226 BATH & BODY WORKS: 3,757 SF TENANT IMPROVEMENT 1563020900 312912017 CBC20I7-0149 r PAUL J. FORD Page Of_______ i r & C 0 M PA N Y By_ Date Project TA S AT CJUB& www.pjfweb.com Client Comm. No. AZU t7 QO -.. -. - - -----.------4-------------- .---- ToRFRo CACcUT I'D . - - ---.---------.------------- ,- --. -- ......--------------- -------------- . - -------------------.-------..-- - .-. ---- r--- ---------------i ---- ------- -------------- - ---.,.-.-- --.--------.-.--. .--.--- ------------..-------.---1----- .............- --------------7_______________ R 4, II ADDITIONAL / 3 5/6" DIAGONAL BRACE (SIZED PER A/503.01) SEE /oi FOR CONNECTION BEAN. \ j /RTO < t ; _F_ > / -- 02.01 5020) 5020 020) CQLUfrs)C. 'L/_ NOTE SEE DRAWING 501.01 FOR COPED NOTES WALLS ARE 3 5/8", 20 GA, TURAL (I 5/8" FLANGE) METAL [STOREFRONT FRAMING @ 16"c/c, UNLESS NOTED A STOREFRONT FRAMING PLAN -Th It' '12\S XtL (IuzkbJ 1 0L VTz&üWr \\ - b)(4\ CONTINUOUS 3 5f8 I 20 GA STUD ________ P12 SCREWS INTO BUILT-UP LF.L BEAMS TIP. :L WT 3 5/8, 20 GA DIAGONAL BRACE. ALIGN WITH - DIAG ABOVE.— r — -Y CONr 3 5/8', 20 GA I I TRACK /(2)-P8 I / SCREWS Q 2' DC. I (I 3 5/8' DIAG BRACE SEE DETAIL AJSO3.0I ' P12 SCREWS INTO BUILT-UP SEMIS, fl?. - I 1—SENT PLATE V I/4x4x8x0'-6' LONG LLI4 f@ EA END OF HORIZONTAL MULLION AT 3-0' O.C. MAX pL bL STOREFRONT MANUFACTURER (2) ROWS OF FIN IS (4) P12 SCREWS 6' HEAVY PUTT BLOCKING PER F/Al2.0I WORD LOCATION BENT PL LOCATIONS 44 LF bL (2) ROWS OF (4) 812 SCREWS BENT PLATE I/4x8xISx0'-é' LONG LLV 6EA END OF ILf. PL DL UORIZONTAL MULLION P AND AT 3-0' O.C. MA)( CONNECTION SI £fLF wt STOREFRONT MANUFACTURER 8 x 8E9A 21 PIF LL ~ 1IN& 4RIU, (ROT 3 5/8, 200A (MIS) Is D.C., rrr UNLESS NOTED - METAL SCREW, TTP (SEE DETAIL R/501 .01 FOR SCREW SIZE) - IN NI I LL -w E Y% SELYK t1Acc 1'o JF RACE = I I PIF -b*f: NOTE SEE DRAWING 501.01 FOR CODED NOTES STOREFRONT SECTION STOREFRONT WALLS ARE 3 5/8', 20 GA, STRUCTURAL (I 5/80 FLANGE) METAL STUD FRAMING Is V'C/C, UNLESS NOTED I iN St'.t Fi% BCE /k SENT PLATE I14x4xBxO-E' LONG LUl @ EA END OF HORIZONTAL MULLION AND AT 3'-0 O.C. MAX -CONNECTION BY RE'R 5 PubL FACThR N Fiw41 4 6 HEAVY DUTY FI4L)4 BLOCKING PER F1Al2.0I CODRD LOCATION BENT PL LOCATIONS 512 SCREWS INTO BUILT-UP BEAMS, TIP. —I1I p1-f D BV" SaF 1 ( IN SOlD 1 ~ti c \JR3r CONTINUOUS 3 205A STUD —.. I METAL SCREW TIP I I (SEE DETAIL R/SOI.OI I FOR SCREW SIZE) - I 3 5, 20GA (MIN) I Q130.C.,TYF I I UNLESS NOTED 1 /8',2OGA /1 TRACK ./(2)-#B I / I SCREWS @ I2 D.C. - FASS T a 2' PLF. fkAj II 0.I57 DIA PONDER U liii ,—CONNECTION BY STOREFRONT ACTUATED FASTENERS i MANUFACTURER (HILTI 3-U OR I II A EQUIVALENT) @ IS JI O.C. (I EMBED, TIP) III 1 - - - STOREFRONT WALLS ARE 3 5/8', 20 GA, STRUCTURAL (I 5/6' NOTE FLANGE) METAL STUD SEE DRAWING 501.01 FOR CODED NOTES I FRAMING @ 16'c/c, UNLESS NOTED F STOREFRONT SECTION U, CONTINUOUS 2x FRT WOOD BLOCKING ' (3) #10x2 /2' LONG SCREWS @ B" O.C. GRILLE TRACK (CONNECTION TO HOOD BY OTHERS) SCREWS @ 3C/C II DOUBLE ', 16 GA II METAL STUDS II II NOTE- BOTTOM OF BEAMS TO ALIGN 2"x 2"x 12 GA x I -I" LONG FRAMING CLIP w/()-#12 SCREWS IN EA LEG, TIP NOTE IT IS ACCEPTABLE FOR FRAMING CLIPS AND CONNECTOR PLATES FROM ADJACENT CONNECTIONS TO OVERLAP. STAGGER THE SCREWS AS REQUIRED. BEAM CONNECTION DETAILS 1 1/2" - - BLOCKING DETAIL 3":l'-0" I N STOREFRONT CALCULATIONS (interior) Controlling Building Code: 2-1 CAUF1W1\ e0I01, c,*i, wl L#AU ,v t1EtiS (2l5 I8c V OF ~AgLS&Jbj ~) Determine Storefront Seismic Load: SDS = O8 (See Page g) (PR 1T O.4aP SDS WP --) where: ap = 1.0, SDS = RP = 2.5, F = - [1+2(z/h)] = 1.0, (z/h) 0,15 for store (R/I) location at level Z of 0.4(1.0)( 0 , w, F = -- [l+2(OTIS_)] (2.5/1.0) F = I313 W ----- Also check F range limits: F :5 Fp(ma)) = 1.6 SDS IP WP = 1.6(792-)(1.0)W= .25I Wp (OK)' F > Fp(min) = 0.3 SDS IP WP = 0.3(0.782)(1.0)WO.25 Wp (OK )V use F = .L313 W, (factored) Convert factored F seismic value into working stress F seismic value: F = (0.70) 0,313 W = .'t9 w (working stress) — Note: Per code, minimum lateral load = 5 psf q Determine whether seismic F value controls over minimum lateral load 5 psf value: Mm. lateral load S psf value: Use storefront framing height + Y2height of ELI DING CiRIL1- 3.3S ft. + 1/2 (,So ft.) = 1,(O 0 ft. ht. (See Page 3) .., 5 psfx 1, (O ft. ht. = 8.O plf(working stress) CONTROLS Seismic value: W, = 3° plf F , F = 0. ZI W = O,2.I (_3O plf) = 28,5 plf(working stress) "7 Use minimum lateral load 5 psf value p11 Continue checking other storefront framing areas to determine whether seismic F value controls over minimum lateral load S psf value: (see next page) 74 Determine whether seismic F value controls over minimum lateral load 5 psf value: A) Mm. lateral load 5 psf value: Use storefront framing height + 1/2 height of TVL WALL I 0 ft. + /z (_1S ft.) = +8 ft ht. (See Page A) LL .., 5 psfx ft: ht. = 37,+ plf(working stress) CONTROLS B) Seismic value: W, = 0 plf F = O2I' W = ó.zldl (______ plf) = plf (working stress) Use minimum lateral load psf value =27 4 pif Continue checking other storefront framing areas to determine whether seismic F value controls over minimum lateral load 5 psf value: (see next page) ii iarco Design Maps Summary Report http://earthquake.usgs.gov/designlTlaps/Us/summary.php?template=m... /,Aau1Fw/ USGS Design Maps Summary Report rt'i 18c)I User-Specified Input C44S&b) Q) Report Title AZ4417-00016 Shbppes at Carlsbad-BBW Wed February 1, 2017 14:41:47 UTC ------ Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.178120N, 117.33 173°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill - USGS-Provided Output S= 1.112g Sms 1.174g VALUE - S1 = 0.428 g SM1 = 0.673 g SD1 = 0.449 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. -MCER Response Spectrum IM Le I 0.24 0.12 0.00 i 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.90 2.00 Period. T (sec) Design Response Spectrum -0.90 0.64 Im 0.48- 0.16 0.00 0.00 I I -4- 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.90 2.00 Period. T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. lofi 2/1/20179:41 AM DESIGN STOREFRONT DIAGONAL BRACE / Lateral pressure: Use 5 psf minimum lateral load CONTROLS Diagonal brace spacing = ft. O.C. (450 diagonal brace) Brace supports lateral load for height of light gage framing + 1/z height of SUI( çfIiiE. = 3.35 ft. + %(8so ft.) = 7C0 ft. ht. , load in brace = 5psf( _4- ft. o.c.)(7, 6 0 ft. ht.)'vT = 15 2- lbs' V-2 - = 215 lbs = 0, 2.15 k(working stress) See Pagj!! for diagonal brace details. Option 1: See Pages .-j for analysis of single 3 5/8" deep, 20 ga. diagonal brace w/ lengh up to 10-0 max. Option 2: See Pages i-.fL for analysis of double 3 5/8" deep, 20 ga. back-to-back diagonal,brac1e w/ length up to 1 o max. 21S lbs = 0.2(5 k :5 brace load capacities shown on analyses. .., BRACES OKV ii.. Brace Load Imposed on Box Beams (additional uniform load) Load in brace resolved into vertical component = 21S lbs / 'fY = I 2- lbs. US 2_ lbs. -brace vertical component occurs at 4 ft. brace spacing. Resolve vertical component into uniform load = tc2.. lbs/ 4. ft.o.c. = 0 plf(working stress). INT4O. ., apply 100% of 3 plf uniform load on box beams which are directly adjacent to bottom of lagonal brace. Continue checking other storefront framing areas to determine other diagonal brace loading: (see next page) DESIGN STOREFRONT DIAGONAL BRACE Lateral pressure: Use 5 psf minimum lateral load CONTROLS Diagonal brace spacing = If ft. o.c. (450 diagonal brace) Brace supports lateral load for height of light gage framing + 1/2 height of 51jJ ta.41L, = .'., load in brace = 5 psf o. c.) (7. 9- ft. ht.) 'if = IO lbs lbs = O,22 k(working stress) See Page + for diagonal brace details. Option 1: See Pages -i: for analysis of single 3 5/8" deep, 20 ga. diagonal brace w/ length up to max. Option 2: See Pages i-.2 for analysis of double 3 5/8" deep, 20 ga. back-to-back diagonal brace w/ length up to 18 o' max. 2.I'2. lbs = O,22 k :5 brace load capacities shown on analyses. .., BRACES OK s.' Brace Load Imposed on Box Beam(s) (additional uniform load) Load in brace resolved into vertical component = 2.I'_ lbs /'JY= ISO lbs. ISO lbs.brace vertical component occurs at + ft. brace spacing. Resolve vertical component into uniform load = 150 lbs / 4 ft. o.c. = 37, tt plf (working stress). Apply on box beam(s) and SO% on INTFANX S1•uD. WILL o, So (_37,Lf plf) = I87 plf .°., apply I 8 [7 plf uniform load on box beam(s) which are to bottom of diagonal brace. APpLY I2 t,aI j$ INT6kkR Tkut tv4kk, ltj 81rii 6F 0&*J4 BRACE Continue checking other storefront framing areas to determine other diagonal brace loading: (see next page) (() PAE Ii ---- CONT ", IS GA TRACK w/(I)-S SCREV.1 EA FLANGE 41n AT EA VERT STUD. (o", ISGA MTL STUDS @ I(ô /4' DIA I-1ILTI KVHK EA VERTINDON MULLION. CONG SCRES INSTALL AN EXTRA STUD AT @ 2" O.C. (2 1/2" EMBED) TRACK w/(2)-6 SCRES EA ozr 11 CONT (a", IS GA DEEP-LEG FLANGE AT EA VERT STUD. Th 1~T UJE AV~ (C'k~T[v KNEE WALL DETAIL oth b / oV1JRNjI?. c4ucuurkry PJF PAUL J. FORD Page L Of_______ & COMPANY B Date _______ www.pjfweb.com Project Tit ?< IT CkLSRAb &J Client Comm. No. A2 7 -o cfli WA-U W A-Uv DBi W ii hbiT L) LVS O\JrjQ 4KLAfQQ41 -S6S o 7 2.. o 249 w ( L PA 4 I4'r) x PLF (F,N I Sq :52. PLF' Iz S pS L r fi!fljf " 6 iPT - tt !)T. XP . b,(aO:( $ X 4,7 PLF )c 1,00 : 1127 Lad /S cp4w y kTUILT1 - -C4PtJCAVF, 5 C4 AT, bcj 0o I Kf DL, PLF b ILI PLF1L. LS. L STR..UCTU.RAL ENGINEERS P AUL J. FORD AND COMPANY wpjfweb.com Page) •3 Of 01/'1.3 12,07 By Date Project Tt 1 Client Comm. No. 17 00 FoS S (SEE PAcE J2.) EE AS \ — VERTICAL CMpON(NT O L!Sf LL ox . . crA By L ° RAC (BACE LOAD & EAV' - O V' &ibi fLLE 1f FT. o.C.. tWVaTED INTo (QUIVALEI11 1 8 PLLt. . - FLI LL LF (flJ(FP4i LOA) I I LL L J tO .pCS.. . . MC AL ScRS - .4tm'1l4 c IQ o,C. LZj Uik bL + 0,111 k LL Fkom LATERAL LoJ\S LT-U BoX gji; 2 A?' SPA.J ,T?L. IV' 16 B€AtA .jç_k.a TRACY- 8Th. 0,3 k LL. FTALth,aJ sE. PAGES 21 -34 ;i. ANA1I oLutd\t.J "C — . LL FRsM LMAL UOS BEAM + '2' fE-&CrIo).) S3 .k DL FPWA DEW ' A IMACTi* 1. 9 METAL, s€J uRrv? 50K oLUAlJ; TF1,35/8 to J..k. STub.. to - 7'AcI. EACH .sbE E ALL LDAtS S.owNJ Wotc SrREsS I .3S3kbL S.'. o,3k LL FROM LTML LOAk PAUL j. FORD AND COMPANY STRUCTURAL ENGINEERS www.pjfweb.com Page_ Of By' Date . Date 03/Z9J2pf7 Project TIE.. S4 O4 -"LS — ROW Client Comm. No. A 17 ibo CD SEE ?AES 2.3 -7FO.?\NMYS1S (SEE PAGE Brix - r VERTIC.AL C.pON IVT or LATML ...5ic LL - EAV' - OI( / I' REr_BY W 81ACr. ERAr.IE (BRACE Lo 8pcs. 4g fr\crALSCRE.WS I2oC. SE.E PAGES RK ANA1 oLut'J 1- bT, Q.L. cANVFEb INTO EQUIVALENII sL_ u LL UiJF-°M LMt) + PLFbL M SPAt + 0. 50 ; LL FRaM 1&TAL UOS Bc.AM + T fEAcrIol) O4O2 k bL FROA rEc11t' e0LT-u? BoX 8€At1; W. ia" tlEEi) €AM1/ TRc) i-or em. LL F-i U.TL4L thAJ 9_c IL Rom LATERAL Lo/b, g2XAL.ScEJJ9 , .Ijovc4 UR)? 60K coLUfM; DEL, 2L&"PaF STub..1!/ 518 WOE TRACk. EACH SbE GO ARE AT WQKKkv4(x STRESS ILI o.4-02 k bL + .k U- FRoM LprRA L LOA& SEE PLAN * SECTIONS FOR BUILT-UP BOX BEAM IS GA. PLATE EACH SIDE- NITI- (8)-3 PAN HEAD 5CR EVS. -1S GA TOP TRACK (TRACK DEPTH SHALL MATCH STUD DEPTI-1). STOP FULL LENGTH TRACKS OF BUILT-UP COLUMN SHORT OF TOP TRACK NOTE: SEE CODED NOTES L/501.0I FOR BEAMS REQUIRING VJES STIFFENERS AT BEARING POINTS II! NOTE: SEE STOREFRONT FRAMING PLAN A/502.0I FOR LOCATIONS VJI-IERE SEAM IS CONTINUOUS ACROSS TOP OF COLUMN rAI Is 3 5/5° OR DEEP 3 OR ' DEEP STUDS AS REQUIRED TRACK AS REQUIRED BY OThER SECTIONS BY OTHER SECTIONS AND DETAILS- AND DETAILS LIGI-1TGAGE BOX BEAM TO COLUMN CONNECTION (TYP, UNLESS NOTED) STOP FULL LENGTH TRACKS OF BUILT-UP COLUMN SPORT OF BASE TRACK IS GA BASE TRACK (TRACK DEPTH SHALL MATCH STUD DEPTH). LIGI-TGAGE BOX COLUMN BASE CONNECTION (TYP, UNLESS NOTED) (2)-5 PAN HEAD SCRENS EACH SIDE (4)-3/1" DIA CONCRETE SCR ENS c I I LIGHTGAGE BOX COLUMN DETAIL OODS031COOCOLM I026.I0 CFS Version 9.0.0 Page 1 Section: Section 2.cfss Paul Cavote Box Beam A" Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW PAGE IL Rev. Date: 3/23/2017 By: Paul Cavote n Printed: 3/23/2017 A oso 0000 0000 9UON 0068OO 00006- 0090 S E180 0000 0000 91BUTS 0068OO 0000 5Z91 000L 0051 0000 990 0068OO 00006 0001 E £t80 0000 0000 e15UTS00680O 000081 S91 O9O 0000 0000 ;DUON 006L800 OOOOL 0050 I (UT) (UT) (UT) (3p) (UT) 3DusTa azTS aTOH N qM I6UV t6UrI dts UedQ 'SUOTSUU1TP apTsqTio UT 0 A4TAVaB JO aaquao Oq A UT 81L90- AIA6 30 a9qU90 Oq X :ut&txQ luoaj lavd 30 4uawaDvTd (e 9) UT 99500 SSUNDtTJ. 'S qlvd Osz.o 0000 0000 9UON 006800 00006 0050 S E180 0000 0000 aTBUTS 006800 000081 S9t IV 000L. 0051 0000 aaD O0680O 000OL OOOI E £Io 0000 0000 91BUTS 006800 00009E S9t 0S0 0000 0000 3UON 006800 00006 0050 I (UT) (UT) 03 (UT) (Sa P) (UT) aoUsta 3ZTS I°H N qM SnTP IEU dtis UadQ 'SU0TSUWTP PTSnO UT 0 ATAE JO aaqU90 Oq A UT LIO8 A4TAPaB 30 aGluaD 04 X :UTT1Q W013 qaPd 0 quGw9DvTd (a&eD 91) UT 99500 SsauxoTLIJ, 'pns 0so 0000 0000 allON 006800 00006- 0050 S E180 0000 0000 al,6UTS 00617800 0000 S91 . 000L 0051 0000 aaD 006T800 00006 000T7t E180 0000 0000 31SUTS 006800 000081 S91 oszo 0000 0000 9UON 006800 . 000012 0050 I (UT) (UT) 3303 (UT) (p) (UT) 3oUsTa 9ZTS aTOH N qM 1UV UI dtis UdO 'sU0TsUWTp UT 0 ATAe6 30 a9quGO Oq A UT L108- AT&eX5 0 aa4U90 04 X :txTT.IQ W0.1 0 quauiaopTd (a5 91) UT 99500 S PTttL ' xe UT ZI 5UTdS xotxuoD T, TIT 0 2 'PT12AO 4tMqSUOD UOTSIOI 9VUT 0 Mo 'PTO. USU0D UTdIeM T5N st, fl 'Ue2S GlTsuaj, T5N Ec A 'UZS PITA TN 0OS6 'ATTSe- 0 snnpow UTW.X0 0 N10bt p0D LUO.Z; asPaaDUT tU1S ON EE aPPaD SS ES9V :TT4 sndui uoipeg LI.OZI2/C :pOUiJ 9OAE3 Ined :A LL.OZI2I :oea •AO Ll M9-peqsJe3 le saddoq oqj 9000-L.99v Icuedwo3 pue pjoj r Ifl8d 1y,, wee xo OTOA3 IflBd SSJO UOFOO UOI3O . 06ed 006 UO!SJ/\ S13 k Coef. 0.000 0.000 0.000 Hole Size (in) 0.0000 0.0000 0.0000 Distance (in) 0.6250 3.0991 0.6250 k Coef. 0.000 0.000 0.000 Hole Size (in) 0.0000 0.0000 0.0000 Distance (in) 0.6250 3 .0991 0.6250 CFS Version 9.0.0 Section: Section 2.cfss Box Beam "A" A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 Paul Cavote Paul J Ford and Company KAM Page 2 -ii Part 4, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 6.8523 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 1 1.2500 90.000 0.084900 single 2 6.1981 0.000 0.084900 Cee 3 1.2500 -90.000 0.084900 Single Track, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -6.8523 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 1 1.2500 270.000 0.084900 single 2 6.1981 180.000 0.084900 Cee 3 1.2500 90.000 0.084900 Single Full Section Properties Area 3.9882 inA2 Wt. 0.013560 k/ft Width 70.463 in Ix 115.13 inA4 rx 5.3728 in Ixy 0.00 inA4 Sx(t) 16.315 inA3 y(t) 7.0566 in a 0.000 deg Sx(b) 16.315 inA3 y(b) 7.0566 in Height 14.1132 in ly 21.43 inA4 ry 2.3181 in Xo -0.2649 in Sy(1) 7.254 inA3 x(l) 2.9544 in Yo 0.0000 in Sy(r) 6.607 inA3 x(r) 3.2437 in jx 0.6729 in Width 6.1981 in jy 0.0000 in Il 115.13 in"4 ri 5.3728 in 12 21.43 inA4 r2 2.3181 in Ic 136.56 in4 rc 5.8516 in Cw 26.450 in6 lo 136.84 in4 ro 5.8576 in J 0.0042588 in4 Net Section Properties Ix 115.08 in4 rx Sx(t) 16.308 in3 y(t) Sx(b) 16.308 inA3 y(b) ly 19.85 in4 ry Sy(1) 6.701 inA3 x(l) Sy(r) 6.135 in3 x(r) 5.5519 in Area 3.7335 in2 7.0566 in Ixy 0.00 jA4 7.0566 in IC 134.93 in4 2.3058 in 2.9623 in 3.2358 in CFS Version 9.0.0 Page 3 Section: Section 2.cfss Paul Cavote Box Beam "A" Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW PAGE. I1 Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 29.197 k Maxo 218.32 k-in Mayo 62.51 k-in Ae 1.5926 inA2 Ixe 92.577 jA4 lye 12.330 jA4 Sxe(t) 11.048 in3 Sye(l) 5.360 inA3 Tension Sxe(b) 16.146 inA3 Sye(r) 3.163 iflA3 Ta 78.809 k Negative Moment Negative Moment Maxo 218.32 k-in Mayo 65.76 k-in Shear Ixe 92.577 inA4 lye 12.681 in4 Vay 6.635 k Sxe(t) 16.146 inA3 Sye(1) 3.328 inA3 Vax 11.095 k Sxe(b) 11.048 in3 Sye(r) 5.311 in'3 Part 2 element 3 w/t exceeds 200. Stud element 3 w/t exceeds 200. Part 5 element 3 w/t exceeds 200. oading: Dead Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 2 Concentrated 90.000 0.417 3 Distributed 90.000 3.000 4 Distributed 90.000 28.500 5 Concentrated 90.000 30.583 End Loc. Start End (ft) Magnitude Magnitude 3.000 -0.049000 -0.049000 k/ft NA -0.075000 NA k Bearing Length 1.00 in 28.5001 -0.089000 -0.089000 k/ft 31.000 -0.049000 -0.049000 k/ft NA -0.075000 NA k Bearing Length 1.00 in End Loc. Start End (ft) Magnitude Magnitude 3.000 -0.018700 -0.018700 k/ft 28.500 -0.021000 -0.021000 k/ft 31.000 -0.018700 -0.018700 k/f oading: Live Load Type 1 Distributed 2 Distributed 3 Distributed Angle Start Loc. (deg) (ft) 90.000 0.000 90.000 3.000 90.000 28.500 CFS Version 9.0.0 Page 1 Analysis: Analysis I .cfsa Paul Cavote 31 ft Span Simple Beam - Box Beam A Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW I AE 20 Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 ew A1'\ A - Analysis Inputs Members Section File 1 Section 2.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 31.000 Top 00000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 3/23/2017 10:54:13 AIVI k Lm (k) (ft) 0.0000 31.000 Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.00 No 1.0000 2 XYT 31.000 2.00 No 1.0000 CFS Version 9.0.0 Analysis: Analysis I .cfsa Paul Cavote 31 ft Span Simple Beam - Box Beam "A" Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 I. By: Paul Cavote bY Jt\ A Printed: 3/23/2017 Page 2 Load Combination: D Specification: 2012 North American Specification US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 Load Combination: D+L Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Live Load 1.000 3 Product Load 1.000 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+L Design Parameters at 15.517 ft: Lx 31.000 ft Ly 31.000 ft Lt 31.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 2.cfss Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.1379 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k4 0 k Red. Factor, R: 0 Lm 31.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 157.01 0.000 0.00 0.000 Applied 0.000 157.01 0.000 0.00 0.000 Strength 9.845 200.61 6.635 25.66 11.095 Effective section properties at applied loads: Ae 3.5877 inA2 Ixe 106.69 in4 lye 19.45 inA4 Sxe(t) 14.202 inA3 Sye(1) 6.570 in3 Sxe(b) 16.162 in3 Sye(r) 6.010 in3 Interaction Equations NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.783 + 0.000 =3 <= 1.0 NAS Eq. C5.2.l-1 (P, Mx, My) 0.000 + 0.783 + 0 000 - 0 783 <- 1 0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.517 + 0.000)=f 0.719 <= 1 0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000_< Part 2 element 3 w/t exceeds 200. =l:0J Stud element 3 w/t exceeds 200. jv VI Part 5 element 3 w/t exceeds 200. CFS Version 9.0.0 Analysis: Analysis 1.cfsa 31 ft Span Simple Beam - Box Beam "A" A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3123/2017 Rum Load Combination: D+L, Y Direction Reaction (k) Shear (k) Moment (k-in) L L Deflection (in) LL 0 I2?1 L/ 7L Page 1 Paul Cavote Paul J Ford and Company CFS Version 9.0.0 Page 1 Section: Section 3.cfss Paul Cavote Box Beam "B Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW FA 2- Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 US Version 9.0.0 Section: Section 3.cfss Box Beam "B' A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 Bty mm. Page 1 Pau! Cavote Paul J Ford and Company pA, 2.1I Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in6 Torsion Constant Override, J 0 in4 Connector Spacing 12 in Part 2, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity -1.5874 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.500 270.000 0.084900 None 0.000 0.000 0.250 2 1.625 180.000 0.084900 Single 0.000 0.000 0.813 3 12.000 90.000 0.084900 Cee 0.000 1.500 6.000 4 1.625 0.000 0.084900 Single 0.000 0.000 0.813 5 0.500 -90.000 0.084900 None 0.000 0.000 0.250 Stud, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 1.5874 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.500 90.000 0.084900 None 0.000 0.000 0.250 2 1.625 360.000 0.084900 Single 0.000 0.000 0.813 3 12.000 270.000 0.084900 Cee 0.000 1.500 6.000 4 1.625 180.000 0.084900 Single 0.000 0.000 0.813 5 0.500 90.000 0.084900 None 0.000 0.000 0.250 Part 4, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 5.7839 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 0.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 -90.000 0.084900 Single 0.000 0.0000 0.6250 Track, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -5.7839 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 180.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 CFS Version 9.0.0 Page 2 Section: Section 3.cfss Paul Cavote Box Beam "B" Paul J Ford and Company PA A26617-0006 The Shoppes at Carlsbad-BBW E- 25 Rev. Date: 3/23/2017 By: Paul Cavote jj'I\ 13 Printed: 3/23/2017 .....-... Full Section Properties Area 2.4838 in2 Wt. 0.0084450 k/ft Width 43.884 in Ix 54.707 in4 rx 4.6931 in Ixy 0.000 inA4 Sx(t) 9.0326 in3 y(t) 6.0566 in a 0.000 deg Sx(b) 9.0326 inA3 y(b) 6.0566 in Height 12.1132 in ly 6.385 inA4 ry 1.6033 in Xo 0.0000 in Sy(1) 3.3402 in3 x(1) 1.9116 in Yo 0.0000 in Sy(r) 3.3402 inA3 x(r) 1.9116 in jx 0.0000 in Width 3.8231 in jy 0.0000 in I]. 54.707 in4 r]. 4.6931 in 12 6.385 inA4 r2 1.6033 in Ic 61.091 inA4 rc 4.9594 in Cw 12.327 inA6 10 61.091 inA4 ro 4.9594 in J 0.0026524 in4 Net Section Properties Ix 54.675 in4 rx 4.8608 in Area 2.3140 inA2 Sx(t) 9.0273 inA3 y(t) 6.0566 in Ixy 0.000 inA4 Sx(b) 9.0273 inA3 y(b) 6.0566 in Ic 60.493 inA4 iy 5.818 inA4 ry 1.5857 in Sy(1) 3.0438 inA3 x(1) 1.9116 in Sy(r) 3.0438 in3 x(r) 1.9116 in Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 22.255 k Maxo 140.02 k-in Mayo 30.54 k-in Ae 1.2139 in2 Ixe 48.210 in4 lye 3.720 in4 Sxe(t) 7.0856 in3 Sye(l) 2.6268 in3 Tension Sxe(b) 9.0803 in3 Sye(r) 1.5454 in3 Ta 49.082 k Negative Moment Negative Moment Maxo 140.02 k-in Mayo 30.54 k-in Shear Ixe 48.210 in4 lye 3.720 inA4 Vay 5.860 k Sxe(t) 9.0803 in3 Sye(l) 1.5454 in A3 Vax 8.719 k Sxe(b) 7.0856 in'3 Sye(r) 2.6268 in3 Part 2 element 3 w/t exceeds 200. Stud element 3 w/t exceeds 200. CFS Version 9.0.0 Page 1 Analysis: Analysis 2.cfsa Paul Cavote 26.5 ft Span Simple Beam - Box Beam "B" Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW PAE 2. Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 Analysis Inputs Members Section File 1 Dbl 12 16ga Beam w 3625 16ga Tracks.sct Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 26.500 Top 0.4000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 11/11/2013 3:48:24 PM k4 Lm (k) (ft) 0.0000 26.500 Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.00 No 1.0000 2 XYT 26.500 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 26.500 -0.030000 -0.030000 k/ft Loading: Live Load PS F) Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 26.500 -0.038000 -0.038000 k/ft Load Combination: D Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 CFS Version 9.0.0 Analysis: Analysis 2.cfsa Paul Cavote 26.5 ft Span Simple Beam - Box Beam 'B' Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 Load Combination: D+L Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Live Load 1.000 3 Product Load 1.000 Page 2 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+L Design Parameters at 13.250 ft: Lx 26.500 ft Ly 26.500 ft Lt 26.500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Db1 12 16ga Beam w 3625 16ga Tracks.sct Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k 0 k Red. Factor, R: 0.4 Lm 26.500 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.0000 71.63 0.0000 0.00 0.0000 Applied 0.0000 71.63 0.0000 0.00 0.0000 Strength 9.4056 125.60 5.8598 28.25 8.7190 Effective section properties at applied loads: Ae 2.4581 inA2 Ixe 54.485 inA4 lye - 6.299 in'4 Sxe(t) 8.9508 in3 Sye(1) 3.2953 in3 Sxe(b) 9.0416 in3 Sye(r) 3.2953 in'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.570 + 0.000 - 0.570 <= 1.0 NAS Eq. C5.2.1-2 (P. Mx, My) 0.000 + 0.570 + 0.000 = 0:570 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.262 + 0.000)=i2-_l.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000) Stud element 3 wIt exceeds 200. Part 2 element 3 w/t exceeds 200. _OK 1 CFS Version 9.0.0 Analysis: Analysis 2.cfsa 26.5 ft Span Simple Beam - Box Beam "B" A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 Paul Cavote Paul J Ford and Company Page 1 Load Combination: D+L, Y Direction Reaction (k) 0.901 0. Shear (k) Moment (k-in) Deflection (in). A 0 ('= L/ Ok LL CFS Version 9.0.0 Section: Section 4.cfss Box Column "C' A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 Paul Cavote Paul J Ford and Company Page 1 - 00sz0 00000 0000 U0N 0068OO 00006- 00050 S St80 00000 0000 aTBUTS 006800 0000 OS91 S181 00051 0000 @aD 0068OO 00006 OS9E E S180 00000 0000 31SUTS 006800 000081 OS91 OOSO 00000 0000 9UON 0068OO 0000L2 00050 1 (UT) (UT) 3O3 (UT) (P) (UT) DUS 3zTs 910H N 8M snTp 3IEUY t6UrI 3dtS uado 'suoisuuitp 3pislrlo UT 0 A1TAi6 go aaquao Oq A UT S19L0- ATAI6 ;oaaquaDOq x :u-r5-rx w0,x; 1Xd ;o 1UUi31d (a6e 91) UT 99500 ssxpti s 1d ooso 00000 0000 9UON 006800 00006 00050 S St8.0 00000 0000 alf5UTS 006r800 000081 0S91 S181 00051 0000 990 006'800 0000L 0S9E E S18.0 00000 0000 TUTS 006'800 00009E 0S91 ooso 00000 0000 allON 006800 00006 00090 I (UT) (UT) (UT) (p) (UT) DUSTa GZTS aTOH N qM 9 TP'I 31U1 t16UI dtis UdO 'sUOTSUU1Tp apTsqno UT 0 AqTAPaB go aaqUaD 01 A Ut I9OS AqTAVaB TO aaqUaO 01 X :UTTzQ WO 1d 30 1UU1Id 91) UT 99500 ssauXoTT41 'P1S ooso 00000 0000 allON 006800 00006- 00090 S S180 00000 0000 GTJBUTS 0061,800 0000 0S9I 5Z181 00051 0000 990 006800 00006 0S9E £ SI80 00000 0000 TUTS 006800 000081 0S9I ooSo 00000 0000 9UON 006800 000OL 00050 I (UT) (UT) (UT) (p) (UT) 3DtIe1STa GZTS 910H N qM snTpPH aTUV 3dRtjS UdQ 'SU0TSUU1TP apTsqno UT 0 AqTAVaS go aaquao 01 A UT I90S - A;TAth 30 a9qUaD 01 X :UTfrr.XQ W03 1d go 1U3W3OTd (a&2D 91) UT 99S00 SSUNOTtIJ. ' 1'd UT ZT £UTedg X01UU0D VLI 0 f 'PTZAO 1U1SU0D U0T10I 9UT 0 MD 'aPT.AO 1U1SU0D 5UT&IM TN S IV na T.UX 1TSUL TN £E A.I 'TI1UaZ1S PI3TA TN 00S6 30 SflIflP0W BUTUI2ZO; JO NIOM ploD U101J 9svaaDUT tT1U11S ON £E 9PIO SS ES9V :ITIew snduI uoqoag - ------- ç1D t'M(fl aD 7çc LIOIF.'2I :pUUd OA83 Ined :A9 LI.OZI2I :eTea A8 OF V I M-peqSJe3 e soddoq '.a 9000-L i.ggv Au8dwo3 PUB pjoj I' ,, uwnlo3 xo OTOABO Ined sspii uoioos :U0113as I. 96Bd 006 UO!SJ3A Sd3 CFS Version 9.0.0 Page 2 Section: Section 4.cfss Paul Cavote Box Column "C" Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote RDx (uri'J C Printed: 3/23/2017 Part 2, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 1.6648 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 2 6.1981 0.000 0.084900 Cee 0.000 0.0000 3.0991 3 1.2500 -90.000 0.084900 Single 0.000 0.0000 0.6250 Track, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -1.6648 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.084900 Single 0.000 0.0000 0.6250 2 6.1981 180.000 0.084900 Cee 0.000 0.0000 3.0991 3 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 Full Section Properties Area 2.2265 in2 Wt. 0.0075702 k/ft Width 39.338 in Ix 5.390 inA4 rx 1.5559 in Ixy 0.000 in4 Sx(t) 2.8838 inA3 y(t) 1.8691 in a -90.000 deg Sx(b) 2.8838 inA3 y(b) 1.8691 in Height 3.7382 in iy 10.478 in4 ry 2.1693 in Xo -0.4458 in Sy(1) 3.4390 in3 x(l) 3.0467 in Yo 0.0000 in Sy(r) 3.3247 in3 x(r) 3.1514 in jx 0.5311 in Width 6.1981 in jy 0.0000 in Il 10.478 in4 rl 2.1693 in 12 5.390 in4 r2 1.5559 in IC 15.868 in4 rc 2.6696 in Cw 2.0501 inA6 Ic 16.310 ±n4 ro 2.7065 in J 0.0023776 ±nA4 Net Section ProDerties Ix 5.342 in4 rx 1.6460 in Area 1.9718 in2 Sx(t) 2.8582 in3 y(t) 1.8691 in Ixy 0.000 inA4 Sx(b) 2.8582 inA3 y(b) 1.8691 in Ic 14.230 in4 iy 8.887 inA 4 ry 2.1230 in Sy(l) 2.8914 in3 x(l) 3.0737 in Sy(r) 2.8446 inA3 x(r) 3.1244 in CFS Version 9.0.0 Page 3 Section: Section 4.cfss Paul Cavote Box Column "C Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW PAz 32 Rev. Date: 3/23/2017 u By: Paul Cavote to X cut C Printed: 3/23/2017 Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 27.545 k Maxo 45.211 k-in Mayo 51.174 k-in Ae 1.5025 in2 Ixe 4.6917 in4 lye 8.3479 in4 Sxe(t) 2.2879 in3 Sye(l) 2.8064 in'3 Tension Sxe(b) 2.7801 inA3 Sye(r) 2.5897 inA3 Ta 43.998 k Negative Moment Negative Moment Maxo 45.211 k-in Mayo 52.254 k-in Shear Ixe 4.6917 in4 lye 8.3765 in4 Vay 5.222 k Sxe(t) 2.7801 inA3 Sye(1) 2.6444 in3 Vax 11.095k Sxe(b) 2.2879 inA3 Sye(r) 2.7641 inA3 US Version 9.0.0 Analysis: Analysis 3.cfsa Paul Cavote 8.75 ft Tall Beam-Column - Box Col. "C" Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 _..._- Page 1 ?AE 33 Analysis Inputs Members Section File 1 Section 4.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.0000 8.7500 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 3/23/2017 11:45:30 AM Lm (k) (ft) 0.0000 8.7500 Type Location (ft) 1 XYT 0.0000 2 XYT 8.7500 Loading: Dead Load Type LSt>< \,) 1 Axial Bearing Fastened K (in) 2.00 No 1.0000 2.00 No 1.0000 Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude NA 00000 8.7500 1.3530 1.3530 k CFS Version 9.0.0 Analysis: Analysis 3.cfsa 8.75 ft Tall Beam-Column - Box Col. "C" A26617-0006 The Shoppes at Carlsbad-BBW r, -- - n_s... a inn innc, Paul Cavote Paul J Ford and Company Page 2 Nev. uate By: Paul Cavote jjv C] I NcJ4 Att Printed: 3/23/2017 Loading: Live Load (AAAS (deg) Type Angle Start Loc. (ft) id Loc. Start End (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.7500 0.3190 0.3190 k Load Combination: D Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 Load Combination: D+L Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Live Load 1.000 3 Product Load 1.000 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+L Design Parameters at 0.0000 ft. Right side: Lx 8.7500 ft Ly 8.7500 ft Lt 8.7500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 4.cfss Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 8.7500 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 1.672 0.000 0.000 0.000 0.000 Applied 1.672 0.000 0.000 0.087 0.000 Strength 4.757 42.722 5.222 32.689 11.095 Effective section properties at applied loads: Ae 2.2265 in'2 Ixe 5.390 in4 lye 10.478 in4 Sxe(t) 2.8838 in'3 Sye(1) 3.4390 inA3 Sxe(b) 2.8838 inA3 Sye(r) 3.3247 in3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.351 + 0.000 NAS Eq. C5.2.1-2 (P, Mx, My) 0.061 + 0.000 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 Connector spacing: a/ri exceeds 0.5KL/r. + 0.003 =F.354 =lT + 0.003 =3 <= 1.0 + 0.000)=0 <= 1.0 + 0.000)=2 <= 1.0 S.' CFS Version 9.0.0 Section: Section 5.cfss Box Column "D" A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 Paul Cavote Paul J Ford and Company Page 1 3S CFS Version 9.0.0 Page 1 Section: Section 5.cfss Paul Cavote Box Column "D" Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW PP€ 3( Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 - Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in6 Torsion Constant Override, J 0 in4 Connector Spacing 12 in Part 2, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity -1.3186 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.084900 Cee 0.000 1.5000 1.8125 4 1.6250 0.000 0.084900 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.084900 None 0.000 0.0000 0.2500 Stud, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 1.3186 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 90.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 360.000 0.084900 Single 0.000 0.0000 0.8125 3 3.6250 270.000 0.084900 Cee 0.000 1.5000 1.8125 4 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 5 0.5000 90.000 0.084900 None 0.000 0.0000 0.2500 Part 4, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 1.5964 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 0.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 -90.000 0.084900 Single 0.000 0.0000 0.6250 Track, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -1.5964 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 180.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 CFS Version 9.0.0 Page 2 Section: Section 5.cfss Paul Cavote Box Column "D" Paul J Ford and Company p A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote r U "\ '-J' IN Printed: 3/23/2017 Full Section Properties Area 1.5358 in2 Wt. 0.0052217 k/ft Width 27.134 in Ix 3.6059 in4 rx 1.5323 in Ixy 0.0000 jA4 Sx(t) 1.9292 inA3 y(t) 1.8691 in a 0.000 deg Sx(b) 1.9292 inA3 y(b) 1.8691 in Height 3.7382 in ly 3.2214 inA4 ry 1.4483 in Xo 0.0000 in Sy(l) 1.6852 inA3 x(l) 1.9116 in Yo 0.0000 in Sy(r) 1.6852 inA3 x(r) 1.9116 in jx 0.0000 in Width 3.8231 in jy 0.0000 in Il 3.6059 in4 rl 1.5323 in 12 3.2214 inA4 r2 1.4483 in IC 6.8273 jA4 rc 2.1084 in Cw 1.1030 in6 10 6.8273 inA4 ro 2.1084 in J 0.0016400 inA4 Net Section Properties Ix 3.5741 inA4 rx 1.6176 in Area 1.3660 inA2 Sx(t) 1.9122 inA3 y(t) 1.8691 in Ixy 0.0000 in'4 Sx(b) 1.9122 inA3 y(b) 1.8691 in IC 6.2288 in4 ly 2.6548 inA4 ry 1.3941 in Sy(1) 1.3888 inA3 x(l) 1.9116 in Sy(r) 1.3888 inA3 x(r) 1.9116 in Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 21.187 k Maxo 34.285 k-in Mayo 24.734 k-in Ae 1.1556 in2 Ixe 3.3805 inA4 lye 2.4791 inA4 Sxe(t) 1.7350 in3 Sye(1) 1.3455 inA3 Tension Sxe(b) 1.8887 in3 Sye(r) 1.2517 in3 Ta 30.348 k Negative Moment Negative Moment Maxo 34.285 k-in Mayo 24.734 k-in Shear Ixe 3.3805 in4 lye 2.4791 in4 Vay 4.516 k Sxe(t) 1.8887 in A3 Sye(l) 1.2517 in'3 Vax 8.719 k Sxe(b) 1.7350 inA3 Sye(r) 1.3455 in'3 CFS Version 9.0.0 Analysis: Analysis 4.cfsa Paul Cavote 8.625 ft Tall Beam-Column - Box Col. "D" Paul J Ford and Company A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote Printed: 3/23/2017 - Page 1 PE 38 Analysis Inputs Members Section File Revision Date and Time 1 Section 5.cfss 3/23/2017 12:51:05 PM Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.0000 8.6250 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports k4 Lm (k) (ft) 0.0000 8 .6250 Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.00 No 1.0000 2 XYT 8.6250 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude ALL 1 Axial NA 0.0000 8.6250 0.40200 0.40200 k CFS Version 9.0.0 Page 2 Analysis: Analysis 4.cfsa Paul Cavote 8.625 ft Tall Beam-Column - Box Col. D" Paul J Ford and Company PAGE A26617-0006 The Shoppes at Carlsbad-BBW Rev. Date: 3/23/2017 By: Paul Cavote B< cwtI bw Printed: 3/23/2017 Loading: Live Load (s Type Angle Start Loc. End Loc. Start (Magnitude End \ Magnitude 1 Axial NA 0.0000 8.6250 0.50900 Load Combination: D Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 Load Combination: D+L Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Live Load 1.000 3 Product Load 1.000 Member Check - 2012 North American Specification - US (ASD) Load Cbmbination: D+L Design Parameters at 0.0000 ft. Right side: Lx 8.6250 ft Ly 8.6250 ft Lt 8.6250 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 5.cfss Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 8.6250 ft Loads: P Mx vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.9110 0.000 0.0000 0.000 0.0000 Applied 0.9110 0.000 0.0000 0.000 0.0000 Strength 4.7290 28.808 4.5164 24.734 8.7190 Effective section properties at applied loads: Ae 1.5358 in2 Ixe 3.6059 in4 lye 3.2214 in4 Sxe(t) 1.9292 in"3 Sye(1) 1.6852 inA3 Sxe(b) 1.9292 in3 Sye(r) 1.6852 in3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) 0.193 + 0.000 + 0.000 = 0.193 <= 1.0 0.043 + 0.000 + 0.000 = 0.043 <= 1.0 Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Sqrt(0.000 + 0.000)= 0.000 <= 1.0 B-Dv C.zLtjt 'b'4 - oF. - --------- PA 2"x2"xO'-" LG, 12 GA FRAMING CLIP H/(3)-*8 SCRENS EA LEG CONTINUOUS CENTER TRACK (GAGE DIAGONAL OVER TO MATCH HALL VERTICAL STU STUD, EXCEPT AT DIAGONAL, USE 20 GAGE I ATTACH TRACK TO MIN TRACK) I HALL STUD w/(2)- HALLS NI-1ERE SCREWS EACH SIDE. DIAGONAL IS ATTACI-1ED TO TOP OF HALL CONNECT TO EXISTING STRUCTURE PER DETAIL E/503.0I N N CONTINUOUS TRACK (GAGE TO MATCH HALL STUD, VIEHS A * EXCEPT USE 20 GAGE MIN TRACK) NOTE FOR DOUBLE STUD DIAGONALS, "SECOND" STUD SI-1ALL CONNECT TRACK TO VERT END AS CLOSE AS STUDS H/(I)-#B SCREW IN POSSIBLE EACH FLANGE OF EACH CONNECTION, TOP * STUD, EXCEPT INSTALL BOTTOM. (2)-t8 SCREWS IN EACH FLANGE AT VERT STUDS (4)-*5 SCRE HITI-I DIAGONALS HALL OR STOREFRONT STUD 20 GA. DIAGONAL BRACING OPTIONS DIAGONAL LENGTH- DIAGONAL LENGTH- Up TO 10-0" 01 -1" TO 18-0" DBL 3 B/B", 20 C.A. SINGLE 3 5/8", STUDS HIT!-! I 5/ 20 GA. DIAGON HIDE FLANGES 5 SCRE 12"r-/c VIEW A-A VIEW B-B SPACING OF DIAGONAL BRACING I CONTACT STRUCTURAL ENGINEER FOR LENGTHS INTERIOR PARTITIONS - 48" O.C. MAX I LONGER THAN 1641. STOREFRONT FRAMING - 48" O.C. MAX 3-21-2017 PRELIMINARY NOT FOR CONSTRUCTION TYPICAL DIAGONAL BRACING - 1"= 1'-0" I 05D-S031-AO1BRAC STRUCTURAL STUDS - SDC D, E & F 020H(o NdZ tH 2 /-xxx 6" LG FRAMING / CLIP, ONE SIDE (TrP EACH / END) ui/(3)-#I2 MTL SCREHS / INTO MTL STUD AND (3)-I2 / HOOD SCRENS INTO HOOD EXIST HOOD / DECK / /STUD BLOCKING (4)-I2 SCREWS EXIST HOOD FRAMING DIAG PERPENDICULAR TO EXIST 2x' FRAMING MAX ,, SCREW OR P.A.F., SEE - EXISTING XISTING STRUCTURE OR METAL LIGHT GAGE 7 SCREW BUILT-UP FRAMING FRAMING CLIP, SEE DETAILS FOR SIZE DIAGONAL BRACE TYPICAL FRAMING CLIP CONNECTION BEFORE INSTALLING ANCHORS, CONTRACTOR SHALL VERIFY WITH MALL MANAGEMENT THAT ATTACHMENT SHOWN IS ACCEPTABLE. I2 SCREWS @ " O.C. MAX AND 2" FROM EACH END-------- ", 18 GA MTL STUD NITI-I (o, 18 GA DEEP - LEG TRACK 2x2xI2 GA x " LG FRAMING CLIP, ONE SIDE N/(3)-#I2 MTL SCREWS EACH LEG (3)-fl12 SCREWS, EA CLIP VIEW A-A I I BENT 3"X 2"X 2x2xI2 GA x " LG FRAMING (3)-#I2 SCRENS / / 12 GA X o'-' rCLIP, EACH SIDE (TP EACH J/ THROUGH DIAG / LONG FRAMING / END) w/(3)-#I2 MTL SCREWS BRACE, INTO / CLIP / INTO MTL STUD AND (3)-#I2 BOTH CLIPS / HOOD SCREWS INTO HOOD DIAG BRACE EXIST HOOD VIEW B- B DECK B B A IS GA MTL EXIST STUD NITH HOOD FRAMING IS GA DEEP DIAG SKEWED TO LEG TRACK 2x14 FRAMING DIAG PARALLEL LG TO 2xI4 FRAMING BENT CLIP w/(3)-#I2 SCRENS EA LEG #12 SCREN ,2 3/4" TYPICAL DIAGONAL BRACE I 1"1'-O" WOOD FRAMING I OODS031EO2BRAC US Version 8.0.1 Page 1 Section: SgI 3625 20ga Brace 10 ft Max Span.sct Paul Cavote Paul J Ford and Company Rev. Date: 12/10/2013 2:08:36 PM By: Paul Cavote PA 4 £ 42. Printed: 12/10/2013 2:08:43 PM OP11Ot1 - Zoj.. £TU Section Inputs CFS Version 8.0.1 Page 2 Section: Sgl 3625 20ga Brace 10 ft Max Span.sct Paul Cavote Paul J Ford and Company Rev. Date: 12/10/2013 2:08:36 PM fi- I &RR (T,- By: Paul Cavote -------__-- Printed: 12/10/20132:08:43 PMI Lk 3/ .tEP .sru Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E. 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in6 Torsion Constant Override, J . 0 in'4 Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0. in Y to center of gravity 0 in Outside dimensions, Open. shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 .0.076500 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.076500 single 0.000 0.0000 0.8125 3 3.6250 90.000 .0.076500 Cee 0.000. 1.5000 1.8125 4 1.6250 0.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.076500 None. 0.000 1 .0.0000 0.2500 CFS Version 8.0.1 Page 1 Section: Sgl 3625 20ga Brace 10 ft Max Span.sct Paul Cavote Paul J Ford and Company ,. Rev. Date: 12/10/20132:O1:58PM OT1ONJ I - 8A C.' r By: Paul Cavote Printed: 12/10/2013 2:08:43 PM 3I rcP 2 S-rv.b Full Section Properties Area 0.262.11 inA2 Wt 0 00089119 k/ft Width 7,5756 in Ix 0.5512 jA4 rx 1.4502 in Ixy 0.0000 inA4 Sx(t) 0.30413 in3 y(t) 1.8125 in a 0.000 deg Sx(b) .0.30413 A3 y(b) 1.8125 in . Height. 3.6250 in ly 0.0994 in4 ry 0.6157 in Xo -1.3065 in Sy (1) 0.18503 inA3 x(1) 0.5370 in Yo 0.0000 in Sy (r) 0.09131 inA3 x(r) 1.0880 in ix 2.07.32 in Width 1.6250 in jy .0.0000 in Il 0.5512 in rl 1.4502 in - 12 0.0994 inA4 r2 0.6157 in . lc 0.6506, inA4 .rc 1.5754 in Cw 0.28427 in6 10 1.0981 in4 ro 2.0468 in J 0.00010460 in4 Net Section Properties . .. . , Ix 0 5415 inA4 rx 1.6050 in Area 0 21021 1flA2 ';Sx(t) 0.29876 in3 y(t) 1.8125 in Ixy 0.0000 jA4 Sx(b) 0.29876 in'3 7(b) 1.8125 in Ic . 0.6234 in .Iy 0.0819 in A4 ry 0.6241 in Sy.(1) . 0.12307 in3 x(1) 0.6653 in Sy (r) 0.08531 in3 x(r) 0.9597 in 'Member.-Check - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx 10.0000 ft. Ly . 10.0000 ft Lt 10.0000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.500000 in . . . Cmx '1.0000 ' ' Cmy . ' 1.0000 ey 0.000000 in ' Braced Flange: None ko 0 k Red. Factor, R: 0 Lm 10.0000 ft Loads: P Mx. , Vy My ' Vx (k) (k-in).. .. (k) . (k-in) ' . (k) Entered 0.4060 0.0000 - 0.0000 0.0000 0.0000 uippiled 0.4060 '0.0000 0.01700 _50 0.00 00 I Streng 0.6064 , 2.2341 0.5212 0.9669 1.2013 / Effective section properties at applied loads: Ae 0.26211 in2 Ixe . ' 0.55123 inA4 lye 0.09935 in4 Sxe(t) 0.30413 inA3 . Sye(1) 0.18503 inA3 Sxe(b).0.30413 in Sye(r) 0.09131 in Interaction Equations NAS Eq. C5.2.1-1 (P. Mx, My) 0.670-+ 0.000 + 0.330 = 1.000 c= 1.0 NAS Eq. C5.2.1-2 (P. Mx, My) 0.128 + 0.000 + 0.210 = 0.338 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) . Sqrt(0.000 + 0.000)= 0.000 <= 1.0 j NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.015 + 0.000)= 0.120 <= 1.0. ALE A)Ai... LaoiV CAAc1rcr = 0.4o k 4-o6 I S. AT b 4L L94 citij RMc -W CAPACITY= PJS k = 215 R>S) LJPA (sK, PA G j.. RP- P.-Q'& M4zE LAt) / ) CFS Version 8.0.1 Page 1 Section: Dbl 3625 20ga Brace Back-to-Back 18 ft Max Span.sct Paul Cavote Paul J Ford and Company Rev. Date: 12/10/2013 2:22:48 PM By Paul Cavote PA Printed: 12/10/2013 2:23:00 PM - Ti fbO DJ Z033S. I31K Section Inputs CFS Version 8.0.1 Page 2 Section: Dbl 3625 20ga Brace Back-to-Back 18 ft Max Span.sct Paul Cavote Paul J Ford and Company Rev. Date 12/10/2013 22248 PM By: Paul Cavote oPflQ.- Printed: 12/10/2013 2:23:00 PM DL 37 J4 DEE?) 2J 3d. 6icK-1b -eAc). Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in A6 Torsion Constant Override, J 0 in'4 Connector Spacing 12 in Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity -0.53695 in Y to center of gravity 0 in Outside dimensions, Open shape - Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 90.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250. 360.000 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 270.000 0.076500 Cee 0.000 1.5000 1.8125 4 1.6250 180.000 0.076500 Single 0.000 0.0000 0.8125 51 0.5000 90.000 0.076500 None. 0.000 0.0000 0.2500 Part 2, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0.53695 in Y to center of gravity. 0 in Outside dimensions, Open shape - Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) -(in) 1 05000 270.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 180.00Q 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.076500 Cee 0.000- 1.5000 1.8125 4. 1.6250 0.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.076500 None 0.000 0.0000 0.2500 CFS Version 8.0.1 Page 1 Section: Dbl 3625 20ga Brace Back-to-Back 18 ft Max Span.sct Paul Cavote Paul J Ford and Company Rev. Date: 12110/20132:19:53 PM p By: Paul Cavote OM 2_- 1AE. ip fl_! ,.,L_ . . rrineu ii 10 13 L.2:1-3:00 Uu rivi Fufi Section Properties '3I2 to 2..o zo., -~1'W SACK1bMc4 Area 0.52423 in2 Wt. 0.0017824k/ft Width 15.151 in Ix 1.1025 1n24 rx 1.4502 in Ixy 0.0000 in4 Sx(t) 0.60825 in 3 y(t) 1.8125 in a : 0.000 deg Sx(b)-. 0.60825 in3 -y(b) 1.8125 in Height 3.6250 in ly 0.3498 inA4 ry 0.8169 in Xo 0.0000 in Sy(1) 0.21529 in3 x(1), 1.6250 in Yo 0.0000 in Sy(r) 0.21529 in'3 x(r) 1.6250 in ix 0.0000 in Width 3.2500 in jy 0.0000 in Il 1.1025 in4 rl 1.4502 in 12 0.3498 inA4 r2 0.8169 in Ic 1.4523 inA4 rc 1.6644 in Cw 0.56854 in A6 lo 1.4523 in'4 ro 1.6644 in J 0.0002092 inA4 Net Section Properties Ix 1.0830 in'4 rx 1.6050 in Area. 0.42043 in Sx(€) 0.59751 inA3 y(t) 1.8125 in Ixy. 0.0000 in4 Sx(b) 0.59751 in3 y(b) 1.8125 in Ic 1.4328 inA4. ly 0.3498 inA4 ry 0.9122 in Sy(1) 0.21527 in3 x(1) 1.6250 in Sy(r). 0.21527 in3 x(r) 1.6250 in Member Check -2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33,. Fy=33 ksi Design Parameters: Lx 18.000 ft Ly 18.000 ft Lt 18.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000, Cbx 1.0000 -Cby 1.0000 ex 0.500000 in Cmx 1.0000 Cmy - 1.0000 ey 0;00000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.6530 .0.0000_0.0000 0.0000 0. 000 l ied 0.6530 0.0000 - 000 O.3265 0.0000 Strength 0.8338 2.1513 1.0424 3.2642 2.4026 ive section properties at applied loads: 0.52423 in2 Ixe 1.1025 inA4 lye 0.3498 in4 Sxe(t) 0.60825 in3 .Sye(l) 0.21529-in3 Sxe(b) 0.60825 in3 Sye(r) 0.21529 inA3 ction Equations . C5.2.1-1 (P, Mx, My) 0.783 + 0.000 + 0.217 = 1.000 <= 1.0 t'II(EA OtJT . CS.2.l-2 (P, Mx, My) 0.103-+ 0.000 +- 0.100 = 0.203 <= 1.0 . C3.3.i-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 . C3.3.l-1 (My,Vx) sqrt(0.006- + 0.000)= 0.079 <= 1.0 ' I exs 200. C' 0 G S2 k 3 1k Al bIA ot WvTFi 18' o.tS k . iL =4 PJF PAUL J. FORD & COMPANY www.pjfweb.com Page ________ Of By P\ L Date o3/ 2.,3JSri 1-7 Project AT AR1SEAT Client Comm. No. -- ---:- - ccuumbW k ME c-ig UN IT H------------- ---------H--- -- ------------ ---±------* -------------------------------- ---•--------.......---------.- ------•--•--------------- ROOF FRAMNG NOTES: CONTROLLING BUILDING CODE: 20V0 CALIFORNIA BUILDING CODE NI LOCAL AMENDMENTS (2015 BC) (PER CITY OF CARLSBAD, CA) SEISMIC DESIGN CATEGORY = D ROOF DESIGN LIVE LOAD = 20 PSF NOMINAL DESIGN HIND SPEED = 55 MPH (3-SEC GUST) CULTIMATE DESIGN HIND SPEED = 110 MPH] EXISTING ROOF CONSTRUCTION: PLINOOD DECK ON SOLID SANN NOOD JOISTS ON STEEL BEAMS. INDICATES ROOF OPENING. DETERMINE EXACT SIZE AND LOCATION FROM MECHANICAL DRANINGS IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF NHATEVER TEMPORARY BRACING, GUYS OR TIE-DONNS THAT MAY BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT. B. FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. MECH. UNIT DIMENSIONS SHALL BE COORDINATED NITH APPROVED MECH. UNIT MANUFACTURER DRANINGS. G. SUPPORT FRAMING SHOkN IS FOR THE MECH. UNIT SPECIFIED ON MECHANICAL DRANINGS. IF DIFFERENT UNIT IS TO BE USED, CONTACT STRUCTURAL ENGINEER BEFORE PROCEEDING. 7. ALL STEEL SHALL BE ASTM A35. B. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL OF BUILDINGS". (LATEST EDITION) 1. IF EXISTING STRUCTURE IS DIFFERENT THAN SHONN, CONTACT STRUCTURAL ENGINEER BEFORE PROCEEDING NITH ANY NORK IN THAT AREA. STRUCTURAL NOTES N.T.S. S 00I-S051-SOO-NOTE tS1 IFO1.QNV CA1( _€i I EXIST 2xM WOOD JOISTS ______ EXIST 2xi4 WOOD JOISTS ____________________________ S r 1/8 IDIA AIRCRAFT CABLE S \ WMIN BREAKING STRENGTH 1,000 lbs TIP I ) TYP \ SEISMIC ----------------- 7 ® 4'-0 HANGER R00 L/505.0I - —i— - / 505.0I E F A' NEW N I T WT 120 LBS SEE MEC14 WGS FOR \€T EXIST MANUFA"MODEL \J SM J \ \\ CURS CORNER COLUMN, TIP II III I BEARING POINT, TIP TIP5 fr®TIP I \-(NEW ROOFTOP UNIT T 2,200 LES, INCLUDING CURB. 'Zxlz cr I — SEISMIC IANGER ROD N SEE MECI1 DNGS FOR S. PER DETAIL L/SOS.OI -.__••,,/ / \ MANUFACTURER MODEL N to c4c., NEI'FPVAV UNIT WT qO LB / SEE MECN DHGS FOR L_ I/6 DIA AIRCRAFT CABLE MANUFACTURER 4 MODEL N /MIN BREAKING STRENGTH 57 5 . 1,000 lbs TIP DEMISING WALL BELOW SLI CA 1. C - N SJ1PP4 MccIJ flJ PER DETAIL L ill III PAttL gooF fRAIAING, rL1M ~rcE TY/I(& 6T(4 Rit J'St Ctc. -- 1 cir çqi 19 0 U, 1/4" 1'-0" A CODED NOTES NEH 1 3/4" x 4" MICROLLAM LVL, ATTACHED TO EXISTING JOIST FULL LENGTH PER DETAIL G/505.0I. GLUE $ NAIL TOGETHER PER DETAIL G/505.0I. NEW I 3/4" x 14" MICROLLAM LVL 4-0" LONG, ATTACHED TO END OF EXISTING JOIST PER DETAIL 0/505.01. GLUE * NAIL TOGETI-ER PER DETAIL G/SOE.OI. NEW DEL 2xI2, GLUE $ NAIL TOGETHER w/Id NAILS @ (a" O.C. STAGGERED. AT EA END PROVIDE STANDARD DEL SHEAR "U-S1-APED" MTL JOIST HANGER BY SIMPSON STRONG TIE CO. CONNECT PER MANUFACTURER'S RECOMMENDATIONS. NEN 2xI2. AT EACH END, PROVIDE STANDARD DOUBLE SPEAR "U-SHAPED" METAL JOIST I-ANGER BY SIMPSON STRONG TIE CO. CONNECT PER MANUFACTURER'S RECOMMENDATIONS. NEW DEL 2x, GLUE $ NAIL TOGETHER w/Id NAILS @ &" O.C. STAGGERED. AT EA END PROVIDE STANDARD DEL SHEAR "U-SHAPED" MTL JOIST HANGER BY SIMPSON STRONG TIE CO. CONNECT PER MANUFACTURER'S RECOMMENDATIONS. REMOVE PORTION OF EXISTING JOIST FOR DUCT CLEARANCE. CONTRACTOR RESPONSIBLE FOR TEMPORARY SHORING OF EXISTING JOISTS WHILE CUTTING. AT REMAINING CUT END OF EXISTING JOIST, NEW STANDARD DEL. SHEAR "U-SHAPED" MIG JOIST HANGER BY SIMPSON STRONG TIE CO. CONNECT PER MANUFACTURER'S RECOMMENDATIONS. A (sc- FrvIJ?, \ NOTE ALL NEW HOOD SHALL BE FRT. REPAIR/INFILL EXISTING PLYWOOD SHEATHING HITH NOTE EXTERIOR GRADE, FIRE RETARDANT TREATED ALL GLUE FOR SHEATHING AND PLIHOOD SHEATHING AS REQUIRED AROUND NEW UNIT CONNECTIONS SHALL BE LIQUID FOR NEATHERTIGHT ROOF (THICKNESS TO MATCH NAILS ULTRA DUTY POLY EXISTING). ATTACH SHEATHING TO SUPPORT FRAMING ADHESIVE. INSTALL PER MANUF. WITH GLUE $ Sd NAILS AT (a"O.C. MAX RECOMMENDATIONS. NOTE NOTE ALL NEW SOLID SAWN HOOD JOISTS ALL EXISTING SOLID SAWN HOOD JOISTS AND BLOCKING SHALL BE DOUGLAS AND PURLINS ARE DOUGLAS FIR-LARCH #1 FIR-LARCH #2 OR BETTER. (SPECIFIED PER EXISTING STRUCTURAL MALL DRAWINGS) AE .c2 EXIST ROOF MAT'L NEW L3x3x1/4x0'-I0' LONG EXIST CONT NOTCH NEH JOIST REINF, -I 3x HOOD NAILE DO NOT OVER SIZE NOTCI CN (N (4)-I2 x 3" LONG HOOD SCREWS - (4)-I2 SCRENS EXIST JOIST, / SEE PLAN -' EXIST JOIST -IANGER EXIST BEAM, SEE PLAN - (2)-I2 SCREWS INTO STL BEAM J 8" O.C. 8" FULL L H RADIUS 8" EXIST J (N T, : SEE PLAN NEW JOIST REINF, SEE PLAN TOENAIL EACH SIDE NEW 2x FRT HOOD SI-IMS, 8" LONG. THICKNESS AS REQ'D, GLUE AND NAIL SHIMS TOGETHER 81, O.C. FULL LENGTH SECTION G TYfcAL )(S(t RF- )1St7 .PA€53 2St oody Noan2G172bb1 Description: / Exist 2x14 DF #1 Joist OREEERENcES.. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material ProDerties Analysis Method: Allowable Stress Design Fb - Tension 1200 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 1200 psi Ebend- xx 1800 ksi Fc - PrIl 1550 psi Eminbend - xx 660 ksi Wood Species DouglasFir - Larch 1 Fc - Perp 625 psi Wood Grade Fv 180psi Ft 800 psi Density 31.2p cf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(O.03) Lr(O.04) Span 25.375 ft r A -TYP~11<41_ -T.~ttr _ H - Applied Loads . V Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, Lr = 0.020 ksf, Tributary Width= 2.0 ft 1i .bES!GNSUMMARY Maximum Bending Stress Ratio = Co. 92i Maximum Shear Stress Ratio = .214: I Section used for this span [14J Section used for this span r 2x14 fb : Actual = 1,54039 psi Iv : Actual = 61.65 psi F8: Allowable = 1,552.50 psi Fv: Allowable = 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 12.688ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.717 in Ratio = 424 >=240. " Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 'ALL ok... Max Downward Total Deflection 1.255 in Ratio = 242>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maiiiiiii Forces & Stresses for L6ad Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C i Cr Cm C t C L M tb Pb V tv Fv -fD+H 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.591 0.163 0.90 0.900 1.00 1.15 1.00 1.00 1.00 2.41 660.17 1117.80 0.35 26.42 162.00 0.900 1.00 1.15 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.532 0.147 1.00 0.900 1.00 1.15 1.00 1.00 1.00 2.41 660.17 1242.00 0.35 26.42 180.00 0.900 1.00' 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.992 0.274 1.25 0.900 1.00 1.15 1.00 1.00 1.00 5.63 1540.39 1552.50 0.82 61.65 225.00 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.462 0.128 1.15 0.900 1.00 1.15 1.00 1.00 1.00 2.41 660.17 1428.30 0.35 26.42 207.00 #D40.750Lr40.750L*l 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.850 0.235 1.25 0.900 1.00 1.15 1.00 1.00 1.00 4.83 1,320.33 1552.50 0.70 52.84 225.00 -sD40.750L40.750541 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.462 0.128 1.15 0.900 1.00 1.15 1.00 1.00 1.00 2.41 660.17 1428.30 0.35 26.42 207.00 Description: Exist 2x14 DF #1 Joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CA C FN C i Cr Cm C t CL M fb Pb V fv Pv .60W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 25.375ft 1 0.332 0.092 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.41 660.17 1987.20 0.35 26.42 288.00 40+0.70E-*l 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.332 0.092 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.41 660.17 1987.20 0.35 26.42 288.00 4O-0.750Lr40.750L40.450W*l 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 25.375ft 1 0.664 0.183 1.60 0.900 1.00 1.15 1.00 1.00 1.00 4.83 1,320.33 1987.20 0.70 52.84 288.00 40+0.750L#0.750S+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00. 0.00 0.00 0.00 0.00. Length =25.375ft 1 0.332 0.092 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.41 660.17 1987.20 0.35 26.42 288.00 +040.750L40.750540.5250E-*l 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 25.375ft 1 0.332 0.092 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.41 660.17 1987.20 0.35 26.42 288.00 40.60D40.60W40.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.199 . 0.055 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.45 396.10 1987.20 0.21 15.85 288.00 40.60D40.70E+0.60H . 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.199 0.055 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.45 396.10 1987.20 0.21 15.85 288.00 'O7Iii Miin'DefItidis Load Combination Span Max. -" Defi Location in Span Load Combination Max. + Defi Location in Span 1 1.2549 12.780 0.0000 0.000 VertiaI Reitiori ' Support notation Far left is #1 Values in KIPS Load Combination . Support 1 Support 2 Overall MAXimum 0.888. 0.888 Overall MINimum . 0.228 0.228 +D+H . . 0.381 0.381 . 0.381 0.381 0.888 0.888 0.381 0.381 4040.750Lr40.750L+H 0.761 0.761 40+O.750L+0.7505-*I 0.381 0.381 1-040.60W*l . . 0.381 0.381 4040.70E41 . - 0.381 0.381 4O*0.750Lr40.750L40.450W-*l 0.761 0.761 -*040.750L40.750540.450W-*l 0.381 0.381 .D40.750L+0.750540.5250E'1-1 0.381 . 0.381 460D*0.60W#0.60H 0.228 0.228 +0.60D-'0.70E40.60F1 . 0.228 0.228 . D Only 0.381 0.381 . LrOnly . . 0.508 0.508 . . . LOnly . . SOnly . WOnly EOnly HOnly . ---------------- %L L04Tk MCRjUM L'/L H P P itT - -,-'----.------- -.----.-,-- --- , d B - .. lB-1\261y NotanO127-OOO6 The Shppes at Carlsbad - BBW - Carlsbad, CA\Calcs\i5l7-OOO6.ec€ 00 ENERCALC, INC. 1953,2017, Build:6.17.t16, Ver.6..17.1.16 Description: Joist CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination JBC 2015 Fb - Compr 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Pril 2,510.0psi .Eminbend-xx 965.7lksi Wood Species F,u Fc - Perp 750.0 psi Wood Grade roLamLV) Fv 285.0 psi Ft 1,555.0 psi Density 42.Opcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.051) Lr(0.00.069) Lr(0.0.06) Lr(045392) 0(0.03) D(O.03) K 1.75x 14 25.375 ft - - ....... loads entered Load Factors will be applied for calculations Point Load: D = 0.3660 k 7.375 ft '*- - 3. KF tAb Point Load: D = 0.2940, Is = 0.3920 k (ä 7.375 ft Point Load: D = 0.060, Lr = 0.080 k 5.625 ft Point Load: 0 = 0.0690, Lr = 0.0920 k c5 3.375 ft Point Load: D =0.0510, Is9 0.0680k 1.125 ft Point D:O:030k24:625ft . DESiGN SUMMARY.. •.-:-_______________ Maximum Bending Stress Ratio = 0.435-1 .Section used for tbis span ...1.75x14 - fb : Actual = 1,382.98 psi FB : Allowable . = . 3,182.57 psi Load Combination -i-D+Lr+H Location of maximum on span = 7.409ft Span # where maximum occurs = . Span # 1 Maximum Deflection - Maximum Shear Stress Ratio = 0.192: Section jjsed5or.this span 1.75x14 fv : Actual = 68.35 psi Fv : Allowable = 356.25 psi Load Combination +D+Lr+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward Transient Deflection 0.315 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.790 in Ratio = Max Upward Total Deflection 0.000 in Ratio = 968 >=240. 0<240.0 ALL OK 1 385>=180 0<180 Maximum Forcs & Streiss for Load Combinations Load Combination Max Stress Ratios . Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb F'b V fv F'v +041 . . . . . 0.00 0.00 0.00 0.00 Length =25.375ft 1 0.362 0.151 0.90 0.979 1.00 1.00 1.00 1.00 1.00 3.95 828.91 2291.45 0.63 38.65 256.50 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.326 0.136 1.00 0.979 1.00 1.00 1.00 1.00 1.00 . 3.95 828.91 2546.06 0.63 38.65 285.00 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 25.375ft 1 0.435 0.192 1.25 0.979 1.00 1.00 1.00 1.00 1.00 6.59 1,382.98 3182.57 1.12 68.35 356.25 N i J WAl LL44 LV PA rf,SG - --------- - ------- - Description: New 1.75' x 14 LVL Joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd FN C i Cr cm C t CL M fb Pb V fv Pv 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 25.375 ft 1 0.283 0.118 1.15 0.979 1.00 1.00 1.00 1.00 1.00 3.95 828.91 2927.97 0.63 38.65 327.75 4040.750Lr40.750L*j . 0.979 1.00. 1.00 1.00 . 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =25.375ft 1 0.391 0.171 1.25 0.979 1.00 1.00 1.00 1.00 1.00 5.93 1244.46 3182.57 1.00 60.92 356.25 4040,750L+0.7505#I 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 25.375ft 1 0.283 0.118 1.15 0.979 1.00 1.00 1.00 1.00 1.00 3.95 828.91 2927.97 0.63 38.65 327.75 40+0.60W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.203 0.085 1.60 0.979 1.00 1.00 1.00 1.00 1.00 3.95 828.91 4073.70 0.63 38.65 456.00 +O+0,70E-*I 0.979 1.00. 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.375ft 1 0.203 0.085 1.60 0.979 1.00 1.00 1.00 1.00 1.00. 3.95 828.91 4073.70 0.63 38.65 456.00 4040,750Lr40.750L40.450W*I 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.305 0.134 1.60 0.979 1.00 1.00 1.00 1.00 1.00 5.93 1,244.46 4073.70 1.00 60.92 456.00 4040.750L40.750S40.450W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 25.375ft 1 0,203 0.085 1.60 0.979 1.00 1.00 1.00 1.00 1.00 3.95 828.91 4073.70 0.63 38.65 456.00 +O+0,750L+0,750540,5250E+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft I . 0.203 0.085 1.60 0.979 1.00 1.00 1.00 1.00 1.00 3.95 828.91 4073.70 0.63 38.65 456.00 40.60D+0.60W40,60H 0.979 1.00 1.00 1.00 1.00 - 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.122 0.051 1.60 0.979 1.00 1.00 1.00 1.00 1.00 2.37 497,34 4073.70 0.38 23.19 456.00 40.60D40.70E+0,60H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.375ft 1 0.122 0.051 1.60 0.979 1.00 1.00 1.00 1.00 1.00 2.37 497.34 4073.70 0.38 23.19 456.00 OvrII Maxmum DefIectioi& Load Combination Span Max. Dell Location in Span Load Combination Max. "+ Dell Location in Span 1 0.7902 11.391 0.0000 0.000 Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.116 0.416 Overall MiNimum 0.379 0.147 0.631 0.269 +04,44 0.631 0.269 +04.rs4-i 1.116 0.416 +0+5+41 0.631 0.269 .i4J+0,750Lr-i0,750L41-j 0.995 0.379 +040.750L40.7505*i 0.631 0.269 '0+0.60W+H 0.631 0.269 +D+0.70E+H 0.631 0.269 ......... 0.995 .....0379 . +040,750L-f0.750S40,450W441 - 0.631 0.269 +D+0.750L+0,750S+0,5250E+4-I 0.631 0.269 +0.60D40,60W40.60H 0.379 0.161 +060D-*070E-,060H . 0.379 0.161 D Only 0.631 0.269 LrOnly 0.485 0.147 LOnly S Only WOnly EOniy - H Only ?A 6E Si W !D -OCO6 The Shopst Carisb BBW Cai1sb4 CA\Ca1cs\26617Q.5 00 earn . ENERCALC, INC. 1832017, Build 16. 17.1.16,.Ver-.6.17,1.16 Lic. # : KW-06002508 Licensee: PAUL J. FORD & COMPA'r Description: New 2-2x12 DF #2 Header Calculations per NDS 2015, IBC 2015, CBC2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb -Tension 900.0 psi E: Modulus of Elasticity Load Combination JBC 2015 Fb - Compr 900.0 psi Ebend-xx 1,600.Oksi Fc - Pril 1,350.0 psi Eminbend - x.x 580.0ksi Wood Species glas FiLa:ci\ Fc-Perp 625.0 psi Wood Grade (:No.2 } Fv 180.0 psi Ft 575.0 psi Density 31.20pcl Beam Bracing : Beam bracing is defined as a set spacing over all spans First Brace starts at 0.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft 0(0.148125) L,)0.1975) D)0.03485) - ---. - ------ tJ SP_ 6.0tt J : Service loads entered. Load Factors will balled for calculations. Uniform Load: D = 0.03465, Tributary Width = 1.0 ft Uniform Load: D=0.0150, Lr = 0.020 ksf, Tributary W . .,. . .,. V : ,DES1GNSUMMARY . . Maximum Bending Stress Ratio = . Maximum Shear Stress Ratio Section used for this span - Section used for this span ______ fb : Actual = 324.50psi fv : Actual = 3516 psi FB :.Allowable . = 1,1 18.85psi . ...Fv: Allowable = 225.00 psi Load Combination +D+Lr-+1-1 . Load Combination . Location of maximum on span = . - 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.010 in. Ratio = 7078 >=240.Th Max Upward Transient Deflection 0.000 in Ratio= 0<240.0 O Max Downward Total Deflection 0.020 in Ratio= 3676>=180 ( Max Upward Total Deflection 0.000 in Ratio= . 0<180 J xc Load Combination Max Stress Ratios . . Moment Values Shear Values Segment Length Span # M V C C EN C i Cr Cm C t CL M lb Pb V fv Pv 4041 . . 0.00 0.00 0.00 0.00 Length =1.993 ft 1 0.172 0.104 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.73 138.38 806.90 0.38 16.90 162.00 Length = 1.993 ft 1 0.193 0.104 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.82 155.97 806.90 0.18 16.90 162.00 Length = 2.015 ft I 0.172 0.104 0.90 1.000 1.00 100 1.00 1.00 1.00 0.73 139.14 806.86 0.38 16.90 162.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.993ft 1 0.154 0.094 1.00. 1.000 1.00 1.00 1.00 1.00 1.00 0.73 138.38 896.14 0.38 16.90 180.00 Length =1.9931t 1 0.174 0.094 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.82 155.97 896.14 0.18 16.90 180.00 Length =2.015ft 1 0.155 0.094 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.73 139.14 896.10 0.38 16.90 180.00 - NW 2-ZAZ 06F UE.4t1R PAGE. 58 lB10-My Noaa\2D17 Description New 2-2x12 DF #2 Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CA C FN C Cr Cm C t CL M lb Pb V fv F'v +6+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.993 ft 1 0.257 0.156 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.52 287.92 1118.85 0.79 35.16 225.00 Length = 1.993 ft 1 0.290 0.156 1.25 1.000 1.00. 1.00 1.00 1.00 0.99 1.71 324.50 1118.85 0.38 35.16 225.00 Length = 2.015 ft 1 0.259 0.156 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.53 289.49 1118.78 0.79 35.16 225.00 • 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 1.993 ft 1 0.134 0.082 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.73 138.38 1029.84 0.38 16.90 207.00 Length = 1.993 It 1 0.151 0.082 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.82 155.97 1029.84 0.18 16.90 207.00 Length 2.015ft 1 0.135 0.082 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.73 139.14 1029.78 0.38 16.90 207.00 4040.750Lr40.750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 1.993 ft 1 0.224 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.32 250.53 1118.85 0.69 30.59 225.00 Length= 1.993 ft 1 0.252 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.49 282.37 1118.85 0.33 30.59 225.00 Length 2.015ft 1 0.225 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.33 251.90 1118.78 0.69 30.59 225.00 iD+0.750L+0.750S4l - 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 1.993 ft I . 0.134 0.082 1.15 1.0.00 1.00 1.00 1.00 1.00 1.00 0.73 138.38 1029.84 0.38 16.90 207.00 Length= 1.993 It 1 0.151 0.082 1.15 1.000 1.00 1.00 1.00 .. 1.00 1.00 0.82 155.97 1029.84 0.18 16.90 207.00 Length =2.015ft 1 0.135 0.082 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.73 139.14 1029.78 0.38 16.90 207.00 4040.60W*l 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 1.993 ft 1 0.097 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.73 138.38 1429.65 0.38 16.90 288.00 Length 1.993ft 1 0.109 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.82 155.97 1429.65- 0.18 16.90 288.00 Length 2.015ft 1 0.097 .0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.73 139.14 1429.52 0.38 16.90 288.00 40+0.70E+Fl 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 1.993 ft 1 0.097 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.73 138.38 1429.65 0.38 16.90 288.00 Length = 1.993 ft 1 0.109 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.82 155.97 1429.65 0.18 16.90 288.00 Length= 2.015 ft 1 0.097 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.73 139.14 1429.52 0.38 16.90 288.00 4D4O.750Lr40.750L0.450W4H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 1.993 ft 1 0.175 0.106 1.60 1.000 1.00. 1.00 1.00 1.00 0.99 1.32 250.53 1429.65 0.69 30.59 288.00 Length = 1.993 It 1 0.198 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.49 282.37 1429.65 0.33 30.59 288.00 Length =2.015ft 1 0.176 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.33 251.90 1429.52 0.69 30.59 288.00 -O40.750L40.750S.0.450W4l 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 1.993 ft 1 0.097 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.73 138.38 1429.65 0.38 16.90 288.00 Length = 1.993 ft 1 0.109 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.82 . 155.97 1429.65 0.18 16.90 288.00 Length = 2.015 ft 1 0.097 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.73 139.14 1429.52 0.38 16.90 288.00 4O40.750L+0.750S40.5250E-*l 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 1.993 ft 1 0.097 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.73 138.38 1429.65 0.38 16.90 288.00 Length = 1.993 It 1 -0.109 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.82 155.97 1429.65 0.18 16.90 288.00 Length = 2.015 ft 1 0.097 0.059. 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.73 139.14 1429.52 0.38 16.90 288.00 -'-0.60D+0.60W#0.60H . . - 1.000 1.00 1.00 1.00 1.00 0.99 ... . 0.00 . 0.00 0.00 0.00 Length = 1.993 ft 1 0.058 0.035 1.60 1.000 . 1.00 1.00 1.00 1.00 0.99 0.44 83.03 1429.65 0.23 10.14 288.00 Length = 1.993 ft 1 0.065 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.49 93.58 1429.65 0.11 10.14 288.00 Length = 2.015 ft 1 0.058 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.44 83.48 1429.52 0.23 10.14 288.00 40.60D40.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 1.993 ft 1 0.058 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.44 83.03 1429.65 0.23 10.14 288.00 Length = 1.993 ft 1 0.065 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.49 93.58 1429.65 0.11 10.14 288.00 Length = 2.015 ft 1 0.058 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.99 - 0.44 83.48 1429.52 0.23 10.14 288.00 OreraIt Maximum DfItions Load Combination Span Max. Deft Location in Span Load Combination Max. W Deft Location in Span 40+Lr*l 1 0.0196 3.022 0.0000 0.000 Vertical Reaction S. Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.141 1.141 Overall MiNimum 0.329 0.329 0.548 0.548 0.548 0.548 40+Lr+H 1.141 1.141 . 0.548 0.548 40-+O.750Lr+0.750L4H 0.993 0.993 .D-+0.750L-f0.750S#1 0.548 0.548 +040.60W+fl 0.548 0.548 Nx2goipQ A d B 00 ea R-600dy No\2O17\25617-0006 The Shoppes at Crthbad - BBW Cai1sba, CA\Ca1cs\a266j7-Qt5 ENERCALC, INC. 1983-2017, Bui]d:6.17.116, Ver61.1 16 !R'E.r*r .7: Description: New 2-2x12ader Support notation Far left is #1 Values in KIPS Load Combination . Support 1 Support 2 +D-.0.70E+H 0.548 0.548 40+0.750Lr-.0.750L40.450W+H 0.993 0.993 +0'0.750L40.750S40.450W41 0.548 0.548 +D+0.750L40.750S40.5250E*l 0.548 0.548 40.60D40.60W40.60H 0.329 0.329 +060D40.70E40.60H 0.329 0.329 D Only 0.548 0.548 Lr Only 0.593 0.593 LOnly S Only WOnly EOnly H Only <t ST S17 w/ NcM) Lk L 4 RNFC,Q 0 lB-1\266MCdy Nolan\2017't26617-0006 The Shoppes at Carlsbad - BOW - CarIsbd, OA\CaIc26617-0006.ec6 Wood Beam _____ ________ EN ERCALC, INC. 1983-201:7., BuiId:6.171.16, Vér.6.17.1.16 IUt'a'E•M' Description: - CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,200.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 1,200.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,550.0 psi Eminbend - xx 660.0ksi Wood Species 9las rLarch Fc - Perp 625.0 psi Wood Grade :No.1&B Fv 180.0 psi Ft 800.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 12) (El14 ExIg (At TYP('CrAtL3,%~kntSPA(V~- Applied Loads" Service loads entered. Load Fao ~rs i~b e applied for calculations. UniformLoad: D=0.0150, Lr=0.020ksf, Tributary Width =2. DESIGN SUMMARY Maximum Bending Stress Ratio = Maximum Shear Stress Ratio -._ ____ 0.308 : I Section used for this span _ _______ 2x14 Section used for this span -2-XTW- fb Actual = 1,573.08 psi fv Actual = 69.39 psi FB : Allowable = 1,552.50psi Fv : Allowable = 225.00 psi Load Combination +D+Lr-'-H Load Combination +D+Lr+H Location of maximum on span = 12.595ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.717 in Ratio= 424 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 > __ Ole- Max Downward Total Deflection 1.287 in Ratio= 236>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t C L M lb Pb V fv F'v +041 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.620 0.211 0.90 0.900 1.00 1.15 1.00 1.00 1.00 2.54 693.10 1117.80 0.45 34.16 162.00 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.558 0.190 1.00 0.900 1.00 1.15 1.00 1.00 1.00 2.54 693.10 1242.00 0.45 34.16 180.00 +04.r-i4-( 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 1.013 0.308 1.25 0.900 1.00 1.15 1.00 1.00 1.00 5.75 1,573.08 1552.50 0.92 69.39 225.00 +D+S-s4-j 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.485 0.165 1.15 0.900 1.00 1.15 1.00 1.00 1.00 2.54 693.10 1428.30 0.45 34.16 207.00 +D40.750Lr+0.750L-+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.872 0.269 1.25 0.900 1.00 1.15 1.00 1.00 1.00 4.95 1,353.06 1552.50 0.80 60.58 225.00 +D0.750L40.750S#I 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ) F-XkST Rmf 3rjtsr, W/ N9W QVL 4 ~i RERc Wood Beam B - l\266-Moy Nolan\2O17\ at 26617-0006 The Shoppes Cartsbad - BBW - EFERGALC, INC. 19 Iiii*i Description: Rfment Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN C1 Cr Cm C CL M fb Pb Shear Values V fv Pv Length = 25.375 ft 1 0.485 0.165 1.15 0.900 1.00 1.15 1.00 1.00 1.00 2.54 693.10 1428.30 0.45 34.16 207.00 +D+0.60W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.349 0.119 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.54 693.10 1987.20 0.45 34.16 288.00 .+D+0.70E-i4-1 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.375ft 1 0.349 0.119 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.54 693.10 1987.20 0.45 34.16 288.00 40+0.750Lr40.750L+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft I 0.681 0.210 1.60 0.900 1.00 1.15 1.00 1.00 1.00 4.95 1353.06 1987.20 0.80 60.58 288.00 4040.750L40.750S+0.450W+Fl 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.375 ft 1 0.349 0.119 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.54 693.10 1987.20 0.45 34.16 288.00 +D40.750L+0.750540.5250E1H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.375ft 1 0.349 0.119 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.54 693.10 1987.20 0.45 34.16 288.00 40.60D40.60W40.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.375ft 1 0.209 0.071 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.52 415.86 1987.20 0.27 20.50 288.00 +0.60D+0.70E+0.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.375ft 1 0.209 0.071 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.52 415.86 1987.20 0.27 20.50 288.00 Overall Maximumiii Deflections - Load Combination Span Max. "-" Deft Location in Span Load Combination Max. + Defi Location in Span +0+Lr+H 1 1.2865 12.688 0.0000 0.000 Vertical Raàtions - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.991 0.898 Overall MINimum 0.290 0.234 +0+1-I 0.483 0.390 +0+1*1 0.483 0.390 +04.r4H 0.991 0.898 0.483 0.390 +040.750Lr4O.750L41 0.864 0.771 'D+0.750L+0.7505+l-1 0.483 0.390 1040.60 W+l-I 0.483 0.390 10+0.70E-'4-1 0.483 0.390 40+0.750Lr40.750L40.450W+H 0.864 0.771 +0+0.750L40.750S+0.450W*l 0.483 0.390 40+0.750L40.750540.5250E4H 0.483 0.390 40.60D40.60W40.60H 0.290 0.234 40.60D40.70E40.60H 0.290 0.234 D Only 0.483 0.390 Lr Only 0.508 0.508 LOnly S Only W Only EOnly H Only CHECK SEISMIC OVERTURNING SUPPORT OF ROOFTOP MECHANICAL UNIT(S) Controlling Building Code: 201 c Determine Lateral Seismic Load: SOS = OT? 2 2 (See Page ) / (PR cnii F 0.4 a SOS W - where: ap = 2.5, SOS = R = 6.0, Fp =-[1+2(z/h)] I, = 1.0, (z/h) 1.0 for mech unit(s) (R / Ii,) located on roof 0.4(2.5)(P w, - ----[1+2(1.0)] (6.0/1.0) Fp = 0.,311 W, ----- Also check F range limits: F :5 FP(m ) = 1.6 SOS JP WP = 1.6(_1Z)(1.0) WP = I, 'zS I Wp (OK) V F Z Fp(mln) = 0.3 SOS 1pWp = 0.3(O1Z.)(1.0)W = o,23S Wp (2) 1• .•., use F = W (factored) Convert factored F seismic value into working stress F seismic value: F = (0.70) 0.2 1 1 w = 0,Q.7 -I. W (working stress) L(2lsI8c) c(4TL1 k) Seismic value at each rooftop mech unit ( different mech unit weights): Case 1) W1 = 220 lbs. ---- ..., F 1 = °,2.79 ()2OO )lbs. = lbs. (working stress) -- Case 4) Wp4 = lbs. ----- Fps = F Ts-L UO IT IL~ it eiiR8 WI. Mech unit weight 0.6W/2 WW2 Mech seismic load FjB/C) F(B/C) Combined total = 0.6Wd2 - F(B/C) = W,/2 + F(B/C) wt. / load (max. uplift) (max. down) or [0.6Wd2 - F (B/C) I / 2 or [Wd2 + F (B/C) 1/2 (max. uplift each corner) (max. down each corner) lbs. (working stress) lbs. (working stress) h 10 FcE (3 Case 1) W = 220 0 lbs., F 1 = lo 0 ' lbs., A,= 78 ", B1 = ", c1 = TIS" 0.6WJ2 - F 1(B1/C1) L&s)/_ (,o3 (SS(S3XS-,~ Uphfteach corner = -------------------------------------------------------------------- 2 2 Uplift each corner = +117 lbs. (positive value) no uplift due to eiisrnk Vloading (OK) - - Ce2) W92 - _______ lbs., F 2 - _I bs., A2 - , B2 - , C2 - 0.6W 2/2 - F 2(B2/C2) \\Jplift each corner = --------------------------= --------------- --- ---_ ----- 4_cf----- 2 27 Upleach corner = + lbs. (positive value) .., n'plift due to seismic loading (OK) V Case 3) W 3 = lbs., F 3 = _______ lbs., A3 = ", C3 = 0.6W/2 - F 3(B3/C3) Uplift each o er - ------ — ------------------ -- ---'p'------------------------------- - 2 2 Uplift each corner + lbs. (positi ue) no uplift due to\mic loading ( / Case 4) W = lbs., ' = I ., A4 = ", B = ", C = O.62 / (B4/C4) Uplift each corner = -----------------= -------------------------------------- / 2 Uplift each corner = lb\ositive value) no uplift due to ic load i (OK) V Case 5) W 5 = = \ks., A5 = ", B = ", C5 = 0.6W/2 - FO/C5) Uplift e •ch4frner = -------------------------------------- 1, --_ 2\ 2 U)4'each corner = + lbs. (Positive\ylue) /Jno uplift due to seismic loading (OK) V .'., for all cases, no uplift due to seismic loading (OK) V - CHECK SLIDING OF ROOFTOP MECHANICAL UNIT(S) DUE TO SEISMIC LOADING: From all I cases, max. sliding force = max F = Fi = ~03 lbs. (Case l) Use hold-down clip "A" at (3) locations each side of each mech unit - (12) clips / unit (See Detail , Page Use 3/8" dia. x 2 1/2" long lag bolts (provide mm. i 1/2" embed.) @ 12" o.c. all around perimeter for roof curb connection to roof (See Detail C, Page G S). ., connections of roof curb-to-roof and rooftop mechanical unit-to-roof curb are each ok by inspection for adequate resistance to sliding forces due to seismic loading (OK) v' 2" 4 GA GALV PLATE " I2 SCREW, TYP 2 5/8" I-OLD--DOVIN CLIP 'A1' (BY CURBS PLUS, INC) NOTE CONTRACTOR SHALL VERIFY 'OLD-DOHN' CLIP DIMENSIONS ARE COMPATABLE V41TH SIZE OF RTU SPECIFIED. RTU (3)-H2 HOOD SCREWS 'I-IOLD-DONN' CLIP "A CURS FLANGE RTU (IS GA MIN) L_(3)_I2 MTL SCRENS CONT 2x4 HOOD BLOCKING TO MTL. CURS CONNECTION (BY CURS MANUF). ROOF "I-OLD-DOHN" CLIP "A" AT (3)-LOCATIONS EACH SIDE 3/8"4'x2 /2 LG LAG BOLT @ 12" O.C. ALL FACTORY CURS AROUND (PROVIDE MIN. I 1/2" EMBED.) ROOF CURB SEISMIC CONNECTIONS NEW OR EXIST'G HOOD SUPPORT FRAMING GC TO PROVIDE WATERTIGHT CONNECTION TO EXISTING STRUCTURE. TYPICAL HIGH SEISMIC/ 1 1/2" HIGH WIND HOLD-DOWN DETAILS OOD-5051-CO1-RTU I PJ~F PAUL J. FORD & COMPANY www.pjfweb.com Page (Z G Of By PC Date 03//2i? Project TRE SqdffS AT C4RLSRAt - SW Client Comm. No. SU'POT * (J-JTY Mw C&4 V2_: ,'M -A- UNIT (CV00 JMfl4 VA S n"2..<:(- L-\1 S4jpJ. * tST (totJtA. F\&-( #1 A~ f £\f / ,1l fzS S1 GAP6, -4-/' M&.) LAD 3'M STS A~SUI'€ °F MEIt J] jJ JoiS1 (40t iJ AH __- ('\AL To1 oT1 f NJ M JNti W't fl 7 J 17 = o (~ s) cEs.. - NV-jj-- &4b-- —x -po --OF--NJ ik NLT T - JA'4N UlFb(\• LAt f&Q Si4J'E- FOOT v F\ Mz A.w J —.-----. = 4U ACCEPTABLE - mlsc~/ M F-c Mt ALL D\APICE fug 1v)°b FRW'€b F ST&4S) •••j AMEh gi - .0 K-1 V/-- - -- (s PAES 1° lbs. (working stress) CHECK SEISMIC LOADING & SUPPORT OF SUSPENDED MECHANICAL UNIT(S) Controlling Building Code: Q-01C CALtFRl 8J(thlC Ci€ Wj Loc4L N tEN-rc (aoIsac Determine Lateral Seismic LOad: SOS = '- (See Page T oF AALBAD c14J 0.4aS05 W --) where: ap = 2.5, Sos = o,UQ.., R = 6.0, F = [1 + 2 (z/h) Ip = 1.0, (z/h.) 0.975 for mech unit(s) (R / I) suspended from gooF oV level 2. of 2. 0.4(2.5)(0.72) w, F= - (6.0/1.0) F = O,3S8 W, -* Also check F range limits: F < Fp(max) = 1.6S05 IW = 1.6(0782_)(1.0)w= LS I Wp (OK) V F ~t Fp(min) = 0.3 SDs'p Wp = 0.3(0(1.0)w=0,13S Wp (Pk)%/ use Fp = W, (factored) Convert factored F seismic value into working stress F seismic value: F = (0.70) D.'340, W, = O.'ZS I w, (working stress) Seismic value at each suspended mech unit (_ different mech unit weights): Case 1) W 1 = 1 %0 lbs. ----- F 1 = O,'?SI (_12.0 ) lbs. = 30, I lbs. (working stress) Case 2) W 2 = 9 lbs. ----- F 2 = Q251 (_'O )lbs. = .2.(o lbs. (working stress) MAX, TEN Sio load on 450 diagonal A,CAT cLE(Yi NA Case I = 30.1 lbs.(/3 60/2. lbs./2 C1'LE5 each direction = 0. I lbs./CAL_ yLkAIRcr c(Sokby inspection JOK) V k;( TEP.JS'\tJ oN 3/j. DI A. A3 67 I4.5 Ib 4Jtr\ Lj &c/ * Lj Zfc '3/j BIA. A31~7 -TkQO p,%I)s — OK EY IN-VEC U. (0~) V (I V, PA6~S ~ a - -10 F° JE'TA ILS) EXISTING BLOCKING, JOIST, PU] OR BEAM (2)-I2 METAL TO WOOD SCREWS (2" 0G.) w/ 1 114" MIN EMBEP NT PLATE AIRCRAFT CABLE DIAGONAL BRACE. /I" HOLE P. FOR AIRCRAFT PLATE I/E'x3" LONG GABLE 3,' (~W)11 SEISMIQ CABLE CONN. SEISMIC BENT PLATE 3" = 1'-O" I HI I SEISMIC CABLE DETAILS OOD-S051-RO1-RTU QBIBII I AIZ ( FOR REINFORCEMENT, SEE TABLE BELOW P1000T UNISTRUT LU - 008 NUT -j 3/8"xI" HHCS @ 20" O.C. MAX 03/8" A A307 THREADED ROD CRADLE BY, UNISTRUT SECTI ON . FOR ROD SIZE, SEE TABLE BELOW VERTICAL HANGER ROD UNIT HEIGHT, LBS. ROD SIZE. IN ROD REINFORCMENT UNISTRUT PI000T 500 3/8' STIFFENER w/P2485 CRADLE CLIP @ I0"c/c (MAX UNBRACED LENGTH = 10'-0") UNISTRUT PI000T 500 < NT = < 1000 1/2' STIFFENER w/P2485 CRADLE CLIP @ I4"c/c (MAX UNBRACED LENGTH = 10-0") UNISTRUT PI000T 1000 < NT. <1500 5/8" STIFFENER w/P2465 CRADLE CLIP @ I"c/c (MAX UNBRACED LENGTH UNISTRUT PI000T 1500 < NT. = < 2000 3/4' STIFFENER w/P2485 CRADLE CLIP @ 20"c/c (MAX UNBRACED LENGTH = 7-0") NOTES I. ROD SHALL MEET THE MIN. SPECIFICATION OF ASTM A575 AND A57 THREADED ROD. ALL UNISTRUT MATERIALS AND CONNECTIONS SHALL BE INSTALLED WITH STRICT CONFORMANCE TO MANUFACTURER'S RECOMMENDATIONS SEISMIC HANGER ROD = OOD-S051-NOO-RTU U 45UIS ALTERNATE CONNECTION FOR SMALL HANGING UNITS (LESS TI-IAN 500 LBS), TI-P 45±15' CABLE, SEE PLAN FOR SIZE AND LOCATION DBL CLAMP]J EXIST r CABLE, ROOF r1ATL /2' / SEE PLAN BENT PLATE PER ///// / __________________________ / / DETAIL H2/506.0I DOUBLE NUT 4 LOCK INASUER UANGER ROD L4,SRI/4 ,IO'A' LONG (LLV) MECN RANGER BRACKET - RANGER ROD DOUBLE NUT 4 LOCK I'EASI4ER CONNECT TO 2 kl/(4)-R12 MTL T SCREWS (2 1/2' EMBED) MECH NIT NEN BLOCKING, CTIOj BEE PLAN QD1!ANGER IN T CABLE, LAN PLATE BY UNIS RANGER ROD Pl000 P1543N WINGEDiSTANOARD UNISTRUT STANDARD UNISTRUT SPRING SEASI.IER STANDARD NUT WASHER PLATE QDj:!ANGER NOTE NEW JOIST REINP AT SOME LOCATIONS, SEE PLAN. 'kJ EXIST ROOF DECK SROO EXIST ..EXSJ I SEE / NEW BLOCKING, SEE PLAN - SPRING ISOLATOR, L4,3,]/4 HANGER TYP (INSTALL PER MANUFACTURER'S RECOMMENDATION) mp ALTERNATE CONNECTION SUSPENDED MECS UNIT SUSPENDED MECU UNIT I FOR SMALL RANGING UNITS I I (LESS TI-IAN 300 LBS), TTP DOUBLE NUT J0 ,J0 AND LOCK WASHER, TI-P CONNECT UNIT TO SUPPORTS PER MANUF. RECOMMEN DATIONS - WANCER ROD '- NUT, WASHER PLATE I-I2 P1000 UNISTRUT VL2 4 SPRING NUT, TYP - REO± I/22 I/2R3/IA IL TE ANGLE SUPPORT OPTION UNISTRUT SUPPORT OPTION ALL UNISTRUT MATERIALS AND CONNECTIONS SHALL BE INSTALLED WITH STRICT CONFORMANCE TO MANUFACTURER'S RECOMMENDATIONS N HANGING UNIT W/ SEISMIC BRACING 000SOSSGO1RTU I OSISII ( CERTIFIED TEST ADJUST BALANCE REPORT PROJECT: Bath and Body Works #305 LOCATION: 2525 El Camino Real, Space 226, Carlsbad, California 92008 ARCHITECT: Moody Nolan, Inc. MECH. ENGINEER: Dialectic, Inc. GEN. CONTRACTOR: Bogart Constuction PROJECT NUMBER: T3647 "THE DATA PRESENTED IN THIS REPORT IS A RECORD OF SYSTEM MEASUREMENTS AND FINAL ADJUSTMENTS THAT HAVE BEEN OBTAINED IN ACCORDANCE WITH THE CURRENT EDITION OF THE NEBB PROCEDURAL STANDARDS FOR TESTING, ADJUSTING, AND BALANCING OF ENVIRONMENTAL SYSTEMS. ANY VARIANCES FROM DESIGN QUANTITES, WHICH EXCEED NEBB TOLERANCES, ARE NOTED IN THE TEST- ADJUST-BALANCE REPORT PROJECT SUMMARY." T & B ENGINEER: Stephen K. Melink, PE ORIGINAL VISIT DATE: 10/6/2017 5140 River Road, Milford, Ohio 45150 USA Phone: (513) 965-7300 • Fax: (513) 965-7350 www.melinkcorp.com • mail@melinkcorp.com PROJECT: Bath and Body Works #305 DATE: 10/6/2017 LOCATION: 2525 El Camino Real, Space 226, Carlsbad, California 92008 Table Of Contents Cover Page ................................ 1 Table of Contents ............................2 Abbreviations................................3 Melink Credentials ............................ 4 Contact Information...........................5 Equipment Information.........................6 lst Visit Summary ............................7-8 Punch List ................................ 9- 10 1st Visit Photos ..............................11 - 14 Rooftop Inspection ............................ 15 -16 Above Ceiling. Inspection.......................17 Below Ceiling.lnspection .......................18 Building Balance .............................19 Motor Load Summary .......................... 20 RTU Data ................................21 Equipment Summary..........................22 RTU Air Distribution. Data ......................23 Exhaust Fan Data ............................24 EF Air Distribution flata ........................ 25 Thermostat Settings ........................... 26 Building Layout ..............................27 -28 Melink Corporation Energy solutions for a brighter tomorrow Page CF4 ~ty of Carlsbad NONRESIDENTIAL GREEN BUILDING CODE STANDARDS MANDATORY MEASURES CERTIFICATION CHECKLIST B-52 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form, signed and completed, and all receipts for the recycled materials shall be submitted to the Building Inspector prior to Final Inspection. Site Development Mandatory 5.106.1 Storm water pollution prevention plan. For projects of one acre or less, develop a Storm Water Pollution Prevention Plan (SWPPP) that has been designed specific to its site, conforming to (X) the State Storm water NPDES Construction Permit or local ordinance, whichever is stricter, as is required for projects over one acre. The plan should cover prevention of soil loss by storm water run-off and/or wind erosion, of sedimentation and/or of dust/particulate matter air pollution. 5106.4 Bicycle parking and changing rooms. Comply with Sections 5.106.4.1 and 5.106.4.2; or (x) meet local ordinance, whichever is stricter. 5.106.4.1 Short-Term bicycle parking. If the project is expected to generate visitor traffic, provide permanently anchored bicycle racks within 200 feet of the visitor's entrance, readily visible to (x) passers-by, for 5 percent of visitor motorized vehicle parking capacity, with a minimum of one two- bike capacity rack. 5.106.4.2 Long Term bicycle parking. For buildings with over 10 tenant-occupants, provide secure bicycle parking for 5 percent of tenant-occupied motorized vehicle parking capacity, with a minimum (x) of one space. 5.106.5.2 Designated parking. Provide designated parking for any combination of low emitting, fuel-efficient and carpool/van pool vehicles as shown in Table A5106.5.3.1. (x) 5.106.8 Light pollution reduction. Comply with lighting power requirements in the California Energy Code and design interior lighting such that zero direct-beam illumination leaves the building (x) site. Meet or exceed exterior light levels and uniformity ratios for lighting zones 1-4 as defined in Chapter 10 of the California Administrative Code, using the following strategies: Shield all exterior luminaries or use cutoff luminaries (x) Contain interior lighting within each source (x) Allow no more than .01 horizontal foot candle 15ft. beyond the site (x) Contain all exterior lighting within property boundaries () Exception: See part 2, Chapter 12, Section 1205.6 for campus lighting requirements for parking facilities and walkways. 5.106.10 Grading and paving. The site shall be planned and developed to keep surface water away from buildings. Construction plans shall indicate how site grading or drainage system will (X) manage all surface water flows. Water Efficiency and Conservation Indoor Water Use 5.303.1 Meters. Separate meters shall be installed for the uses described in Sections 503.1.1 (x) through 503.1.3. 5303.1.1 Buildings in excess of 50,000 square feet. Separate sub-meters shall be installed as follows: For each individual leased, rented, or other tenant space within the building projected to (X) consume more than 100 gal/day. For spaces used for laundry or cleaners, restaurant or food service, medical or dental office, laboratory or beauty salon or barber shop projected to consume more than 100 gal/day. B-52 Page 1 of 5 Rev. 11/15 5.303.1.2 Excess consumption. Any building within a project or space within a building that is projected to consume more than 1,000 gal/day. (X) 5.3032 20 Percent savings. A schedule of plumbing fixtures and fixture fittings that will reduce the overall use of potable water within the building by 20 percent shall be provided - (X) (Calculate savings by Water Use Worksheets or utilize Table 5.303.2.3). 5.303.2.1 Multiple showerheads serving one shower. When single shower fixtures are served by more than one showerhead, the combined flow rate of all the showerheads shall not (X) exceed the maximum flow rates specified in the 20 percent reduction column contained in Table 5.303.2.3 or the shower shall be designed to allow only one showerhead to be in operation at a time. 5.303.4 Wastewater reduction. Each building shall reduce the generation of As applicable, wastewater by one of the following methods: The installation of water-conserving fixtures (X) Utilizing nonpotable water systems (x) 5.303.6 Plumbing fixtures and fittings. Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the requirements listed As applicable for each type in items listed in Table 5.303.6. t Water closets (toilets) - flushometer type (X) 2. Water closets (toilets) - tank type (X) Urinals (x) Public lavatory faucets - (x) Public metering self-closing faucets (x) Residential bathroom lavatory sink faucets (x) Residential bathroom lavatory sinks (X) Residential showerheads (X) Single shower fixtures served by more than one showerhead (x) Outdoor Water Use 5.304.1 Water Budget. A water budget shall be developed for landscaping irrigation use. (X) 5.304.2 Outdoor potable water use. For new water service, separate meters or submeters shall be installed for indoor and outdoor potable water use for landscaped areas between 1,000 and 5,000 square feet. (X) 5.304.3 Irrigation design. In new nonresidential projects with between 1,000 and 2,500 square feet of landscaped area (the level at which the MLO applies), install irrigation controllers and sensors which include the following criteria and meet manufacturer's recommendations. 5.304.1.1 Irrigation controllers. Automatic irrigation system controllers installed at the time of final inspection shall comply with the following: Controllers shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plants needs as weather conditions change. (x) Weather based controllers without integral rain sensors or communication systems that As applicable account for local rainfall shall have separate wired or wireless rain sensors which connects or (x) communicates with the controller(s). Soil moisture-based controllers are not required to have rain sensor input. Construction Waste Management Plan (X) 5.408.1 Construction waste diversion. Establish a construction waste management plan or meet local ordinance, whichever is more stringent (x) 5.4082 Construction waste management plan. Submit plan per this section to enforcement authority within the city. 5.408.2.1 Documentation. Provide documentation of the waste management plan (see form (x) B-59) that meets the requirements listed in Section 5.408.2 Items 1 thru 4 and the plan is accessible to the enforcement authority. 5.408.3 Construction waste. Recycle and/or salvage for reuse a minimum of 50 percent of nonhazardous construction and demolition debris or meet local ordinance, whichever is more stringent. (x) Exceptions: B-52 Page 2 of 5 Rev. 11115 Environmental Quality Fireplaces 5.503.1 Install only a direct-vent sealed-combustion gas or sealed wood-burning fireplace or a (x) sealed woodstove and refer to residential requirements in the California Energy Code, Title 24, Part 6, Subchapter 7, Section 150. As Applicable 5.503.1.1 Woodstoves. Woodstoves shall comply with US EPA Phase II emission limits. (X) Weather Resistance and Moisture Management 5.407.1 Weather protection. Provide a weather-resistant exterior wall and foundation envelope as required by California Building Code Section 1403.2 and California Energy Code Section 150, (x) manufacturer's installation instruction instructions or local ordinance, whichever is more stringent. 5.407.2 Moisture control. Employ moisture control measured by the following methods: 5.407.2.1 Sprinklers. Prevent irrigation spray on structures. (x) 5.407.2.2 Entries and openings. Design exterior entries and openings to prevent water intrusion (X) into buildings. Pollution Control 5.504.3 Covering of duct openings and protection of mechanical equipment during Construction. At the time of rough installation or during storage on the construction site and until final start up of the heating and cooling equipment, all duct and other related air distribution (X) component openings shall be covered with tape, plastic, sheet metal or other methods to reduce the amountof debris _orduct which _may _collect _in_ the _system. 5.504.5.3 Filters. In mechanically ventilated buildings, provide regularly occupied areas of the building with outside and return air prior to occupancy that provides at least a MERV of 8. 5.504.4 Finish material pollutant control. Finish materials shall comply with Sections 5.504.4.1 through 5.504.4.4 5.504.4.1 Adhesives, sealants, caulks. Adhesives and sealants used on the project shall meet the requirements of the following standards: (X) Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits as shown in Tables 5.504.4.1 and 5.504.4.2. Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than one pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing with Section 94507. 5.504.4.3 Paint and coatings. Architectural paints and coatings shall comply with Table 5.504.4.3 5.504.4.3.1 Aerosol paints and coatings. Aerosol paints and coatings shall meet the Product- Weighted MIR limits for ROC in Section 94522 (a)(3) and other requirements, including prohibition on use of certain toxic compounds and ozone depleting substances (CCR, Title 17, Section 94520 etseq.). 5.504.4 Carpet systems. All carpet installed in the building interior shall meet the testing and product requirements of one of the standards listed in Section 5.504.4.4. 50504.4.4.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute Green Label Program. 5.504.4.4.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 804.4.1. 5.504.4.5 Composite wood products. Hardwood, plywood, particleboard and medium density fiberboard composite wood products used on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in Table 5.504.4. 5.504.4.5.2 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following: Product certification and specifications Chain of custody certifications Other methods acceptable to the enforcing agency 5.504.4.6 Resilient flooring systems. Comply with the VOC emission limits defined in the 2009 (x) CHPS criteria and listed on its Low-emitting Materials List (or product registry) or certified under the _FloorScore_ program _of the _Resilient _Floor _Covering _Institute. 8-52 Page 4 of 5 Rev. 11/15 Excavated soil and land-clearing debris Alternate waste reduction methods, developed by working with local agencies if diversion or recycle facilities capable of compliance with this item do not exist 5.408.4 Excavated soil and land clearing debris. 100 percent of trees. Stumps, rocks and associated vegetation and soils resulting primarily from land clearing shall be reused or I Building Maintenance and Operation I I 5.410.1 Recycling by occupants. Provide readily accessible areas that serve the entire building and are identified for the depositing, storage and collection of nonhazardous materials (x) for recycling. 5.410.2 Commissioning. For new buildings 10,000 square feet and over, building (X) commissioning for all building systems covered by T24, Part 6, process systems and renewable energy systems shall be included in the design and construction processes of the building project Commissioning requirements shall include items listed in Section 5.41 0.2. 5.410.2.1 Owner's Project Requirements (OPR). Documented before the design phase of (x) the project begins the OPR shall include items listed in Section 5.410.4. 5.410.2.2 Basis of Design (BOD). A written explanation of how the design of the building (x) systems meets the OPR shall be completed at the design phase of the building project and updated periodically to cover the systems listed in Section 5.410.2.2. 5.410.2.3 Commissioning plan. A commissioning plan describing how the project will be (x) commissioned shall be started during the design phase of the building project and shall include items listed in Section 5.410.2.3. 5.410.2.4 Functional performance testing shall demonstrate the correct installation and (X) operation of each component, system and system-to-system interface in accordance with the approved plans and specifications. (X) 5.410.2.5 Documentation and training. A Systems manual and systems operations training are required. 5.410.2.5.1 Systems manual. The systems manual shall be delivered to the building owner or (x) representative and facilities operator and shall include the items listed in Section 5.410.2.5.1. 5.410.2.5.2 Systems operations training. The training of the appropriate maintenance staff (x) for each equipment type and/or system shall include items listed in Section 5.410.2.5.2. 5.410.2.6 Commissioning report. A complete report of commissioning process activities (x) undertaken through the design, construction and reporting recommendations for post construction phases of the building project shall be completed and provided to the owner or representative. 5.410.4 Testing and adjusting. Testing and adjusting of systems shall be required for buildings less (x) than 10,000 square feet. 5.410.4.2 Systems. Develop a written plan of procedures for testing and adjusting systems. Systems to be included for testing and adjusting shall include, as applicable to the project, the (X) systems listed in Section 5.410.3.2. 5.410.4.3 Procedures. Perform testing and adjusting procedures in accordance with industry (X) best practices and applicable national standards on each system. 5.410.4.3 HVAC balancing. Before a new space-conditioned system serving a building or (X) space is operated for normal use, the system should be balanced in accordance with the procedures defined by national standards listed in Section 5.410.3.3.1. 5.410.4.4 Reporting. After completion of testing, adjusting and balancing, provide a final report (X) of testing signed by the individual responsible for performing those services. (X) maintenance instructions and copies of guaranties/warranties for each system prior to final inspection. 5.410.4.5 Operation and maintenance manual. Provide the building owner with detailed operating and maintenance manual 5.410.4.5.1 Inspection and reports. Include a copy of all inspection verifications and reports required by the enforcing agency. B-52 Page 3 of 5 Rev. 11/15 Indoor Moisture and Radon Control 5.505.1 Indoor moisture control. Buildings shall meet or exceed the provisions of the California Building Code, Title 24 Part 2, Sections 1203 (Ventilation) Chapter 14.1. (x) Air quality and Exhaust 5.506.1 Outside air delivery. For mechanically or naturally ventilated spaces in buildings, meet the (x) minimum requirements of Section 121 of the California Energy Code, CCR, Title 24, Part 6 and Chapter 4 of CCR, Title 8 or the applicable local code, whichever is more stringent. 5.506.2 Carbon DIOXIDE (CO2) monitoring. For buildings equipped with demand control ventilation, CO2 sensors and ventilation controls shall be specified and installed in accordance with the (x) requirements of the latest edition of the California Energy Code, Title 24, Part 6, Section 121(c). Outdoor Air Quality 5.508.1 Ozone depletion and global warming reductions. Installations of HVAC, refrigeration and fire suppression equipment shall comply with Sections 5.508.1.1 and 5.508.1.2. As 5.508.1 CFCs. Install HVAC and refrigeration equipment that does not contain CFCs. applicable 5.508.1.2 Halons. Install fire suppression equipment that does not contain Hatons. (x) (X) I, as the professional responsible for this project, certify that, to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2013 California Green Building Standards. All receipts for recycled materials have been attached to this form. Project Address: &L CQI4,ip Qec' 442 Plan Check Number: c7 O(-19f (s 3c7_c,coc2 Print Name: -et.:: Signed: License Number 72 7' 71 Date: T /13 /" B-52 Page 5 of 5 Rev. 11115