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HomeMy WebLinkAbout2525 EL CAMINO REAL; 222; CBC2017-0156; PermitC(City of Carlsbad Commercial Permit Print Date: 09/13/2018 Job Address: 2525 El Camino Real, 222 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Parcel No: 1563020900 Lot #: Applied: Valuation: $455,518.94 Reference U: Issued: Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: Description: VICTORIAS SECRET: 9,794 SF TI NEW PARTITIONS! CEILINGS/ LIGHTING! FIXTURES / CASHWRAP / PLUMBING, MECHANICAL& ELECTRICAL WORK Applicant: Owner: MARY RYAN R P I CARLSBAD LP P0 Box 3749 MISSION VIEJO, CA 92690 1114 Avenue Of The Americas, Floor 45 949-582-3735 New York, NY 10036-7700 214-660-5232 x215232 Permit No: CBC2017-0156 Closed - Finaled 04/04/2017 05/16/2017 MColI 9/13/2018 12:48:18PM BUILDING PERMIT FEE $2000+ $1,889.80 BUILDING PLAN CHECK FEE (BLDG) $1,322.86 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 GREEN BUILDING STANDARDS PLAN CHECK $166.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 5B1473 BUILDING STANDARDS FEE $19.00 STRONG MOTION-COMMERCIAL $127.55 Total Fees: $3,669.21 Total Payments To Date: $3,669.21 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 THE FOLLOWWS APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: PLANNING DENGINEERING IFIBUILDING 'FIRE 0 HEALTH DHAZMAT!APCD Building Permit Application Plan Check No.CJ3CX)i1-Ol5, Est Value 1t45 Ô1 / 4q 5I CrCity of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Cdisbad Plan Ck. Depc/si email: buildingcartsbadca.gov Date 4 4U 41 7 ISWPPP I www.carlsbadca.gov JOB ADDRESS 2525 El Camino Real I SUITE#/SPACE#/UNIT# I 222 I APN - - - ,T/PROJECT # LOT # PHASE C C OF UNITS # BATHROOMS TENANI BUSINESS NAME CONSTR. TYPE 0CC. GROUP I#BEDROOMS I Victoria's Secret IIB 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. 9794 sq. ft. EXISTING USE I PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS retail I retail I - I ''ESD# NtI YES ENOD YES JN0IJ APPLICANT NAME' Permit Resources - Mary Ryan PROPERTY OWNER NAME Rouse Properties ADDRESS ADDRESS P.O. Box 3749 1114 Avenue of the Americas, Suite 2800 CITY STATE ZIP CITY STATE ZIP Mission Vieio CA 92690 New York NY 10036 PHONE 'FAX PHONE IFAX 949.582.3735 949.768.8436 212.608.5108 EMAIL EMAIL mary(permitresources.com alex.chu(rouseproperties.com DESIGN PROFESSIONAL Berqmeyer Associates CONTRACTOR BUS NAMEB (1 T.B.D. 4,j/ iii,S ADDRESS 51 Sleeper St., 6th Floor ADDRESS 2 (( IZ liiri( a 7,?. ) ? Li-< CITY STATE ZIP Boston MA 02210 CITY STATE ZIP J.... j PHONE IFAX PIONE 617.542.1025 EIL EMAIL ci.1 (of' STATE UC. C C-32117 STATE LIC C 7( )7 'f J.I Ii3 - I CITY BUS. 11CC I (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 penalty of perjury one of the following declarations: Rhave and will maintain a certificate of consent to self.insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensatio carrier and policy number are: Insurance Co. _'TZ. .i C i Policy No. 3'i I '( R Expiration Date ,27`7 / Thi section need not be completed if the permit is for one hundred dollars ($100) or less. M / -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 wers' don 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, da as p vided for in Section 3706 of the Labor code, interest and attorney's fees. A5 CONTRACTORSIGNATURE AGENT DATE I hereby affirm that I am exam C415(o~s License Law for the thilowing reason: 1, as owner of the prop ity or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided thatsuch 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 If, of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] I am exempt under Section _____________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement, DYes DM0 I (have / have not) signed an application for a building pemiti 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, but I have contracted (hired) the following persons to provide the work indicated (include name/address! phone! type of work): ,.PROPERTY OWNER SIGNATURE []AGENT DATE Kci- 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 V 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 V No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes V 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. 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 I car* that l have read the application and state thatthe above information Is correct and that the information onthe plans is accurate. I agmeto complywith all City ordinances and State laws relatingto btdldlngconstnrctlon. 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 Clii' IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued bythe Budding Official under the provisions of this Code shall expire bylimitation and become null and void If the building or work authorized by such permit tr not commenced wthin l8O days from the date ofsuch permit or if the building or work authorized by such permit Is suspended orabandoned at any firm after the work is commenced for a period of 180 days (Section 106.4.4 UnifonnBuildhig Code). 'APPLICANT'S SIGNATURE DATE e STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE .iF OCCUPANCY (Com merc ia l-Project s.ziwj Fax (760) 602-8560, Email buiIdingcar1sbadCa.gov or Mall the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) 7 CONTACT NAME Al I/jr IJ A A ()V,,i OCCUPANT NAME (. lee f ADDRESS 5? O 23i.v''i Cc,'i BUILDING ADDRESS Zi2c iTi C''o ,7 #-ZZ CITY STATE ZIP Jiz k/ IN L C CITY STATE ZIP Carlsbad CA PIONE FAX VJ I'-/oc EMAIL - J1f ( OCCUPANT'S BUS. UC. No. DELIVERY OPTIONS 7 CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) 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 .APPLICANT'S SIGNATURE DATE Permit Typo: BLDG-Commercial Application Date: 04/04/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/16/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2525 El Camino Real 222 Carlsbad, CA 92008-1208 IVR Number: 2905 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO granted. See card for additional notes Yes BLDG-Building Deficiency Need final reports No BLDG-Building Deficiency Not ready No BLDG-Building Deficiency No BLDG-Building Deficiency 9/13/18, received all final reports. Yes BLDG-Plumbing Final No BLDG-Plumbing Final Yes BLDG-Mechanical Final Roof equipment Yes BLDG-Mechanical Final Yes BLDG-Structural Final No BLDG-Electrical Final No BLDG-Electrical Final Yes September 13, 2018 Page 6 of 6 - Permit Type: BLDG-Commercial Application Date: 04/04/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/16/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2525 El Camino Real, 222 Carlsbad, CA 92008-1208 IVR Number: 2905 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO granted. See card for additional notes Yes BLDG-Building Deficiency Not ready No BLDG-Plumbing Final No BLDG-Mechanical Final Roof equipment Yes BLDG-Structural Final No BLDG-Electrical Final No 11/09/2017 11/09/2017 BLDG-43 Air 040075.2017 Passed Michael Collins Complete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency Rooftop equipment Yes 11/22/2017 11/22/2017 BLDG-Final 041290-2017 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO granted. See card for additional notes Yes BLDG-Building Deficiency Need final reports No BLDG-Building Deficiency Not ready . No BLDG-Plumbing Final No BLDG-Mechanical Final Roof equipment Yes BLDG-Structural Final No BLDG-Electrical Final No 12/01/2017 12/01/2017 BLDG-Fire Final 039538-2017 Partial Pass Cindy Wong Reinspection Incomplete Checklist Item COMMENTS Passed FIRE- Building Final TCO. Final approval pending FA final with Yes mall system. 04/8/2018 04/18/2018 BLDG-Fire Final 055516-2018 Passed Cindy Wong Complete Checklist Item COMMENTS Passed FIRE- Building Final TCO. Final approval pending FA final with Yes mall system. 09/10/2018 09/10/2018 BLDG-Final 069426-2018 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need final reports No BLDG-Building Deficiency TCO granted. See card for additional notes Yes BLDG-Building Deficiency No BLDG-Building Deficiency Not ready No BLDG-Plumbing Final No BLDG-Mechanical Final Roof equipment Yes BLDG-Structural Final No BLDG-Electrical Final No 09/13/2018 09/13/2018 BLDG-Final 069899.2018 Passed Michael Collins Complete Inspection September 13, 2018 Page 5 of 6 Permit Type: BLDG-Commercial Application Date: 04/04/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/16/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed -Finaled Expiration Date: 03/11/2019 Address: 2525 EtCamino Real, 222 Carlsbad, CA 92008-1208 IVR Number: 2905 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-85 T-Bar, 036179-2017 Passed Michael Collins Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Store front/displays, restrooms, managers Yes office BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/1312017 10/13/2017 BLDG-84 Rough 037470-2017 Passed Michael Collins Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior display windows Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical Yes 10/17/2017 10/17/2017 BLDG-17 Interior 037718.2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Hard lid & walls at exterior display areas Yes 11/02/2017 11/02/2017 BLDG-91 039347-2017 Passed Michael Collins Complete Complaints Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency \ Ok to stock, train and set up IT Yes 11/0712017 11/07/2017 BLDG-Final 039765.2017 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Plumbing Final No BLDG-Mechanical Final Roof equipment Yes BLDG-Structural Final No BLDG-Electrical Final No 11/08/2017 11/08/2017 BLDG-Final 039930.2017 Partial Pass Michael Collins Reinspection Incomplete Inspection September 13, 2018 Page 4 of 6 R. NIN-SlEa&M Permit Type: BLDG-Commercial Application Date: 04/04/2017 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/16/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2525 El Camino Real , 222 Carlsbad, CA 92008-1206 IVR Number: 2905 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Suspended hard lid, Pink Rm 1-2, VSL2, Yes cashwrap, restrooms BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 09/22/2017 09/22/2017 BLDG-17 Interior 035555-2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Hard lid at all Fitting Rm's & Beauty Rm. Yes 09/25/2017 09/25/2017 BLDG-17 Interior 035692-2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Hard lid at Pink Rm #1 & Bra Salon, north Yes store front/display walls 09/26/2017 09/26/2017 BLDG-24 035831-2017 Cancelled Michael Collins Reinspection Complete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency wrong code No BLDG-85 T-Bar, 035830-2017 Passed Michael Collins Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency - Suspended hard lid at VSL 1 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 09/28/2017 09/28/2017 BLDG-17 Interior 036180-2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency VSL #1 Yes BLDG-31 036178-2017 Failed Michael Collins Reinspection Complete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No September 13, 2018 Page 3 of 6 Permit Type: BLDG-Commercial Application Date: 04/04/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/16/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2525 El Camino Real 222 Carlsbad, CA 92008-1208 IVR Number: 2905 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete BLDG-24 032384-2017 Failed Michael Collins Reinspection Complete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/24/2017 08/24/2017 BLDG-21 032666-2017 Failed Michael Collins Reinspection Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 08/30/2017 08/30/2017 BLDG-24 033320-2017 Passed Michael Collins Complete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Restrooms only Yes 09/01/2017 09/01/2017 BLDG-14 033418.2017 Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Restrooms, back of house furr walls & Yes cabinet niche soffits 09/06/2017 09/06/2017 BLDG-17 Interior 033621-2017 Failed Michael Collins Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls, not ready No BLDG-Building Deficiency Walls only at Pink Rm(#2) Yes BLDG-Building Deficiency Not ready No Checklist Item COMMENTS Passed BLDG-Building Deficiency No 09/08/2017 09/08/2017 BLDG-17 Interior 034156-2017 Passed Paul Burnette Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls, not ready Yes BLDG-Building Deficiency Walls only at Pink Rm(#2) Yes BLDG-Building Deficiency Not ready Yes 09/13/2017 09/13/2017 BLDG-85 T-Bar, 034536-2017 Passed Michael Collins Complete Ceiling Grids, Overhead September 13, 2018 Page 2 of 6 Permit Type: BLDG-Commercial Application Date: 04/04/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 05/16/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2525 El Camino Real ,222 Carlsbad, CA 92008-1208 IVR Number: 2905 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 08/04/2017 08/04/2017 BLDG-16 Insulation 030651-2017 Failed Michael Collins Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-44 030650-2017 Passed Michael Collins Complete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Pie urn duct sealing Yes 08/09/2017 08/09/2017 BLDG-17 Interior 031143-2017 Failed Michael Collins Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-84 Rough 031306-2017 Passed Michael Collins Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only except at store front or back Yes office BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes 08/11/2017 08/11/2017 BLDG-66 Grout 031425-2017 Partial Pass Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/22/2017 08/22/2017 BLDG-14 032383-2017 Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Pink room, fitting room walls only Yes BLDG-17 Interior 032382-2017 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only at Pink Rrn(#2) Yes BLDG-Building Deficiency Not ready No BLDG-21 032385-2017 Failed Michael Collins Reinspection Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No September 13, 2018 Page 1 of 6 EsGil Corporation In Partnership 'With government for Building Safety DATE: 5/8/2017 U APPLICANT JURIS. JURISDICTION: City of Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0156 SET: II PROJECT ADDRESS: 2525 El Camino Real #222 PROJECT NAME: Victoria's Secret T. I. 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. El 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. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: è Date contacted: " (by—Email: Mail Telephone Fax In Person REMARKS: By: David Yao Enclosures: EsGil Corporation fl GA LI EJ [1 MB 1-1 PC 5/1 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partners/iip with Government for cBui(iing Safety DATE: 4/18/2017 LI IPPLICANT JURIS. JURISDICTION: City of Carlsbad LI PLAN REVIEWER LI FILE PLAN CHECK NO.: CBC2017-0156 SET:I PROJECT ADDRESS: 2525 El Camino Real #222 PROJECT NAME: Victoria's Secret T. I. LI 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Mary Ryan LII 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 481 te contacted: 1 I (by:I'C.4- Email: marypermitresources.com ..,e1ephone.. Fax In Person LI REMART By: David Yao Enclosures: EsGil Corporation EGA LIEJEIMB F] PC 4/6 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2017-0156 4/18/2017 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: CBC2017-0156 JURISDICTION: City of Carlsbad OCCUPANCY: M USE: retail TYPE OF CONSTRUCTION: ITT-B ACTUAL AREA: T. I. 9794 sf ALLOWABLE FLOOR AREA: unlimited STORIES: 1 HEIGHT: SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 4/4 DATE INITIAL PLAN REVIEW COMPLETED: 4/18/2017 OCCUPANT LOAD: 263 DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/6 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): 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. City of Carlsbad CBC2017-0156 4/18/2017 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. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2016 California Building Code, which adopts the 2015 IBC, 2015 UMC, 2015 UPC and the 2014 NEC. (Notes on sheet AOO.00 shows wrong edition) 2. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1013.1. A tactile sign stating "EXIT" and complying with ICC A117.1 shall be provided adjacent to each door to an exit stairway, an exit passageway and the exit discharge. Section 1013.4. Show that the means of egress path will be lighted with at least one foot candle at floor level. Section 1008. Show separate sources of power may be required for exit illumination. Review Section 1008.3. . ACCESSIBILITY Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. City of Carlsbad CBC2017-0156 4/18/2017 NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) The California Building Standards Commission (BSC) has adopted the Green Building Standards Code and must be enforced by the local building official. The Green Building Standards apply to nonresidential additions or tenant improvements throughout California. These standards apply to nonresidential additions of 1,000 sq. ft. or larger or alterations (tenant improvements) with a value of $200,000 or more. CGC Section 301.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Waste management. Note on the plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Recycling. Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. Pollutant control. Note on the plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. Outdoor air quality. Note on the plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1. City of Carlsbad CBC2017-0156 4/18/2017 15. Water reduction. Show on the plans the following maximum fixture flow rates from the table below. Revise general notes, plumbing plans, etc. to match. CGC 5.303. MAXIMUM FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall mounted) 0.125 gallons/flush Urinals (floor mounted) 0.5 gallons/flush Lavatory faucets- nonresidential 0.5 gpm @60 psi Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. . ADDITIONAL Sheet A14.01 shows "shelving detail is reference only". Please clearly noted on the plan shelving is a deferred item. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: LI Yes IJ No 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 David Yao at Esgil Corporation. Thank you. City of Carlsbad CBC2017-0156 4/18/2017 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 DOORS Show that the minimum strike edge distances are provided at the level area on the side to which a door (or a gate) swings, per Section 11 B-404.2.4: ~!24" at exterior conditions. (door 12E?) Where a door is located in a recess or alcove where the distance from the face of the wall to the face of the door is greater than 8 inches, the above clearances shall apply. Section 11 B-404.2.4.3. 2. Show or note that the maximum effort to operate doors shall not exceed 5 pounds, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire doors are utilized, the maximum effort to operate the door may be increased to not exceed 15 pounds. Section 11 B-404.2.9. . ACCESSIBLE SINKS 3. Per Section 11 B-804, non-commercial kitchen sinks (such as at employee break rooms, etc.) shall provide the following: A clear floor space at least 30"x 48" shall be provided for forward approach and shall be on an accessible route. The clear space shall extend a maximum of 19" underneath the sink. Section 11B-606.2. The accessible sink shall be mounted with the counter or rim no higher than 34" above finish floor. Knee clearance that is at least 27" high, 30" side and 19" underneath the sink shall be provided. Hot water and drain shall be insulated or otherwise configured so as to protect against contact. There shall be no sharp or abrasive surfaces under the sink. Section 11 B- 606. C) Faucet controls and operating mechanisms shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. Lever operated, push-type and electronically controlled mechanisms are acceptable. Self-closing valves are allowed if the faucet remains open for at least 10 seconds. Section 11 B-606.4. DRINKING FOUNTAINS 4. The drinking fountain shall be a minimum of 18 inches in depth and there shall be clear and unobstructed knee space under the drinking fountain not less than 27 inches in height and 8 inches in depth, the depth measurements being taken from the front edge of the fountain. Additionally, there shall be toe clearance of 9 inches in height above the floor and 17 inches in height above the floor and 17 City of Carlsbad CBC2017-0156 4/18/2017 inches in depth from the front edge of the fountain. A side approach drinking fountain is not acceptable. Section 11 B-602. Drinking fountains shall be accessible to individuals who use wheelchairs and to those who have difficulty bending or stooping. This can be accommodated by the use of "hi-low" fountains. Section 11 B-211.2. Note on the plans that the drinking fountain(s) will comply with all applicable Title 24 provisions (bubbler height, etc.). GROUP M OCCUPANCIES Show or note that the proposed general sales, display and office areas are accessible, as follows: a) Per Section 11 B-222. 1, at least 5% (but no fewer than one) of each type of filling/dressing room in each cluster provided shall comply with Section 11 B- 803, as follows: i) Show a 24" x 48" bench: Fixed along the wall at the 48" dimension. Mounted ~!17" but :519". END OF DOCUMENT City of Carlsbad CBC2017-0156 4/18/2017 (DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0156 PREPARED BY: David Yao DATE: 4/18/2017 BUILDING ADDRESS: 2525 El Camino Real #222 BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) T. I. 9794 per city 455,518 Air Conditioning Fire Sprinklers TOTAL VALUE 455,518 Jurisdiction Code ICb IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance V I $1,889.861 '$1,28.41 Type of Review: 7 Complete Review Repetitive Fee L1 Other Hourly Repeats El EsGil Fee Structural Only Hr. @ * I $1,058.321 Comments In addition to the above fee, an additional fee of $86 is due (1 hour @ $86/hr) for the CalGreen review. Sheet I of 1 macvalue.doc + Victoria's Secret at The Shoppes at Carlsbad 2525 El Camino Real, #271 Carlsbad, CA 92008 Structural Calculations Submitted by SMBH, Inc. 03/27/2017 SMB.H STRUCTURAL ENGINEERING TH Q 54 IVIL SMBH, Inc. 1166 Dublin Road, Suite 200 Columbus, O CBC2017-0156 Phone: 614-2 2525 EL CAMINO REAL #222 VICTORIAS SECRET: 9,794 SF TI NEW PARTITIONS! CEILINGS I LIGHTING / FIXTURES / CASHWRAP I Email PLUMBING, MECHANICAL & ELECTRICAL WORK SMBH Job r. 1563020900 31-7 ç- 4/4/2017 CBC20I 7-0156 p 3/11D17 Search Results for Map y Pff :ai , . z w D7[• Search Results MI N IL 0 R C 01. 0 1`4 IDAICt l),I,.O J- vCI 1.1 1 Query Date: Wed Mar 01 2017 Latitude: 33.1781 Longitude: -117.3309 M United States . .TAI San Francisco ;•L U 11, '1 0 0 K A F.N ASCE 7-10 Windspeeds (3-sec peak gust in mph*): OLas Vegas Los Aes Risk Category I: 100 San De-gc I MI 5I. Dallas Risk Category II: 110 - Risk Category III-IV: 115 N MRI** 10-Year: 72 MRI 25-Year: 79 ... MRI 50-Year: 85 MRI** 100-Year: 91 Mexico ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) Mex'no City ASCE 7-93 Windspeed: Go cje 70 (fastest mile in mph) Map data ©2017Google, INEGI *Mi s per hour Moan Recurrence Interval Users should consult with local building officials to determine (there are community-specific wind speed requirements that govern. ME Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund • Applied Technology Council • 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065. (650) 595-1542 1/1 3/1)17 Design Maps Summary Report USGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.178130N, 117.33085°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill ell 'Vista MT & ' cedn51de\ 0 _\ Carlsbad' 71 r SnMaros 1Cfrlln AIr1or1 ..... Escondido' USGS—Provided Output S= 1.111g SMS = 1.173g SDS = 0.782g S1 = 0.428 g SM1 = 0.672 g S,, = 0.448 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. jr 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. http://earthquake.usgs.gov/cnl /desi gnm aps/us/surn mary.php?tern plate= minimal &I ab tude= 33.17813&1 ongitude=- 1 17.330852&sitecl ass= 3&riskcategory= O&edifi 1/1 3I1tt017 Design Maps Detailed Report IJSGS Design Maps Detailed Report 2012/2015 International Building Code (33.178130N, 117.33085°W) Site Class D - "Stiff Soil", Risk Category I/Il/Ill Section 1613.3.1 - Mapped acceleration parameters Note; Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S) and 1.3 (to obtain Si). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) [1] S5 = 1.111 g From Figure 1613.3.1(2) [2] S1 = 0.428 g Section 1613.3.2 - Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class 'S N or NCh S. Hard Rock >5000 ft/s N/A N/A Rock 2,500 to 5,000 ft/s N/A N/A Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index P1> 20, Moisture content w ~! 40%, and Undrained shear strength s < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0,3048 rn/s 1lb/ft2 = 0.0479 kN/m2 hftp://earthquake.usgs.gov/cnl/desi gnmaps/us/report.php?tern plate= m i ni rn al&l atitude= 33.17813&1 ongitude= - 1 17.330852&siteclass= 3&riskcategory= O&edi bon= i... 1/4 3 3I1/017 Design Maps Detailed Report Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period S 15 0.25 SS = 0.50 S = 0.75 S = 1.00 S ~: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S For Site Class = D and S = 1.111 g, Fa = 1.056 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F Site Class Mapped Spectral Response Acceleration at 1-s Period S1 < 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S 2! 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1 .6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.428 g, F = 1.572 24 3/1/?017 Design Maps Detailed Report Equation (16-37): SMS = FaSs = 1.056 x 1.111 = 1.173 g Equation (16-38): SM1 = FS1 = 1.572 x 0.428 = 0.672 g Section 1613.3.4 - Design spectral response acceleration parameters Equation (16-39): SDS = 73 SMS = % x 1.173 = 0.782 g Equation (16-40): Sol = 2/3 SM1 = 2/3 x 0.672 = 0.448 g 314 3/2O17 Design Maps Detailed Report Section 1613.3.5 - Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (1)7 rgnt1) PFrP0h1rP Arrrl FTTrmI VALUE OF S0 RISK CATEGORY loril III IV 5DS < 0.167g A A A 0.1679SDs<0.33g B B C 0.33g < S s < 0.50g C C D 0•509SDS D D D i-or KISK category = I and 5DS = 0.782 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SF(-ONf) PFTOD PFcPnNicF CCI PP ATTCM VALUE OF SDI RISK CATEGORY or II III IV SD1 <0.0679 A A A 0.067g < S01 < 0.133g B B C 0.133g SDI < 0.20g C C D O.2Og:5SDI D D D ror KISK category = I and 501 = 0.445 g, Seismic Design Category = D Note: When S is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC2o 12 -Fig l6l 3p3p1(1).pdf Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/1Bc20 12-Fig16 13p3p1(2).pdf 4/4 Tju 3/1/2017 snowload.atcouncil .org/index.php/component/vcpsncM,Ioad/jtem?pcjf= 1 7 O,TC SNO V LOAiDST BY LO:IC ATFO N Applied Technology Council Search Result Mp Elevation Limitation: ASCE 7* Ground Snow Load I Jose Query Date: March 01, 2017 Latitude: 33.17813 Longitude: -117.330852 Elevation: 37.3 Feet RE5 'D CAL (!RNIA Las Vegas Elevation 1,800 feet: Ground snow load is 0 psf Elevation> 1,800 2,800 feet: Ground snow load is 5 psf All loading data is in pounds per square foot. For a site-specific case study area, a case study is required to establish ground snow loads. *Based on Figure 7-1 Ground Snow Loads printed in ASCE 7-95 through ASCE 7-10. Users should consult with local building officials to determine if there are community-specific snow load requirements that govern. Red shaded area is the load specific boundaries. Any darker red area is the overlapping load specific boundary. GROUND SNOW LOAD WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the ground snow load report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the ground snow load report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the ground snow load report. Sponsored by the ATC Endowment Fund Applied Technology Council • 201 Redwood Shores Parkway, Suite 240• Redwood City, California 94065 (650) 595-1542 http://snowload.atcouncil.org/index.php/componentivcpsnowloadntem?pdf=1 1/1 11 w SMB H TRUCTURAL ENGINEERING PROJECT: V NO: Bog- TASK: PAGE: 3 ENG: 4(-f CLIENT: DATE: ell F,o ~7 7,6) Fp 3T7f We tJ %44Y 787-i) op / zs - (4) -67 = (7cfd4/. ((,o 2-'/3 "//9GA--Ve 44C.J~ qpJ42 A ;'-.- (In ' '1 CL) c ,10 PX 6 ' q çJ42 PROJECT: VC46*b NO: i7 3o2. TASK: - PAGE: ENG:F4All CLIENT: DATE: 3/9//i :TS M .B H STRUCTURAL ENGINEERING - > ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w12010 Supplement [AISI SI00/S2-10] LRFD DATE: 3/21/2017 VS - Carlsbad - B/S02.01 to SECTION DESIGNATION: 1000S162-43 [33] (2) Boxed Input Properties: Web Height = 10.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 19.00 ft Deflection Limit L/360 Dead Load = 50.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 2.534 inA4 J (Box) = 6.977 inA4 Lu 931.4 in Mu = 3159 Ft-Lb <= Phi*Mn = 6447 Ft-Lb 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.327 in Deflection Ratio = L/698 Check Shear Vu = 665 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 2541 lb >= Vu Check Web Crippling Ru = 665 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = 1 > 200, STIFFENERS REQUIRED ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w12010 Supplement [AISI SI00/S2-10] LRFD DATE: 3/21/2017 VS - Carlsbad - B/502.01 SECTION DESIGNATION: 800S162-33 [33] (2) Boxed Input Properties: Web Height = 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 19.00 ft Deflection Limit L/360 Dead Load = 10.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 Iyy (Box) = 1.602 inA4 J (Box) = 4.060 in Lu = 1012.4 in Mu = 632 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.146 in Deflection Ratio = L/1564 Check Shear Vu = 133 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 133 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = 1 > 200, STIFFENERS REQUIRED ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w/2010 Supplement [AISI SI00/52-10] LRFD DATE: 3/21/2017 VS - Carlsbad - FIS02.01 VAN SECTION DESIGNATION: 800S162-33 [33] (2) Boxed InDut Prooerties: Web Height = 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 6.50 ft Deflection Limit L/360 Dead Load = 45.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 Iyy (Box) = 1.602 in'4 J (Box) = 4.060 inA4 Lu = 1012.4 in Mu = 333 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.009 in Deflection Ratio = L/8679 Check Shear Vu = 205 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 205 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED PROJECT: 1-63Mt NO: 37O EEE1 S M BH TASK: 146 PAGE: t STRUCTURAL ENGINEERING ENG: 64 CLIENT: DATE: 3J/J1 EZ.cZ lo t - cxttl Sk2t -3 C1111111111 III ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w/2010 Supplement [AISI SIOO/S2-10] LRFD DATE: 3/21/2017 VS - Carlsbad - BIS02.02 SECTION DESIGNATION: 800S162-33 [33] (2) Boxed InDut Prooerties: Web Height = 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 10.00 ft Deflection Limit L/360 Dead Load = 45.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 1.602 inA4 J (Box) = 4.060 inA4 Lu = 1012.4 in Mu = 788 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.050 in Deflection Ratio = L/2383 Check Shear Vu = 315 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 315 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED PROJECT: /-(4 44 EJ CI IV1 ADU TASK - STRUCTURAL I OZ.c'3 STRUCTURAL ENGINEERING CLIENT: NO: D 7-O &o PAGE: 151, ENG: 4+1 DATE: T3191/7 2. A; - fi 0 - 89 ~Xll - zoCM / 2-" T1?A4 L C2 C1111111111 lI ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w12010 Supplement [AISI SI00/S2-10] LRFD DATE: 3/22/2017 VS - Carlsbad - NS02.03 SECTION DESIGNATION: 362S162-33 [33] (2) Boxed Input Prooerties: Web Height = 3.625 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 4.00 ft Deflection Limit L/360 Dead Load = 20.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 Iyy (Box) = 0.819 inA4 J (Box) = 1.355 inA4 Lu = 1231.9 in Mu = 56 Ft-Lb <= Phi*Mn = 1325 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.004 in Deflection Ratio = L/13549 Check Shear Vu = 56 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 3112 lb >= Vu Check Web Crippling Ru = 56 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Phi*Rn = 491 lb >= Ru, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w/2010 Supplement [AISI SI00/52-10] LRFD DATE: 3/21/2017 VS - Carlsbad - EIS02.03 IN SECTION DESIGNATION: 362S162-33 [33] (2) Boxed Input Properties: Web Height = 3.625 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange 1.625 in 'yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 11.00 ft Deflection Limit L/360 Dead Load = 8.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 0.819 inA4 J (Box) = 1.355 in Lu = 1231.9 in Mu = 169 Ft-Lb <= Phi*Mn = 1325 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.081 in Deflection Ratio = L/1629 Check Shear Vu = 62 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 3112 lb >= Vu Check Web Crippling Ru = 62 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Phi*Rn = 491 lb >= Ru, stiffeners not required C1111111111 III ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w12010 Supplement [AISI SI00/52-10] LRFD DATE: 3/22/2017 VS - Carlsbad - E/S02.03-Bottom SECTION DESIGNATION: 800S162-33 [33] (2) Boxed Input Properties: Web Height = 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 10.00 ft Deflection Limit L/360 Dead Load = 90.0 lb/ft Load Factor 1.2 Live Load = 60.0 lb/ft Load Factor 1.6 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 1.602 inA4 J (Box) = 4.060 inA4 Lu = 1012.4 in Mu = 2550 Ft-Lb <= Phi*Mn = 3514 Ft-Lb no 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.168 in Deflection Ratio = L/715 Check Shear Vu = 1020 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 1020 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = 1 > 200, STIFFENERS REQUIRED PROJECT: ry (Afi-14-D S M B H TASK: STRUCTURAL ENGINEERING CLIENT: NO: J7.00 PAGE: 19 ENG: DATE: J.. c: /(I i 2CpiP ç-2 bøE x - Zx 33' tOrfZ -41 2cc' 3ôç ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w/2010 Supplement [AISI S100/S2-10] LRFD DATE: 3/21/2017 VS - Carlsbad - B/S02.10 Ext STAI raid SECTION DESIGNATION: 1000S162-43 [33] (2) Boxed Innut Prooerties: Web Height = 10.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 16.50 ft Deflection Limit L/360 Dead Load = 55.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 2.534 inA4 J (Box) = 6.977 inA4 Lu = 931.4 in Mu = 2620 Ft-Lb <= Phi*Mn = 6447 Ft-Lb 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.204 in Deflection Ratio = L/969 Check Shear Vu = 635 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 2541 lb >= Vu Check Web Crippling Ru = 635 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w12010 Supplement [AISI SIOO/S2-101 LRFD DATE: 3121/2017 VS - Carlsbad - B/S02.10 Mid All SECTION DESIGNATION: 1000S162-43 [33] (2) Boxed Input Properties: Web Height = 10.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 18.50 ft Deflection Limit L/360 Dead Load = 55.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 Iyy (Box) = 2.534 inA4 J (Box) = 6.977 inA4 Lu = 931.4 in Mu = 3294 Ft-Lb <= Phi*Mn = 6447 Ft-Lb 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.323 in Deflection Ratio = L/687 Check Shear Vu = 712 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 2541 lb >= Vu Check Web Crippling Ru = 712 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED ClarkWestern Building Systems CW Tech Support: (888) 437-3244 C1111111 III clarkwestern.com 2007 NAS w12010 Supplement [AISI SI00/S2-10] LRFD DATE: 3/21/2017 VS - Carlsbad - B/502.10 Mid Grille Only SECTION DESIGNATION: 1000S162-43 [33] (2) Boxed lnut ProDerties: Web Height 10.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 18.50 ft Deflection Limit L/360 Dead Load = 35.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 Iyy (Box) = 2.534 in"4 J (Box) = 6.977 inA4 Lu 931.4 in Mu = 2096 Ft-Lb <= Phi*Mn = 6447 Ft-Lb 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.206 in Deflection Ratio = L/1080 Check Shear Vu = 453 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 2541 lb >= Vu Check Web Crippling Ru = 453 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = 1 > 200, STIFFENERS REQUIRED ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w/2010 Supplement [AISI SI00/S2-10] LRFD DATE: 3121/2017 VS - Carlsbad - FIK/S02.10 SECTION DESIGNATION: 800S162-33 [33] (2) Boxed InDut ProDerties: Web Height = 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 8.00 ft Deflection Limit L/360 Dead Load = 30.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 Iyy (Box) = 1.602 inA4 J (Box) = 4.060 inA4 Lu 1012.4 in Mu = 336 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.014 in Deflection Ratio = L/6983 Check Shear Vu = 168 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 168 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = 1 > 200, STIFFENERS REQUIRED PROJECT: tJ iiEE121 S [VI B H TASK: STRUCTURAL ENGINEERING CLIENT: &b2 PAGE: jq ENG: e1 DATE: S 3 C1111111 IIII ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w12010 Supplement [AISI SI00/52-10] LRFD DATE: 3/23/2017 VS - Carlsbad - B/S02.11 SECTION DESIGNATION: 800S162-33 [33] (2) Boxed InDut ProDerties: Web Height = 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length Header/Beam Solver Design Data - Simple Span Header/Beam Span 12.50 ft Deflection Limit L/360 Dead Load = 30.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 1.602 inA4 J (Box) = 4.060 inA4 Lu = 1012.4 in Mu = 820 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.082 in Deflection Ratio = L/1830 Check Shear Vu = 263 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 263 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED KNOW l)vs,n .jci Gross Properties Effective Properties Torsional Properties Mvrnhv. rhkknvss 'ngrh Ary Wrnkr Is ly l? 'rn .SSC M04 10000 Cw Xe m Rn (iv) Fy(ksi.I lv I (in) (in)Or,") rn) On') (1,'1 (el') (in - k) (in') (in) (in) (in) (In) 362S137-33 0.0346 33 0.236 0.804 0.479 0.264 1.42 0.0594 0.501 0.479 0.232 4.59 4.73 0.094 0.165 -1.00 0.615 1.81 0.694 362S137-43 0.0451 33 0.306 1.04 0.616 0.340 1.42 0.0755 0.497 0.616 0.320 6.33 6.66 0.207 0.208 -0.991 0.608 1.80 0.697 362S137-54 0.0566 50 0.379 1.29 0.756 0.417 1.41 0.0911 0.490 0.756 0.382 11.4 11.9 0.405 0.251 -0.978 0.601 1.79 0.700 362S137-68 0.0713 50 0.470 1.60 0.923 0.509 1.40 0.109 0.481 0.923 0.493 14.8 15.2 0.797 0.302 -0.959 0.592 1.76 0.704 362S137-97 0.1017 50 0.648 2.20 1.23 0.678 1.38 0.138 0.461 1.23 0.663 24.1 20.3 2.23 0.390 -0.922 0.573 1.72 0.713 362S162-33 0.0346 33 0.262 0.892 0.551 0.304 1.45 0.099 0.616 0.551 0.268 5.29 5.43 0.105 0.297 -1.31 0.789 2.05 0.592 362S162-43 0.0451 33 0.340 1.16 0.710 0.392 1.45 0.127 0,611 0.710 0.372 7.34 7.62 0.230 0.376 -1.30 0.782 2.04 0.594 362S162-54 0.0566 50 0.422 1.44 0.873 0,482 1,44 0.154 0.605 0.873 0.444 13.3 13.6 0.451 0.457 -1.28 0.774 2.02 0.597 362S162-68 0.0713 50 0.524 1.78 1.07 0.590 1.43 0.186 0.596 1.07 0.574 17.2 17.7 0.887 0.552 -1.26 0.765 2.00 0.600 362S162-97 0.1017 50 0.724 2.46 1.44 0.792 1.41 0.241 0.577 1.44 0.776 27.5 23.7 2.50 0.723 -1.23 0.745 1.95 0.606 362S200-33 0.0346 33 0.297 1.01 0.648 0.358 1.48 0.177 0.772 0.642 0.294 5.81 6.19 0.118 0.577 -1.74 1.03 2.41 0.478 ° 362S200-43 0.0451 33 0.385 1.31 0.836 0.461 1.47 0.227 0.767 0.836 0.427 8.43 8.70 0.261 0.734 -1.73 1.02 2.40 0.480 3623200-54 0.0566 50 0.479 1.63 1.03 0.568 1.47 0.277 0.761 1.03 0.490 14.7 15.5 0.511 0.896 -1.71 1.02 2.38 0.482 362S200-68 0.0713 50 0.595 2.02 1.27 0.698 1.46 0.337 0.753 1.27 0.666 20.0 20.5 1.01 1.09 -1.70 1.01 2.36 0.484 362S200-97 0.1017 50 0.826 2.81 1.71 0.945 1.44 0.446 0.735 1.71 0.929 32.0 28.3 2.85 1.44 -1.66 0.99 2.32 0.487 362S250-43 0.0451 33 0.430 1.46 0.980 0.541 1.51 0.385 0.946 0.980 0.449 8.88 9.36 0.292 1.23 -2.20 1.28 2.83 0.396 362S250-54 0.0566 50 0.535 1.82 1.21 0.668 1.50 0.473 0.940 1.20 0.514 154 16.5 0.571 151 -2.18 127 2.81 0.397 362S250-68 0.0713 50 0.666 2.27 1.49 0.823 1.50 0.578 0.931 1.49 0.689 20.6 22.2 1.13 1.84 -2.17 1.26 2.79 0.398 362S250-97 0.1017 50 0.927 3.16 2.03 1.12 1.48 0.773 0.913 2.03 1.06 35.5 33.5 3.20 2.45 -2.13 1.24 2.75 0.401 362T125-33 0.0346 33 0.212 0.721 0.436 0.232 1.44 0.0301 0.377 0.385 0.174 3.44 - 0.0845 0.076 -0.658 0.410 1.63 0.836 362T125-43 0.0451 33 0.276 0.939 0.571 0.302 1.44 0.0388 0.375 0.531 0.245 4.84 - 0.187 0.098 -0.654 0.407 1.62 0.838 362T125-54 0.0566 50 0.346 1.18 0.723 0.378 1.45 0.0481 0.373 0.678 0.312 9.34 - 0.369 0.123 -0.648 0.404 1.63 0.841 362T125-68 0.0713 50 0.436 1.48 0.921 0.475 1.45 0.0596 0.370 0.908 0,427 12,8 - 0.738 0.156 -0.641 0.399 1.63 0.846 3621125-97 0.1017 50 0.621 2.11 1.34 0.675 1.47 0.0822 0.364 1.34 0.675 22.7 - 2.14 0.226 -0.626 0.390 1.64 0.854 362T150-33 0.0346 33 0.229 0.780 0.499 0.264 1.48 0.0499 0.467 0.414 0.180 356 - 0.091 0.124 -0.854 0.522 1.77 0.766 3621150-43 0.0451 33 0.298 1.02 0,6511 0.344 1.48 0.0644 0.465 0.575 0.255 5.04 - 0.202 0.160 -0.850 0.519 1.77 0.768 362T150-54 0.0566 50 0.374 1.27 0.823 0.431 1.48 0.0801 0.462 0.735 0.325 9.74 - 0.400 0.202 -0.844 0.516 1.77 0.772 ' 362T150-68 0.0713 50 0.471 1.60 1.05 0.542 1.49 0.100 0.460 0.993 0.449 13.4 - 0.799 0.257 -0.836 0.511 1.77 0.777 9,2 3621150-97 0.1017 50 0.672 2.29 1.53 0.771 1,51 0.138 0.453 1.53 0.733 21.9 - 2.32 0.374 -0.820 0.501 1.78 0.767 362T200-33 0.0346 33 0.264 0.897 0.619 0.329 1.53 0.110 0.645 0.464 0.190 3.76 - 0.105 0.269 -1.27 0.754 2.09 0.631 362T20043 0.0451 33 0.343 1.17 0.808 0.427 1.53 0.142 0.643 0.650 0.270 5.34 - 0.233 0.350 -1.27 0.752 2.09 0.633 3621200-54 0.0566 50 0.431 1.47 1.02 0.536 1.54 0.177 0.640 0.832 0.345 10.3 - 0.460 0.442 -1.26 0.748 2.09 0.638 362T200-68 0.0713 50 0.543 1.85 1.31 0.675 1.55 0.221 0.638 1.14 0.480 14.4 - 0.919 0.564 -1.25 0.743 2.09 0.643 3621200-97 0.1017 50 0.773 2.63 1.92 0.963 1.57 0.308 0.632 1.84 0.804 24.1 - 2.67 0.825 -1.23 0.732 2.10 0.655 3621300-54 0.0566 50 0.544 1.85 1.43 0.746 1.62 0.531 0.988 0.985 0.371 11.1 - 0.581 1.34 -2.15 1.23 2.86 0.439 362T300-68 0.0713 50 0.665 2.33 1.82 0.941 1.63 0.665 0.985 1.36 0.519 15.6 - 1.16 1.71 -2.14 1.22 2.86 0.443 362T300-97 0.1017 50 0.977 3.32 2.68 1.35 1.66 0.937 0.979 2.27 0.887 26.6 - 3.37 2.52 -2.12 121 2.86 0.453 'Web-height-to-thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. Allowable moment includes cold work of forming. Lu (us) 34-7 34.6 27.9 27.8 27.8 42.6 42.5 34.4 34.4 34,5 53.6 53.5 43.3 43-3 43.6 64.1 52.0 52.0 52.5 C; less I" i'. pe rt iv' - Mer,rni 'i lns,iip ril "rca' .....pep, sheep - ',vvt',an Ms.i,,lu shop', he fly ' 'fled) esct Cv .ssjo,set r,sots a.elp,'p,, ,ahv,pp a- , si-s I,, ,t,dpsvvop.ai(nep'p,,o(,' rcc,..'.-;,ep, 11yaRac!PP..IP'..ai,.ae ef csos,.seri,,,v sheeP i),' (Pi'P(..ei)i.Ss T,,rt,,'pi-1,ir,pli'iiyp f'r.'peitisss M-A-, e( ( shewuin the t,bIcs Rap Polar Radius of Gyration ofcross-section about the shear center, ((lOt) Rota 1-(X0IRo)( Eta ' 'S (n".ai'(n Meawsi h.-a'-'i en lo -I hppnl'lpeo ''"is,,, pppys En.,,,, "passe: 1- Critical oubraced length los lateral -torsional bsukliug. Members tier,,,) C 'lip 1.,, a ('I, vs a'.' 'pap', sb-n' reutv. "a' i.e 'spiced dunn Slav principal salt, urn cunsidered (oily braced when epshraccd length is less than Lu, ,la,lPei,ng tsp "15 . - I,5p'in,o 'pp's ,lsv,,p'cei':, Sn wid'p(u.sr ci ,unfs Complies with AISI S100-07 NASPEC with 2010 supplement IBC 2012 Pub. No. CD-STR-TechGuide 11/12 The technical content of this literature is effective 11/1/12 and supersedes all previous information, cIarkdetrich.com PROJECT: NO: ?:1(k, EI±, S M B H TASK: iff4Aj PAGE: 7,7 STRUCTURAL ENGINEERING ENG: CLIENT: DATE: 2Sh4//1 x V1L7c Z2 e, U-E / 4 ,A43X Th MaxTrak TIM (SLT) Slotted Deflection Track for structural wall framing The ClarkDietrich MaxTrak (SILT) system is a head-of-wall deflection track that is used for framing exterior curtain walls and non-load bearing interior walls. This system allows for vertical live load movement of the primary structure without transferring axial loads to the wall studs. 05.40.00 (ColdFcrmed Metal Framing) it The MaxTrak system is attached to the wall studs through vertical slots using waferhead screws creating a positive connection that allows for vertical movement and also eliminates the requirement for lateral bracing near the top of the wall stud. The slots in the track's legs are designed for a total allowable vertical movement of 1-1/2" (%"). The MaxTrak system must be designed to take the end reaction of the wall studs (point loads) by using the allowable loads below. Product Data & Orderhrilg DMornaioi: Material: Yield Strength: Grade 33ksi for 33mi1s & 43m11s Grade 50ksi for 54mi1s & 68mi1s Coating: CP60 per ASTM C955 (G90 Available) 33mi1s: 20 Ga.(STR), 0.0346" Design Thickness, 0.0329" Mm. Thickness 43m11s: 18 Gauge, 0.0451" Design Thickness, 0.0428" Mm. Thickness 54mi1s: 16 Gauge, 0.0566" Design Thickness, 0.0538" Mm. Thickness 68mi1s: 14 Gauge, 0.0713" Design Thickness, 0.0677" Mm. Thickness Dimensions: 2-1/2" legs with an inside depth equal to the depth of the stud - Available in 2-1/2", 3-5/8", 4", 6" and 8" width systems - Vertical slots are 0.22" wide x 1-1/2" long and spaced every 1"o.c. - Track length = 10-0" ASThI & Code Standards: ASTM A1003, C645, C754, C955, C1002, C1007, E119, E814 and E1966. All CCRR-0205 ANSI / UL 2079 and MaxTrak UL approved systems (See UL Fire Resistance Directory 42XE) MSDS & Product Certification Information is available at www.clarkdietrich.com MaxTrak Allowable Lateral Loads: Allows up to 1-1/2" (3/4) vertical deflection ATI CCRR-0205 UL Approved 1 & 2 hour systems Guideline at center of vertical slots Section Thickness I Loads for single stud more than 12" from end of track. Loads for single stud within 12" of end of track. (without splice) 33mi1 (20ga) 156 lbs. 100 lbs. 43mi1 (18ga) 205 lbs. 133 lbs. 54mi1 (16ga) 360 lbs. 237 lbs. 68mi1 (14ga) I 537 lbs. 355 lbs. Calculating slip track point load: Point Load (P) = (wind pressure PSF) x (spacing Fl) x (wall stud length FT) / 2 Example 1: (5 PSF) x (1.33 Fr) x(9.5 FT) / 2 = 31.7 lbs. Example 2:(25 PSF) x (2 Fl) x (20.0 FT) / 2 = 500 lbs. - The minimum was stus trscKness must be equal to the selected slotted track thickness. #8 mm. wafer head screws shall be used for 33 mil material sections. #10 mm. wafer head screws for 43 mil and thicker sections - MaxTrak allowable lateral loads are based one maximum gap between the top of the stud and the web of the track of 7/8" For MaxTrak maximum wall height charts, connection details, and fire rated assembly details on either of these systems, refer to: hftp://www.clarkdietrich.com/MaxTrak GREEN i9f and Recycled Content: For more information on requesting LEED MR2, MR4 and MR 5 Credits, please contact Tech Support at 888-437-3244 or visit www.clarkdietrich.com CD-MaxTrak-STR © 06/30/14 ClarkDietrich Buildinri Systems Project Information Contractor Information Architect Information Name: Name: Name: Address: Contact: Contact: Phone: Phone: Fax: Fax: PROJECT: /< - NO: S NV/i BH TASK: L,4T6TML I4r, PAGE: STRUCTURAL ENGINEERING ENG: CLIENT: DATE: TJ/,ti/7 b 120 7b Vi 1-70 7o 3C (-)Ec 10' rcj /7016 0, -'~Xt-T7 /7d& Based on length (Kips) Member Fy(ksi) Unbraced Length (ft) 1.5 2 2.5 3 3.5 4 S 7 8 9 it) ii 12 13 14 15 16 17 18 19 20 362S137-33 33 2.66 2.59 2.49 2.38 2.21 2.02 1.82 1.44 1.09 0.86 0.70 0.56 0.46 0.38 0.32 0.27* 0.23* 0.20* 0.18* 0.16* 0.14* 0.13* 0.11 * 362S137-43 33 3.81 3.67 3.49 3.27 3.03 2.78 2.52 2.02 1.57 1.18 0.90 0.71 0.58 0.48 0.40 0.34* 0.30 0.26* 0.23* 020* 018* 016* 014* 362S137-54 50 6.88 6.62 6.22 5.66 5.06 4.46 3.89 2.79 1.93 1.42 1.09 0.86 0.70 0.58 0.48 041* 0.36* 0.31 - 0.27* 0.24* 021* 0.19* 017* 3625137-68 50 9.28 8.78 8.14 7.43 6.67 5.83 4.93 3.31 2.30 1.69 1.29 1.02 0.83 0.68 0.57 0.49 * 0.42 * 0.37 * 0.32- 0.29 * 0.26 * 0.23 * 0.21 * 362S137-97 50 13.07 12.32 11.32 10.14 8.87 7.57 6.31 4.15 2.88 2.12 1.62 1.28 1.04 0.86 0.72* 0.61 * 0.53* 0.46* 040* 036* 0.32* 0.29* 0.26* 362S162-33 33 3.12 3.05 2.96 2.84 2.69 2.50 2.29 1.87 1.47 1.14 0.91 0.75 0. 0.53 0.46 0.41 0.37 0.33 0.30* 0.27* 024* 0,22* 020* 362S16243 33 4.43 4.30 4.12 3.91 3.67 3.40 3.13 2.58 2.06 1.60 1.28 1.05 0.89 0.77 0.68 0.59 0.51 0.44 0.39 * 0.35 * 0.31' 0.28 * 025 * - 362S162-54 50 7.99 7.74 7.44 6.87 6.24 5.60 4.96 3.76 2.75 2.13 1.73 1.45 1.21 1.00 0.84 0.72 0.62 0.54 0.47* 042* 037* 034* 030* 362S162-68 50 10.79 10.31 9.68 8.95 8.16 7.31 6.46 4.92 3.70 2.94 2.28 1.80 1.46 1.20 1.01 0.86 0.74 065* 0.57* 0.50* 0.45* 040* 036* 362S162-97 50 15.24 14.50 13.58 12.55 11.48 10.43 9.43 7.30 5.21 3.83 2.93 2.32 1.88 1.55 1.30 1.11 0.96 0.83 * 073 * 065 * 058 * 0.52 * 047* 362S200-33 33 3.41 3.35 3.26 3.15 3.02 2.88 2.72 2.35 1.96 1.53 1.21 0.99 0.82 0.69 0.59 0.52 0.46 0.41 0.37 0.33 0.30 0.28 026* m 362S200-43 33 5.12 5.03 4.88 4.70 4.47 4.20 3.90 3.28 2.68 2.12 1.66 1.35 1.13 0.96 0.83 0.73 0.66 0.59 0.54 0.50 0.46 0.43 040* 362S200-54 50 8.79 8.62 8.41 8.12 7.70 7.02 6.30 4.90 3.62 2.75 2.18 1.79 1.51 1.31 1.15 1.03 0.93 0.85 0.78 0.72 0.68 062 0.56* 362S200-68 50 12.43 12.11 11.64 10.87 10.02 9.12 8.15 6.30 4.72 3.64 2.94 2.46 2.11 1.85 1.55 1.50 1.37 1.21 1.06 094 0.84 075* 0,68* 362S200-97 50 18.07 17.33 16.37 15.26 14.06 12.82 11.61 9.35 7.44 5.96 4.98 4.30 3.58 2.96 2.49 2.12 1.83 1.59 1.40 1.24 1.11 0.99* 090* 362S25043 33 5.25 5.16 5.04 4.89 4.71 4.51 4.29 3.80 3.15 2.49 1.95 1.57 1.30 1.09 0.94 0.82 0.73 0.65 0.59 0.53 0.49 045 042 362S250-54 50 9.00 8.77 8.46 8.08 7.63 7.13 6.64 5.67 4.25 3.20 2.51 2.04 1.70 1.45 1.26 1.11 0.99 0.90 0.82 0.75 0.70 065 061 362S250-68 50 12.44 12.16 11.78 11.32 10.80 10.00 9.13 7.36 5.46 4.15 3.30 2.72 2.30 1.99 1.75 1.57 1.42 1.30 1.19 1.11 1.04 098 092 362S250-97 50 19.64 18.98 18.14 17.19 16.24 14.88 13.43 10.69 8.30 6.50 5.32 4.50 3.91 3.47 3.12 2.84 2.62 2.43 2.27 2.13 1.96 1.76 1.59 400S137-33 33 2.69 2.62 2.53 2.42 2.27 2.09 1.90 1.52 1.18 0.91 0.72 0.58 0.48 0.39 0.33 0.28 0.24* 0.21 * 0.19* 0.17* 0.15* 0.13* 0.12* 400S13743 33 3.86 3.73 3.56 3.36 3.13 2.88 2.63 2.13 1.62 1.23 0.95 0.75 0.61 0.50 0.42 0.36* 0.31 * 0.27* 0.24* 0.21 * 0.19* 0.17* 0.15* 400S137-54 50 6.99 6.74 6.39 5.85 5.28 4.68 4.04 2.85 2.03 1.49 1.14 0.90 0.73 0.60 0.51 0.43* 0.37* 0.32* 0.28* 0.25* 0.23* 0.20* 018* 400S137-68 50 9.51 9.04 8.44 7.70 6.89 6.04 5.18 3.47 2.41 1.77 1.35 1.07 0.87 0.72 0.60* 0.51 * 0.44* 0.39* 0.34* 0.30* 0.27* 0.24* 0.22* 400S137-97 50 , 14.09 13.24 12.13 10.84 9.45 8.03 6.66 4.35 3.02 2.22 1.70 1.34 1.09 0.90 0.76* 0.64* 0.56* 0.48* 0,42* 0,38* 0.34* 0.30* 0.27* 400S162-33 33 3.15 3.08 3.00 2.89 2.75 2.58 2.39 1.99 1.60 1.25 1.01 0.83 0.70 0.61 0.53 0.46 0.41 0.36 0.32* 0,28* 0,25* 0.23* 0.21 * 400S16243 33 4.49 4.37 4.20 4.01 3.78 3.54 3.28 2.75 2.24 1.78 1.45 1.20 1.01 0.86 0.73 0.62 0.53 0.47 0.41 * 0.35* 0,32* 0.29* 026* 400S162-54 50 8.10 7.88 7.59 7.10 6.51 5.90 5.28 4.10 3.10 2.43 1.96 1.57 1.27 1.05 0.88 0.75 0.65 0.56* 0.50* 944* 0,39* 0.35* 0.32* I 400S162-68 50 11.03 10.58 10.00 9.32 8.58 7.80 7.03 5.56 4.21 3.11 2.38 1.88 1,53 1.26 1.06 0.90 0.78 0.68 * 0.60 * 0.53 * 0.47 * 0.42 * 0.38 * 400S162-97 50 16.31 15.59 14.68 13.64 12.55 11.45 10.21 7.69 5.47 4.02 3.07 2.43 1.97 1.63 1.37 1.16 1.00 0.87* 0.77* 0,68* 0.61 * 0.55* 0.49* 400S200-33 33 3.44 3.38 3.30 3.20 3.09 2.96 2.81 2.48 2.12 1.71 1.36 1.11 0.93 0.80 0.69 0.60 0.53 0.47 0.42 0.38 0.35 0.32 0.30* 400S200-43 33 5.17 5.09 4.96 4.80 4.60 4.35 4.08 3.50 2.92 2.38 1.91 1.57 1.31 1.11 0.96 0.84 0.75 0.68 0.62 0.56 0.52 0.48 0.45* 400S200-54 50 8.89 8.75 8.55 8.32 7.93 7.40 6.72 5.37 4.13 3.20 2.53 2.07 1.75 1.50 1.32 1.17 1.06 0.95 0.88 0.81 0.72 0.65* 0.59* 400S200-68 50 12.66 12.37 12.00 11.30 10.52 9.68 8.82 7.12 5.50 4.22 3.39 2.83 2.42 2.11 1.88 1.69 1.45 1.27 1.11 0.99 0.88 0.79* 0.71 * 400S200-97 50 19.17 18.46 17.55 16.47 15.29 14.07 12.84 10.51 8.49 6.83 5.68 4.63 3.75 3.10 2.61 2.22 1.91 1.67 1.47 1.30 1.16 1.04* 994* 400S250-43 33 5.30 5.22 5.12 4.99 4.83 4.66 4.46 4.01 3.47 2.84 2.27 1.85 1.54 1.29 1.11 0.97 0.85 0.76 0.69 0.52 0.57 0.53 0.49 400S250-54 50 9.12 8.92 8.65 8.31 7.91 7.47 6.98 6.15 4.94 3.78 2.98 2.41 2.01 1.71 1.48 1.30 1.16 1.04 0.95 0.87 0.80 0.75 0.70 400S250-68 50 12.67 12.42 12.09 11.69 11.22 10.59 9.82 8.37 6.49 4.92 3.90 3.20 2.69 2.32 2.03 1.81 1.63 1.49 1.37 1.27 1.19 1.11 1.05 400S250-97 50 20.74 20.13 19.33 18.41 17.45 16.34 14.92 12.15 9.68 7.61 6.20 5.22 4.51 3.98 3.58 3.25 2.99 2.77 2.59 2.30 2.05 1.84 1.66 Notes: 1 Listed axial loads marked with * indicate the KL/r> 300. 2 Listed axial loads marked with "ws' indicate that h/t >200. This indicates that web stiffeners are required to prevent web crippling at points of concentrated loads. 3 Listed capacities are calculated per AISI-NASPEC 5100-2007 with 2010 supplement. Pub. No. CD-STR-TechGuide 11/12 Complies with AISI S100-07 NASPEC with 2010 supplement * BC 2012 The technical content of this literature is effective 11/1/12 and supersedes all previous information. clarkdietrjch.com 56 ALLOWABLE UNBRACED AXIAL LOADS' 'C.. j 0:l (i..,; tlLivs 33 (20) 0.034633 45 43(18) 0.0451 33 45 54(16) 0.0566 33 45 50 65 60(14) 0.0713 33 45 50 65 97(12) 0.1017 33 45 50 65 118(10) 0.1242 33 45 50 65 18-18 HWH Srrews '10-16 HWl #12-14 HWH Screws 1/444 HWH Screws Do. 0.16 Do. 0.19 Dia. 0.21 D. 0.24 :u.,u r leer:::,: Vruar Tension 162 71 177 84 186 93 199 106 241 92 263 109 277 121 296 138 333 115 370 137 389 152 416 173 333 167 467 198 562 219 600 250 ri/a rile 467 173 550 191 588 218 n/a n/a 467 249 667 276 849 315 n/a n/a 467 246 667 272 867 311 n/a n/a 467 356 667 393 867 450 n/a n/a n/a n/a 667 333 867 380 n/a n/a n/a n/a 667 480 867 549 Screw Value Notes: 1 All values are calculated per the AISI-NASPEC, 2007 with 2010 supplement. 2 Values are based on Os/den TEK2 HWH screw capacities. All screws must meet minimum criteria outlined. 3 Shear strength for #8, #10, 412, and 1/4" screws must be greater than or equal to 1000 lbs 1400 lbs 2000 lbs and 2600 lbs respectively. 4 Tension strength for #8, #10, #12, and 1/4" screws must be greater than or equal to 1545 lbs 1936 lbs, 27/8 lbs and 4060 His 1 especlively. 5 The minimum head diameter for 48 screws is 1/4' The minimum head diameter for #10 and 412 screws are 3/8' The minimum head diameter for 1/4" screws is 1/2' 6 Allowable bearing and pullover for screws must be checked if unequal material thicknesses are used. Fillet Welds Fillet Welds—used to make lap joints, cornerjolnts and T-joint connections. As the illustration suggests, the fillet weld is roughly triangular in cross-section, although its shape is not always a right triangle or an isosceles triangle. Weld metal is deposited in a corner formed by the fit-up of the two members and penetrates and fuses with the base metal to form the joint. Flare Welds—used tojoin rounded or curved pieces. A Flare Bevel groove weld is commonly used tojoin a rounded or curved piece to a flat piece. A Flare V groove weld is commonly used tojoin two rounded or curved parts. MIME l).prppp Weld (I inch) 6,10, hI,, 33 (20) 0.0346 33 45 - - 43(18) 0.0451 33 45 619 544 54(16) 0.0566 33 45 822 682 50 65 '1188 985 68(14) 00713 33 45 1082 859 50 65 1563 1241 97(12) 01017 33 45 1480 1226 50 65 1480 1480 118(10) 01242 33 45 1808 1497 50 65 1808 1808 Connections can be made using a variety of fastening options. It is critical to specify the proper fastener to ensure the proper performance of the connections in cold- formed steel construction. The most common and widely used connection methods are screw connections and weld connections. Each type of connection method has various advantages and disadvantages. Therefore, we provide data for both types so you can choose your preferred connection method. Self-Drilling Screws—externally threaded fasteners with the ability to drill their own hole and form, or "tap:' their own internal g . threads without deforming their thread and without breaking during installation. These screws are high-strength, one- piece fasteners and are used if the connection of multiple thicknesses of 33mi1 steel or thicker. One of the more common self-drilling screws is #10-16 x 5/8 HWH SD, which indicates a #10 diameter shaft, 16 threads per inch, 5/8 length, hex washer head self-drilling screw. 97 Flare V Flai Flare Bevel WlJ Value Netea. 1 Weld strength is given in lbs/i,:. 2 All values are calculated per the AIS6NASPEC, 2007 with 2010 supplement. 3 All values were bused off of Fun > 70ks, and that Fun > Fu. 4 Weld values listed are based on a minimum effective throat of 0.707 times the design thickness, S Values are based on the weld being loaded along its length (longitudinal). 6 Using multiples of lengths shown for longer welds will result in incorrect values. 7 Transversely leaded and longer weld values can be obtained from ClarkDietrich Engineering Services by calling 877-832-3206. .- . Complies with AISI 5100-07 NASPEC with 2010 supplement. IBC 2012 Pub. No. CD-STR-TechGuide 11/12 The technical content of this literature is effective 11/1/12 and supersedes all previous information. clarkdietrich.com Jrs) PROJECT: J- e.4f;)Mf NO: 317-e iIiEP S [Vi B H TASK: WA PAGE: STRUCTURAL ENGINEERING ENG: CLIENT: DATE: (3j/ L scj .5 U ; Te4'J TP ( Mo2c -.4-TQI. t1• -: zC .?'/' ?,7/c 71 yk I ;o.'• J3 ( PROJECT: S M B H TASK: STRUCTURAL ENGINEERING CLIENT: NO: 17s PAGE: 3 ENG: 1 DATE: ( A- 3TU (3 LL) tj/ ( t. 5e '7-7z 7&7 yy -x fr= II '3 - mol Z 172' 1c c' M4) ('s) £ ~ lm [TTTTLSM BH STRUCTURAL ENGINEERING PROJECT: NO:7 TASK: PAGE: ENG: Afl I CLIENT: I DATE: V-i- - 93 /?O (T.MYE a 1.4) (ZDE &-ZAuc) tsoco (rt4i4 7" IPx 1J( a5 L Sb'gv 7!- V h*L (ft ea PROJECT: V44 NO: S [VI B H TASK: PAGE: STRUCTURAL ENGINEERING ENG: CLIENT: DATE: E- F 2/ 1Usc rfMP ASCE 7-10 - ASD - Section 29.5.1 Rooftop Structures & Equipment for Buildings with h <= 60 ft Job Name: VS - Shoppes at Carlsbad Job Number: 317-005.1302 RTU Information: Weight (lb) 1500 Length (in) 100 Width (in) 64 Height (in) 51 Curb Height (in) 14 Typical Wind Pressure: F = q(GC)Af Eq. 29.5-2 K 0.70 Table 28.3-1, At mean roof height Kzt 1 Section 6.5.7.2 Kd Vu (mph) Va (mph) 0.9 110 1 85 JTable 26.6-1 Figure 26.5-1A, Ultimate q (psf) 11.7 GCr Overturning 1.9 !Section 29.5.1 GCr Uplift 1.5 Section 29.5.1 Wind Force: TControlli ng1 Load Combination = 0.61) + W Wind normal to RTLJ Length: Wind normal to RTU Width: Af (ft) 45.11 Af (ft') 28.9 - Fiaterai (lb) 1004 Fiaterai (lb) 643 i Ar (ft2) 44.41 jAr (ft2) 44.4 FUplft (lb) 7811 FUplIft (lb) 781 Moverturning (lb-ft) 48011 Moverturning (lb-ft) 4993 M resistance (lb-ft) 24001 Mresistance (lb-ft) 3750 Tension (lb) 450 Tension (lb) 149 i *Tension is Of overturning is not an issue. *Tension is 0 if overturning is not an issue. #Straps 3 #Straps 2 # Screws 2 U Screws 2 Tension Allow (lb)1 11161 ITension Allow (lb) 744 *Based on #12 screws into 20 gage straps. *Based on #12 screws into 20 gage straps. Okay? Yes I Okay? - Yes ASCE 7-10 - ASD - Section 29.5.1 Rooftop Structures & Equipment for Buildings with h <= 60 ft_______ Job Name: VS - Shoppes at Carlsbad Job Number: 317-005.B02 RTU Information: Weight (lb) 2250 Length (in) 108 Width (in) 71 Height (in) 50 Curb Height (in) 14 Typical Wind Pressure: F = q(GCr)Af Eq. 29.5-2 K 0.70 1 ITable 28.3-1, At mean roof height Section 6.5.7.2 Kd 0.9 Table 26.6-1 VU (mP)110 Figure 26AUltimate Va (mph) 85 I117 _ ------ GCr Overturning 1.9 ISection 29.5.1 GC, Uplift 1.5Section 29.5 .1 Wind Force:Controlling Load Combination =061D+W iIIII Wind normal to RTU Length: (ft') 48.0 Wind normal to RTU Width: Af Af (ft2) 31.61 Fiaterai (lb) 1068 Fiateraj (lb) 702 Ar (ft2) 533 Ar (ft 53 FUplift (lb) 935 FUplIft (lb) 935 Moverturning (lb-ft) 5614 Moverturning (lb-ft) 6081 Mresistance (lb-ft) 3994 j Mresjstance (lb-ft) 6075 Tension (lb) 274 Tension 0b) *Tension is 0 if overturning is not an issue. i*Tension is "0" if overturning is not an issue. #Straps 3 1#Straps 1 2 #Screws 2 :# Screws 1 2 Tension Allow (lb)l 1116 Tension Allow (lb) 7441 *Based on #12 screws into 20 gage straps. I*Based on #12 screws into 20 gage straps. T Okay? Yes Okay? - Yes 37 ASCE 7-10 - ASD - Section 29.5.1 Rooftop Structures & Equipment for Buildings with h <= 60 ft Job Name: VS - Shoppes at Carlsbad Job Number: 317-005.1302 RTU Information: Weight (Pb) 1000 Length (in) 89 Width (in) 53 Height (in) 41 Curb Height (in) 14 Typical Wind Pressure: F = q(GCr)Af Eq. 29.5-2 K 0.70 Table 28.3-1, At mean roof height 1 Section 6.5.7.2 Kd 0.9 Table 26.6-1 V (mph) 110 Figure 26.5-1A, Ultimate V. (mph)85 q (psf) 11.7 GCr Overturning l.9 Section 29.5.1 GCr Upljft 1.5 Section 29.5.1 - -- -- Wind Force ControHing Load Combination = 0 6D +W 'j Wind normal to RTU Length: I iWind normal to RTU Width: Af (ft2) 34.0 Af (ft 20.2 Fiaterai (lb) 756 Fiaterai (lb) 450 Ar (ft2) - 32.8 Ar (ft2)1 32.8 FUPlIft(lb) 575 FUplIft(lb) 575 Moverturning (lb-ft) 3004 Moverturning (lb-ft) 3166 Mresistance (1bft) 13251 Mresistance (lb-ft) 2225 Tension (Pb) 380 Tension (Pb) 127 *Tension is 0 if overturning is not an issue. !*Tension is 0 if overturning is not an issue. #Straps 1 3 #Straps 2 # Screws 2 J# Screws 2 Tension Allow (Ib)j 1116 ii Tension Allow (lb) 744 *Based on #12 screws into 20 gage straps. *Based on #12 screws into 20 gage straps. Okay? Yes Okay? Yes IM Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.284:1 1.75x14 = 80.97 psi = 285.00 psi +D+L = 0.000 ft = Span #1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the settings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Printed: 16 MAR 2017. 3:56PM Wood Beam lergmeyer Misc - 2017\317-005.802 - The Shoppes at Carlsbad - Carlsbad, CA\.Eng data\eports\317-005.112.ec6 ENERCALC, INC. 1983-2017,Build:6,17.3.17,Ver:6173.17 II? KW-06000498 Licensee: Description : RTU#l- Rafter- Span 25-4.5 -Spaced at 24" c/c CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi F: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,600.0 psi Ebend- xx 1900.0 ksi Fc - Prll 2,5100 psi Eminbend - xx 965.71 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Ft 1,555.0 PS, Density 42.0 pcf D(O.21 25) D(O.2125) D(0.04) L)0.04) V V V V V 1.75x14 Span = 25.375 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.2125k @ 4.0 ft Point Load : D = 0.2125 k @ 9.30 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.701: 1 Section used for this span 1.75x14 fb : Actual = 1,783.91 psi FB : Allowable = 2,546.06 psi Load Combination +D+L Location of maximum on span = 11.391 ft Span # where maximum occurs = Span 4 1 Maximum Deflection - Service loads entered. Load Factors will be applied for calculations. Max Downward Transient Deflection 0.494 in Ratio = 616 >=360 Max Upward Transient Deflection 0.000 in Ratio = - <360 Max Downward Total Deflection 1.301 in Ratio = 234>=180 Max Upward Total Deflection 0.000 in Ratio = <180 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination -- Max. 45 Defl Location in Span +D+L 1 1.3009 12.502 . 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.419 1.217 - Overall MINimum 0.508 0.426 D Only 0.912 0.710 +D+L 1.419 1.217 +D+0.750L 1.292 1.090 +0.60D 0.547 0.426 4, Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 40 using the Settings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Printed: 16 MAR 2017. 3:56PM Wood Beam tergmeyer Misc - 2017\317-005.802 - The Shoppes at Carlsbad - Carlsbad, CA\Eng data\Reports\317-005.b02.ec6 k ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I Description : RTU #1 - Rafter - Span 25-4.5" - Spaced at 24" c/c Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 a- C 241 491 741 991 1241 1491 1741 1991 2241 2491 Distance (It) DUrly I +D+L b +D+.7SDL 1 +1.191) I +1.00415DL t +D.6DD Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 Wood Beam Lic. 'ATEsMsIsIs leT: Description : RTU #1 - Rafter - Span 25-4.5 - Spaced at 24 dc Project Title: Engineer: Project Descr: Printed: 16 MAR 2017. 3:56PM 3ergmeyer Misc - 2017\317-005.B02 - The Shoppes at Casbad - Casbad, CA\Eng data\Reports\317-005.b02.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 ProiectlD: 4 241 491 741 991 1241 1491 1741 1991 2241 2491 Distance (ft) DOI I +D+L F +D+n,lsbL V +1.11) F +1, D+,7SL r 461) +ASD C U- 241 491 741 991 1241 1491 1741 1991 2241 2491 Distance (It) DUnl I +D+L I +D+.15Dt +21) 0 Only Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.299:1 1.75x14 = 85.26 psi = 285.00 psi +D+L 0.000 ft = Span #1 Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection, Title Block Line 6 Wood Beam Project Title: Engineer: Project Descr: Printed: 16 MAR 2017. 3:56PM tergmeyer Misc - 2017317-005.1302 - The Shoppes at Cadsbad - Carlsbad, CA\Eng data\Reports\317-005.b02.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Project ID: q 7- Description I RTU #9 - Rafter - Span 25-4.5 -Spaced at 24 c/c CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,600.0 psi Ebend- xx 1 ,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Ft 1,5550 psi Density 42.0pcf D(0.245) 0(0.25) D(0,04) L(O.04) V V V V 1.75x14 Span = 25.375 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.2450 k @ 2.170 ft Point Load: D = 0.250k © 9.170 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.701: 1 Section used for this span 1.75xi4 fb : Actual 1,783.66 psi FB : Allowable = 2,546.06 psi Load Combination +D+L Location of maximum on span = 11.391 ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Max Downward transient Deflection 0.494 in Ratio = 616>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.299 in Ratio = 234 >=180 Max Upward Total Deflection 0.000 in Ratio = <180 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. +' Defl Location in Span +D+L 1 1.2986 12.502 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.489 1.217 Overall MINimum 0.508 0.426 D Only 0.982 0.709 +D+L 1.489 1.217 +D+0.750L 1.362 1.090 +0.60D 0.589 0.426 Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 16 MAR 2017, 3:56PM tergmeyer Misc - 2017\317-005302 - The Shoppes at Carlsbad - Carlsbad, CA\Eng data\Reports\317-005.b02.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : RTU #2 - Rafter - Span 25-4.5 - Spaced at 24 c/c Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 241 491 741 991 1241 1491 1741 1991 2241 241 Distance (ft) Orl I ++L 0 4+.7SL fl +1.10D D +1.D+.7SL t +iD +DAD.D U- Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 Wood Beam Lic. Description : RTU #2 - Rafter - Span 25-4.5 - Spaced at 24 c/c Project Title: Engineer: Project ID: Project Descr: Printed: 16 MAR 2017, 3:56PM tergmeyer Misc - 2017\317-005302 - The Shoppes at Carlsbad - Carlsbad, CA'Eng data\Reports\317-005.b02.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 MEMBER... 241 491 741 991 1241 1491 1741 1991 2241 2491 Distance (ft) OIy I +D+1 0 ++0,7SL f +121) fl +1.047S1. I 4.61) 4490.D 241 491 741 991 1241 1491 1741 1991 22.41 24.91 Distance (ft) Only I +D+L 6 +D+D,75DL 1 +021) 0 1Only PROJECT: LI AJ4O I? SMBH TASK: STRUCTURAL ENGINEERING CLIENT: NO: PAGE: ENG: M/'1 DATE: 12JJP1 t7 // Lt/L. ( T7— Ile Er 2/,oc eZ - t z LQ OI3 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.106:1 8x10 = 30.10 psi = 285.00 psi +D+L = 0.000 ft = Span #1 * Tjtle Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr: and then using the Printing & Title Block selection. I ILIV LJIIJI..I LII IV U Printed. 21 MAR 2017, 3:29PM Wood Beam lergmeyer Misc - 2017\317-005302 - The Shoppes at Carlsbad - Carlsbad, CA\Eng data\Reports\317-005.b02.ecl- ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I Description : Rafter - Span 25-4.5 - Spaced at 24 c/c 1stee CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi Load Combination ASCE 7-10 Fb - Compr 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus of Elasticity Ebend- xx 1 ,900.0ksj Eminbend - xx 965.71 ksi Density 42.0pcf L(O.04) V V V V 8x10 Span = 25.375 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.020 ksf, Tributary Width = 2.0 ft Point Load: D = 0.1720k @ 10.950 ft Point Load: D = 0.1720k @ 6.490 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.3961 Section used for this span 8x10 fb : Actual = 1,029.74 psi FB : Allowable = 2,600.00psi Load Combination +D+L Location of maximum on span = 11 .484ft Span # where maximum occurs Span # 1 Maximum Deflection - Max Downward Transient Deflection 0.369 in Ratio = 826 >=360 Max Upward Transient Deflection 0.000 in Ratio = 3<360 Max Downward Total Deflection 1.096 in Ratio = 277>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Overall Maximum Deflections Load Combination Span Max. '- Defl Location in Span Load Combination Max. + Defl Location in Span +D+L 1 1.0963 12.595 0.0000 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.504 1.397 Overall MiNimum 0.508 0.508 D Only 0.997 0.889 +D+L 1.504 1.397 +D+0.750L 1.378 1.270 +0.600 0.598 0.534 241 491 7,41 991 1241 1491 1741 1991 2241 2491 1.4 Title Block Line 1 You can change this area using the Settings' menu item and then using the "Printing & Title Block selection. Project Title: Engineer: Project Descr: Project ID: 11-7 I ILI OIIJI.,I. LII ie U Printed: 21 MAR 2017, 3:29PM Wood Beam tergmeyer Misc - 2017\317-005.B02 - The Shoppes at Carlsbad - Carlsbad, CA\Eng data\iReports\317-005.b02.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : RTU #3 - Rafter - Span 25-4.5" - Spaced at 24" c/c - Sistered Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Distance (R) Dnly I ++L I +D+.7501 [+t.1DD I +1.004151)1. b +21) +A51) .Title Block Line 1 Project Title: You can change this area Engineer: Project ID: fY using the settings menu item Project Descr: 4 and then using the Printing & Title Block selection. Title Block Line 6 Printed: 21 MAR 2017. 3:29PM [Wood Beam tergmeyer Misc - 2017\317-005.1302 - The Shoppes at Carlsbad - Carlsbad, ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 Description : RTU #3 - Rafter - Span 25-4.5 - Spaced at 24 c/c - Sistered 241 491 741 991 1241 1491 1741 1991 2241 2491 Distance (It) DUnly I +D+L £ +D+USi +129D C +1D+D.75DL 7 +D.D +.4DSD C 241 491 741 991 1241 1491 1741 1991 2241 2491 Distance (ft) DOnly I +D+1 I +D+.1S1 0 +D.D 1 [Only Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.141:1 2-1 .75x14 = 40.33 psi 285.00 psi +D+L = 0.000 ft Span #1 4Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block' selection. Title Block Line 6 Wood Beam Project ID: 41.1 Printed: 21 MAR 2017. 3:31 PM lergmeyer Misc- 2017\317-005302 - The Shoppes at Carlsbad - Carlsbad, CA\Eng dataReports\317-005.b02.ec6 ENERCALC, INC. 1983-2017, 8u11d:6.17.3.17, Ver:6.17.3.17 Project Title: Engineer: Project Descr: Description : TU#j after -Span 25-4.5 - Spaced at 24 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Prooerties Analysis Method: Allowable Stress Design Fb - Tension 2600 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2600 psi Ebend- xx 1900 ksi Fc - PrIl 2510 psi Eminbend - xx 965.71 ksi Wood Species : Trus Joist Fc - Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1555 psi Density 42pcf D(0.172) D(O.172)0(004) L(0 04) V V V V 2-1.75x14 Span = 25.375 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.1720k @ 10.950 ft Point Load : D = 0.1720k @ 6.490 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.37a 1 Section used for this span 2-1 .75x14 fb : Actual = 961 .72 psi FB Allowable 2,546.06psi Load Combination +D+L Location of maximum on span = 11.391 ft Span # where maximum occurs = Span # 1 Maximum Deflection - Max Downward Transient Deflection 0.247 in Ratio = 1233 >=360 Max Upward Transient Deflection 0.000 in Ratio = <30 Max Downward Total Deflection 0.694 in Ratio = 438>=180 Max Upward Total Deflection 0.000 in Ratio = C <180 Overall Maximum Deflections Load Combination Span Max. -" Defl Location in Span Load Combination Max. '+" Defl Location in Span 1 0.6940 12.595 0.0000 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.422 1.315 Overall MINimum 0.508 0.484 D Only 0.915 0.807 +D+L 1.422 1.315 +D+0.750L 1.295 1.188 +0.60D 0.549 0.484 C E 0 241 491 741 991 1241 1491 1741 1991 2241 2491 (itle Block Line 1 You can change this area .t using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project Descr: Printed: 21 MAR 2017, 3:31 PM tergmeyer Misc - 2017\317-005.1302 -The Shoppes at Carlsbad - Carlsbad, CA\Eng data\Reports\317-005.b02.ec6 - ENERCALC, INC. 1983-2017, Build:6.17,3.17, Ver:6.17.3.17 Project ID: Description : RTU #3 - Rafter - Span 25-4.5 - Spaced at 24 c/c - 2x-LVL Vertical Reactions Load Combination Support notation : Far left is #1 Values in KIPS Support 1 Support stance (It) Only I +D+L I 4415L fl +12D I +1.0047SL itle Block Line 1 Project Title: You can change this area Engineer: Project ID: 471 using the Settings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Printed: 21 MAR 2017, 3:31 PM VVood BeaM tergmeyer Misc - 2017\317-005.802 - The Shoppes at Carlsbad - Carlsbad, CA\Eng data\Reports\317-005.b02.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : RTU #3 - Rafter - Span 25-4.5 - Spaced at 24 c/c - 2x-LVL 241 491 741 991 1241 1491 1741 1991 2241 2491 Distance (It) Only I +D+L FL +D+.11 f +1.109D 0 +1,iD+D.71)L f +.60 +90SD MEMBER•• 035 a- 9 i 241 491 741 991 1241 1491 1741 1991 2241 2491 Distance (It) DcInl I +D+L [+D+,7L 0 +0.61) 0 [Only questions is yes, applicant must contact tne Lounty or ban Diego hazardous Materials Division, 5500 Overland Avenue, Suite 110, S Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES p (for new construction or remodeling projects) 0 ' Is your business listed on the reverse side of this form? (check all that apply). 0 E Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 fl Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 1J Will your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to ,JZ or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). - If the answer to any of the n Diego, CA 92123. o CalARP Exempt Date Initials 0 CalARP Required Date Initials El CalARP Complete Date Initials SAN DIEGO REGIONAL I OFFICE USE ONLY HAZARDOUS MATERIALS IPLAN I RECORD ID # CHECK # QUESTIONNAIRE BP DATE I / Business Name Jc+ct' Business Contact (14'ci Telephone # rcy.pt bu& Project Address ?J2 ) City El C4ia'w ,Qef Gkr/thfCJ State Zip Code I APN# I CeA Mailing Address City lime ),m/ AK4444 C-qf4l State Zip Code I Plan File# A licanø 1 tc Of! 6 I Projec onta ' Telepttne # k cc¼\ R'.gt &\ tt't. ce--ic The following questions r.efreent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for proiects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 acdcompsdcounty.ca.gov (858) 586-2650). [*No stamp required if Q1 Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building* on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO 0 !1 Will the project disturb 160 square feet 0r more 0fexisting building materials? 0 Zr Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 el Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdaocd.org/info/facts/oermits.odfl for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: Briefly describe proposed project: I declare urerenait rj ry that to the best of my knowledge and belieI responses made herein are true and correct. Name of Owner or itorized Agent Signature of Owner or uthorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:_______________________________________________________________________ BY: DATE: I / EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR occupANcy RELEASED FOR OCCUPANCY COUNTYHMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) . County of San Diego - DEH - Hazardous Materials Division tCityof 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. 5.106.4 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 A5.106.5.3.1. (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 (X) 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 5303.1 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) 5.303.2 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. Water closets (toilets) - flushometer type (X) 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 plant's 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) 5.408.2 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 5408.2 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. 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 Building Maintenance and Operation 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 124, 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 5.410.2. 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. 5.41 0.2.2 Basis of Design (BOO). 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 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 debris duct which the _amount _of _or_ _may _collect _in_ _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 et seq.). 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 16ertification 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. B-52 Page 4 of 5 Rev. 11/15 1. • Indoor Moisture md 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 Halons. (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: 2 S ZS EL £' -'c f# 3Z2... Plan Check Number: C..C-2 7 6k Print Name: Signed: License Number: 7o -7'f7 Date: / 1 3 (s- B-52 Page 5 of 5 Rev. 11/15 II Print Date: 09/14/2018 Job Address: 2525 El Camino Real, 222 Permit Type: BLDG-Permit Revision Parcel No: 1563020900 Valuation: $0.00 Occupancy Group: Permit No: PREV2017-0114 Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 06/08/2017 Reference #: Issued: 07/05/2017 Construction Type Permit 09/14/2018 Finaled: (city of Carlsbad t Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check #: CBC2017-0156 Final Plan Check : Inspection: Project Title: Description: VICTORIAS SECRET: REVISIONS TO FLOOR PLAN Applicant: Owner: MARY RYAN R P I CARLSBAD LP Po Box 3749 MISSION VIEJO, CA 92690 1114 Avenue Of The Americas, Floor 45 949-582-3735 New York, NY 10036-7700 214-660-5232 x215232 FEE AMOUNT MANUAL BUILDING PERMIT FEE $750.00 Total Fees: $ 750.00 Total Payments To Date : $ 750.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov (City of Carlsbad PLAN CHECK REVISION APPLICATION B-15 Develooment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. PKUOJJ 11- 01(4 Original Plan Check No. CBC20I7-0156 Project Address 2525 El Camino Real, Space #222 Date 6/1/17 Contact Mary Ryan Ph 949.374.4254 Fax 949.768.8436 Email mary@permitresources.com Contact Address P.O. Box 3749 City Mission Viejo Zip 92690 General Scope of Work TI - Remodel of (E) retail space Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: f7J Plans jJ Calculations FJ Soils 0 Energy fl Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets Please see attached bulletin. Does this revision, in any way, alter the exterior of the project? EYes EJN Does this revision add ANY new floor area(s)? E Yes El No Does this revision affect any fire related issues? fl Yes IZINo Is this a complete set? 7iyes No £SignatUrQ 1635 Faraday Avenue, 92008 tl: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In (Partnership with government for Building Safety DATE: 6/19/2017 JURISDICTION: City of Carlsbad PLAN CHECK NO.: PREV2017-0114 SET: I U APPLICANT URIS. U PLAN REVIEWER U FILE PROJECT ADDRESS: 2525 El Camino Real, Space #222 PROJECT NAME: Victoria's Secret T. I. Revisions 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. 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. LII EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: T (by:-.-4' Email: Mail Telephone Fax In Person LII REMARKS: By: David Yao Enclosures: original approved plan cbc2017-0156 EsGil Corporation El GA El EJ El MB El PC 6/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad PREV2017-0114 6/19/2017 [DO NOT PAY— THIS IS NOTAN!NVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: PREV2017-0114 PREPARED BY: David Yao DATE: 6/19/2017 BUILDING ADDRESS: 2525 El Camino Real, Space #222 BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisaiclion uoae JCD By Ordinance Bldg. Permit Fee by Ordinance 1 Plan Check Fee by Ordinance V Type of Review: EIIJ Complete Review Structural Only Repetitive Fee IIIEIII Repeats * Based on hourly rate LII Other Hourly . 6 Hrs. @ * EsGil Fee $100.00 I $600.00I Comments: Sheet I of 1 macvalue.doc + Bergmeyer REVISION #1 To: LBrands From: Dana Marcogliese Date: May 24, 2017 Subject: Victoria's Secret The Shoppes at Carlsbad Space No. 222 2525 El Camino Real Carlsbad, CA 92008 Project No. 00102136 The following revisions and clarifications, Delta 1 dated 05.24.2017, amend the final drawings dated 03.27.2017. Notify all plan holders and incorporate the bulletin items into your construction documents. This Bulletin forms a part of the Contract Documents and modifies the original Specifications, Plans, and Detail Drawings. This is your authorization to make changes in the work as listed below. If costs are involved, whether credits or charges, such costs shall be computed and forwarded to the Owner for approval prior to effecting the change, unless this requirement is specifically waived below. Sheet I Description J Summary - ARCHITECTURAL AOO.00 Cover Sheet Added General note 16 for Green Building Requirements Corrected code information per permit comments Added revision information4 Added landlord notes section Updated sheet count and added dots for revised sheets Updated square footages and egress counts based on store design changes AOO.01 Responsibility Schedule Updated per Bulletin 5 Updated per design changes- additional items added and others marked not used AOO.02 Door Schedule Updated per new design and POR comments Hardware Group L-1 added per POR comments Lock added to hardware group M-9 Updated per Bulletin 5 Added 'SPL' to door type 6M AOO.03 Schedules Updated per Bulletin 5 Finishes and fixtures changed based on store design changes and POR comments AOO.10 Life Safety and Updated keynotes 1 and 10 per permit comments Accessibility Plan Revised and adjusted all annotation per design changes Egress path and calculations adjusted per new layout Updated per Bulletin 5 AOO.1 1 Site Plan Added Green Building Requirements section per permit comments A01.01 Demolition Plan Added keynote 1 to clarify location of existing bulkhead Updated note in section M per POR comments Added keynote 15 per POR and Landlord comments on black out material A01.11 Barricade Plan and Revised elevation by removing the poche and corresponding dimensions Details representing the PINK Barricade graphic per Bulletin 5 Updated PINK Barricade finish to P-60 per Bulletin 5 Note #12 added for barricade clearance requirements per Bulletin 5 Bergmeyer Associates, Inc. Architecture and Interiors 51 Sleeper Street, Boston, MA 02210-1208 617 542 1025 (t) 6175421026 (l) ww.bergmeyer.com Crossed out Notes 5 and 8 per POR comments. Removed metal stud brace and continuous stud notes on barricade sections per POR comments. Modified exterior black out material note per POR comments A02.01 Construction Plan Added note referring to stock storage as a deferred item per permit comments Revised and adjusted per design changes and POR comments. All room/ transition names, annotation, keynotes, dimensions, detail callouts, door tags. Added full height gyp board by tenant to (N) demising wall partition schedule per POR comments. Updated PINK fitting room keynotes as used per design changes. Revised and adjusted per Bulletin 5 Rolling grille motor with clearances required. Revised and updated Pink 'E' cabinet in Pink 1 Keynote #11, revised the detail reference Added keynote #22, #23, #64, #67 A03.01 Reflected Ceiling Plan Revised and adjusted per design changes and POR comments. All room/ transition names, annotation, keynotes, dimensions, detail callouts, ceiling tags. Added keynotes #5, #13, #14, #15 Added access panels by VS storefront for rolling grille access in VSL#1 and in void area Crossed out keynote #45 Updated keynote #1 to used Added ceiling hatch legend Revised and adjusted per Bulletin 5 Added rolling grille motor block to plan Added and revised keynotes #11, #12 to the legend for Garland attachment Added keynote #12 to plan Added access panel at storefront for rolling grille motor access A04.01 Reflected Lighting Plan Revised and adjusted per design changes and POR comments. All room/ transition names, annotation, keynotes, lighting, dimensions, supply air grilles, return air grilles, access panels, detail callouts Added keynotes #8, #9, #49 Revised lights in the void areas at the tower Updated keynote #27 to used Revised and adjusted per Bulletin 5 Added rolling grille motor block to plan Added dimensions for placement of recessed lighting inside drum shade in VSL 1 Revised all track heads to include new Lightolier lighting A05.01 Floor and Wall Finish Plan Added elevation tags for storefront elevations per permit comments Revised and adjusted per design changes and POR comments. All room/ transition names, annotation, keynotes, dimensions, detail callouts, elevation tags. Expanded border in VSL 2 Revised wall finish to SF-42 at VSL entry Keynote 31 updated to not used Revised and adjusted per Bulletin 5 Revised office floor finish to VCT: FC-105 Keynote #9 updated to not used Added Go-Back closet to fitting room! Vestibule finish schedule table Fitting room type C wall finish updated to WC-66 A06.01 Presentation and Fixture Revised and adjusted per design changes Plan All annotation Egress path Room square footages Cabinet counts Updated per Bulletin 5 Added keynote 49 per POR comments Removed floor access panel box in PINK display window- not needed- crossed out corresponding keynote A07.01 Interior Elevations Revised and adjusted per design changes and POR comments. A07.02 All room/ transition names, wall covering, annotation, keynotes, A07.03 dimensions, detail callouts, elevation tags. A07.04 Revised and adjusted per Bulletin 5 Removed drawer base from Pink E' cabinet on Elevation A4!A07.O1 Updated bottom of pendant fixture height on J!A07.03 Revised Fitting room elevations A08.00a Overall Storefront Updated per new storefront design Elevation Added annotation and additional plan callouts for clarity A08.0ob Overall Storefront Updated per new storefront design Elevation Updated annotation for clarity Added note for reference to overall key plan A08.00c Overall Storefront Updated per new storefront design Elevation LED panel layout and quantities shifted per new design A08.00d Overall Storefront Updated per new storefront design Elevation LED panel layout and quantities shifted per new design A08.01 PINK Interior Storefront Updated per new storefront design and POR comments Elevation Updated per Bulletin 5 Included notes per LL comments Marked keynote #34 as usedZ E A08.02a VS Interior Storefront Updated per new storefront design Elevation Updated per Bulletin 5 Included notes per LL comments A08.02b VS Interior Storefront Updated signage on black glass per POR comments Elevation Updated per Bulletin 5 Included notes per LL comments Modified mullion size per design A08.02c Exterior Storefront Updated per new storefront design and POR comments Elevation Removed UV film at existing exterior glazing- LL provided Moved location of ladder for access to catwalk and added graphic representation of catwalk and keynotes for clarity Updated per applicable Bulletin 5 items Included notes per LL comments A08.02d Exterior Storefront Updated per new storefront design and POR comments Elevation Removed UV film at existing exterior glazing- LL provided Moved location of ladder for access to catwalk and added graphic representation of catwalk and keynotes for clarity Updated per applicable Bulletin 5 items Included notes per LL comments A08.05 VS Storefront Details Updated detail A per Bulletin 5 motor grill location Updated detail A and E per structural coordination Updated detail A per POR comments, header condition Updated detail A and E to show existing mall ducts for clarity Added landlord notes A08.06 VS Storefront Details Removed detail N- no longer used with new design Updated details A and E with header condition per POR comments Updated detail A and E per structural coordination Updated dimension to say VARIES on detail E Added landlord notes A08.07 VS Storefront Details Updated detail J per POR comments Details A and E revised per POR comments/MEPS coordination/MFG coordination Added landlord notes A08. 10 VS Storefront Details Updated detail M to show new header condition per POR comments Updated detail A per POR comments/Bulletin 5 changes/portal design changes Updated details D and S to reflect changes to design/structural coordination Updated detail J per POR comments and design changes A08.15 VS Storefront Details Detail S no longer used with new storefront design Updated detail N per Bulletin 5 Updated details M and L per POR comments Updated detail D to coordinate with display window sections Updated detail P per Bulletin 5 A08.16 VS Storefront Details Updated detail A & D to reflect new storefront design Updated detail J to reflect design changes to display windows as well as added graphic information for clarity Corrected detail D to match corresponding section and construction plan Updated detail M to show new header condition per POR comments A08.20 PINK Storefront Details Updated details A, E, J header condition per POR comments Updated details E, J to show existing HVAC where occurs for clarity Updated per applicable Bulletin 5 items Added landlord notes A08.21 PINK Storefront Details Updated detail A per POR comments Added landlord notes and missing general notes A08.25 PINK Storefront Details Modified detail Ji per POR comments Updated per applicable Bulletin 5 items A08.30 PINK Storefront Details Updated detail M, P and J per POR comments Added details A2, N and R per POR comments and design changes Updated per applicable Bulletin 5 items Added wallcovering notes to detail A A10.02 PINK Construction Updated details J, K and P per Bulletin 5 Details A10.03 PINK Construction Details N, P and S are now used based on store design changes Details A10.04 PINK Construction Details E, F, S and D are now used based on store design changes Details A10.05 PINK Construction Added sheet with applicable details per design changes Details A10.06 PINK Construction Replaced details J, K and H based on store design changes Details Detail D is now used based on design changes A11.01 VS Construction Details Marked details no longer used per design changes Al 1.03 VS Construction Details Marked details no longer used per design changes Updated detail A to standard-no longer reflects old store design (specific condition) A11.04 VS Construction Details Updated per Bulletin 5 Added detail callout to detail J per POR comments A11.06 VS Construction Details Updated per Bulletin 5 Added/removed details per design changes A11.07 VS Construction Details Updated per Bulletin 5 Al2.O1 General Construction Updated per Bulletin 5 Details Al2.02 General Construction Updated per Bulletin 5Revised detail H to reflect existing service door Details Included clarifications to details A and B per POR comments Revised detail P to reflect store specific condition A13.O1 Restroom Notes, Plan Updated per design changes and Elevations Updated per Bulletin 5 Included overhead water heater location in D for clarity per POR comments A13.02 Restroom Construction Added note on detail N per permit comments Details A1401 Shelving Details Added note on detail E regarding shelving under separate permit per permit comments Updated per Bulletin 5 A14.02 Non-Sales/Amenity Updated per Bulletin 5 Details Updated per design changes A15.03 Architectural Updated per Bulletin 5 Specifications Attachments: MEP Revision narrative Structural Revision narrative cc: Michael Davis, AlA, LEED AP, President, Bergmeyer Associates, Inc. Emily Bowers, LEED AP, B+C, Bergmeyer Associates, Inc. David Heck, Project Manager, LBrands Mallory Ray, Project Designer, LBrands BULLETIN REVISION # I 3 LIMITED PARK'NAY COLUMBUS, OHIO 43230 (614) 415-7000 Date: 05.24.2017 To: Bergmeyer Associates, Inc. CC: (617) 542-1025 Re: Victoria's Secret From: Chris Langston Dialectic, formerly Larson Binkley Inc. The Shoppes at Carlsbad (chris.langston©dialecticeng.com) Carlsbad, CA ph: 816-997-9620 fax: 816-997-9602 The following instructions are issued to the Contractor. The Contractor shall promptly inform subcontractors and others performing or supplying the Work of relevant conte ts of this Bulletin. If any changes to the Contract Sum or Time are required, Contractor shall submit quotation showing change in Contract Sum or Time within time frame as dictated by the LSP project manager. If no such quotation is submitted within the time specified, no change to the Contract Sum or Time wll be allowed. This Bulletin is not a substitute for a Change Order, which is required to be executed in accordance with the conditions of the Contract for any change to the Contract. Sheet I Description I Summary Mechanical I Electrical I Plumbing E02.01 Eectrical Power Revised power plan per updated base. P .an E02.51 Eectrical Low Revised low voltage plan per updated base. Vltage Plan E03.01 Eectrical Lighting Revised lighting plan per updated base P .an E04.01 Eectrical Light Revised fixture schedule per updated base Fxture Plan E04.02 Eectrical Details Crossed out Detail J - Not Used Updated Paging system detail per Masters Bulletin Updated Camera System detail D per Masters Bulletin Updated Low Voltage system schematic detail C per Master Bulletin Updated Music System detail A per Masters Bulletin Added detail K & P per Masters Bulletin E04.03 Eectrical Details Updated Traffic Counter Detail B per Masters Bulletin Updated Sensormatic Detail A per Masters Bulletin E04.04 Eectrical Details Update VS backwrap detail Added Pink backwrap detail E05.01 Eectrical Panel Revised panel schedule per updated base changes Shedule & Riser D:agram E05.02 Lighting Control Revised control diagram per Masters bulletin E07.01 Eectrical Title 24 Updated title 24 sheet. E07.02 Sieets E07.04 M01.01 Mechanical Updated RTU schedule. Shedules Updated GIRD schedule. M02.01 Mechanical Plan Added mechanical sight line elevation (Detail E) per plan check comments. Revised mechanical plan per updated base. Page 1 of 2 BULLETIN REVISION # I Added notes regarding display window wall penetrations. M05.01 Mechanical Updated specs per latest Masters bulletin. Specifications P01.01 Plumbing Notes, Revised waste and water isometric drawings per new base. Schedules, and Isometrics P02.01 Plumbing and Fire Revised both restroom layouts per new base. Protection Plan Revised sprinkler head layout per new base. Revised HP 1-3 condensate per new HP locations. Added fire protection note for display window catwalk. Added TMV to SK. END OF MECHANICAL / ELECTIRCAL / PLUMBING SECTION IEND I.]J BULLETIN IIREV i Page 2 of 2 SMIBH Inc. Project Revision Summary REVISION NO. # 1 ISSUE DATE: 5/24/2017 Project: VS - The Shoppes at Carlsbad Store No: 00102136 Carlsbad, CA Dwg. Date: 5/24/2017 Project No: 317-005 .B02 1 Architectural Changes (A) r Building Department Comments (B) E Landlord Comments (L) r. Owner's Changes (OC) P Other (0): POR Revision Item No. Reference Document Comments S0101 AIS02.01 —Match revised layout S01•01 L/S02.01—Add coded note S02.01 AJB/F/S02.01 - Revise storefront framing S02.01 P/R/502.01 - Rolling grille support: Detail revised/added to clarify support connection of rolling grille tube column S02.02 B/F/502.02 - Revise storefront framing S02.03 AIE/JIRJS02.03 - Revise storefront framing S02.10 A/S020 I - Add storefront framing note for clarification S02.10 N/S02.01 - Remove detail S05.01 AISO5.01 - Revise Roof Framing plan Summary Revision 1: POR, PMDG, LL Comments and Master updates Master Updates (171 a.04): Rolling grille support column detail Landlord Comment: Not applicable to structural drawings POR Comments: Not applicable to structural drawings PMDG Comments: I Not applicable to structural drawings STRUCTURAL ENGINEERING C 83754 X civil, OF CIM- Victoria's Secret at The Shoppes at Carlsbad 2525 El Camino Real, #271 Carlsbad, CA 92008 Structural Calculations Submitted by SMBH, Inc. 03/27/2017 N CM C) I-- 0'— 'ii 00 c,coO z (0 L() 'I- -'9 0 LL N oQ (OW _s _j U) 0 W U)(N 0 Ui 0 4 CL SMBH, Inc. 1166 Dublin Road, Suite 200 Columbus, Ohio 43215 Phone: 614-481-9800 Email: jbeier@smbhinc.com SMBH Job Number: 317-005.1302 3/1/2017 Search Results for Map AP A" '0 Z P I I••I S I I 5.5 . -. .. I II I •SI MINNI Search Results SOUTH OAKO1 A OREGON IDAHO WYOMING Query Date: Wed Mar 01 2017 NW1ASKA Latitude: 33.1781 NEVADA United States Longitude: -117.3309 AI SanFrancisco COLORADO KANSAS ASCE 7-10 Wlndspeeds G&LIIORNLA CLan Vegas (3-sec peak gust in mph*): tas Los Air ARIZONA San Oiegc NEW MEXICO Dallas Risk Category I: 100 Risk Category II: 110 QXAS Risk Category III-IV: 115 MRI** 10-Year: 72 Houst. MRI 25-Year: 79 MR[** 50-Year: 85 MRI 100-Year: 91 Mexico ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) Mexico City ASCE 7-93 Windspeed: Go 70 (fastest mile in mph) Map data 52017 Googte, INEGI Wiles per hour Mean Recurrence Interval Users should consul with bcal buil±ng officials to determine If there are community-specifIc wind speed requirements that govern. ME - Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this Information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund • Applied Technology Council • 201 Redwood Shores Parkway, Suite 240. Redwood City, CaIimia 94065. (650) 595-1542 111 (1 - -- 11 -. 3/1/2017 Design Maps Summary Report USGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.178130N, 117.33085°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill vnrf,;iAA YT AlIII Oceanside' 'Vist (.i,l'.1ad'Lo - cos - I - tondido' USGS—Provided Output S= 1.111g S,$= 1.173g SDS = 0.782g = 0.428 g S,I = 0.672 g SDI = 0.448 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 NEHRF" building code reference document. NICE= Rcsic Sc run 3cgi Resp onse Sccrum 1/1 Prr-. t 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. 3/1/2017 Design Maps Detailed Report Wr 00 USGS Design Maps Detailed Report 2O12Js2O15 International Building Code (33.178130N, 117.33085°W) Site Class D - "Stiff Soil", Risk Category 1/11/111 Section 1613.3.1 - Mapped acceleration parameters Note; Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S) and 1.3 (to obtain S1). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) SS = 1.111 g From Figure 1613.3.1(2) [2] S1 = 0.428 g Section 1613.3.2 - Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class v5 N or Hard Rock >5,000 ft/s N/A N/A Rock 2,500 to 5,000 ft/s N/A N/A Very dense soil and soft rock 1,200 to 2,500 IVs >50 >2,000 psf Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf F. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index P1> 20, Moisture content w ~! 40%, and Undrained shear strength < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 rn/s 1lb/ft2 = 0.0479 kN/m1 3 1/4 3/1/2017 Design Maps Detailed Report Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F0 Site Class Mapped Spectral Response Acceleration at Short Period S5 < 0.25 S5 = 0.50 Ss = 0.75 S = 1.00 S5 ~: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class = D and S = 1.111 g, F. = 1.056 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F Site Class Mapped Spectral Response Acceleration at 1-s Period S1 :5 0.10 S = 0.20 S1 = 0.30 S1 = 0.40 S1 ~!: 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3,2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S = 0.428 g, F = 1.572 2/4 3/1/2017 Design Maps Detailed Report Equation (16-37): SMS = FaSs = 1.056 x 1.111 = 1.173 g Equation (16-38): SM1 = FS1 = 1.572 x 0.428 = 0.672 g Section 1613.3.4 - Design spectral response acceleration parameters Equation (16-39): sos = % SMS = % x 1.173 = 0.782 g Equation (16-40): 501%SM1 %x0.672=0,448g 3,4 3/1/2017 Design Maps Detailed Report Section 1613.3.5 - Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second' RESPONSE ACCFI FPATTOM VALUE OF SDS RISK CATEGORY IorU III IV So, <O.167g A A A 0.167g5S<0.33g B B C O.33g:5 So, <O.50g C C D 0.50g:5 SOS D D D ror 1(15K category = I ana S = U./tSZ 9, seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE A(FI FRATTON VALUE OF SD1 RISK CATEGORY Ion! III IV S <O.067g A A A 0.067g:5S 1 <0.133g B B C 0.133g S1 < 0.209 C C D 0.20g:5 S01 D D D i-or RISK category = i and 5D1 = 0.448 9, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/design maps/down loads/pdfs/IBC-20 12-Fig16 13 p3 p1(1) .pdf Figure 1613.3.1(2): https ://earthquake. usgs.gov/hazards/design maps/down loads/pdfs/IBC-20 12-Fig1613 p3 p1(2) .pdf 414 31112017 snowload.atcouncil.orgflndex.phplcomponen/vcpsnowloawiten,?pJf= I - / For a site-specific case study area, a case study is required to establish ground snow loads. *Based on Figure 7-1 Ground Snow Loads printed in ASCE 7-95 through ASCE 7-10. Users should consult with local building officials to determine if there are community-specific snow load requirements that govern. Red shaded area is the load specific boundaries. Any darker red area is the overlapping load specific boundary. - fl Map i Jose 0 Fter,o 0 C ALIFORNIA -JS JP:k Las Vegas BA JA Search Result Elevation Limitation: ASCE 7* Ground Snow Load Query Date: March 01, 2017 Latitude: 33.17813 Longitude: -117.330852 Elevation: 37.3 Feet Elevation 1,800 feet: Ground snow load is 0 psf Elevation> 1,800 2,800 feet: Ground snow load is 5 psf All loading data is in pounds per square foot. GROUND SNOW LOAD WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the ground snow load report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the ground snow load report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the ground snow load report. Sponsored by the ATC Endowment Fund. Applied Technology Council • 201 Redwood Shores Parkway, Suite 240. Redwood City, California 94065 (650) 595-1542 http:/1snvIoad.atcounciI.orglindex.ptiilcomponenuvcpsnowroadj Lem ?pdf=1 1/1 PROJECT: VS - MBH TASK: STRUCTURAL ENGINEERING CLIENT: NO: I7- PAGE: ENG: DATE: F F = p Y, -7g6- ~w Fe Wr 1u_ Wp M 11626 /87 Ltip - 11 P (UT Zti)p (4) B H STRUCTURAL ENGINEERING PROJECT: V -14w&4- NO: i7& TASK: PAGE: It-4cs - ENG:,4,t4 CLIENT: DATE: 3/9/17 Q22L er. (CX?O ZLj3 /i& rIC qpJ fo'96z -13 uo- Ct) b 1z - ie ClarkWestern Building Systems CW Tech Support: (888) 437-3244 F,40, III clarkwestern.com 2007 NAS w12010 Supplement [AISI $IOO/S2-10] LRFD DATE: 3/21/2017 VS - Carlsbad - BiS02.01 SECTION DESIGNATION: 1000S162-43 [33] (2) Boxed Input Pronertles: Web Height = 10.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in FyWith Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 19.00 ft Deflection Limit 11360 Dead Load = 50.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb= 1.14 Iyy (Box) = 2.534 inA4 J (Box) = 6.977 in'4 Lu = 931.4 in Mu = 3159 Ft-Lb <= Phi*Mn = 6447 Ft-Lb to 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.327 in Deflection Ratio = L/698 Check Shear Vu = 665 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 2541 lb >= Vu Check Web Crippling Ru = 665 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED ClarkWestern Building Systems CW Tech Support: (888) 437-3244 C1111111 III clarkwestern.com 2007 NAS w/2010 Supplement [AISI SI00IS2-10] LRFD DATE: 3/2112017 VS - Carlsbad - BIS02.01 SECTION DESIGNATION: 800S162-33 [33] (2) Boxed InDut Prooertles: Web Height = 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 19.00 ft Deflection Limit L/360 Dead Load = 10.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 1.602 jA4 J (Box) = 4.060 jA4 Lu = 1012.4 in Mu = 632 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.146 in Deflection Ratio = 111564 Check Shear Vu = 133 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 133 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED ClarkWestern Building Systems CW Tech Support: (888) 437-3244 C1111111111 clarkwestern.com 2007 NAS w!2010 Supplement [AISI SI00/S2-10] LRFD DATE: 3/21/2017 VS - Carlsbad - F/S02.01 SECTION DESIGNATION: 800S162-33 [33] (2) Boxed Input Properties: Web Height 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 6.50 ft Deflection Limit L/360 Dead Load = 45.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 1.602 j'14 J (Box) = 4.060 jA4 Lu = 1012.4 in Mu = 333 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L1360 Maximum Deflection = 0.009 in Deflection Ratio = L18679 Check Shear Vu = 205 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 205 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED PROJECT: 'tJ<,— C4L3 Mc F FA TASK I VI I-4eEs - STRUCTURAL ENGINEERING CLIENT: NO: 317-OO PAGE: t ENG: 64M DATE: 31/J1 - -33 - '-4 Okwo - eap e /Q4 w 4, zpvo = 'So P~~ ClarkWestern Building Systems LI CW Tech Support: (888) 437-3244 clarkwesterncom 0000 2007 NAS w12010 Supplement (AISI 51001S2-101 LRFD DATE: 3/2112017 VS - Carlsbad - B/S02.02 SECTION DESIGNATION: 800S162-33 [33] (2) Boxed InDut Prooerties: Web Height = 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 10.00 ft Deflection Limit L/360 Dead Load = 45.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 Iyy (Box) = 1.602 in'4 J (Box) = 4.060 inA4 Lu = 1012.4 in Mu = 788 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.050 in Deflection Ratio = L/2383 Check Shear Vu = 315 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 315 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED PROJECT: t/—C4FLs 4A NO: 7-o&cz - S M B H TASK: - PAGE: I STRUCTURAL ENGINEERING ENG: CLIENT: DATE: A; r ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w/2010 Supplement [AISI SI00IS2-10] LRFD DATE: 3/22/2017 VS - Carlsbad - AIS02.03 SECTION DESIGNATION: 362S162-33 [33] (2) Boxed IflDLJt Prooerties: Web Height = 3.625 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 4.00 ft Deflection Limit L1360 Dead Load = 20.0 lbtft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 0.819 in &4 J (Box) = 1.355 in'4 Lu = 1231.9 in Mu = 56 Ft-Lb <= Phi*Mn = 1325 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: LJ360 Maximum Deflection = 0.004 in Deflection Ratio = L/13549 Check Shear Vu = 56 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 3112 lb >= Vu Check Web Crippling Ru = 56 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Phi*Rn = 491 lb >= Ru, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888) 437-3244 F, clarkwestern.com wop 2007 NAS wI2010 Supplement [AISI S100/S2-10] LRFD DATE: 312112017 VS - Carlsbad - E/502.03 SECTION DESIGNATION: 362S162-33 (33] (2) Boxed Input Properties: Web Height = 3.625 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 11.00 ft Deflection Limit L/360 Dead Load = 8.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 0.819 1A4 J (Box) = 1.355 inA4 Lu = 1231.9 in Mu = 169 Ft-Lb <= Phi*Mn = 1325 Ft-Lb VA 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.081 in Deflection Ratio = L11629 Check Shear Vu =62 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 3112 lb >= Vu Check Web Crippling Ru = 62 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Phi*Rn = 491 lb >= Ru, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888) 437-3244 C111111 III clarkwestern.com 2007 NAS w/2010 Supplement [AISI SI00/S2-10] LRFD DATE: 3/22/2017 VS - Carlsbad - EIS02.03-Bottom SECTION DESIGNATION: 800S162-33 [33] (2) Boxed Inout Prooerties: Web Height = 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 10.00 ft Deflection Limit L/360 Dead Load = 90.0 lb/ft Load Factor 1.2 Live Load = 60.0 lb/ft Load Factor 1.6 Check Flexure Input Flexural Bracing: None Gb = 1.14 1w (Box) = 1.602 inA4 J (Box) = 4.060 mM Lu = 1012.4 in Mu = 2550 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L1360 Maximum Deflection = 0.168 in Deflection Ratio = L/715 Check Shear Vu= 1020 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb>Vu Check Web Crippling Ru = 1020 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = 1 > 200, STIFFENERS REQUIRED PROJECT: 1K— (4€eJ4-D [ I S M B H TASK: - SD2 JO STRUCTURAL ENGINEERING CLIENT: NO: J7ôe PAGE: ti ENG: DATE: t fciz 'f3 .-. I-K 5- pa - /&' 2c9pJ2 2y,4ss—/42 -I ,I(D iOe S&2,Z - 0; Fox Iml ClarkWestern Building Systems CW Tech Support: (888) 437-3244 C, clarkwestern.com 0100 2007 NAS w12010 Supplement [AISI SI00/S2-10] LRFD DATE: 3121/2017 VS - Carlsbad - BIS02.10 Ext SECTION DESIGNATION: 1000S162-43 [33] (2) Boxed Input ProDerties: Web Height = 10.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 16.50 ft Deflection Limit 11360 Dead Load = 55.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 2.534 jA4 J (Box) = 6.977 inA4 Lu = 931.4 in Mu = 2620 Ft-Lb <= Phi*Mn = 6447 Ft-Lb 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: 11360 Maximum Deflection = 0.204 in Deflection Ratio = L/969 Check Shear Vu = 635 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 2541 lb >= Vu Check Web Crippling Ru = 635 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED ClarkWestern Building Systems CW Tech Support: (888) 437-3244 C, clarkwestern.com 00010 2007 NAS w/2010 Supplement [AISI SI00IS2-10] LRFD DATE: 3/21/2017 VS - Carlsbad - B/S02.10 Mid All SECTION DESIGNATION: 1000S162-43 [33] (2) Boxed Inout Prooerties: Web Height = 10.000 in Design Thickness = Top Flange 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 18.50 ft Deflection Limit L/360 Dead Load = 55.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 1W (Box) = 2.534 1nA4 J (Box) = 6.977 jA4 Lu = 931.4 in Mu = 3294 Ft-Lb <= Phi*Mn = 6447 Ft-Lb 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.323 in Deflection Ratio = L1687 Check Shear Vu = 712 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 2541 lb >= Vu Check Web Crippling Ru = 712 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com woop 2007 NAS w12010 Supplement [AISI SIOO/52-10] LRFD DATE: 3/21/2017 VS - Carlsbad - BIS02.10 Mid Grille Only SECTION DESIGNATION: 1000S162-43 [33] (2) Boxed Input Properties: Web Height = 10.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 18.50 ft Deflection Limit [/360 Dead Load = 35.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 2.534 jA4 J (Box) = 6.977 in"4 Lu = 931.4 in Mu = 2096 Ft-Lb <= Phi*Mn = 6447 Ft-Lb 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: [/360 Maximum Deflection = 0.206 in Deflection Ratio = L/1080 Check Shear Vu = 453 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 2541 lb >= Vu Check Web Crippling Ru = 453 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = 1 > 200, STIFFENERS REQUIRED C IarkWestern Building Systems CW Tech Support: (888) 437-3244 C1111111111 clarkwesterncom 2007 NAS w/2010 Supplement [AISI SI001S2-10] LRFD DATE: 3/21/2017 VS - Carlsbad - F/K/S02.10 SECTION DESIGNATION: 800S162-33 [33] (2) Boxed InDut Prooerties: Web Height 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 8.00 ft Deflection Limit L1360 Dead Load = 30.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb= 1.14 lyy (Box) = 1.602 in'4 J (Box) = 4.060 mM Lu = 1012.4 in Mu = 336 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: LJ360 Maximum Deflection = 0.014 in Deflection Ratio = L/6983 Check Shear Vu = 168 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb >= Vu Check Web Crippling Ru = 168 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = 1 > 200, STIFFENERS REQUIRED PROJECT: tJ SM BH TASK: 4Oc z,'t STRUCTURAL ENGINEERING CLIENT: NO:3t7o PAGE: jL ENG: DATE: &9c3 33 ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 000 2007 NAS w12010 Supplement [AISI SI00/S2-10] LRFD DATE: 3/23/2017 VS - Carlsbad - B/S0211 SECTION DESIGNATION: 800S162-33 [33] (2) Boxed Input Properties: Web Height 8.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 12.50 ft Deflection Limit L/360 Dead Load = 30.0 lb/ft Load Factor 1.4 Check Flexure Input Flexural Bracing: None Cb = 1.14 Iyy (Box) = 1.602 jA4 J (Box) = 4.060 in"4 Lu = 1012.4 in Mu = 820 Ft-Lb <= Phi*Mn = 3514 Ft-Lb 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.082 in Deflection Ratio = L11830 Check Shear Vu = 263 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 1441 lb>Vu Check Web Crippling Ru = 263 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = I > 200, STIFFENERS REQUIRED In D'ssign t'reld Grass Properties EFfectioe Properties Torsional Properties Mnrorb' list hnis ;ngtll r\rea Wrphi I. i' 11 Pr l' so Ma Marl lo1000 Civ X m Po I y a 1 (llf 111 (in' in 1 Pr" fin I..') 0 (iv Pr I -It) (in ) (in ) (in) (in) (iii) 362S137-33 00346 33 0.236 0.804 0.479 0.264 1.42 0.0594 0.501 0.479 0.232 4.59 4.73 0.094 0.165 -1.00 0.615 1.81 0.694 362S137413 0.0451 33 0.206 1.04 0.616 0.340 1.42 0.0755 0.497 0.616 0.320 6.33 6.66 0.207 0.208 -0.991 0.608 1.80 0.697 362S137-54 0.0566 50 0.379 1.29 0.756 0.417 1.41 0.0911 0.490 0.756 0.382 11.4 11.9 0.405 0.251 -0.978 0.601 1.79 0.700 362S137-66 0.0713 50 0.470 1.60 0.923 0.509 1.40 0.109 0.481 0.923 0.493 14.8 15.2 0.797 0.302 -0.959 0.592 1.76 0.704 362S137-97 0.1017 50 0.648 2.20 1.23 0.678 1.38 0.138 0.461 1.23 0.663 24.1 20.3 2.23 0.390 -0.922 0.573 1.72 0.713 362S162-33 0.0346 33 0.262 0.892 0.551 0.304 1.45 0.099 0.616 0.551 0.268 5.29 5.43 0.105 0.297 -1.31 0.789 2.05 0.592 362S162-43 0.0451 33 0.340 1.16 0.710 0.392 1.45 0.127 0.611 0.710 0.372 7.34 7.62 0.230 0.376 -1.30 0.782 2.04 0.594 362S162-54 0.0566 50 0.422 1.44 0.873 0.482 1.44 0.154 0.605 0.873 0.444 13.3 13.6 0.451 0.457 -1.28 0.774 2.02 0.597 362S162-68 0.0713 50 0.524 1.78 1.07 0.590 1.43 0.186 0.596 1.07 0.574 17.2 17.7 0.887 0.552 -126 0.765 2.00 0.600 Co 362S162-97 0.1017 50 0.724 2.46 1.44 0.792 1.41 0.241 0.577 1.44 0.776 27.5 23.7 2.50 0.723 -1.23 0.745 1.95 0.606 3628200-33 0.0346 33 0.297 1.01 0.648 0.358 1.48 0.177 0.772 0.642 0.294 5.81 6.19 0.118 0.577 -1.74 1.03 2.41 0.478 362S200-43 0.0451 33 0.385 1.31 0.836 0.461 1.47 0.227 0.767 0.836 0.427 8.43 8.70 0.261 0.734 -1.73 1.02 2.40 0.480 362S200-54 0.0566 50 0.479 1.63 1.03 0.568 1.47 0.277 0.761 1.03 0.490 14.7 15.5 0.511 0.896 -1.71 1.02 2.38 0.482 362S200-68 0.0713 50 0.595 2.02 1.27 0.698 1.46 0.337 0.753 127 0.666 20.0 20.5 1.01 1.09 -1.70 1.01 2.36 0.484 362S200-97 0.1017 50 0.826 2.51 1.71 0.945 1.44 0.446 0,735 1.71 0.929 32.0 28.3 2.85 1.44 -1.66 0.99 2.32 0.487 3132S250-43 0.0451 33 0.430 1.46 0.980 0.541 1.51 0.385 0.946 0.980 0.449 8.88 9.36 0.292 1.23 -2.20 1.28 2.83 0.396 3628250-54 0.0566 50 0.535 1.82 121 0.668 1.50 0.473 0.940 1.20 0.514 15.4 16.5 0.571 1.51 -2.18 1.27 2.81 0.397 3628250-68 0.0713 50 0.666 2.27 1.49 0.823 1.50 0.578 0.931 1.49 0.689 20.6 22.2 1.13 1.84 -2.17 1.26 2.79 0.398 362S250-97 0.1017 50 0.927 3.16 2.03 1.12 1.48 0.773 0.913 2.03 1.06 35.5 33.5 3.20 2.45 -2.13 1.24 2.75 0.401 3621125-33 0.0346 33 0.212 0.721 0.438 0.232 1.44 0.0301 0.377 0.385 0.174 3.44 - 0.0845 0.076 -0.658 0.410 1.63 0.836 362T125-43 0.0451 33 0.276 0.939 0.571 0.302 1.44 0.0388 0.375 0.531 0.245 4.84 - 0.187 0.098 -0.654 0.407 1.62 0.838 3621125-54 0.0566 50 0.346 1.18 0.723 0.373 1.45 0.0481 0.373 0.678 0.312 9.34 - 0.369 0.123 -0.648 0.404 1.63 0.841 3621125-68 0.0713 50 0.436 1.48 0.921 0.475 1.45 0.0596 0.370 0.908 0.427 12.8 - 0.738 0.156 -0.641 0.399 1.63 0.846 3621125-97 0.1017 50 0.621 2.11 1.34 0.675 1.47 0.0822 0.364 1.34 0.675 22.7 - 2.14 0.226 -0.626 0.390 1.64 0.854 3621150-33 0.0346 33 0.229 0.780 0.499 0.264 1.48 0.0499 0.467 0.414 0.130 3.56 - 0.091 0.124 -0.854 0.522 1.77 0.766 362T15043 ZZ 0.0451 33 0.298 1.02 0.650 0.344 1.48 0.0644 0.465 0.575 0.255 5.04 - 0.202 0.160 -0.850 0.519 1.77 0.768 362T150-54 0.0566 50 0.374 1.27 0.823 0.431 1.48 0.0801 0.462 0.735 0.325 9.74 - 0.400 0.202 -0.844 0.516 1.77 0.772 2 3621150-68 0.0713 50 0.471 1.60 1.05 0.542 1.49 0.100 0.460 0.993 0.449 13.4 - 0.799 0.257 -0.836 0.511 1.77 0.777 5 3621150-97 0.1017 50 0.672 2.29 1.53 0.771 1.51 0.138 0.453 1.53 0.733 21.9 - 2.32 0.374 -0.820 0.501 1.78 0.787 3621200-33 0.0346 33 0.264 0.897 0.619 0.329 1.53 0.110 0.645 0.464 0.190 3.76 - 0.105 0.269 -1.27 0.754 2.09 0.631 362T200-43 0.0451 33 0.343 1.17 0.808 0.427 1.53 0.142 0.643 0.650 0.270 5.34 - 0.233 0.350 -1.27 0.752 2.09 0.633 362T200-54 0.0566 50 0.431 1.47 1.02 0.536 1.54 0.177 0.640 0.832 0.345 10.3 - 0.460 0.442 -1.26 0.748 2.09 0.638 3621200-68 0.0713 50 0.543 1.85 1.31 0.675 1.55 0.221 0.638 1.14 0.480 14.4 - 0.919 0.564 -1.25 0.743 2.09 0.643 3621200-97 0.1017 50 0.773 2.63 1.92 0.963 1.57 0.308 0,632 1.84 0,804 24,1 - 2.67 0.825 -1.23 0.732 2.10 0.655 3621300-54 0.0566 50 0.544 1.85 1.43 0.746 1.62 0.531 0.988 0.985 0.371 11.1 - 0.581 1.34 -2.15 1.23 2.86 0.439 3621300-68 0.0713 50 0.585 2.33 1.82 0.941 1.63 0.1365 0.985 1.36 0.519 15.6 - 1.16 1.71 -2.14 1.22 2.86 0.443 3621300-97 0.1017 50 0.977 3.32 2.68 1.35 1.66 0.937 0.979 2.27 0.887 26.5 - 3.37 2.52 -2.12 121 286 0.453 'Web-height-to-thickness ratio e,rceeds 200. Web stiffeners are required at all support points and concentrated loads. Allowable moment includes cold work of forming. (,rosi ri 105r1 I ,t,4,,l'.'O'0I .11 - o'rt'.irl Mi,.jr,iu il', I th. a x- 11. - Padiric of C1., allan ,,f 0 Insi 1"r liOn iiiO,nl Ii, - Ia 1010 0,0,11 at ini1,.' ol rn-I *b.- a"' - 1 ''a.'ani Inriai,ai Constant Iii, 'autos ol I chisia,. In iir tainirs Po 7 Polar Parfilin elGyratron of cress'soctmn about the shenr center. l.l.otI.i, sF.a.a Il,r ii,'.' lao, Ia,l.sia,i"., 101115 Sofa l'(XoIRol 1.1.. .A50.,,f, ffln',ln,,I I.5011 '50 l.a-il J,-!Of I 15 -iiaii br',,.., .01,1111 U. o Critical onbracvd lnptlr for lateral-torsional lrnclihng. Morribers ,..'5),. 'h-a' -to,ii, l,o .'aalrn,,I .rinnf, rf,r principal .5.11. sr.' cons,dred folly bracr0 when trobraccil length it loss than Lu. 1 005.-I ill-Il .'- -I) '1110011010111.' 01,0,1', r,iio,iI.Ini.ni,,ols - Complies with AISI 5100-07 NASPEC with 2010 supplement - I8C 2012 Pub. No. CD-STR-TechGukle 11/12 The technical content of this literature is eFfective 11/1112 and supersedes all previous information. clarkdietrich.com Lu(in) 34.7 34.6 27.9 27.8 27.8 42.6 42.5 34.4 34.4 34.5 53.6 53.5 43.3 43.3 43.6 64.1 52.0 52.0 52.5 PROJECT: NO: 17r I 1 S M BH TASK: 64Aj PAGE: Z7 STRUCTURAL ENGINEERING ENG CLIENT: DATE: Y, I Sb Ai-'c ' 2O U SC / 8 54 i4 r- scr Product Submittal Sheet Tech Suppert 324.4 CO.643.7140 E:"cil'eecir.g Sarvcs. 87.332 320e crciitrch corn _____ 05.40.00 (Cold-Formed Metal Framing) Hi -. I ,.... I ,..., ..--. MaxTrak T11 (SLT) Slotted Deflection Track for structural wall framing The ClarkDletrich MaxTrak (SLT) system is a head-of-wail deflection track that is used for framing exterior curtain waits and non-load bearing interior wails. This system allows for vertical live load movement of the primary structure without transferring axial loads to the wall studs. The MaxTrak system Is attached to the wail studs through vertical slots using waferhead screws creating a positive connection that allows for vertical movement and also eliminates the requirement for lateral bracing near the top of the wail stud. The slots in the track's legs are designed for a total allowable vertical movement of 1-1/2" (%"). The MaxTrak system must be designed to take the end reaction of the wall studs (point loads) by using the allowable loads below. Product Data & Ordering Information: Material: Yield Strength: Grade 33ksi for 33mi1s & 43mi1s Grade 50ksi for 54m11s & 68mi1s Coating: CP60 per ASTM C955 (G90 Available) 33mi1s: 20 Ga.(STR), 0.0346" Design Thickness, 0.0329" Mm, Thickness 43m11s: 18 Gauge, 0.0451" Design Thickness, 0.0428" Mm. Thickness 54mi1s: 16 Gauge, 0.0566" Design Thickness, 0.0538' Mm. Thickness 68m11s: 14 Gauge, 0.0713" Design Thickness, 0.0677" Mm. Thickness Dimensions: 2-1/2" legs with an inside depth equal to the depth of the stud - Available in 2-1/2', 3-5/8", 4", 6" and 8" width systems Vertical slots are 0.22" wide x 1-1/2" long and spaced every 1"o.c. - Track length = 10-0" ASTM & Code Standards: ASTMAI003, C645, C754, C955, C1002, C1007, E119, E814 and E1966. All CCRR-0205 ANSI / UL 2079 and MaxTrak UL approved systems (See UL Fire Resistance Directory 42XE) MSDS & Product Certification information is available at www.clarkdietrlch.com MaxTrak Allowable Lateral Loads: Allows up to 1-1/2" (3/4) vertical deflection ATI CCRR-0205 UL Approved I & 2 hour systems Guideline at center of vertical slots Section Thickness Loads for single stud more than 12 from and of track. Loads for single stud within 12" of and of track. (without splice) 33mU(20ga) 156 lbs. 100 lbs. I 43m11 (18ga) 205 lbs. 1 133 lbs. 54m11 (16ga) 360 lbs. 237 lbs. 68m11 (14oa) 537 lbs. 355 lbs. Calculating slip track point load: Point Load (P) (wind pressure PSF) x (spacing F) x (wall stud length PT) / 2 Example 1: IS PSF) x (1.33 FT)x (9,5 F)/ 2 31.7 lbs. Example 2: (25 PSF) x (2 PT) x (20.0 Fr) / 2 500 lbs. The minimum wail stud thickness must be equal to the selected slotted track thickness, 45 mm, wafer heed screws shell be used for 33 mIt material sections, #10 mm, wafer heed screws for 43 mli and thicker sections - MaxTrak allowable lateral loads are based on a maximum gap between the top of the stud and the web of the track of 718 For MaxTrak maximum wail height charts, connection details, and fire rated assembly details on either of these systems, refer to: http://www.clarkdietrich.cornlMaxlrak GREEN Benefits and Recycled Content: For more information on requesting LEED MR2, MR4 and MR 5 Credits, please contact Tech Support at 888-437-3244 or visit www.clarkdietrich.com CD-MaxTrak.STR 006/30/14 ClarkDietrlch Building Systems Project information Contractor information Architect information Name: Name: Name: Address: Contact: contact: Phone: Phone: Fax: Fax: PROJECT: ?J< - NO:f. B H TASK: tA-icM-L PAGE: STRUCTURAL ENGINEERING ENG.- CLIENT: DATE: Ii /70 rtO (26-b rt /0' (8 C 1-70 I / L ?xi-r7 -5-3I 7 ?' 7d :;€ /cyx;k, Scftee,S Based on length (Hips) Member Fy(ki) Unbraced Length (ft) 1 1.5 2 2.5 3 3.5 4 S i.i 'I 8 9 10 11 12 13 14 IS lb 17 18 19 20 3625137-33 33 2.68 2.59 2.49 2.38 2.21 2.02 1.82 1.44 1.09 0.86 0.70 0.56 0.46 0.38 0.32 0.27' 0.23* 0.20' 0.18' 0.16' 0.14' 0.13' 0.11' 362S137-43 33 3.81 3.67 3.49 3.27 3.03 2.78 2.52 2.02 1.57 1.18 0.90 0.71 0.58 0.48 040 0.34' 0.30 0.26' 0.23* 0.20' 0.18' 0.16* 0.14' 362S137-54 50 6.88 6.62 6.22 5.66 5.06 4.46 3.89 2.79 1.93 1.42 1.09 0.86 070 0.58 0.48 0.41' 0.36* 0.31' 0.27' 0.24' 0.21' 0.19' 0.17' 362S137-68 50 9.28 8.78 8.14 7.43 6.67 5.83 4.93 3.31 2.30 1.69 1.29 1.02 0.83 0.68 0.57 0.49' 0.42' 0.37' 0.32' 029' 0.26' 0.23' 0.21 362S137-97 50 13.07 12.32 11.32 10.14 8.87 7.57 6.31 4.15 2.88 2.12 1.62 1.28 1.04 0.86 0.72' 0.61 * 0.53' 0.46' 0.40' 0.36* 0.32' 0.29' 0.26' 362S162-33 33 3.12 3.05 2.96 2.84 2.69 2.50 2.29 1.87 147 1.14 0.91 0.75 TTZA 0.53 0.46 0.41 037 0.33 0.30' 0.27' 0.24' 022' 0.20' 362S162-43 33 4.43 4.30 4.12 3.91 3.67 3.40 3.13 2.58 2.06 1.60 1.28 1.05 089 0.77 0.68 0.59 0.51 0.44 0.39' 0.35' 0.31 - 028' 0.25' - 362S162-54 50 7.99 7.74 7.44 6.87 6.24 5.60 4.96 3.76 275 2.13 1.73 1.45 1.21 100 0.84 0.72 062 0.54 0.47 0.42' 0.37' 0.34' 0.30' 362S162-68 50 10.79 10.31 9.68 8.95 816 7.31 6.46 4.92 370 2.94 2.28 1.80 1.46 1.20 1.01 0.86 074 065' 0.57' 0.50' 0.45' 040' 0,36' 362S162.97 50 15.24 14.50 13.58 12.55 11.48 10.43 9.43 7.30 521 3.83 2.93 2.32 188 1,55 1.30 1.11 096 083' 0.73' 0.65' 0.58' 052' 0.47' 362S200-33 33 3.41 3.35 3.26 3.15 3.02 2.88 2.72 2.35 1.96 1.53 1.21 0.99 0.82 0.69 0.59 0.52 0.46 0.41 0.37 0.33 0.30 0.28 0.26' 3625200-43 33 5.12 5.03 4.88 4.70 4.47 4.20 3.90 3.28 2.68 2.12 1.66 1.35 '1.13 0.96 0.83 0.73 0.66 0.59 0.54 0.50 0.46 0.43 0.40' 362S200-54 50 8.79 8.62 8.41 8.12 7.70 7.02 6.30 4.90 3.62 2.75 2.18 1.79 1.51 1.31 1.15 1.03 0.93 0.85 0.78 0.72 0.68 0.62 0•55* 362S200-68 50 12.43 12.11 11.64 10.87 10.02 9.12 8.15 6.30 4.72 3.64 2.94 2.46 2.11 1.85 1.65 1.50 1.37 1.21 1.06 0.94 0.84 0.75' 0.68' 362S200-97 50 18.07 17.33 16.37 15.26 14.06 12.82 11.61 9.35 7.44 5.96 4.98 4.30 3.58 2.96 2.49 2.12 1.83 1.59 1.40 1.24 1.11 0.99' 0.90' 362S25043 33 5.25 5.16 5.04 4.89 4.71 4.51 4.29 3.80 315 2.49 1.95 1.57 130 1.09 0.94 0.82 0.73 0.65 0.59 0.53 0.49 0.45 0.42 362S250-54 50 9.00 8.77 8.46 8.08 7.63 7.13 6.64 5.67 425 3.20 2.51 2.04 170 1.45 1.26 1.11 099 0.90 0.82 0.75 070 0.65 0.61 362S250-68 50 12.44 12.16 11.78 11.32 10.80 10.00 9.13 7.36 546 4.15 3.30 2.72 230 1.99 1.75 1.57 1.42 1.30 1.19 1.11 104 0.98 0.92 3625250.97 50 19.64 16.98 18.14 17.19 16.24 14.88 13.43 10.69 830 6.50 5.32 4.50 391 3.47 3.12 2.84 262 2.43 2.27 2.13 196 1.76 1.59 400S137-33 33 2.69 2.62 2.53 2.42 2.27 2.09 1.90 1.52 1.18 0.91 0.72 0.58 0.48 0.39 0.33 0.28' 0.24' 0.21' 0.19' 0.17' 0.15' 0.13' 0.12' 400513743 33 3.86 3.73 3.56 3.36 3.13 2.88 2.63 2.13 1.62 1.23 0.95 0.75 0.61 0.50 0.42 0.36' 0.31' 027' 0.24' 0.21' 0.19' 0.17' 0.15' 400S137-54 50 6.99 6.74 6.39 5.85 5.28 4.68 4.04 2.85 2.03 1.49 1.14 0.90 0.73 0.60 0.51 0.43' 0.37* 0.32' 0.28' 0.25* 023' 0.20' 0.18' 4005137-68 50 , 9.51 9.04 8.44 7.70 6.89 6.04 5.18 3.47 2.41 1.77 1.35 1.07 0.87 0.72 0.60' 0.51 • 0.44' 0.39' 0.34' 0.30' 0.27' 0.24* 0.22' 4006137-97 50 14.09 13.24 12.13 10.84 9.45 8.03 6.66 4.35 3.02 2.22 1.70 1.34 1.09 0.90 0.76' 064' 0.56' 0.48' 0.42' 0.38' 0.34' 0.30' 0.27' 4006162-33 33 3.15 3.08 3.00 2.69 2.75 2.58 2.39 1.99 160 1.25 1.01 0.83 070 0.61 0.53 0.46 0.41 0.36 0.32' 0.28' 0.25' 023' 0.21' 400S16243 33 4.49 4.37 4.20 4.01 3.78 3.54 3.28 2.75 224 1.78 1.45 1.20 101 0.86 0.73 0.62 053 0.47 0.41 * 0.36' 0.32' 0.29' 0.26' 400S162-54 50 8.10 7.88 7.59 7.10 6.51 5.90 5.28 4.10 310 2.43 1.96 1.57 1.27 1.05 0.88 0.75 065 0.56' 0.60' 0.44' 0.39' 0.35' 0.32' ' 400S162-68 50 11.03 10.58 10.00 9.32 8.58 7.80 7.03 5.56 421 3.11 2.38 1.88 153 1.26 1.06 0.90 078 068' 0.60' 0.53' 0.47' 042' 0.38' 400S162-97 50 16.31 15.59 14.68 13.64 12.55 11.45 10.21 7.69 547 4.02 3.07 2,43 1.97 1.63 1.37 1.16 1.00 0 87 ' 0.77' 0.68' 0.61 • 0.55' 0.49' '.t 400S200-33 33 3.44 3.38 3.30 3.20 3.09 2.96 2.81 2.48 2.12 1.71 1.36 1.11 0.93 0.80 0.69 0.50 0.53 0.47 0.42 0.38 0.35 0.32 0.30' 400S200-43 33 5.17 5.09 4.96 4.80 4.60 4.35 4.06 3.50 2.92 2.38 1.91 1.57 1.31 1.11 0.96 0.84 0.75 0.68 0.62 0.56 0.52 0.48 0.45' 400S200-54 50 8.89 8.75 8.55 8.32 7.93 7.40 6.72 5.37 4.13 3.20 2.53 2.07 1.75 1.50 1.32 1.17 1.06 0.96 0.88 0.81 0.72 0.65' 0.59' 400S200-66 50 12.66 12.37 12.00 11.30 10.52 9.68 8.82 7.12 5.50 4.22 3.39 2.83 2.42 2.11 1.88 1.69 1.45 1.27 1.11 0.99 0.88 0.79' 0.71 * 400S200-97 50 19.17 18.46 17.55 16.47 15.29 14.07 12.84 10.51 8.49 6.83 5.68 4.63 3.75 3.10 2.61 2.22 1.91 1.67 1.47 1.30 1.16 1.04 0.94' 4006250.43 33 5.30 5.22 5.12 4.99 4.83 4.66 4.46 4.01 347 2.84 2.27 1.85 154 1.29 111 0.97 085 0.76 0.69 0.62 0.57 0.53 0.49 400S250-54 50 9.12 8.92 8.65 8.31 7.91 7.47 6.96 6.15 494 3.78 2.96 2.41 2.01 1.71 1.48 1.30 116 1.04 0.95 0.87 0.80 0.75 0.70 4005250-68 50 12.67 12.42 12.09 11 .69 11.22 10.59 9.82 8.37 649 4.92 3.90 3.20 269 2.32 2.03 181 163 1.49 1.37 1.27 119 1.11 1.05 4005250-97 50 20.74 20.13 19.33 18.41 17.45 16.34 14.92 12.15 968 7.61 6.20 5.22 451 3.98 3.58 3.25 299 2.77 2.59 2.30 2.05 1.84 1.66 Notes: I Listed axial loads marked with"' "indicate the KL/r > 300. 2 Listed axial loads marked with "ws" indicate that hit > 200. This indicates that web stiffeners are required to prevent web crippling at points of concentrated loads. 3 Listed capacities are calculated per AISI-NASPEC S100-2007 with 2010 supplement. Complies with AISI S100-07 NASPEC with 2010 supplement. IBC 2012 Pub. No. CD-STR-TechGujde 11/12 The technical content of this literature is effective 11/1/12 and supersedes all previous information. clarkdietr,ch.com 56 ALLOWABLE tJNBRACED AXIAL LOADS Connections can be made using a variety of fastening options. It is critical to specify the proper fastener to ensure the proper performance of the connections in cold- formed steel construction. The most common and widely used connection methods are screw connections and weld connections. Each type of connection method has various advantages and disadvantages. Therefore, we provide data for both types so you can choose your preferred connection method. Self-Drilling Screws—externally threaded fasteners with the ability to drill their own hole and form, or "tap:' their own internal threads without deforming their thread ¶ and without breaking during installation. These screws are high-strength, one- piece fasteners and are used if the Connection of multiple thicknesses of 33mi1 steel or thicker. One of the more common self-drilling screws is a #10-16 x 5/8 HWH SD, which indicates a 410 diameter shaft, 16 threads per inch, 518 length, hex washer head self-drilling screw. Fu s8-18 HWH Screws 00-16 HWH Screws 412-14 HWH Screws 1/4.14 HWH Screws M.ln, (G-6e) tlnncL;i..i. Dia. 0.16 Di.s. 0.19 Dia. 0.21 Die." 0.24 U.SI,.:.,, .1,5,05 Sh.:.,n Tcn,,ni, Shea, Tens..:,, Shear Tension 33(20) 0.0346 33 45 162 71 177 84 186 93 199 106 43(18) 0.0451 33 45 241 92 263 109 277 121 296 138 54(16) 0.0566 33 45 333 115 370 137 389 152 416 173 50 65 333 167 467 198 562 219 600 250 68(14) 00713 33 45 n/a Iva 467 173 550 191 588 218 50 65 n/a n/a 467 249 667 276 849 315 97(12) 0.1017 33 45 n/a n/a 467 246 667 272 867 311 50 65 n/a n/a 467 356 667 393 867 450 118(10) 01242 33 45 n/a n/a n/a n/a 667 333 867 380 50 65 n/a n/a n/a n/a 667 480 867 549 Screw V4,0 Notes. 1 All values are calculated per the AlSl. NASPEC, 2007 with 2010 supplement. 2 Values are based on Buildex TEK2 HWH screw capacities. All screws must meet minimum criteria outlined 3 Shear strength for uS, /110, /112, and 1/4 screws must be greeter than or equal to 1000 lbs 1400 lbs 2000 lbs and 2600 lbs iespect.sely 4 Tension strength for 1/8, 1/10, #12, and 1/4 screws must be greater than or equal to 1545 lbs, 1936 lbs, 27/8 lbs and 4060 lw iespectinely. 5 The minimum head diameter for /18 screws is 1/4:' The minimum head diameter for /110 and 1/12 screws are 3/82 The minimum head diameter for 1/4 screws is 1/2: 6 Allowable bearing and pullover for screws must be checked if unequal material thicknesses are used. / / Fillet Welds 97 Fillet Welds—used to make lap joints, cornerjoints and I-Joint connections. As the illustration suggests, the fillet weld is roughly triangular in cross-section, although its shape is not always a right triangle or an isosceles triangle. Weld metal is deposited in a corner formed by the fit-up of the two members and penetrates and fuses with the base metal to form thejoint. Flare Welds—used to join rounded or curved pieces. A Flare Bevel groove weld is commonly used to join a rounded or curved piece to a flat piece. A Flare V groove weld is commonly used to join two rounded or curved parts. Design HEM Weld (I inch) r'unls (0...: gi) ih, I, ess 1 y (Li/ In 1k,. Iii, I 33 (20) 0,0346 33 45 -- 43 (18) 0.0451 33 45 619 544 54(16) 0.0566 33 45 822 682 50 65 1188 985 68(14) 0.0713 33 45 1082 859 50 65 1563 1241 97(12) 01017 33 45 1480 1226 50 65 1480 1480 118 (10) 0.1242 3 3 45 1808 1497 50 65 1808 1808 Flare V Flare Bevel Weld Valyn, Noie I Weld strength is given an lbs/,r' 2 All values are calculated per the AISI-NASPEC, 2007 with 2010 supplement 3 All valuen, were based off of Fxx > 70k5i and that Fan,> fu 4 Weld values listed are based on a minimum effective throat of 0.707 times the design thickness. 5 Values are based on the weld being loaded along its length (longitudinal). 6 Using multiples of lengths shown for longer welds will result in incorrect values. 7 Transversely loaded and longer weld values can be obtained from ClarkDietrich Engineering Services by calling 877-832-3206. Pub, No. CD-STR-TechGuide 11/12 Complies with AISI S100-07 NASPEC with 2010 supplement. IBC 2012 The technical content of this literature is effective 11/1/12 and supersedes all previous information. clarkdietrkh.com - PROJECT: NO: '(7-e' S MB H TASK: 4Cit'/ PAGE: Z- _____ STRUCTURAL ENGINEERING ENG: CLIENT: DATE: !-EA- '(;pi2:Q 7O t b ' Teç Lf c" L soi i - r+e.t To 2. ci% - LA-T72A (LJ4J) L zfri. (- ' (1ocQ zct" e(s1it) PROJECT: V---( 41f4,J NO SMBH TASK: STRUCTURAL ENGINEERING CLIENT: NO: ,17-ks PAGE: ENG: 4At DATE: -,TL) ( k) J ( t I4T4QJ LA -/(P, 1/ —1 U-t / / LuI-ote CI~L cP 5e 77z 7Co7 yy -x -j--( 2y'( Hol /1l - ..' MA =Ae '_, F LQO1 ) t2 (-2:,) t& E;4 e- x (C9&t PROJECT: V -C4 S [Vi BH TASK: STRUCTURAL ENGINEERING CLIENT: NO: 7-g &,z PAGE: ENG: 34fl DATE: V?U -1 /,70,F- tTCM' '7" /ix (df" (.),c /C' L cL?i3 =/4/! wi..i.SMBH STRUCTURAL ENGINEERING PROJECT: NO: TASK: (/-' PAGE: ENG: (4J44l CLIENT: DATE: -/ z 08 G k M) - E - Z'L) /4 .-?7,2 //8 / L 24t - 2/ -s6 ()/ ' '-1mP ASCE 7-10 - ASO - Section 29.5.1 Rooftop Structures & Equipment for Buildings with h <= 60 ft Job Name: VS - Shoppes at Carlsbad. Job Number: I317-005.1302 RTU Information: Weight (lb) 1500 Length (in) 100 Width (in) 54 Height (in) 511 Curb Height (in) 1 14 Typical Wind Pressure: ............................................................................................................................................................ F = q(GC)At Eq. 295-2 Kz 0.70 Table 28.3-1, At mean roof height zt 1 Section 6.5.7.2 Kd 0.9 Table 26.6-1 V (mph) 110 Figure 26.5-IA, Ultimate - .. V. (mph) 85 q(psf) 11.7 GCr Overturning 1.9 Section 29.5.1 GCr Uplift 1.5 Section 29.5.1 Wind Force: Co Combination =0.60 + W Wind normal to RTU Length: Wind normal to RTU Width: Af (ft 2) 45.1 Af (ft2) 28.9 Fiaterai (lb) 1004' Flateral (lb) 643 Ar (ft 2) 44.4 Ar (ft) 44.4 FIft (lb) 781 FUplift (I b) 781! Movetturning (lb-ft) 4801. Movei.turning (ft)4t) 4993 Mresistance (lb-ft) 24001 Mresistance (lbft) 3750 Tension (lb) 450 Tension (lb) 149 *Tension is "0" if overturning is not an issue. *Tension is "0" if overturning is not an issue. #Straps 3 i #Straps 2 U Screws 2 #Screws 2 Tension Allow (lb)1 1116 Tension Allow (Ib) 744 *Based on #12 screws into 20 gage straps. *Based on #12 screws into 20 gage straps. Okay? --------- Yes . -.----. a 37 ASCE 7-10 - ASD - Section 29.5.1 Rooftop Structures & Equipment for Buildings with h <= 60 ft Job Name: VS - Shoppes at Carlsbad Job Number: 317-005.802 RTU Information: - Weight (Ib) 2250 Length (in) 108 Width (in) Height (in) 50 I Curb Height (in) 14 Typical Wind Pressure: F = q(GC)Af Eq. 29.5-2 K2 0.70 Table 28.3-1, At mean roof height Kzt 1 Section 6.5.7.2 Kd 0.9 Table 26.6-1 V. (mph) 110 Figure 26.5-1A, Ultimate V. (mph) 85 q h (psf) 11.7 GCrOverturning 1.9 Section 29.5.1 GCr Uplift 1.5 Section 29,5.1 Wind Force: Controlling Load Combination = 0.6D + W Wind normal to RTU Length: Wind normal to RTU Width: rAf (ft) 48.0 Af (ft2) 31.6. Fiaterai (lb) 1068! Fiaterai (lb) 702. Ar (ft 2) 53.3 Ar (ft) 53.3 FUPhft (lb) 935 Fuplift 935: Moveurning (1b4t) 5614! Movertuming (lb-ft) 6081 Mresistence (lb-ft) 3994 Mresistance (lb-ft) 6075 Tension (lb) 274 Tension (lb) 1 *Tension is 0 if overturning is not an issue. *Tension is 0" if overturning is not an issue. # Straps 3 #Straps ------ 2 #Screws 2 #Screws . 2. Tension Allow (lb)c 1116 Tension Allow (lb) 744! *Based on #12 screws into 20 gage straps. *Based on #12 screws into 20 gage straps. Okay? Yes Okay? Yes 7-10 Section 29.5.1 Rooftop Structures Equipment for Buildings with h<=60 ft iobName:VS - ShoppesatCarlsbadl _•: - ------------- Job Number: 317-005.B02 RTU Information: Weight (lb) 1000 1 Length (in) 89 Width (in) 53 Height (in) 41 Curb Height (in) 14 Typical Wind Pressure: F = q(GCr)Af Eq. 29.5-2 --- Kz 0.70 Table 28.3-1, At mean roof height 1 Section 6.5.72 Kd 0.9 Table 26.6-1 V. (mph) 110 Figure 26.5-IA, Ultimate Va (mph) 85 q (psf) 11.7 GC Overturning 1.9 Section 29.5.1 GC Uplift 1.5 Section 29.5.1 Wind Force: Controlling Load Combination = 0.6D + W Wind normal to RTU Length: Wind normal to RTU Width: Af (ft 2)34.0 A (ft 2)20.2 Fiaterai (lb) 756 Fiaterai (1b) 450 Ar (1t2) 32.8 Ar (ft 2) 32.8 Fljft (lb) 575 Fplft (lb) 575 Movei.turning (lb-ft) 30041 Moverturning (lb-ft) 3166 M resistance (lb-ft) 1325 Mresistance (lb-ft) 2225 Tension (lb) 380 Tension (lb) - 127 *Tension is "0" if overturning is not an issue. *Tension is '0" if overturning is not an issue. #Straps 3 #Straps 2 - #Screws 2 #Screws 2 Tension Allow (lb)I 11161 Tension Allow (lb) 744 *Based on #12 screws into 20 gage straps. *Based on #12 screws into 20 gage straps. - Okay? Yes Okay? Yes 30 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.284:1 1.75x14 80.97 psi 285.00 psi +D+L = 0.000 ft = Span #1 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Panting & Title Block" selection. Project Title: Engineer: Project Descr: Project lD: I UluIJ,v 611 IV ,., Printed: 16 MAR 2017, 3:56PM Wood Beam lergmeyer Misc- 2017\317-005302 -The Shoppes at Carlsbad - Carlsbad, CA\Eng data\Reports\317-005102.ec6 1 ENERCALC, INC. 1902017, Build:6,17,3,17, Ver.6.17.3.17 Description : Rafter- Span 25-4.5° - Spaced at 24° c/c CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb -Tension 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,600.0 psi Ebend- xx 1 ,900.0ksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,555.0 psi Density 42.0 pcf 0(0.2125) D(0.2125) D(0.04) L(O.04) V V V V V 1.75x14 Span = 25.375 It Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0,020 ksf, Tributary Width = 2.0 ft Point Load: 0 = 0.2125k © 4.0 ft Point Load: D = 0.2125 k @ 9.30 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.701: 1 Section used for this span 1.75x14 fb : Actual 1,783.91 psi FB : Allowable 2,546.06psi Load Combination +D+L Location of maximum on span 11.391 ft Span # where maximum occurs Span # 1 Maximum Deflection - Service loads entered. Load Factors will be applied for calculations. Max Downward Transient Deflection 0.494 in Ratio = 616 >360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 1.301 in Ratio = 234>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.60D Max. "-° Defi Location in Span Load Combinalion 1.3009 12.502 Support notation: Far left is #1 Support 1 Support 1.419 1.217 0.508 0.426 0.912 0.710 1.419 1.217 1.292 1.090 0.547 0.426 Max. °+° Defi Localion in Span 0.0000 0.000 Values in KIPS Title Block Line 1 Project Title; 40 You can change this area Engineer: Protect ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 16 MAR 2017, 3:56PM - Wood B 00 earn 3ergmeyer Misc - 2017\317-OO5.B02 -The Shoppes al Carlsbad. Carlsbad, CA\Eng dataReports.317-005102 ENERCAIC, INC. 1983-2017, Bu6d:6.17.3.17, Ver.6.I7.3.I7 Description: RTU #1 - Rafter - Span 25'-4.5" - Spaced at 24" etc Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 L Only 0.508 0.508 U- C E 0 2.41 4.91 741 9.91 1141 14,91 11,41 1991 2241 2491 Distance (ft) DOrly I +D+L I +D+D.11 9 +1290 1 +1.8D+t,7SDL 9 +D.b'D R +OADD 'a' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings menu item Project Descr: and then using the Printing & Title Block' selection. Title Block Line 6 Pnr6ed: 16 MAR 2017. 356PM A1 ergmeyer Misc- 2017'317005.802 -The Shoppes atCasbad -Casbad, CAlEng daIaReports\317.005.b02.ecj WV ENERCALC, INC. 1983-2017, Suild:6.17.3.17, Ver.6.17317 Description: RTU #1 - Ratter- Span 2545- Spaced at 24 c/c 14 cr 0.1 241 431 141 9191 1141 14,91 114I 1991 Dstane (ft) DOnly I +D+L i +D+.7S +1291) 1 +1.D8D+D,75D1 ii +.6D +04SD 241 491 141 991 1241 1491 1741 1991 2241 2491 Nance (It) DOnly I +D+L 2 +D+0.1SDL I +t.6OD I tOnly Maximum Shear Stress Ratio Section used for this span fv Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.299:1 1.75x14 = 85.26 psi 285.00 psi +D+L = 0.000 ft Span #1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: Lt using thethe 'Settings" menu item Project Descr: and then using the 'Printing & Title Block" selection. Title Block Line 6 Printed: IS MAR 2017, 356PM Mood Beam lergmeyer Misc - 2017317-O05.B02 The Shoppes at Carlsbad -Carlsbad, CA\Enjdata\Reports\317.005,b02,ece ' ENERCALC, INC. 1983.2017, Bulld:6.17,3,17, Ver6.17,3,17 I uco# : KW-06000498 Licensee: SHELLEY METZ BAUMANN HAWK, INC. Description: (RTU#- Rafter. Span 25-4.5' Spaced at 24' c/c CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7.10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,600,0 psi -- E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,600.0 psi Ebend- xx 1 ,900.0ksi Fc - PHI 2,510.0 psi Eminbend xx 965.71 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,555.0 psi Density 42.0pc1 0(0.245) 0(0.25) 0(0.04) L(0.04) V V V V V 1.75x14 Span = 25.375 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: 0 = 0.020, L = 0.020 ksf, Tributary Width = 2.0 it Point Load: D = 0.2450k @ 2.170 ft Point Load: 0 = 0.250k @ 9.170 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.701: 1 Section used for this span 1 .75x14 fb : Actual 1,783.66 psi FB Allowable 2,546.06psi Load Combination +D+L Location of maximum on span = 11.391 ft Span # where maximum occurs Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Max Downward Transient Deflection 0.494 in Ratio = 616 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 1.299 in Ratio = 234 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Overall Maximum Deflections Load Combination Span +D+L I Vertical Reactions Load Combination Overall MAXimum Overall MiNimum DOnly +D+L +D+0.750L +0.60D Max. "-a Dell Location In Span Load Combination 1.2986 12.502 Support notation Far left is #1 - Support 1 Support 2- 1 489 1.217 0.508 0.426 0.982 0.709 1.489 1.217 1.362 1.090 0.589 0.426 Dell Location in Span 0.0000 Values In KIPS U. 'S C 0) E 0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block selection. Project Title: Engineer: Project Descr: Proiect ID: L 3 I uuc IJIIJUI% WHO U Printed. 16 MAR 2017. 3:56PM lergmeye: Me- 2017\317-005.802 -The Shoppes at Carlsbad Carlsbad, CA\Eng dataepofls\3l7-005.b02.ec6 vO0 earn ENERCALC, INC. 1983-2017, Bui1ct6.17.3.17, Ver.6,17.3.17 II ' Description: RTU #2 - Rafter - Span 26-45 - Spaced at 24' c/c Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 L Only 0.508 0.508 241 431 741 991 1241 1491 1141 1991 2241 2491 Distance (ft) DOnly I +DIL I +D+.151 0 +1.19D 0) +I.SW+D.15L I +D.6DD L +191) C U- 0) Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings' menu item Project Descr: if! and then using the Printing & Title Block" selection. Title Block Line 6 - Printed: 16 MAR 2017, 356PM [Woodd B tergmeyer Misc- 2O1Tt317-OO5.B02 -The Shoppes at Carlsbad-Carlsbad, CA\Eng data'Reports\317-005,b02.ec6 earn ENERCAIC, INC. 1983-2017, Buitd:6.17.3,17, Ver.6.17.3.17 Description: RTU #2 - Ratter - Span 25-4.5 Spaced at 24 c/c 241 491 741 991 1241 1491 1741 1991 2241 24.91 Nance (It) Only I +D+L I +D+.1SL +1It +1D8D+D.1SM [1 4,4900 241 4.91 141 991 1241 14.91 1741 1991 2241 2491 Uiance (It) Only I ++t 0+15,751. R 0.601) 1 lOaly 1• S M B H STRUCTURAL ENGINEERING PROJECT: L/ LA-O TASK: j R- 7Eac PAGE: L{ ENG: 814-14 CLIENT: I DATE: 17c: /4 1VL. 1 t7ook Fl-=- 7Q,Ooo 10 -+ Z &e // O2 1, ? 41 - = , OI9, 13Z C Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.106:1 8x10 = 30.10 psi = 285.00 psi +D+L = 0.000ft = Span #1 Title Block Line 1 You can change this area using the'Settings' menu item and therf using the "Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: I we elu,,,r, L11 It! U Pnnled:21 MAR 2017. 3:29PM [Wood Beam tergrneyer Misc- 2017\317-005.1302 - The Shoppes at Carlsbad - Carlsbad, CA\Eng data\Reports\317-005.02.é ENEACALC, INC. 1983-2017, Build:6.17,3.17, Ver.6.17.3.17 I Description : j RTU afte-Span 25-4.5"- Spaced at 24' c/c Sisterej CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,600.0 psi Ebend- xx 1 ,900.Oksi Fc - Pril 2,5100 psi Eminbend - xx 965.71 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,555.0 psi Density 42.Opcf (9172) lQ.17P10°4 Q0.04) V V V V V - 8x10 Span = 25.375 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0.020 ksf, Tributary Width = 2.0 ft Point Load: D = 0.1720k © 10,950 ft Point Load: D = 0.1720k @ 6.490 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.396 1 Section used for this span 8x10 fb : Actual 1,029.74 psi FB : Allowable 2,600.00psi Load Combination +D+L Location of maximum on span = 11.484 ft Span # where maximum occurs = Span 4 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Max Downward Transient Deflection 0.369 in Ratio = 826 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 1.096 in Ratio = 277 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Overall Maximum Deflections Load Combination Span Max. n-" Defi Location in Span Load Combination -- - - Max. '+"Defi +D+L 1 1.0963 12.595 0.0000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.504 1.397 Overall MINimum 0.508 0.508 D Only 0.997 0.889 +D+L 1.504 1.397 +D+0.750L 1.378 1.270 +0.600 0.598 0.534 Location in Span 0.000 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and theri using the "Printing & Title Block' selection. Project ID:isq iu WIV%IN L.11 IV, U Printed! 21 MAR 2011, 325PM 3ergmeyerMisc - 2011'317'005.802 -The Shoppes at Casbad - Casbad, CA\Eng data\Reports\317-OO5.b02.ec6 ' Beam ENERCALC, INC. 1983-2017, Build6.173.17, Ver.6,17.3.17 Description : ATU #3- Rafter-Span 25.4.50 -Spaced at 24° c/c- Sistered Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 L Only 0.508 0.508 9.9 74 1 JJ C 0 E 0 2.5 MEMBER. - 2.41 491 7.41 9.91 12.41 1491 17.41 19.91 1241 24.91 Distance (ft) DOly I +D+L I 0+.75DL 0 +1.191) 0 +1.OBD+.7SL 0 +0101) 0 +A9D5D Title Block Line 1 You can change this area using the "Settings" menu item and the6 using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam WMMAII Description: ATU #3- Rafter - Span 25-4.5° - Spaced at 24° c/c - Sistered Project Title: Engineer: Proiect ID: Project Descr: Printed: 21 MAR 2017, 3:29PM 2017\317005.602 - The Shoppes at Carlsbad - Carlsbad, CAEng data\epods\317-005.b02.ec6 - ENERCALC, INC. 1983-2017, Buil&6.17.3.17, Ver:6.17.3.I7 0.1 MEMBER >> .017 -14 241 491 741 991 1241 1491 1741 stance (It) DOnly, I +D+L 1 4415DL t +1.169D I +t.00,701 +DD 0, +.40SD 1991 2241 2491 C U- 241 4,91 741 991 1241 1491 1741 1991 2241 2491 Distance (It) 113 DOnly I +D+L E 0+.75UL 0 460D 0 tOnly 2600 psi 2600 psi 2510 psi 750 psi 285 psi 1555 psi E: Modulus of Elasticity Ebend- xx 1900 ksi Eminbend - xx 965.71 ksi Density 42pcf Dpsinn r Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.141:1 2-1.75x14 40.33 psi 285.00 psi +D+L = 0.000 ft = Span #1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: qq using the Settings" menu item Project Descr: and theril using the Printing & Title Block" selection. Title Block Line 6 Printed: 21 MAR 2017. 3:31 PM [Wood Beam tergmeyer Misc - 2017\317-005.802 - The Shoppes at Carlsbad - Carlsbad, CA\Eng data\Reports\317-005.b02.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 I Description : lRT#3j after -Span 25-4.5° -Spaced at 24° c/c CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb -Tension Load Combination ASCE 7-10 Fb - Compr Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : MicroLam LVL 1.9 E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.172) D(O.172)0004> LlO.041 V V V V * 2-1.75x14 Span = 25.375 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: 0 = 0.020, L = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.1720k @ 10.950 ft Point Load: D = 0.1720 k © 6.490 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.378 1 Section used for this span 2-1.75x14 fb:Actual = 961.72p51 FB : Allowable = 2,546.06p51 Load Combination +D+L Location of maximum on span 11.391 ft Span # where maximum occurs = Span # 1 Maximum Deflection - Service loads entered. Load Factors will be applied for calculations. Max Downward Transient Deflection 0.247 in Ratio = 1233 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.694 in Ratio = 438>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination +D+L 1 0.6940 12.595 Vertical Reactions - Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.422 1.315 Overall MiNimum 0.508 0.484 O Only 0.915 0.807 +D+L 1.422 1.315 +D+0.750L 1.295 1.188 +0.60D 0.549 0.484 Max. +° Defl Location in Span - 6.0600 0.000 Values in KIPS Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the Settings menu item Project Descr - and there using the "Printing & Title Block" selection. Title Block Line 6 Pflnled 21 MAR 2017, 3:31 PM VV od Bea'' lergmeyer Misc - 20111317-005.B02 - The Shoppes at Carlsbad - Carlsbad, CA\Eng dala\Reports\317-005.b02.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3,17 aLl Description: RTU #3 Rafter - Span 25-4.5°-Spaced at 24° c/c- 2x-LVL Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 L Only 0.508 0.508 241 4.91 741 991 1241 1491 17.41 1991 2241 2491 iance (It) DOIy I +D+L 0 +D+D.15L t +1.11) f1,8D+D.7S01. 0 +D.6D 55 +D.4D Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 1 using the "Settings" menu item Project Descr: and then using the Printing & Title Block' selection. Title Block Line 6 Pnnled: 21 MAR 2017. 3:31 PM Wood Bea'' iergmeyer Misc 2017\317-005.802- The Shoppes aCadsbad - Casbad, CA\Eng dala'ileports'317-005.b02.ec6 WV ENEHCALC, INC. 1983-2017, Buiid:6.17.3.17, Ver;6.17.3.17 Description : RTLJ #3 - Rafter - Span 25-4.5° -Spaced at 24° c/c - 2x-LVL MEMBER ...> -13 241 491 741 991 1241 1491 1741 1391 2241 2491 Distance (ft) DOmly I +D+1 I +D+,7SL i +1.109D I +I.08D+.10L 0 +.6D C U- 241 4,91 141 991 1241 1491 1141 1991 2241 2491 Distance (ft) DOly I +D+[ 0 0+.15DL t +D.6DD 1 LOly B H STRUCTURAL ENGINEERING PROJECT: V C4eL40 NO: TASK: PAGE: 7 ENG: IM4 CLIENT: DATE: - / 4 - 2co b - lb 0- 2&7,4 (A L - x = c4/jf. Vc& S1CQZ-'-f C2') CIO ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 NAS w12010 Supplement [AISI SI00IS2-10] LRFD DATE: 5/23/2017 VS - Carlsbad - Catwalk Joist SECTION DESIGNATION: 600S162-33 [33] Single InDut Prooerties: Web Height = 6.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 3.00 ft Deflection Limit L1360 Dead Load = 26.7 lb/ft Load Factor 1.2 Live Load = 53.3 lb/ft Load Factor 1.6 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Check Flexure Input Flexural Bracing: None Cb = 1.14 Fe = 67.9 ksi Fy = 33.0 ksi Fe = 16.5 ksi Sc = 1.155 inA3 Sf = 1.195 inA3 Mu = 132 Ft-Lb <= Phi*Mn = 1186 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 Ibm/in Fe >= 2.78 Fy Mn = 1317 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.003 in Deflection Ratio = L/1 3059 Check Shear Vu = 176 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn = 970 lb >= Vu Check Web Crippling Ru = 176 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Phi*Rn = 227 lb >= Ru, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification LRFD DATE: 5123/2017 VS - Carlsbad - Catwalk Header SECTION DESIGNATION: 600S162-43 [33] (2) Boxed Input Properties: Web Height = 6.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in FyWith Cold-Work, Fya = Punchout Width = 1.500 in Punchout Length = Header/Beam Solver Design Data - Simple Span Header/Beam Span 11.50 ft Deflection Limit L/360 Dead Load = 30.0 lb/ft Load Factor 1.4 Live Load = 60.0 lb/ft Load Factor 1.6 Check Flexure Input Flexural Bracing: None Cb= 1.14 lyy (Box) = 1.608 in'4 J (Box) = 3.587 mM Lu = 1106.0 in Mu = 2281 Ft-Lb <= Phi*Mn = 16956 Ft-Lb 0.0451 in 0.0712 in 33.0 ksi 36.3 ksi 4.000 in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.259 in Deflection Ratio = L/532 Check Shear Vu = 794 lb Shear capacity not reduced for punchouts near ends of member Phi*Vn =4304 lb >= Vu Check Web Crippling Ru = 794 lb Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Phi*Rn = 771 lb < Ru, STIFFENERS REQUIRED 17 STUD SHEAR & TRACK SHEAR ALLOWABLE STUD SHEAR (LBS) ALLOWABLE TRACK SHEAR (LBS) Member Solid Perforated Member Solid Perforated Mmbez Solid Section Member Section Size (in) mil (ks) Section Section Size (in) mu (ksu) Section Section e Su () 1k) Size (in) mu (NOSolid 33(33) 975 399 33(33) 638 638 33(33) 1024 33(33) 622 2.5 43 (33) 1265 394 43(33) 1416 1240 25 43(33) 1356 43(33) 1377 54 (W) 2353 565 6 54(50) 2823 1947 54(50) 2563 6 54(50) 2728 68(50) 2866 519 68(50) 5350 2879 68(50) 3199 68(50) 5350 33(33) 1024 487 97(50) 10472 3806 33(33) 1024 97(50) 10885 3.5 43(33) 1739 631 33 (33)' 474 - 43(33) 1739 33(33)' 465 54(50) 3372 947 43(33) 1051 1051 54(50) 3372 43(33) 1030 68(50) 4203 897 8 54(50) 2091 2091 68(50) 4536 8 54(50) 2039 33(33) 1024 521 68(50) 4221 3367 33(33) 1024 68(50) 4087 3,625 43(33) 54(50) 1739 3372 676 1016 97(50) 43(33)' 10885 836 5938 - 3.625 43433L _i79 (50) 3372 ) 97(50) 43(33)' 10885 822 68 (W) 4370 1004 10 54(50) 1661 1661 68 tso) 470 10 54(50) 1628 97 (50) 5943 875 68(50) 3345 3345 97(50) 6622 68(50) 3261 33(33) 976 595 97 (50) 9864 7177 33(33) 940 97(50) 9507 43(33) 1739 810 54(50)' 1377 - 43(33) 1739 54(50)' 1354 4 54(50) 3372 1223 12 68(50) 2771 2771 4 54(50) 3372 12 68(50) 2713 68(50) 4871 1356 97(50) 8147 7411 68(50) 5205 97(50) 7902 97(50) 6658 1207 54(50)' 1177 - 97(50) 7337 54(50)' 1160 33(33) 699 699 14 68(50) 2365 2365 33(33) 680 14 68(50) 2322 43(33) 1550 1199 97(50) 6939 6939 43(33) 1504 97(50) 6761 5.5 54(50) 3093 1881 5.5 54(50) 2980 68(50) 5350 2532 68(50) - 5350 97(50) 9518 3026 97(50) 10197 'Web-height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. Notes far Allabfrjud1hear: I Capacities are calculated per AISI S100-2007 with 2010 supplement. 2 For perforated sections, the standard ClarkDietrich oval knockout of 1-1/7(3/4 for 2-1/7 & 3-1/2 webs) 4' is used. Complies with AISI S100-07 NASPEC with 2010 supplement. IBC 2012 Pub. No. CD-STR-TechGuide 11/12 The technical content of this literature is effective 11/1/12 and supersedes all previous information. ctarkdietrich.com Dessgn Y Fu 48.18 HWH Screws #10-16 HWH Screws e12-14 HWH Screws 1I4-14 HWH Screws M,l, (Gauge) thickness ' Is) NO Dia. r 0.16" Dia. 0.19' Ova, = 0.21' Dia. 0,24' Shear Tension Shear Tension Shear Tension Shear Tension 33(20) 00346 33 45 162 71 84 186 93 199 106 43(18) 0.0451 33 45 241 92 FM_j 109 277 121 296 138 54(16) 0.0566 33 45 333 115 370 137 389 152 416 173 50 65 333 167 467 198 562 219 600 250 68(14) 0.0713 33 45 n/a n/a 467 173 550 191 588 218 50 66 n/a n/a 467 249 667 276 849 315 97(12) 0.1017 33 45 n/a n/a 467 246 667 272 867 311 50 65 n/a n/a 467 356 667 393 867 450 118(10) 0.1242 33 45 n/a n/a n/a n/a 667 333 867 380 50 65 n/a n/a n/a n/a 667 480 867 549 97 Connections can be made using a variety of fastening options. It is critical to specify the proper fastener to ensure the proper performance of the connections in cold- formed steel construction. The most common and widely used connection methods are screw connections and weld connections. Each type of connection method has various advantages and disadvantages. Therefore, we provide data for both types so you can choose your preferred connection method. Self-Drilling Screws—externally threaded Fasteners with the ability to drill their own hole and form, or "tap:' their own internal T I threads without deforming their thread and without breaking during installation. These screws are high-strength, one- piece fasteners and are used if the connection of multiple thicknesses of 33m11 steel or thicker. One of the more common self-drilling screws is a #10-16x 5/8 HWH SD, which indicates a #10 diameter shaft, 16 threads per inch, 5/8 length, hex washer head self-drilling screw. çw Value Noj!s; 1 All values are calculated per the AlSl-NASPEC, 2007 with 2010 supplement. 2 Values are based on Buildex TEK2 HWH screw capacities. All screws must meet minimum criteria outlined- 3 Shear strength For 98, #10, #12, and 1/4' screws must be greater than or equal to 1000 lbs, 1400 lbs, 2000 lbs and 2600 lbs respectively. 4 Tension strength for #8, #10, #12, and 1/4' screws must be greater than or equal to 1545 lbs, 1936 lbs. 2778 lbs and 4060 lbs respectively. 5 The minimum head diameter For #8 screws is 1/47 The minimum head diameter for #10 and 412 screws are 318 The minimum head diameter for 1/4' screws is 1/2 6 Allowable bearing and pullover for screws must be checked if unequal material thicknesses are used. ell Fillet Welds Fillet Welds—used to make lap joints, cornerjoints and T-joint connections. As the illustration suggests, the fillet weld is roughly triangular in cross-section, although its shape is not always a right triangle or an isosceles triangle. Weld metal is deposited in a corner formed by the fit-up of the two members and penetrates and fuses with the base metal to form thejoint. Flare Welds—used tojoin rounded or curved pieces. A Flare Bevel groove weld is commonly used tojoin a rounded or curved piece to a flat piece. A Flare V groove weld is commonly used tojoin two rounded or curved parts. ALLOWABLE WELD VALUES (LBS) Design Weld (1 inch) Mils (Gauge) thickness FY (tsr) F. (ks) (n) ore Fillet Fl Groove 33(20) 0.0346 33 45 - - 43(18) 0.0451 33 45 619 544 54(16) 0.0566 33 45 822 682 50 65 1188 985 68(14) 0.0713 33 45 1082 859 50 65 1563 1241 97(12) 0.1017 33 45 1480 1226 50 65 1480 1480 118 (10) 0.1242 33 45 1808 1497 50 65 1808 1808 Flare V Flare V Flare Bevel Weld Value Notesl 1 Weld strength is given in lbs/in. 2 All values are calculated per the AISI.NASPEC, 2007 with 2010 supplement. 3 All values were based off of Fir,,> 70ks, and that F,,1,> Fu. 4 Weld values listed are based on a minimum effective throat of 0.707 times the design thickness. 5 Values are based on the weld being loaded along its length (longitudinal). 6 Using multiples of lengths shown for longer welds will result in incorrect values. 7 Transversely loaded and longer weld values can be obtained from aarkDiethch Engineering Services by calling 877-832-3206. Complies with AlSl 5100-07 NASPEC with 2010 supplement. IBC 2012 Pub, No. CD-STR-TechGuide 11/12 The technical content of this literature is effective 11/1/12 and supersedes all previous information. clarkdietrich.com KWIK-CON 11+ Concrete and Masonry Screw 3.3.15 3.3.15.3 Technical data 157 Table 1 - Tension and shear allowable loads in concrete 1,2 Nominal Nominal Ic 2.000 psi f' = 4,000 psi f', = 6.000 psi anchor embedment Tension Shear Tension Shear Tension Shear diameter in. (mm) lb (kN) lb (kN) lb (N) lb (kN) lb (kN) lb (kN) 3/16 1 100 260 125 260 185 280 (25) (0.44) (1.16) (0.56) (1.16) (0.82) (1.25) 3/16 / 6 1-3/4 275 260 295 265 325 300 (44) (1.22) (1.16) (1.31) (1.18) (1.45) (1.33) 1/4 1 190 325 240 390 275 540 (25) (0.85) (1.45) (1.07) (1.73) (1.22) (2.40) 1/4 1-3/4 425 560 625 600 650 600 (44) (1.89) (2.49) (2.78) (2.82) (2.89) (2.67) 1 Screws Installed in holes drilled with Hilti Tl<C carbide bits. 2 Allowable loads are based on a safety factor of 4. Table 2 - Tension and shear ultimate loads in concrete' Nominal Nominal P. 2,000 psi 1' 4,000 psi f' = 6 000 psi anchor embedment Tension Shear Tension Shear Tension Shear diameter in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) 3/16 1 400 1,050 500 1,050 750 1,150 (25) (1.78) (4.67) (2.22) (4.67) (3.34) (5.12) 3/1 6 1-3/4 1,100 1,050 1,180 1,070 1,300 1,200 (44) (4.89) (4.67) (5.25) (4.76) (5.78) (5.34) 1 4 / 1 760 1,300 970 1,575 1,100 2,175 (25) (3.38) (5.78) (4.31) (7.01) (4.89) (9.68) 1/4 / 1-3/4 1,700 2,250 2,500 2,400 2,600 2,400 (44) (7.56) (10.0) (11.1) (11.3) (11.6) (10.7) 1 Screws installed in holes drilled with TKC bits. Table 3 - Tension and shear allowable loads in hollow block' Nominal Nominal anchor embedment Tension Shear diameter in. (mm) lb (kN) lb (kN) 3/16 1 150 225 (25) (0.67) (1.00) 3/16 1-3/4 290 300 (44) (1.29) (1.33) 1/4 1 165 275 (25) (0.73) 1/4 1-3/4 310 400 (44) (1.38) (1.78) 1 All values for anchors installed in hollow concrete masonry with a minimum prism strength of 1,500 psi. Concrete block may be lightweight, medium- weight or normal-weight conforming to ASTM C90. 2 Screws installed In holes drilled with TKB bits. 3 Allowable loads calculated using a factor of safety of 4. Table 4 - Tension and shear allowable loads In red brick1'2 Nominal Nominal anchor embedment Tension Shear diameter in. (mm) lb (kN) lb (kN) 3/16 1 125 235 (25) (0.56) (1.05) 3/16 1-3/4 350 300 (44) (1.56) (1.33) 1/4 1 205 415 (25) (0.91) (1.85) 1/4 1-3/4 350 500 (44) (1.56) (2.22) 1 This test was performed on individual specimens ol ASTM C62 common red brick. Due to the wide variations encountered in the compressive strength of brick, these values should be considered guide values. 2 Allowable loads are based on a safety factor of 4. The anchors are installed a minimum of 12 diameters on center with a minimum edge distance of six diameters for 100 percent anchor efficiency. Spacing and edge distance may be reduced to six diameter spacing and three diameter edge distance providing values are reduced 50 percent. Linear interpolation may be used for intermediate spacing and edge margins. Combined shear and tension loading Nd Vd - + N rec Vrec 3.3.15.4 Installation instructions Installation Instructions For Use (IFU) are included with each product package. They can also be viewed or downloaded online at www.us.hilti.com (US) and www.hilti.ca (Canada). Because of the possibility of changes, always verify that downloaded IFU are current when used. Proper installation is critical to achieve full performance. Training is available on request. Contact Hilti Technical Services for applications and conditions not addressed in the IFU. Hilti. Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en español 1-800.879.5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2016 401 BH STRUCTURAL ENGINEERING PROJECT: r-(4t NO: ik TASK: PAGE: 15 ENG: A-M CLIENT: DATE: C) - 26 )eZi SVO L- /5ob kO+ S77/O 20 1-5 Based on length (Mips) Fy(ksi) (ft)Member Unbracod Length 1 1.5 2 2.5 3 3.5 4 5 6 7 8 9 ID II 12 13 14 IS 16 Il 18 19 20 362S137-33 33 2.66 2.59 2.49 2.38 2.21 2.02 1.82 1.44 1.09 0.86 0.70 0.56 0.46 0.38 0.32 0.27' 0.23' 0.20' 0.18' 0.16* 0.14' 0.13* 0.11' 3628137-43 33 3.81 3.67 3.49 3.27 3.03 2.78 2.52 2.02 1.57 1.18 0.90 0.71 0.58 0.48 0.40 0.34' 0.30' 0.26' 0.23' 020* 0.18' 0.16* 0.14' 362S137-54 50 6.88 6.62 6.22 5.66 5.06 4.46 3.89 2.79 1.93 1.42 1.09 0.86 0.70 0.58 0.48 0.41 * 0.36* 031' 0.27' 0.24' 021* 0.19' 0.17* 362S137-68 50 9.28 8.78 8.14 7.43 6.67 5.83 4.93 3.31 2.30 1.69 1.29 1.02 0.83 0.68 0.57 0.49* 0.42' 0.37' 0.32' 0.29' 0.26* 0.23* 0.21' 362S137-97 50 13,07 12.32 11.32 10.14 8.87 7.57 6.31 4.15 2.88 2.12 1.62 1.28 1.04 0.86 0.72' 0.61* 0.53* 0.46' 0.40* 0.36' 0.32' 0.29' 0.26- 362S162-33 33 3.12 3.05 2.96 2.84 2.69 2.50 2.29 187 1.47 1.14 0.91 0.75 0.63 0.53 0.46 0.41 0.37 0.33 0.30' 0.27' 0.24' 0.22' 0.20' 362S162-43 33 4.43 4.30 4.12 3.91 3.67 3.40 3.13 2.58 2.06 1.60 1.28 1.05 0.89 0.77 0.66 0.59 0.51 0.44 0.39 0.35' 0.31 - 0.28' 0,25 - 362S162-54 50 7.99 7.74 7.44 6.87 6.24 5.60 4.96 3.76 2.75 2.13 1.73 1.45 1.21 1.00 0.84 0.72 0.62 0.54 0.47' 0.42' 0.37' 0.34' 0.30- 362S162-68 50 10.79 10.31 9.68 8.95 8.16 7.31 6.46 4.92 3.70 2.94 2.28 1.80 1.46 1.20 1.01 0.85 0.74 0.65' 657 0.50' 0.45' 0.40' 0.36' 3626162-97 50 15.24 14.50 13.58 12.55 11.48 10.43 9.43 7.30 5.21 3.83 2.93 2.32 1.88 1.55 1.30 1.11 0.96 0.83' 0.73' 0.65' 0.58' 0.52' 0.47' 7 362S200-33 33 3.41 3.35 3.26 3.15 3.02 2.88 2.72 2.35 1.96 1.53 1.21 0.99 0.82 0.69 0.59 0.52 0.46 0.41 0.37 0.33 0.30 0.28 0.26' " 362S200-43 33 5.12 5.03 4.88 4.70 4.47 4.20 3.90 3.28 2.68 2.12 1.66 1.35 1.13 0.96 0.83 0.73 0.66 0.59 0.54 0.50 0.46 0.43 0.40' 3628200-54 50 8.79 8.62 8.41 8.12 7.70 7.02 6.30 4.90 3.62 2.75 2.18 1.79 1.51 1.31 1.15 1.03 0.93 0.85 0.78 0.72 0.68 0.62 0.56' 362S200-68 50 12.43 12.11 11.64 10.87 10.02 9.12 8.15 6.30 4.72 3.64 2.94 2.46 2.11 1.85 1.65 1.50 1.37 1.21 1.06 0.94 0.84 0.75' 0.68' 362S200-97 50 18.07 17.33 16.37 15.26 14.06 12.82 11.61 9.35 7.44 5.96 4.98 4.30 3.58 2.96 2.49 2.12 1.83 1.59 lAO 1.24 1.11 0.99' 0.90' 362525043 33 5.25 5.16 5.04 4.89 4.71 4.51 4.29 3.80 3.15 2.49 1.95 1.57 1.30 1.09 0.94 0.82 0.73 0.65 0.59 0.53 0.49 0.45 0.42 362S250-54 50 9.00 8.77 8.46 8.08 7.63 7.13 6.64 5.67 4.25 3.20 2.51 2.04 1.70 1.45 1.26 1.11 0.99 0.90 0.82 0.75 0.70 0.65 0.61 362S250-68 50 12.44 12.16 11.78 11.32 10.80 10.00 9.13 7.36 5.46 4.15 3.30 2.72 2.30 1.99 1.75 1.57 1.42 1.30 1.19 1.11 1.04 0.98 0.92 362S250-97 50 19.64 18.98 18.14 17.19 16.24 14.88 13.43 10.69 8.30 6.50 5.32 4.50 3.91 3.47 3.12 2.84 2.62 2.43 2.27 2.13 1.96 1.76 1.59 400S137-33 33 2.69 2.62 2.53 2.42 2.27 2.09 1.90 1.52 1.16 0.91 0.72 0.58 0.48 0.39 0.33 0.28' 0.24' 0.21' 0.19' 0.17' 0.15' 0.13' 0.12' 400S137-43 33 3.86 3.73 3.56 3.36 3.13 2.88 2.63 2.13 1.62 1.23 0.95 0.75 0.61 0.50 0.42 0.36' 0.31 * 0.27' 024' 0.21 • 0.19' 0.17' 0.15' 4008137-54 50 6.99 6.74 5.39 5.85 5.28 4.68 4.04 2.85 2.03 1.49 1.14 0.90 0.73 0.60 0.51 0.43' 0.37* 0.32' 0.28' 0.25' 0.23' 0.20' 0.18' 400S137-68 50 9.51 9.04 8.44 7.70 6.89 6.04 5.18 3.47 2.41 1.77 1.35 1.07 0.87 0.72 0.60' 0.51 • 0.44' 0.39' 0.34' 0.30' 027' 0.24' 0.22' 4008137-97 50 14.09 13.24 12.13 10.84 9.45 8.03 6.66 4.35 3.02 2.22 1.70 1.34 1.09 0.90 0.76' 0.64' 0.56' 0.48' 0.42 0.38' 0.34' 0.30' 0.27' 400S162-33 33 3.15 3.08 3.00 2.89 2.75 2.58 2.39 1.99 1.60 1.25 1.01 0.83 0.70 0.61 0.53 0.46 0.41 0.36 0.32' 028' 0.25' 0.23' 0.21' 400316243 33 4.49 4.37 4.20 4.01 3.78 3.54 3.28 2.75 2.24 1.78 1.45 1.20 1.01 0.86 0.73 0.62 0.53 0.47 0.41' 0.36' 0.32' 0.29' 0.26' 4005162-54 50 8.10 7.88 7.59 7.10 6.51 5.90 5.28 4.10 3.10 2.43 1.96 1.57 1.27 1.05 0.88 0.75 0.65 0.56' 0.50' 0.44' 0.39' 0.35' 0.32' 4005162-68 50 11.03 10.58 10.00 9.32 8.58 7.80 7.03 5.56 4.21 3.11 2.38 1.88 1.53 1.26 1.06 0.90 0.78 0.68' 0.60' 053' 0.47' 0.42' 0.38' 4003162-97 50 16.31 15.59 14.68 13.64 12.55 11.45 10.21 7.69 5.47 4.02 3.07 2.43 1.97 1.63 1.37 1.16 1.00 0.87' 0.77' 0.68' 0.61' 0.55* 0.49' 400S200-33 33 3.44 3.38 3.30 3.20 3.09 2.96 2.81 2.48 2.12 1.71 1.36 1.11 0.93 0.80 0.69 0.60 0.53 0.47 0.42 0.36 0.35 0.32 0.30' 400820043 1 33 5.17 5.09 4.96 4.80 4.60 4.35 4.08 3.50 2.92 2.38 1.91 1.57 1.31 1.11 0.96 0.84 0.75 0.68 0.62 0.56 0.52 0.48 0.45' 400S200-54 50 8.89 8.75 8.55 8.32 793 7.40 6.72 5.37 4.13 3.20 2.53 2.07 1.75 1.50 1.32 1.17 1.06 0.96 0.88 0.81 0.72 0.65' 0.59' 400200-68 50 12.56 12.37 12.00 11.30 10.52 9.68 8.82 7.12 5.50 4.22 3.39 2.83 2.42 2.11 1.88 1.69 1.45 1.27 1.11 0.99 0.88 0.79' IL 71' 400S200-97 50 19.17 18.46 17.55 16.47 15.29 14.07 12.84 10.51 8.49 6.83 5.68 4.63 3.75 3.10 2.61 222 1.91 1.67 1.47 1.30 1.16 1.04' 0.94' 400S250-43 33 5.30 5.22 5.12 4.99 4.83 4.66 4.46 4.01 3.47 2.84 2.27 1.85 1.54 1.29 1,11 0.97 0.85 0.76 0.69 0.62 0.57 0.53 0.49 400S250-54 50 9.12 8.92 8.65 8.31 7.91 7.47 6.98 6.15 4.94 3.78 2.98 2.41 2.01 1.71 1.48 1.30 1.16 1.04 0.95 0.87 0.80 0.75 0.70 400S250-68 50 12.67 12.42 12.09 11.69 11.22 10.59 9.82 8.37 6.49 4.92 3.90 3.20 2.69 2.32 2.03 1.81 1.63 1.49 1.37 1.27 1.19 1.11 1.05 4005250-97 50 20.74 20.13 19.33 18.41 17.45 16.34 14.92 12.15 9.68 7.61 6.20 5.22 4.51 3.98 3.58 3.25 2.99 2.77 2.59 2.30 2.05 1.84 1.66 1 Listed axial loads marked with""' indicate the KUr> 300. 2 Listed axial loads marked with "ws' indicate that h/t >200. This indicates that web stiffeners are required to prevent web crippling at points of concentrated loads, 3 Listed capacities are calculated per AISI-NASPEC S100-2007 with 2010 supplement. Pub. No. CD-STR-TechGuide 11/12 Complies with AISI S100-07 NASPEC with 2010 tupplement. IBC 2012 The technical content of this literature is effective 11/1/12 and supersedes all previous information. clarkdietrich.com 56