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1923 CALLE BARCELONA; 142; CB133031; Permit
02-13-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: Building Inspection Request Line (760) 602-2725 CBI 33031 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 1923 CALLE BARCELONA CBADSt: 142 Tl Sub Type: COMM 2550120400 Lot #: 0 $143,431.68 Construction Type: 58 Reference # MADEWELL: SAME 3,864 SF RETAIL TO Status: Applied: Entered By: Plan Approved: Issued: Inspect Area Pian Check #: ISSUED 12/10/2013 JMA 02/13/2014 02/13/2014 Applicant: TASIA KALLIES STE 450 111 W WASHINGTON ST CHICAGO IL 60602-2817 312-260-7090 Owner: T-C FORUM AT CARLSBAD LLC C/O TI/\A-CREF 4675 MACARTHUR CT #1100 NEWPORT BEACH CA 92660 Building Permit $868,10 Meter Size Add'l Building Permit Fee $0.00 Add'i Reel. Water Con. Fee $0.00 Plan Check $607.67 Meter Fee $0.00 Add'l Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $30.12 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $47.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $147.00 Other Building Fee $0.00 MECHANICAL TOTAL $65.56 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0,00 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $4.00 HMP Fee ?? Fire Expedidted Plan Review $340,00 Green Bldg Standards Plan Chk ?? TOTAL PERMIT FEES $2,109.45 Total Fees; $2,109.45 Total Payments To Date: $2,109.45 Balance Due: $0.00 Inspector FINAL Date . APPROVAL/ Clearance; NOTICE: Please tal<e NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this pennit was issued to protest imposition of these fees/exactions. If you protest them, you must follovK 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 attacih, 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 vou have previousiv been given a NOTICE similar to this, or as to which the statute of limitations has previousiv othenwise expired, THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: • EfPL PLANNING NGINEERING BBffiLDING aflRi •HEALTH nHAZMAT/APCD ''^J^ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave,, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca,gov www.carlsbadca.gov Plan Check No. 0(3 [^^603 ( Est. Value if (^3, M: ^2- Plan Ck. Deposit Datef^/t^/f^ APN SWPPP JOB ADDRESS 1923 Calle Barcelona SUITE«/SPACE*/UNIT* 142 CT/PROJECT # # OF UNITS # BEOROOMS # BATHROOMS 2 existing TENANT BUSINESS NAME Madewell CONSTR, TYPE IB M DESCRIPTION OF WORK: Inc/ude Square Feet of Affected Area(s) Tenant build-out and storefront glazing work for new retail store at The Forum at Carlsbad. Existing space 3,864 SF. No change of occupancy. EXISTING USE Retail PROPOSED USE Retail GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES|~1# NOfTI AIR CONDITIONING YES I |NO| I FIRE SPRINKLERS YESflNOrTI APPLICANTNAME (Primary Contact) Tasia Kallies APPLICANTNAME ^Secondary Contact) Nuraldiin Singh ADDRESS 111 West Washington Street, Suite 450 ADDRESS 122 West 27th Street, 4th Floor CITY Chicago STATE IL ZIP 60602 CITY New York STATE NY 10001 PHONE 312-260-7090 FAX 312-407-7915 PHONE (212) 647-0011 EMAIL TKaHles^.Burnhamnationwide.com EMAIL nuraldiins@hbcarch.com PROPERTY OWNER NAME L.A. Forum Carlsbad, LLC ADDRESS CONTRACTOB BUS. NAME ^ /I ... ii 1905 CALLE BARCELONA. STE 200 CITY -CITY CARLSBAD STATE CA ZIP 92009 STATE^ ZIP PHONE 760) 613-3783 FAX 'm^i gij^ \yu^ <hS2^ EMAIL ARCH/DESIGNER NAME&ADDRESS Raffaele Castelli C-25565 .lAltLlU.ff * * (Sec. 7031.5 Business and Professions Code: Any City or County wtiicti requires a permitto construct, alter, improve, demolisti or repair any structure, prior to its issuclic#also r applicantfor such permitto file a signed statement that he is licensed pursuant to the provisions ofthe Contractor's License Law (Chapter 9, commending with Section 'JDOO of Division 3 of T_ Business and Professions Code} or that he is exempt therefrom, and the basis forthe alleged exemption. Any violation of Section 7031.5 by any applicantfor a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). WORKERS' COMPENSATION Workeis' Compensation Declaration: / hereby affirm under penalty of perjury one of the foiiowing declarations: I have and will maintain a certiflcate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Latxir Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as reguired bv Section 3700 of the Labor Code, for the perfomiance of the work for which this pemiit is issued. My workers' compensation insiuapce canierand policy niimherare: lnsuranceCo.^^'*'fe^ CwA.^«»N.'S^CPr>i, ^^^^Ji^ PoIicvNo ( 0?^(^t| ?PC'/<^ Expiration Date/ f | ^1*^ This section need not be completed if the permit is for one hundred dollars ($100) or less. Cp^ Certificate of Exemption: I certify that in the perfomiance ofthe 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 Califomia, WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to ttie cost of compensation^^ilarnages as providji^o^ Section 3706 of the Labor code, interest and attomey's fees. .^ef CONTRACTOR SIGNATURE ^—''^C-' ™ QAGENT DATE OWNER-BUILOER DECLARATION / hereby affimi that I am exempt from Contractor's License Law for the foiiowing reason: I I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the stnicture is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Ucense Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale), I I 1, as owner of the property, am exclusively conlracling with licensed contractors to constnict the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply lo an owner of praperty who builds or improves thereon, and contracts for such prajects with contractor(s) licensed pursuant to the Contractor's Ucense Law), I I I am exempt under Section Business and Professions Code for this reason: 1,1 personally plan to provide the major labor and materials for construction of the proposed property improvement, QVes I INO 2.1 (have / have not) signed an application for a building pemiit for the proposed work, 3,1 have conlracted with the following person (finn) to provide the proposed constmction (include name address / phone / contractors' license number): 4,1 plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number): 5,1 will provide some of the work, but I have contracted (hired) the following persons to provide the wori< indicated (include name / address / phone / type of work): ^PROPERTY OWNER SIGNATURE •AGENT DATE COMPtETE THIS SECTION FOR NON-RESi0ENTiAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes No Is the applicant or future building occupant required to obtain a pemiit fram the air pollution conlrol district or air guality management district? Yes No Is the facility to be constmcted within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFiCATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DlSTRiCT. CONSTRUCTION LENDING AGENCY I hereby affinn that there is a construction lending agency for the performance of the work this pemiit is issued (Sec. 3097 (i) Civil Code), Lender's Name Lender's Address iiA t„P LICANT CERTIFICATION I certify that I have read the applkatnn and state ttiat the above infoimation Is conectand tliatthe intbimation on the pians is accurate. I agree to comply with ail Cify ordinances and State iaws relating to buiiding constmctkin. I hereby authorize representative of the Cify of Cailsbad to enter upon the above mentioned property for inspeclion purposes. I ALSO AGI^E TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABILmES, JUDGMENTS, COSTS AND EXPENSES WHIGMVAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA: An OSHA pemiit is required fbr excavations over 5'ffdeep and d EXPIRATION: Every permit issued by the BuiidiifaPffieiarurSntie p 180 days from the date of such pemiit orlthelpding or ^iBftTaulhori; In or constmction of stmctures over 3 stories in height. Code shall expire by limitation and become null and void if the building or v«rt( authorized by such penmit is not commenced within pemiit is suspended or abandoned at any time after the vwik is commenced for a period of 180 days (Section 106,4.4 Uniform Building Code), DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final Inspection. Fax (760) 602-8560, Email buildinQ(S)carlsbadca,gov or Mail the completed form to City of Carisbad, Building Division 1635 Faraday Avenue, Cartsbad, Califomia 92008, C0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC, No, DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg 1) MAILTO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg 1) MAIL / FAX TO OTHER: ASSOCIATED CB#- NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION ^ef APPLICANT'S SIGNATURE DATE Inspection List Permit*: CB133031 Type: Tl COMM Date Inspection Item 04/15/2014 89 Final Combo 04/14/2014 89 Final Combo 04/14/2014 89 Final Combo 04/10/2014 85 T-Bar 04/09/2014 29 Final Plumbing 04/09/2014 39 Final Electrical 04/09/2014 49 Final Mechanical 03/05/2014 34 Rough Electric 03/03/2014 17 Interior Lath/Drywall 02/26/2014 14 Frame/Steel/BoltingA/Veldin 02/26/2014 34 Rough Electric 02/24/2014 14 Frame/Steel/Bolting/Weldin 02/19/2014 21 Underground/Under Floor 02/19/2014 24 Rough/Topout 02/19/2014 24 Rough/Topout Inspector PD PD PD PD PD PD PD PD PD PD PD Act AP Rl NS AP Rl Rl Rl AP AP AP AP AP AP AP AP MADEWELL: 3,864 SF RETAIL TO SAME Comments LATE PM, FIRE IN THE AM Wednesday, April 16, 2014 Page 1 of 1 INSPECTION RECORD CARLSBAD Building Diuiwon H INSPECTION RECORD CARD WITH APPROVED PtANS MUST 8E KEPT OH THE JOB a CALL BEFORE 3;30j(|n FOR JMEXT WORK DAY INSPECTION a mn BrntomG INSPECTION cMtv. 760-602-2725 OR GO TO: mm£MM..Mm.m;g/3MMm AfiO CLICK ON "Reqyest lns|sect1on*' DATE: CB1330S1 142 1^23 CALLE 3AMi i I COMM TASiA KALLIES RECORD COPY IF IPV ou Hf " IS CHECKED BELOW THAT DIVISION S APPROVAL IS REQUIRED EE«Qa.TO.i kVE ANY QUESTIONS PLEASE CALL THE APPLtCASLB DIVISIONS AT THE if-."-''- -'r^yr-l * CHEO IRED APPROVALS ARE SIONEO OFP- PAX TO 760«602-8S6O. EMAIL iN A COPY Of THIS CARD TO: 1635 FARADAY AVE,. CARLSBAD. C AT 760-602-2700 BETWEEN 7:30 AM - 8:00 AM THE DAY OF YOU R INSPECTION. NO YES Required Priorto Requesting Buiiding Final If Checked YES DMc Inspector Notes j Ptarining/Landscape 760-944~8463 Allow 48 hours CM&{ {Engineering inspectionst 760-438-389} Call before 2 pro Fire Preverftfon 760-60Z-4660 Allow 48 hours - ~- Type of Irjspection Wilfi'ii'H"——~ «11 fOUNDATIOK Date Inspector J»12 REINFORCED STER _ #66 mhSQUm PREeROUT_ _ 'O SROui O WALi BRAIRS »10 TUT PANELS ill ifOWRSTRIfS _ #IS ROOFSHEATHI^i EXT.SHEAKPAHELS #18 IHSmATign "'"#t8 EggRI01HUTH_ #17 lHTS«l0RiATH&0RyWAU._ #51 PO?tKCVSTEEl/^^ JK "pREI»USTi«/gNAt^_^_ "#5 fimt PLUMBING #22 aSBVERSBMCO^^gji/Jl #24 TOPOUT PWASTE avwi #31 • ELECIRtC UNDeRGROUNO C UrtS^ #34 JROUIH ElECTRIC^ »33 • ElECTRICSEiviCEJD TEWO^ "™0TOV^ ! #39 FINAL Date Inspector #41 UNDERGROUND OUCTS & PIPING REF. PIPING #44 #43 "•OUCT&PIEWM HEAT-AIR COND. SYSTEMS #81 UN^ERQMUNJ ai42,21,31) mz wvwAajSwTH,^^^ Date Jmpcctor #84 FRAMEROUGHCOMBOil4,24.M.44> iSS T-Bar (14,24,34,44) _ »89'''?lN'El)CCUPANCY|i3,29''.39,4sT Date I—J", J, .,it:_. Inspector #S» PRE-COHSTRDCTION MEETING #603 FOLLOW yPINSPECTIOH #60S NOTICETO CLEAN #607 WRITTEN WARNING #609 NOTICE OF i/tflUT(ON #«1G VER8At;WA«NWG F/A FINAL FIXED EKTlNeUISHING SVSTEM ROUGHJN^ FixEB rome sysTEM im^^ FIXEO SXTINBUISHINQ SYSTEM FtML MI01CAL6AS PRESSURETiST_^ MEDICAL GAS FIMAL SiJ 8ACIC FOR SreCIAi^iOTES EsGil Corporation In Partnersfiip witfi government for (BuiCding Safety DATE: 2/7/2014 JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-3031 SET: III PROJECTADDRESS: 1923 Calle Barcelona PROJECT NAME: Madewell T. I. XI The plans transmitted herewith have been correcteci where necessary and substantially comply with the jurisdiction's building codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I 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. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA • EJ • MB • PC log 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnersfiip witfi government for (BuiCding Safety DATE: 2/6/2014 • APPLICANT yd' JURIS. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-3031 SET: II PROJECTADDRESS: 1923 Calle Barcelona PROJECT NAME: Madewell T. I. I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: Tasia Kallies I I 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: Tasia Kallies Telephone #: 312-260-7090 Date contacted: 7(C^ (by:)Y^ ) Email: tkallies(gburnhamnationwide.com Fax #: ^'^Mail Telephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA • EJ • MB • PC 1/30 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 13-3031 2/6/2014 NOTE: Tlie items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 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: 1. 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. 2. Bring one 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. 1. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2010 California Building Code, which adopts the 2009 IBC, 2009 UMC. 2009 UPC and the 2008 Ni£. (Revise the note on sheet A-0.0) 3. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 REMODELS. ADDITIONS AND REPAIRS 1. When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all ofthe requirements for new buildings, per Section 1134B.2. These requirements apply as follows: The area of specific alteration, repair or addition must comply as "new" construction. A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. City of Carlsbad 13-3031 2/6/2014 Existing sanitary facilities that serve the remodeled area must be shown to comply with all accessibility features. Sheet A-0.1 shows 18" strike edge for door. Sheet A-1.0 do not show 18" strike edge for door 2 into exit access. SINGLE ACCOMMODATION FACILITIES 3. Doors shall not swing into the clear floor space required for anv fixture but may swing into that portion of the maneuvering space which does not overlap the required clear floor space. Maintain the required clearances at the lavatory/water closet without the entry door swinging into those areas. Section 1115B.3.2.2. The enlarge bathroom plan on sheet A-4.1 shows the bathroom door swing into the 30"x48" clear space for the lav. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please brieflv 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: • Yes • 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 periderm 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. END OF DOCUMENT EsGil Corporation In Partnersfiip witfi government for (BuiCding Safety DATE: 12/19/2013 • JURJj JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-3031 SET: I PROJECTADDRESS: 1923 Calle Barcelona PROJECT NAME: Madewell T. I. I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I 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. I I 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. I I 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: Tasia Kallies I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IX EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tasia Kallies Telephone #: 312-260-7090 Date contacted: ^z/^o^(5> (by: f::^^) Email: tkallies(gburnhamnationwide.com Fax #: (^Mall ^Telephone^ Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA • EJ • MB • PC 12/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 City of Carlsbad 13-3031 12/19/2013 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLANCHECKNO.: 13-3031 JURISDICTION: City of Carlsbad OCCUPANCY: M USE: retail TYPE OF CONSTRUCTION: I-B? V-B ACTUAL AREA: T. I. 3846 sf ALLOWABLE FLOOR AREA: STORIES: 1 HEIGHT: SPRINKLERS?: Y OCCUPANT LOAD: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/12 DATE INITIAL PLAN REVIEW COMPLETED: 12/19/2013 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 2010 CBC, which adopts the 2009 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 2009 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 for 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 13-3031 12/19/2013 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: 1. 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. 2. Bring one 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. 1. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2010 California Building Code, which adopts the 2009 IBC, 2009 UMC, 2009 UPC and the 2008 NEC. (Revise the note on sheet A-0.0) 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: • Type of Construction V-B. The type of construction more likely to be V-B not I-B 3. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. . ADDITIONAL 4. Submit energy form LTG-3C or PERF-1 to show how you arrive at allowable lighting load. 5. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 6. 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 brieflv 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: • Yes • No City of Carlsbad 13-3031 12/19/2013 7. 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 periderm 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. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 • REMODELS. ADDITIONS AND REPAIRS 1. When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion ofthe building affected, is required to comply with all of the requirements for new buildings, per Section 1134B.2. These requirements apply as follows: a) The area of specific alteration, repair or addition must comply as "new" construction. b) A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. c) Existing sanitary facilities that serve the remodeled area must be shown to comply with all accessibility features. d) Existing drinking fountains (if any) must be shown to comply with all accessibility features. e) Existing public telephones (if any) must be shown to comply with all accessibility features. SINGLE ACCOMMODATION FACILITIES 2. Show that the water closet is located in a space, per Section 1115B.3.2.3, which provides: (Please dimension the new bath room to show the door comply with the requirement.) a) A clear space at the water closet in compliance with Section 1115B.4.1, Item 2 (this prohibits any fixtures from encroaching into the clear space at the rear wall). b) A clear space in front of the water closet measuring 60" wide by 48" in front. Section 1115B.4.1.2. See the following figures: City of Carlsbad 13-3031 12/19/2013 60'MIN. CENTERLINE OF FIXTURE 16"-18" CENTERLINE OF FIXTURE 18" MIN. FLUSH ACTIVATOR ON WIDE SIDE mm mmtnomspm Doors shall not swing into the clear floor space required for any fixture but may swing into that portion of the maneuvering space which does not overlap the required clear floor space. Maintain the required clearances at the lavatory/water closet without the entry door swinging into those areas. Section 1115B.3.2.2. DRINKING FOUNTAINS 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 City of Carlsbad 13-3031 12/19/2013 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 inches in depth from the front edge ofthe fountain. A side approach drinking fountain is not acceptable. Section 1117B. 5. 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 1117B. 6. Note on the plans that the drinking fountain(s) will comply with all applicable Title 24 provisions (bubbler height, etc.). • COUNTERS AND TABLES 7. Where fixed or built-in counters or tables are provided for the public, and in general employee areas, 5% (but never less than one) must be accessible. Section 1122B.1. (Cashwrap?) 8. The tops of tables and counters shall be 28" to 34" from the floor. Where a single counter contains more than one transaction station, such as a bank counter with multiple teller window or a retail sales counter with multiple cash register stations, at least 5% (but never less than one of each type of station) shall be located at a section of counter that is at least 36" long and no more than 28" to 34" high. Section 1122B.4. 9. Where counters are used for distribution of goods/services, or have cash resisters, at least one of each type shall have a portion of the counter which is at least 36" in length with a maximum height of 34 inches. Section 1122B.5. • GROUP M OCCUPANCIES 10. Show or note that the proposed general sales, display and office areas are accessible, per Section 1110B.1, as follows: a) All point-of-sale machines, used by customers for the primary purpose of executing transactions between the business entity and the customer shall comply with Section 1117B.7 for ATM and point of sale machines. END OF DOCUMENT City of Carlsbad 13-3031 12/19/2013 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLANCHECKNO.: 13-3031 PREPARED BY: David Yao DATE: 12/19/2013 BUILDING ADDRESS: 1923 Calle Barcelona BUILDING OCCUPANCY: M TYPE OF CONSTRUCTION: I-B BUILDING PORTION AREA (Sq.Ft.) Valuation Multiplier Reg. Mod. VALUE ($) T.I. 3864 per city 143,432 Air Conditioning Fire Sprinklers TOTAL VALUE 143,432 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance • $868.10 Plan Check Fee by Ordinance Type of Review: n Repetitive Fee ^1 Repeats • Complete Review • Other j—j Hourly EsGil Fee • Structural Only Hr. @ * $564.27 $486.14 Comments: Sheet 1 of 1 macvalue.doc + CITY Of CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov DATE: 12/18/13 PROJECT NAME: T.I. PROJECTID: PLAN CHECK NO: CB133031 SET#: ADDRESS: 1923 CALLE BARCELONA APN: ^ This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes ^ No You may also have corrections from one or more ofthe divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. ^ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: tkallies@burnhamnatlonwlde.com For questions or clarifications on the attached checklist please contact the foiiowing reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Rulz@carlsbadca.gov 1 I Linda Ontiveros 760-602-2773 Linda.Ontiveros@ca risbadca.gov 1 Cindy Wong 760-602-4662 Cvnthla.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Domlnic.Fierl@carlsbadca.gov Remarks: PLAN CHECK PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 12/19/13 PROJECT NAME:Madewell tenant improvement PROJECT ID: PLAN CHECK N0:CBi33O3i SET#J ADDRESS: 1923 Calle Barcelona APN: 255 012-04 VALUATION: $143,432 APPLICANT CONTACT: tkallies@burnhaninationwide.eom X Ths plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspe ction by the Construction & Inspection Division is required: Yes No X ^ For status from a division not marked below, please call 760-602-2719 This plan check review is NOTCOMPLETE Items missing or incorrect are Usted on the attached checklist. Please resubmit amended plans as required. LAND DEVELOPMENT ENG. 760-602-2750 < ' • • .'ca.gov , 760-602-^2741 Kathieen.Lawrence@carlsbadca.gov < 760-602-4663 ; Gregory.RyarKffcarlsbadca.gov f gov V/ Linda Ontiveros 760-602-2773 Linda.Qntiveros@carlsbadca.gov Cindy Wong ' 7604502^4662 ; Cviithia.VVong#carSsbadca.gov ; Do 7604-024664 OorTHriic.Ficri'a-carisbadca.gov Remarks: CiTY OF CARLSBAD PLAN CHECK REVIEW/) TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov •Qi DATE: 02/12/14 PROJECT NAIVIE: Madewell PROJECTID: PLAN CHECK NO: cbl33031 SET#: II ADDRESS: 1923 calle Barcelona ste 142 APN: ^ This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required ^ ves • No Q This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: tkallies@burnhamnattonwide.com (hard copy sent via USPS) You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checi<iist please contact the foiiowing reviewer as marked: PLANNING 76O602-4610 ENGINEERING 760602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Ciiris.Sexton@carlsbadca.gov 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 I Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov X Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: ***SLiP SHEET shall be completed on 2/18/14 per Tasia of Burnham Nationwide. *** **APPROVED: Page 1 of2 THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. ***Bubble All Changes*** 1. Door # 2. Indicate on door schedule that this is a 1 hour rated door with self-closure. 2. Door #5 Indicate on door schedule that this is a 1 hour rated door with self-closure. 3. Sheet A-1.0: Relocate FE to meet the followmg NFPA 10 requirements: Indicate Fire Extinguisher locations. Fire Extinguishers shall be located in conspicuous locations, readily accessible, and along normal paths of travel and in compliance with NFPA 10 standards. CFC 906 and 906.5. Not behind doors or in corners. 4. Sheet A-1.2/A-4.2: Place the following note along the wall In the exit access elevation: "NO STORAGE OF COMBUSTIBLE MATERIALS ALLOWED" - California Fire Code 315.3.2, 2013 edition." shall be added along walls in exit corridor. 5. Provide MOE as it relates to furniture plan (also not provided). Show that the EM lighting provided meets the following requirement. Not as a note but show the lighting on electrical and/or plans. The means of egress, including the exit discharge, shall be illuminated at all times the space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1-foot candle at the walking surface. CFC 1006.2,2013 edition. Both existing and new exit signs shall be illuminated internally or externally at all times. Illumination shall be provided by emergency back up power for a duration not less than 1 1/2 hours in case of power failure. Indicate on reflective ceiling AND electrical sheets. CFC 1006.3,2013 edition. Page 2 of2 Carlsbad Fire Department Plan Review Requirements Category: TI, COMM Date of Report: 02-12-2014 Reviewed by Name: Address: TASIA KALLIES STE 450 111 W WASHINGTON ST CHICAGO IL 60602-2817 Pennit #: CBI33031 Job Name: MADEWELL: 3,864 SF RETAIL TO Job Address: 1923 CALLE BARCELONA CBAD St: 142 ¥ivrr'r>A/fPi'*Lii| L i i || m j^pyf submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine complianc^J^i iriiiwiiTrfllCgBlglxjcle^ review carefully all comments otto^v.»H Pig^<^t;a^»«Mfft'tfK^ftT-.^ »^^^oooi-^. pl nth' n 11'-' I ^'"l"*'!""^! fj Cpti "n ^ with changes "clouded", to this office for rp vi am) • iT[Tprn va i Conditions: Cond: CON0006997 [NOT MET] ***Bubble All Changes*** 1. Door # 2. Indicate on door schedule that this is a 1 hour rated door with self-closure. 2. Door #5 Indicate on door schedule that this is a 1 hour rated door wdth self-closure. 3. Sheet A-1.0: Relocate FE to meet the following NFPA 10 requirements: Indicate Fire Extinguisher locations. Fire Extinguishers shall be located in conspicuous locations, readily accessible, and along normal paths of travel and in compliance with NFPA 10 standards. CFC 906 and 906.5. Not behind doors or in comers. 4. Sheet A-1.2/A-4.2: Place the following note along the wall in the exit access elevation: "NO STORAGE OF COMBUSTIBLE MATERIALS ALLOWED" - Califomia Fire Code 315.3.2, 2013 edition." shall be added along walls in exit corridor. 5. Provide MOE as it relates to fumiture plan (also not provided). Show that the EM lighting provided meets the following requirement. Not as a note but show the lighting on electrical and/or plans. The means of egress, including the exit discharge, shall be illuminated at all times the space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1-foot candle at the walking surface. CFC 1006.2,2013 edition. Both existing and new exit signs shall be illuminated intemally or externally at all times. Illumination shall be provided by emergency back up power for a duration not less than 1 1/2 hours in case of power failure. Indicate on reflective ceiling AND electrical sheets. CFC 1006.3,2013 edition. Entry: 02/10/2014 By: cwong Action: CO Cond: CON0007004 [MET] ***SLIP SHEET shall be completed on 2/18/14 per Tasia of Burnham Nationwide.*** ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 02/12/2014 By: cwong Action: AP BLDG. DEPT COPY RECOMMENDED FOR APPROVAL Daryl K. James & Associates, Inc. Checked by: ROBERT SCOTT 205 Colina Terrace Date: Februarv 3. 2014 V7sfa, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Tasia Kallies JURISDICTION: Carlsbad Fire Department PROJECT NAME: Madewell Retail Store PROJECT ADDRESS: 1923 Calle Barcelona PROJECT DESCRIPTION: CB13-3031, 3,864[t] Tl of existing tenant space: provide mercantile space with sales floor, stock room, office and restroom. This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. COMMENTS - Additional comments made shall be generated by response on revised set and Clouded A-0.0 -Provide the Following List of Applicable Codes in Code Information: 2010 California Building Code based on the 2009 International Building Code 2010 California Fire Code based on the 2009 International Fire Code 2010 California Electrical Code based on the 2008 National Electrical Code 2010 California Mechanical Code ...based on the 2009 Uniform Mechanical Code 2010 California Plumbing Code based on the 2009 Uniform Plumbing Code 2010 California Energy Code -Add Scope: Provide a descriptive scope of demolition, construction and alteration for this project. A-0.0 -Revise Deferred Submittals: Provide the foiiowing list of Deferred Submittals Fire Sprinkler System 2010 CFC 903 and 2010 NFPA 13 A-1.0 Revise Note #1 under construction key notes to read: The type, rating and number of fire extinguishers shall comply with 2010 CFC, section 906.3. A minimum of three fire extinguishers rated at 2A-10BC are required for sales floor, rear sales and stockroom/breakroom areas. One fire extinguisher rated at minimum 2A-10BC shall be installed in stock/shipping room and one fire extinguisher provide for office/breakroom/exit corridor area. All fire extinguishers shall be mounted in accessible and visible location, not to exceed 5 feet to top of extinguisher, above finished floor. CFC 906. D1.0 Provide note: All demolition work shall be in accordance with CFC Chapter 14 Provide Note: The demolition contractor shall contact Carlsbad Fire Department prior to taking existing fire sprinkler system out of service, if system will be out of service overnight. Relocation of fire sprinklers in existing space requires Carlsbad Fire Dept. approval. A-1.2 and A5.0 Add Note: All finish materials, including carpet, fabric curtains and bulletin boards, shall be in compliance with 2010 CBC Chapter 8 and meet required flame spread and smoke developed ratings. A-2.0 Revise fire sprinkler note to read: Any work performed on fire sprinkler system shall be completed by a C- 16 licensed fire protection contractor and shall comply with 2010 CFC and 2010 NFPA 13. No work shall be performed without approved fire department plans A-8.0 -Add Note to Door & hardware notes as follows: A sign shall be provided above main entry doors above the door that reads -,This Door to Remain Unlocked When Building is Occupied will be provided, or verify if sign is existing. CBC 1008.1.9.3 -Add Note: Indicate All doors equipped with panic hardware. CBC 1008.1.10 -Add Note: All doors shall be openable from the egress side without the use of a key or special knowledge or effort. -Revise door hardware legend for door 'D', leading from exit access to building exterior. This door is not allowed to have a keyed lock. Note that Panic hardware is required and provide type of hardware (pushpad or bar) and show mounting height of hardware on door. E-2.1 -Add Note: Means of egress illumination level shall be not less than 1-foot candle at the walking surface and equipped with minimum 90 minute battery backup where required. CBC1006. -Add Note:Exit signs shall be illuminated at all times and equipped with minimum 90 minute battery backup. CBC 1011.5.3 E-2.1 -Add note: the means of Egress shall be illuminated at all times building space is served, in accordance with CA. Building Code, Section 1006.1; 1006.2. and 1006.3. -Add Note: A photometric plan of all occupied areas, that demonstrates compliance with CBC 1006 will be provided upon request by the Carlsbad Fire Dept., Deputy Fire Marshal Greg Ryan (760) 602-466 P-1.1 -All gas piping, for water heater and piping located in interior space be labeled every 20 feet and every change of direction with labels that read 'Natural Gas". FP-1.1 Remove this sheet from plan and all notes pertaining to fire protection plan and fire sprinkler system. Fire sprinkler demolition, specification and installation notes are deferred submittals only. M-1.1 Revise note # 11 to read: Fire dampers shall be listed and bear label of approved testing agency. Fire dampers shall provide a minimum 1.5-hour rating. Installation of all fire dampers shall comply with 2010 CBC, section 716 Recommend Approval R. Scott rage 1 01.5 CORRECTION LIST BLDG. DEPT COPY Daryl K. James & Associates, Inc. Checked by: ROBERT SCOTT Date: December 16. 2013 APPLICANT: Tasia Kallies JURISDICTION: Carlsbad Fire Department PROJECT NAME: Madewell Retail Store PROJECT ADDRESS: 1923 Calle Barcelona PROJECT DESCRIPTION: CB13-3031, 3,864a] Tl of existing tenant space: provide mercantile space with sales floor, stock room, office and restroom. This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. INSTRUCTIONS FOR EXPEDITED PLAN REVIEW SERVICE - CORRECTIONS OR MODIFICATIONS TO THE PLANS MUST BE CLOUDED AND PROVIDED WITH NUMBERED DELTAS AND REVISION DATES ALONG WITH A DESCRIPTIVE NARRATIVE OF CORRECTIONS ADDRESSING ALL COMMENTS. PLEASE BE SURE TO PUT FIRE REVISIONS ON THE BUILDING DEPT. PLAN CHECK SET. • PLEASE DIRECT ANY QUESTIONS REGARDING THIS REVIEW TO: ROBERT SCOTT 760- 331-7907 OR FYRWISE07@GMAIL.COM - CORRECTED PLANS, DESCRIPTIVE NARRATIVE OF REVISIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUILDING DEPARTMENT (ESGIL) • ONE COMPLETE PLAN CHECK SET (initial or revised) MUST BE DELIVERED DIRECTLY TO THE FOLLOWING ADDRESS TO AVOID DELAY: ROBERT SCOTT 4906 CHAUCER AVE SAN DIEGO, CA. 92120 COMMENTS - Additional comments made shall be generated by response on revised set and Clouded A-0.0 -Provide the Following List of Applicable Codes in Code Information: 2010 California Building Code based on the 2009 International Building Code 2010 California Fire Code based on the 2009 International Fire Code 2010 California Electrical Code based on the 2008 National Electrical Code 2010 California Mechanical Code ...based on the 2009 Uniform Mechanical Code 2010 California Plumbing Code based on the 2009 Uniform Plumbing Code 2010 California Energy Code -Add Scope: Provide a descriptive scope of demolition, construction and alteration for this project. fage 2 or J A-0.0 -Revise Deferred Submittals: Provide the following list of Deferred Submittals Fire Sprinkler System 2010 CFC 903 and 2010 NFPA 13 A-1.0 Revise Note #1 under construction key notes to read: The type, rating and number of fire extinguishers shall comply with 2010 CFC, section 906.3. A minimum of three fire extinguishers rated at 2A-10BC are required for sales floor, rear sales and stockroom/breakroom areas. One fire extinguisher rated at minimum 2A-10BC shall be installed in stock/shipping room and one fire extinguisher provide for office/breakroom/exit corridor area. All fire extinguishers shall be mounted in accessible and visible location, not to exceed 5 feet to top of extinguisher, above finished floor CFC 906. D1.0 Provide note: All demolition work shall be in accordance with CFC Chapter 14 Provide Note: The demolition contractor shall contact Carlsbad Fire Department prior to taking existing fire sprinkler system out of service, if system will be out of service overnight. Relocation of fire sprinklers in existing space requires Carlsbad Fire Dept. approval. A-1.2 and A5.0 Add Note: All finish materials, including carpet, fabric curtains and bulletin boards, shall be in compliance with 2010 CBC Chapter 8 and meet required flame spread and smoke developed ratings. A-2.0 Revise fire sprinkler note to read: Any work performed on fire sprinkler system shall be completed by a C-16 licensed fire protection contractor and shall comply with 2010 CFC and 2010 NFPA 13. No work shall be performed without approved fire department plans A-8.0 -Add Note to Door & hardware notes as follows: A sign shall be provided above main entry doors above the door that reads -,This Door to Remain Unlocked When Building is Occupied will be provided, or verify if sign is existing. CBC 1008.1.9.3 -Add Note: Indicate All doors equipped with panic hardware. CBC 1008.1.10 -Add Note: All doors shall be openable from the egress side without the use of a key or special knowledge or effort. -Revise door hardware legend for door 'D', leading from exit access to building exterior. This door is not allowed to have a keyed lock. Note that Panic hardware is required and provide type of hardware (pushpad or bar) and show mounting height of hardware on door. E-2.1 -Add Note: Means of egress illumination level shall be not less than 1-foot candle at the walking surface and equipped with minimum 90 minute battery backup where required. CBC1006. -Add Note:Exit signs shall be illuminated at all times and equipped with minimum 90 minute battery backup. CBC 1011.5.3 fage ioti E-2.1 -Add note: the means of Egress shall be illuminated at all times building space is served, in accordance with CA. Building Code, Section 1006.1; 1006.2. and 1006.3. -Add Note: A photometric plan of all occupied areas, that demonstrates compliance with CBC 1006 will be provided upon request by the Carlsbad Fire Dept., Deputy Fire Marshal Greg Ryan (760) 602-4665 P-1.1 -All gas piping, for water heater and piping located In interior space be labeled every 20 feet and every change of direction with labels that read 'Natural Gas". FP-1.1 Remove this sheet from plan and all notes pertaining to fire protection plan and fire sprinkler system. Fire sprinkler demolition, specification and installation notes are deferred submittals only. STRUCTURAL CALCULATIONS T.I. MADEWELL FORUM AT CARLSBAD SPACE NO. 142 1923 CALLE BARCELONA CARLSBAD, CA BYA# 13680 December 2, 2013 Prepared For: HBC ARCHITECTS 122 West 27* Street, 4* Floor New York, NY 10001 BRAD YOUNG & ASSOCIATES, INC STRUCTURAL ENGINEE 1320 W. Hemdon Avenue, Suite 101 • Fresno, California 93711 • 559-222-9600^59-222-9633 Fa.x • www.byaengineering.com )0^59-222-9633 Fa.x • www.byaeneineering.com BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Madewell-Carlsbad TI Carlsbad, CA INDEX TO THE CALCULATIONS PG Index Project Description Design Parameters and Loads Interior Slielving Seismic Anchorage Interior Box Header Design New Storefront Frame Design New HVAC on (E) Roof Framing 1 2-5 6-19 20-24 25-40 41 -52 1320 W. Herdon Ave • Fresno, California 93711 •559-431-4244- 559-431-5476 Fax • www.byaengineering.com JOB Madewell-Carlsbad Tl CLIENT HBC Architect 13680 JOB NO. DESIGN. BY CW DATE 12/2/13 PAGE BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEBRING PROJECT DESCRIPTION GENERAL: FOUNDATIONS: VERTICAL SYSTEM: LATERAL SYSTEM: Project Consist of the seismic anchorage of shelve and cabinets to the existing or new light gage walls and concrete slab & the design of steel frame for the new storefront system. New HVAC on existing roof framing. Existing Concrencrete Slab over continous spread footings. N/A N/A JOB Madewell-Carlsbad Tl CLIENT HBC Architect 13680 JOB NO. DESIGN. BY CW DATE 11/14/13 PAGE BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING DESIGN CRITERIA ARCHITECT: HBC Architect CLIENT: HBC Architect GEOTECHNICAL ENGINEER: N/A BUILDING DEPARTMNET OR REG. ANGENCY: City of San Jose BASIS FOR DESIGN: 1. CODE: 2010 California Building Code 2. DESIGN LIVE LOADS: AREA DESIGN LIVE LOAD REMARKS Roofs: N/A N/A Partition: N/A N/A Floor; (1) N/A N/A (2) N/A N/A (3) N/A N/A Snow: N/A N/A Flat-roof snow load, (Pf) psf = N/A Snow Exp. Factor, Ce = N/A Snow Load Import. Factor, 1 = N/A Thermal Factor = N/A 3. EARTHQUAKE DESIGN PARAMETERS Analysis Procedure = Seismic Design Category = Occup. Category = Site Glass = R (N-S) = R (E-W) = (Ss) (Si) (SDS) = (SDI) Seismic Resp. Coeff. (Cs) = Seismic Base Shear (V) = Nonstructural Components: Component: ap = Rp 4. WIND DESIGN PARAMETERS: Wind Speed (3-sec. gust) Exposure Category Internal pressure Coeff. Equivalent Lateral Force Procedure D II Im portance Factor = 1.0 D N/A N/A 1.222 0.458 0.824 0.471 N/A N/A Arch. Components Cablnests (Storage, laboratory equip.) 1 2.5 85 C II = +0.18,-0.18 N/A FOR INTERIOR PURPOSES 5 PSF APPLY Importance Factor =1.0 Enclosed Build. 13680-DESIGN CRITERIA JOB Madewell-Carlsbad Tl CLIENT HBC Architect 13680 JOB NO. DESIGN. BY CW DATE 11/14/13 PAGE BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 8. 9. 10. 11. SOILS: DESIGN CRITERIA Foundation Type: Allow. Bearing Pressure: DL DL + LL DL + LL + W or E Frost Line Friction Coefficient Passive Pressure Active Pressure (E ) Cone. Slab of Continous Spread Footing N/A 1500 1500 100 psf psf psf psf psf CONCRETE: Footings: T c = 3000 psi Slabs on Grade: ' c = N/A psi Tilt-up Panels: 1 c = N/A psi CIP Walls & Columns: 1 c = N/A psi Fill over Metal Decl<: T c = N/A psi Exterior Wall<s & Non-Structural Items: ' c = N/A psi REINFORCING: MASONRY: #4 and larger... #3 and smalller Welded rebar... ASTM A615 Grade 60 ASTM A615 Grade 40 ASTM A706 N/A psi STRUCTURAL STEEL: W and WT shapes Other shapes and plates Tubes Pipes BOLTS: Wood-to-Wood Connectns. Wood-to-Steel Connectns. Steel-to-Steel Connectns. ASTM A992 ASTM A36 ASTM A500 Grade B ASTM A53 Type E or S ASTM A307 ASTM A307 ASTM A325-N typical (A325-SC as noted) ANCHOR BOLTS: ASTM F1554-Gr.36 ASTM A572 Grade 50 or ASTM A449 as noted 12. WOOD: Stud Framing Lumber All Other Sawn Lumber Wood Connectors 13. MANUFACTURED LUMBER: Simple Span Glu-Lam Beams Cantilever Glu-Lam Beams Douglas Fir #2 Douglas Fir#1 Simpson Strong Tie, UNO (OR Equivalent) 24F-V4 24F-V8 13680-DESIGN CRITERIA JOB Madewell-Carlsbad Tl 13680 JOB NO. JOB Madewell-Carlsbad Tl 13680 JOB NO. nm BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERINC CLIENT HBC Architect 13680 JOB NO. nm BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERINC DESIGN. BY CW DATE 11/13/13 PAGE nm BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERINC DESIGN. BY CW DATE 11/13/13 PAGE Seismic Site Coefficients Job: Madewell-Carlsbad Tl Address: 1923 Calle Barcelona, Carlsbad, CA Latitud: 33.0717820 Longitud: •117.26521200 Conterminous 48 States 2009 Intemational Building Code Latitude = 33.07178 Longitude = -117.265 Spectral Response Accelerations Ss and Sl Ss and Sl = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0, Fv = 1.0 Data are based on a 0.01 deg grid spacing Period (sec) 0.2 1.0 Sa (g) 1.222 0.458 (Ss, Site Class B) (SI, Site Class B) Site Class D Fa= LOll Fv= 1.542 0.2 1.0 1.236 0.706 (5, Site Class D) FaxSs (5'^//, Site Class D) FvxSl 0.2 1.0 0.824 0.471 (SDS , Site Class D) 2/3 x SMs (5D;, Site Class D) 2/3 x SMI Seismic Design Category (SDS): Madewell-Carlsbad carisbad, CA T.I. - Anchorage of interior shelving & storefront frame design. Desiqn Parameters Code =2010 Wind =85-C,lw=1.0 Seismic = Site Class D Ss= 1.222 1=1.0 Loading Walls DL^all.metal i^-psf Shelves DLgp^glf := 175-lb Max weight of shelf (per manufacturer) Partition wall wind out of plan load WLwalLmetal := 5-psf BRAD YOUNG & ASSOCIATES _ STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 Item 1: Lt. Gage Wall Studs Check & Shelving Anchorage All shelving in the store will be attached directly to the new 3-5/8" x 18 ga. stud wall framing (Check worse case-At Fixed Shelf). Site Class D Sg := 1.222 USGS Seismic Hazard Maps Fg := 1.011 ^ds i'^a"^s Sds = 0-824 Spectral Response Acceleration, Short Period Ip := 1.0 ap := 1.0 Rp := 2.5 •^shelves •= ^-^^'^^ Hdeck •= 18-67-ft Importance Factor Cabinet per Table 13.5-1 Cabinet per Table 13.5-1 Height of Attachment of Shelves Height of Roof Deck BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 Component Weights DLshelves •= ^o-psf Assume weight+capaclty of 50 Ibs per foot of each shelf % •= DLshelves •p-1 •p-1 0-4-ap-Sds-'p-Wp Rr 1 + 2- ^shelves V H Ib 12.765 — ft^ >.max '•= i-^ Sds-lp Wp Fp.min •= O-3-Sds-lp Wp deck W„ = 50i^ P ft^ ASCE 7-05 EQ. 13.3-1 Fp.max - 65-8^"7 ^ ft^ _ Jb •"p-min ~ ^2.354 ^ ft^ governs Ib Fp •- Fp.min Ib Fp.1 = 12-765-total seismic load at wall surface w/ shelves BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 Wall Framing 3-5/8" Stud Check ^stud := 18.67-ft ^^sheathing •- 12 ft hshelf •=«-f' Sstud 16-in Wwall 5-psf Deck height Sheathed height of wall Maximum height of shelving Spacing ofwall studs Ib w, Wall = 5- ft^ Minimum wall load up to sheathed height of wall (12'-0"): ^stud '•=' ^wairSstud Wgtud = 6.667 lb ft Seismic shelf load from 1.58'-0" up to 8-75" "p.1 Ib = 12.765 — ft^ ^shelf '•= Fp.i-Sstud Ib Wshelf = 17-02-^ Reactions from Enercalc output (on next page): Mmax - 258.lb.ft Vmax ••= 61-72-lb ^max - i ^allow ^stud 120 fallow = i-867-in 'max = 0.545 ^allow < 1.0 Deflection OK Use: 362S162-43 studs (g 16"o.c. (MIN) See attached BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/20/2013 McDonalds NSN: 1090 BYA #13328 McDonalds NSN: 1090 BYA #13328 1 General Beam Analysis Fiie = O:UrBwlngsU013\1368aid«gtCALCS\136U.ec6 b ENERCALC, INC. 19S3.2013, Bijild:6.13.S.31, V«:E.13.&31 1 ILic. # : KW-06004793 Licensee : BRAD YOUNG 8. ASSOCIATES Description: Wall stid General Beam Properties Bastic Modulus 29,000.0 ksi Span#1 Span Lenglh = 18.670 It Area = 0.2477 in'>2 Moment of Inertia - 0.6940 InM I General Beam Analysis Rle ^ 0:\drawinosQD13l13SSOUwg\CALCS\136n.K6 b ENERCALC, INC. 198^2013. Buj|d:6.13.B.31. V«rS.13.e.31 I s : BRAD YOUNG & ASSOCIATES Descripiion: Wall stud Overall Maximum Deflections • Unfactored Loads Span Max."-" Defl Location In Span Max. '+• Defl Location In Span EOnly 1 Vertical Reactions • Unfactored S.5S8 Support notat'on: Far left Is #1 0.0000 O.OOO Values In KIPS Load Comt^ination Support 1 Support 2 Overall MAXimum WOnly EOn^ 0.068 0.055 0.083 0.034 0.026 0.034 Applied Loads Service toads entered. Load Factors wlH be applied for calculations. Load fbr Span Number 1 Unifomi Load ; W = 0.00670 k/n, Extent - 0.0 -»12.0 It, Tribularv Width = 1.0 ft, (Oul of plane wall loading) Unifomi Load : E = 0.0170 k/ll. Extent = 1.580 -» 8.750 fl. Tributary Widlh -1.0 fl, (Shelves) OES/GW SUMMARY Maximum Bending = 0.258 k-ft Maximum Stiear = 0.06172 k Load Combination +O^O.70E+H Load Combination +O<(l.70E+H Location of maximum on span 6.721ft Location of maximum on span 0.000 ft Span #where maximum occurs Span#1 Span # where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deftection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 1.018 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Load Continalkxi Max Stnsss Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax + Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 18.67 ft 1 0.26 0.26 0.06 DOnly Dsgn.L= 18.67 ft 1 -0.00 +D4.+H Dsgn.L= 18.67 tt 1 .0.00 +D+Lr+H Dsgn.L= 18.67 ft 1 .0.00 +D+S+H Dsgn.L= 18.67 ft 1 ^1.00 •D<<l.750Lr+0.750L*H Dsgn.L= 18.67 ft 1 Jl.OO +D+0.750L+0.750S+H DsgaL= 18.6711 1 .0.00 +DtW+H Dsgn.L= 18.6711 1 0.22 0.22 0.05 +D>0.70E+H Dsgn.L= 18.6711 1 0.26 0.26 0.06 •D+O.750U+O.760LH<l.750W+H Dsgn.L= 18.67 ft 1 0.17 0.17 0.04 *tW).750L+0.750S»0.750W*H Dsgn.L= 18.67 ft 1 0.17 0.17 0.04 +D»O.750Lr<O.750L+O.5250E+H Dsgn.L= 18.67 tt 1 0.19 0.19 0.05 +Drt.750L+<1.750S*<1.5250E+H Dsgn.L= 18.67 ft 1 0.19 0.19 0.05 40.60D+W+H Dsgn.L= 18.67 ft 1 0.22 0.22 0.05 <O.60D<O.70E+H Dsgn.L= 18.67 ft 1 0.26 0.25 0.06 CFS Version 6.0.4 Section: 362S162-43.sct 362S162-43, 33 ksi Stud SSMA Library Rev. Date: 1/22/2011 8:57:49 AM By: RSG Software Printed: 11/14/2013 8:56:25 AlVI Brad Young Brad Young & Associates, Inc. Page 1 Section Inputs Material: A653 SQ Grade 33 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Stud, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions. Open shape Length (in) 5000 6250 6250 6250 5000 Angle (deg) 270.000 180, 90. 0, -90, 000 000 000 000 Radius Web (in) 0.071200 None 0.071200 Single 0.071200 Cee 0.071200 Single 0.071200 None k Coef. 0.000 .000 ,000 .000 .000 Hole Size (in) 0.OOOO 0.0000 1.5000 0.0000 0.0000 Distance (in) 0.2500 0.8125 1.8125 0.8125 0.2500 lo CFS Version 6.0.4 Section: 362S162-43.set 362S162-43, 33 ksi Stud SSMA Library Rev. Date: 1/22/2011 8:57:49 AM By: RSG Software Printed: 11/14/2013 8:56:25 AM Brad Young Brad Young & Associates, Inc. Page 2 Member Check - 2007 North American Specification - US (ASD) Material Type: A653 SQ Grade 33, Fy=33 ksi Design Parameters: Lx 18.670 ft Ly 1.000 ft Kx 1.0000 Ky 1.0000 Cbx 1.0000 Cby 1.0000 Cmx 1.0000 Cmy 1.0000 Braced Flange: None Red. Factor, R: 0 Lt Kt ex ey 18.670 ft 1.0000 0.0000 in 0.0000 in Stiffness, kcj): 0 lb Loads: Entered Applied Strength P (lb) 0.0 0.0 391.2 Mx (Ib-ft) 258.00 258.00 625.28 Vy (lb) 61.7 61.7 675.7 My (Ib-ft) 0.00 0.00 53.35 Vx (lb) 0.0 0.0 1554.2 Effective section properties at applied loads: Ae 0.33977 in^2 Ixe 0.70993 in''4 lye Sxe(t) 0.39169 in'^3 Sye(l) Sxe(b) 0.39169 in^3 Sye(r) Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) 0.000 + 0.413 + 0.000 •• 0.000 + 0.413 + 0.000 •- Sqrt(0.170 + 0.008)^ Sqrt(0.000 + 0.000)^ 0.12690 in^4 0.23621 in^3 0.11667 in^3 0.413 <= 1 0.413 <= 1 0.423 <= 1 0.000 <= 1, Check Typical Shelving Connection to Wall Studs Shelves to cantlllver from wall Shear Forces -shelve := 1.5-fl n := 1 N -=2 '^screws • ^ ^shelf '•= 50-Plf-Lshelve n-W, V shelf anchor N screws Vallow== lb V anchor V 0.127 allow < 1.0 Numberof Shelves Number of screws in each stud Weight/Load Capacity per foot of shelving Vanchor = 37-5lb Allowable shear strength for #14 SMS to 18 ga. steel shelf connection ok for shear Tension Forces N =2 '^screws ^ W, -shelve shelf- anchor 6-lnN screws Number of screws In each stud Tanchor = 56-25 Ib allow := 144-lb 'anchor T, = 0.391 allow < 1.0 Allowable tensile strength for#14 SMS to 18 ga. steel shelf connection ok for shear Combined Forces ^anchor ^anchor T + • allow V. 0.518 allow <1.0 screws ok for combined forces BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 1/ Item 2: Kitchenette Shelving Anchorage The shelving in the kitchenette area will be attached directly to the new 3-5/8" x 18 ga. stud wall framing. Design screw connection of shelves to wall studs and check wall studs. Site Class D Sg = 1.222 Fg = 1.011 'ds :=-F.S a ^s Ip := 1.0 ap := 1.0 Rp 2.5 •^shelves •= ^^•^'^-^ Hdeck := 18-67-ft USGS Seismic Hazard Maps Spectral Response Acceleration, Short Period Importance Factor Cabinet per Table 13.5-1 Cabinet per Table 13.5-1 Height of Attachment of Shelves Height of Roof Deck BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 15 Component Weights '-^'-office shelves 5o psf Assume weight+capacity of 50 Ibs per foot of each shelf Wp •- '-^'-office.shelves •p-1 O-4-ap-Sds-lp-Wp f R, 1 +2- ^shelves V H deck Fp.1 = 14-826-^ ft^ •^p.max •= i-^'^ds-'p'^p f^p.mln •= 0-3-Sds-'p-Wp '^p 'fp.min Ib Fp.1 - 14-826- ft^ p ft^ ASCE 7-05 EQ. 13.3-1 governs Ib Fp.max - 65.89— ft^ Ib F« = 12 354 — p.mm i^-^-^'^ , ft^ total seismic load at wall surface w/ shelves BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 Wall Framing 3-5/8" Stud Check 'stud := 18.67-ft '^sheathing := 12-ft hshelf :=ii-67-ft Sstud '•= 16-in Wwall :=5-Psf Deck height Sheathed height of wall Maximum height of shelving Spacing ofwall studs Ib Wwall = 5- ft^ Minimum wall load up to sheathed heightof wall (12'-0") ^stud '•= ^wair^stud Ib Wstud - 6.667- Selsmic shelf load from 5-8" up to 11'-8": "n -1 = 14.826 P- ' r/2 lb ft^ ^shelf '•= Fp.1-Sstud Wshelf = i9-768| Reactions from Enercalc output (on next page): Mmax •= 324-lb-ft Vmax •= 54-56-lb A^ax i-317-in A allow A max ^stud 120 = 0.705 ^allow <1.0 Deflection OK Aaiiow = i-867-in Use: 362S162-43 studs @ 16"o.c. (MIN) See attached BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/20/2013 llJcDonaidsNSN: 1090 McDonalds NSN: 1090 BYA #13328 BYA#13328 General Beam Analysis Flle = OMrawjnBi12013t13660UwgOLCS113660.ec6 | ENERCALC, INC. 198^2013, BiMG. 13.8.31, Vere. 13.8.31 j [General Beam Analysis File = OUnijnBS\2013l13660U«gU:ALCS\136BO.K6 b ENERCALC, INC. 19a3-M13. BulteS. 13.8.31, Vef:S.13.B.31 | Licensee : BRAD YOUNG & ASSOCIATES Description: WaBSludatkitohenett Description: Wa) Slud at JdlcheneH General Beam Properties Overall Maximum Deflections - Unfactored Loads Baslic Modulus 29,000.0 l<si Load Corrfaination Span Max. •-• Defl Location in Span Load Combviation Max •+" Defl Location in Span Span*! Span Length = 18.670 ft Area= 0.2480 in'Z Moment of inertia = 0.6940 inM EOnly 1 1.3171 9.242 0.0000 0.000 Vertical Reactions • Unfactored Support notation: Far left is #1 Values in KIPS E(0.01977) Load Combination Support 1 S^:f>ort2 W(t).0067) ^ E(0.01977) OveraH MAXimum 0.064 WOnly 0.055 E Only 0.064 0.055 0.026 0.055 OveraH MAXimum 0.064 WOnly 0.055 E Only 0.064 0.055 0.026 0.055 Span = 18.670 ft X Applied Loads Service loads entered. Load Factoid will t:e applied for calculations. Load for Span Number 1 tJnifonn Load: W = 0.00670 k/ft. Extent = 0.0 -» 12.0 It, Tributaiv Widtfi = 1,0 n, (Out of plane wall ioadingi Uniform Load: E = 0.01977 M. Extent = 5.670 -»11.670 ft. Tributary Widtti = 1.0 fl, (Stielves) DESIGN SUMMARY Maximum Bending = 0.324 k-ft Maximum Stiear = 0.05456 k Load Combination *O<0.70E+H Load Combination +0+W+H Location ofmaximum on span 8.668ft Location ofmaximum on span 0.000 ft Span #wtier9 maximum occurs Span#1 Span # wtiere maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr^S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 1.317 in Max Upwanf Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summaiy of Moment Vahies SummaryofStiear Values Segment LengUl Span* M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn,L= 18.6711 1 0.32 0.32 0.05 DOnly Dson.L= 18.67 tt 1 ^.00 *D*L+H Dsgn.L= 18.6711 1 ^1.00 Dsgn.L= 18.6711 1 ^.00 +D+S+H Dsgn.L= 18.67 ft 1 .0.00 +D<{l.750U<O.750L*H Dsgn.L= 18.67 ft 1 ^).00 *DKI.750L<<I.750S*H Dsgn. L= 18.6711 1 Ji.m +D+W+H Dsgn.L= 18.6711 1 0.22 0.22 0.05 +D<O.70E+H Dsgn.L= 18.67fl 1 0.32 0.32 0.04 tD*O.75OLr*O.75OL»<)750W+H Dsgn. L= 18.67 ft 1 0.17 0.17 0.04 +Di<).750L<O.750S»O.750W+H DsgaL= 18.6711 1 0.17 0.17 0.04 +l>O.750Lr<O.760L+O.5250E+H Dsgn.L= 18.67 ft 1 0.24 0.24 0.03 •D<O.75OL+O.750S4{l.525OEtH Dsgn. L= 18.671 1 0.24 0.24 0.03 «).60D<W*H Dsgn.L= 18.6711 1 0.22 0.22 0.05 •0.60D+0.70E+H Dsgn.L= 18.6711 f 0.32 0.32 0.04 CFS Version 6.0.4 Section: 362S162-43.set 362S162-43. 33 ks\ Stud SSMA Library Rev. Date: 1/22/2011 8:57:49 AM By: RSG Software Printed: 11/14/2013 9:00:29 AM Brad Young Brad Young & Associates, Inc. Page 1 Section Inputs Material: A653 SQ Grade 33 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in''6 0 in'^4 Torsion Constant Override, J Stud, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.071200 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.071200 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.071200 Cee 0.000 1.5000 1.8125 4 1.6250 0.000 0.071200 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.071200 None 0.000 0.0000 0.2500 CFS Version 6.0.4 Section: 362S162-43.set 362S162-43, 33 l<si Stud SSMA Library Rev. Date: 1/22/2011 8:57:49 AM By: RSG Software Printed: 11/14/2013 9:00:29 AM Brad Young Brad Young & Associates, Ine. Page 2 IVlember Checl< - 2007 North American Specification - US (ASD) Material Type: A653 SQ Grade 33, Fy=33 ksi Design Parameters: Lx 18.670 ft Ly Kx 1.0000 Ky Cbx 1.0000 Cby Cmx 1.0000 Cmy Braced Flange: None Red. 1.000 ft 1.0000 1.0000 1.0000 Factor, R: 0 Lt Kt ex ey 18.670 ft 1.0000 0.0000 in 0.0000 in Stiffness, k(|): 0 lb Loads: Entered Applied Strength P (lb) 0.0 0.0 391.2 Mx (Ib-ft) 324.00 324.00 625.28 Vy (lb) 54 . 6 54.6 675.7 My (Ib-ft) 0.00 0.00 53. 35 Vx (lb) 0.0 0.0 1554.2 Effective section properties at applied loads: Ae 0.33977 in'^2 Ixe 0.70993 in'^4 lye Sxe(t) 0.39169 in'^3 Sye(l) Sxe(b) 0.39169 in'^S Sye(r) 0.12690 in'^4 0.23621 in^3 0.11667 in'^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) NAS Eq. 05.2.1-2 (P, Mx, My) NAS Eq. 03.3.1-1 (Mx, Vy) NAS Eq. 03.3.1-1 (My, Vx) 0.000 + 0.518 + 0.000 = 0.518 <= 1.0 0.000 + 0.518 + 0.000 = 0.518 <= 1.0 Sqrt(0.268 + 0.007)= 0.524 <= 1.0 Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check - 2007 North American Specification - US (ASD) Material Type: A653 SQ Grade 33, Fy=33 ksi Design Parameters: Lx 18.670 ft Kx 1.0000 Cbx 1.0000 Cmx 1.0000 Braced Flange: None Ly 1.000 ft Ky 1.0000 Cby 1.0000 Cmy 1.0000 Red. Factor, R: 0 Lt Kt ex ey 18.670 ft 1.0000 0.0000 in 0.0000 in Stiffness, k(|): 0 lb Loads: Entered Applied Strength P (lb) 0.0 0.0 391.2 Mx (Ib-ft) 324.00 324.00 625.28 Vy (lb) 54 . 6 54 . 6 675.7 My (Ib-ft) 0. 00 0.00 53.35 Vx (lb) 0.0 0.0 1554 .2 Effective section properties at applied loads: Ae 0.33977 in^2 Ixe 0.70993 in^4 lye Sxe(t) 0.39169 in^3 Sye(l) Sxe(b) 0.39169 in'"3 Sye(r) 0.12690 in^4 0.23621 in'^S 0.11667 in'^3 Interaction Equations NAS Eq. 05.2.1-1 (P, Mx, My) NAS Eq. 05.2.1-2 (P, Mx, My) NAS Eq. 03.3.1-1 (Mx, Vy) NAS Eq. 03.3.1-1 (My, Vx) 0.000 + 0.518 + 0.000 = 0.518 <= 1.0 0.000 + 0.518 + 0.000 = 0.518 <= 1.0 Sqrt(0.268 + 0.007)= 0.524 <= 1.0 Sqrt(0.000 + 0.000)= 0.000 <= 1.0 1^ Kitchenette Shelving Connection Shear Forces n := 5 '^screws Wshelf ••= n-W, ^anchor •= 24-in- Vallow:= -lb shelf N screws V. anchor V 0.169 < 1.0 allow Numberof Shelves Number of screws in each stud Weight/Load Capacity per foot of shelving Vanchor = 50'b Allowable shear strength for #14 SMS to 18 ga. steel shelf connection ok for shear Tension Forces '^screws ~ T anchor 0.7-Fp ^•24-in-8-ft N screws Number of screws in each stud Tanchor= 16-605 Ib allow := 140-lb anchor "'"allow = 0.119 < 1.0 Allowable tensile strength for #14 SMS to 18 ga. steel shelf connection ok for shear Combined Forces "'"anchor ^anchor + • allow V = 0.288 < 1.0 allow screws ok for combined forces BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 ITEM#3. Design Box Header and Columns For Out of Plane Forces Design Box Header Out of plane loads '-span 11'^ hwall ••= i2--ft Wwall :=5-Psf ^wind '•= Worse case '^'^wall^ •Wwall = 30-V 2 ; Reactions from Enercalc output (on next page): "^max •= 454-lb-ft Vmax •= -lb A^ax •= 0 029-in ^allow -span 240 A allow = 0.55-in 'max A = 0.053 allow < 1.0 Deflection OK Use: Build up light gage header 6x12x16ga see attached pags for analysis BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 McDonalds NSI^: 1090 BYA #13328 Mcl>jnalds NSN: 1090 BYA #13328 General Beam Analysis Flle = O:ldmrings\2013tt36S(ndwglCALCSl136S0.eG6 ENERCALC, INC. 1983.2013. Biiild6.13.B.31. Vcr6.13.S.31 Description : Box Header-Out of plane General Beam Properties Elastic Modulus Span#1 29,000.0 i<si Span Lengtti = Area= 2.110 in«2 li^oment of Inertia = 11.872 in"4 W(0.03) • T Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Sp^ Number 1 Uniform Load : W = 0.030 k/ft, Extent = 0.0 -» 11.0 ft. Tributary Width = 1.0 fl. (Out of plane wall loadinfl) DESIGN SUMH^ARY Maximum Bending = 0.454 k-ft Maximum Shear = 0.1650 k Load Combination 40+W+H Load Combination *D+WHt Location of maximum on span 5.500 ft Locatiwi of mawmum on span 0.000 ft Span # wtiere maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+l-r-i-S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.029 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Load ContinaBon Max Stress Ratios Summary of Momml Values Summary of Shear Values Segment Lengtti Span* M V Mmax + **nax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overal] MAXimum Envelope Dsgn.L= 11.0011 1 0.45 0.45 0.17 D Oniy Dsgn.L= 11.0011 1 Jl.OO Ds9n.L= 11.0011 1 .0.00 DsgaL= ll.OOn 1 ^.00 •D*S* DsgnL= ll.OOtl 1 .0.00 •O«).750U<0.750L*H Ds9n.L= ll.OOtl 1 ^).00 *D<O.75OL4O.750S*H Dsgn.L= ll.OOtl 1 *00 +M1Wt Dsgn.L= 11.0011 1 0.45 0.45 0.17 *1WI.70E*H Dsgn.L= 11.0011 1 *00 *D*0.7501j<<).750L<0.750W*1t Dsan.L= 11.00ft 1 0.34 0.34 0.12 *CW).75OL»O.750S4<).750W*H Dsgn.L= 11.00 ft 1 0.34 0.34 0.12 •D<O.760U*O.750L^<).5250E*H DsgnL= 11.0011 1 *00 •CW!.75OL*O.750S»O.525OE»H DsgnL= ll.OOtl 1 AOO ^O.SOD^W^^^ Dsgn.L= ll.OOtl 1 0.45 0.45 0.17 *O.60CW).70E<-H Dsgn.L= ll.OOtl 1 ^.00 Overall Maximum Deflections Unfactored Loads Load Corrtilnation Span Max. --' Dell Location in Span Load Combination Max.DeX\ LocaHon in Span [General Beam Analysis Rle = O:UrBwjngsU013M3680Vtwg\CALCS\136a0.ecG b ENERCALC. INC. 1983-ai3,Biillil6.13.B.31.VerS.13.fl.31 | 1 Lie. 0 : KW-06004793 Licensee : BRAD YOUNG & ASSOCIATES {Description : Box Header-Out of plane Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Conftinalion Support 1 Si4)poi12 OveraH MAXnnum WOnly 0.165 0.105 WOnly McDonalds NSN: 1090 BYA #13328 McDonalds NSN: 1090 BYA #13328 [General Beam Analysis Description; Box Header-Gravity General Beam Properties File = O:li*awiisst2013113ENUwBtCALCS113680.«c6 ENERCALC, INC. 18<3.mi3.BiilU:6.13.1.31,V»:t.l3a.31 ••IJJ.LIJJJ:l:MtiV.lllil|«l*T.-M»ltiri>iJ Bastic Modulus 29,000.0 ksi Span#1 Span Length = 11.0 ft Area = 2.789 in*2 Moment of inertia 69.245 inM D(0.075) T i Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Numtier 1 Unifomi Load : D = 0.0750 k«, Exlent = 0.0-»11,0 ft, Tributary Width = 1.0 ft, (Dead Load) DESIGN SUMMARY Maximum Bending = 1.134k-ft IVlaximum Shear = 0.4125 k Load Combination DOnly Load Combination DOnly Location of maximum on span 5,500 fl Location of maximum on span 0,000 It Span #where maximum occurs Span#1 Span # where maximum occurs Span # 1 IVlaximum Deflection Max Downward L+Lr+S Detlection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Detlection 0.012 in Max LJpward Total Deftection 0.000 in Maximum Forces & Stresses for Load Combinations Load Continalion l^ax Stress Ratios Summary ot Moment Values Summaiy ot Shear Vakies Seffnent Lengtti Span# M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overati MAXimum Envekipe Dsgi.L= ll.OOfl 1 1.13 1.13 0.41 D Only Dsgn.L= ll.OOIt 1 1.13 1.13 0,41 +D«L+)t Dsgn.L= ll.OOfl 1 1.13 1.13 0,41 +ChLr+H Dsgn.L= ll.OOfl 1 1.13 1.13 0,41 +1>S*H Dsgn.L= ll.OOtl 1 1.13 1.13 0,41 +l>O.75OLr»O.750L*H Dsgn.L= 11.0011 1 1.13 1.13 0,41 +I>t0.750L+0.750S*(1 DsgnL= 11.00ft 1 1.13 1.13 0,41 *IWI\Wt Dsgn.L= 11.0011 1 1.13 1.13 0,41 +IM.70E+H Ds9n.L= 11.0011 1 1.13 1.13 0,41 »l>K1.750Lr*O.750L+0.75OW+H Dsgn.L= ll.OOfl 1 1.13 1.13 0,41 +IW).750L+O.750S<C.750W+H Dsgn.L= 11.0011 1 1.13 1.13 0,41 +tW!.750LnO.750L+<l.5250E*l Dson.L= 11.0011 1 1.13 1.13 0,41 *IW).750L*O.r50S-K!.5250E+« Dsgn.L= n.OOn 1 1.13 1.13 0,41 <0.60DtW+H Dsgn.L= ll.OOfl 1 0.6S 0,68 0,25 +0.60IW).70E+H Dsgn.L= ll.OOIt 1 0.68 0.68 0.25 Overall NIaximum Deflections • Unfactored Loads Load Combination Span Max --- Def Locatkin in Span Load Gomblnalion Max -+- Dell Location in Span DOnly 1 0.0124 5.555 0.0000 0.000 General Beam Analysis File = O:Urawirigs\2013\13e80Uwg\CALCS\13680.ec6 b ENERCALC, INC. 1983-2013. Buikl:6.13.8.31. Ver.6.13.B.31 | • Lie. « : KW-06004793 Licensee : BRAD YOUNG & ASSOCIATES [Description: Box Header-Gra\flty Vertical Reactions • Unfactored Support notation: Far left is #1 Values In KIPS Load Combination Overall MAXimum DOnly Support 1 Si|)port2 0.413 0.413 0.413 0.413 CFS Version 6.0.4 Section: 12x6 16ga box beam.set 6x12x16ga Box Beam SSMA Library Rev. Date: 11/14/2013 9:15:13 AM By: Brad Young Printed: 11/14/2013 9:17:14 AM Brad Young Brad Young & Associates, Inc. Page 1 Section Inputs Material: A653 SQ Grade 50/1 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 Tensile Strength, Fu Warping Constant Override, Cw Torsion Constant Override, J Connector Spacing ksi 65 ksi 0 in'^e 0 in''4 0 in Stud, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to left edge -3 in Y to top edge 6 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.625 270.000 0 084900 None 0.000 0.000 0.313 2 2.000 180.000 0 084900 Single 0.000 0.000 1.000 3 12.000 90.000 0 084900 Cee 0.000 2.500 6.000 4 2.000 0.000 0 084900 Single 0.000 0.000 1.000 5 0.625 -90.000 0 084900 None 0.000 0.000 0.313 Part 2, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to right edge 3 in Y to center of gravity 0 in Outside dimensions. Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0. 625 270.000 0 084900 None 0.000 0.000 0.313 2 2. 000 0.000 0 084900 Single 0. 000 0.000 1. 000 3 12.000 90.000 0 084900 Cee 0.000 2.500 6.000 4 2.000 180.000 0 084900 Single 0.000 0.000 1.000 5 0. 625 -90.000 0 084900 None 0.000 0.000 0.313 CFS Version 6.0.4 Section: 12x6 16ga box beam.set 6x12x16ga Box Beam SSMA Library Rev. Date: 11/14/2013 9:15:13 AM By: Brad Young Printed: 11/14/2013 9:17:14 AM Brad Young Brad Young & Associates, inc. Page 2 Part 3, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to top edge 6.0566 in Outside dimensions. Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.0000 90.000 0.084900 Single 0.000 0.0000 1.0000 2 6.1981 0.000 0.084900 Cee 0.000 0.0000 3.0991 3 2.0000 270.000 0.084900 Single 0.000 0.0000 1.0000 Part 4, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to bottom edge -6.0566 in Outside dimensions. Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.0000 270.000 0.084900 Single 0.000 0.0000 1.0000 2 6.1981 0.000 0.084900 Cee 0.000 0.0000 3.0991 3 2.0000 90.000 0.084900 Single 0.000 0.0000 1.0000 IVIennber Checl< - 2007 Nortli Annerican Specification - US (ASD) Material Type: A653 SQ Grade 50/1, Fy=50 ksi Design Parameters: Lx 11.000 ft Ly 11.000 ft Lt 11.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness , k(t): 0 lb Loads: P Mx Vy My Vx (lb) (Ib-ft) (lb) (Ib-ft) (lb) Entered 0.0 1134 412.5 454 165. 0 Applied 0.0 1134 412.5 454 165.0 Strength 5477.6 13221 3627.8 6751 8622.7 Effective section properties at applied loads : Ae 3.0357 in'^2 Ixe 71.684 in'-4 lye 20.162 in'^4 Sxe(t) 11.836 in'^S Sye(l) 6.506 in^3 Sxe(b) 11.836 in'^3 Sye(r) 6.506 in-^S Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, NAS Eq. C3.3.1-1 NAS Eq. C3.3.1-1 My) (Mx, Vy) (My, Vx) 0.000 + 0.086 + 0.067 = 0.153 <= 1.0 0.000 + 0.086 + 0.067 = 0.153 <= 1.0 Sqrt(0.004 + 0.013)= 0.131 <= 1.0 Sqrt(0.004 + 0.000)= 0.068 <= 1.0 Stud element 3 w/t exceeds 200. Part 2 element 3 w/t exceeds 200. Item 4: Desiqn storefront beams-columns svstem. Check the new headers at the storefront entrance for out-of-plane loads. Check the wind forces vs. wall seisnnic forces. Loading (Existing Wall) DLwall.ltga i^-psf Seismic Forces lb '-''-wall.ltga = Sg := 1.222 Fg := 1.011 Ref ASCE 7-05 Seisnnic Factor Determination Ref. ASCE 7-05 Section 12.14.8 ^ds 7"'^a'^s Sds = 0-824 I := 1.0 Fp.1 := 0.4-Sds-l Seismic Wall Force •^p •= '^p.r'^Nvall.ltga FPmin •= lo-Psf F Fp^ = 0.329 Seismic Forces acting on wall p.seismic '^^^('^P''^Pmin) '^p.seismic ~ 2 ft BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 1^ Lateral Analvsis - Wind Exposure C V := 85 := 0.90 Kzt ••= 10 Kw := 0.85 I := 1.0 q^^ := 0.00256-K2-K2fKjj-l-V -psf Ib % = 14.149 — ft^ P = qh[(GCp)-(GCpi)] GC„ 1 := 0.8 GC 'p.1 p.2 := -0.9 GCpj := 0.18 EQ 6-22 (Components and Cladding Low Rise Buildings) External Pressure Coefficient (Positive Face) External Pressure Coefficient (Negative Face) Internal Pressure Coefficient Windward Pressure Pww ^h-pS-l ~ ("^Si)] P^ = 13.866-psf Leeward Pressure P|w ==qh{GS-2~(^Si)] P|W = -15-281-psf Ib |P|wi =15.281- r "wind •= |P|w| ^p.seismic ~ ft^ Ib F^ind = 15.281 — ft^ Seismic Forces acting on wall Wind Forces acting on wall controls BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 l6 B1: upper beam header (5) ~ 9' from base L^ := 8ft u (9-ft) u "tributary '•= = ^.stt length of worst case member Worst case tributary height that will be affected by the lateral wind load w-i WL ^^tributary-^wind Ib \N^^^^ 6^.166 — Use: HSS 3x3x1/4 See attached calculation Gravitv loads on B1: DL^all •= i6Psf Dead load ofwall framing above Bl L-, = sft Hwail := height ofwall above beam ^DL '•= "wair'^^wall Ib WDL= 128- Use: HSS 3x3x1/4 See attached calculation BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/15/2013 McDonalds NSN: 1090 BYA #13328 McDonalds NSN: 1090 BYA #13328 Steel Beam IDesoiptlon : 81: upper header CODE REFERENCES ,,nt.0!tlm«niimMZemttai.C!M3SK.K!S k . EHCTCALC.INC.19B3.2g13.BiM-t.13.B.31.VBr6.13.B.31 | •IIJJ.MJJlil:IJt¥MIH[J.»J.-w.wriiiaJ Calculations per AISC 360-05 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-lorsional buckling Bending Axis; Major Axis Bending Load Combination ASCE 7-05 Fy: Steel Yield: E: Modulus: 46.0 ksi 29,000.0 ksl W(0J688) Span = 8.0 ft HSS3x3x1/4 Applied Loads Sen/ice loads entered. Load Factors will be applied for calculations. Unifomi Load: W = 0.06880 k/fl, Tributary Widtti = 1.0 fl, (out^ifsilane loads) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.097:1 Maximum Shear Stress Ratio -0.016 : 1 Section used for this span HSS3x3x1M Section used for this span HSS3x3x1/4 Ma: Applied 0.550 k-fl Va: Applied 0.2752 k Mn / Omega : Allowable 5.693 k-tt Vn/Omega: Allowable 17.721 k Load Combination +D+W+H Load Combina^on Location of maximum on span 4.000ft Location of maximum on span 0.000 fl ^an # wtiere maximum occurs Span#1 Span #vi^ere maximum occurs Span#1 Maximum Deflection Max Downward L-t-Lr+S Deflection 0.000 in Ratio = 0<240 Max Upward L-*-Lr+S Deflection 0.000 in Ratio = O<240 Max Downward Total Deflection 0.073 in Ratio = 1315 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Comttnafion Max Stre ss Ratios Summary of Moment Values Summary of Shear Values Segment Lengtfi Spai # M V Mmax•^ fcfrnax-Ma-Max Mnx MnxADmega O) Rm Va Max Vnx Vnx/Omega 8.00 It DOnly Dsgn. L = *D»L'H DsgaL= a.00fl •CHLr+H Dsgn.L= 8.00 It Dsgn. L= 8.00 ft +D<0.750Lr<0.750L*H Dsgn.L= 8.00 ft 4lW).750LH<l.750S»tH Dsgn-L= 8.00fl Dsgn.L= 8.00 ft *D<O.70Ei4t Dsgn. L= 8.00 fl *D<O.75OLr<O.750L<O.750WfH Dsgn. L - 8.00 ft *DKI.750L4O.760S<O.750W*H Dsgn. L = 8.0011 tD*O.750Lr*O.750L<O.5250E+H Dsgn.L= 8.00 ft *D<O.75OL<O.750SHO.525OEtH DsgnL= 8,0011 *0,60D*W+H 0.073 0.073 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.000 0.012 0,012 0.000 0.000 0.41 0.41 0,41 0,41 9.51 5,69 1.00 1.00 .0,00 29.59 17,72 9,51 5,69 1,00 1.00 .0,00 29.59 17,72 9,51 5,69 1.00 1.00 J1.00 29,59 17.72 9.51 5.S9 1,00 1,00 .0.00 29,59 17.72 9,51 5.69 1.00 1,00 .0,00 29,59 17.72 9,51 5,69 1.00 1,00 ^1,00 29.59 17,72 9.51 5,69 1,00 1,00 0,28 29.59 17,72 9.51 5,69 1,00 1,00 .0,00 29,59 17.72 9.51 5.69 1,00 1,00 0,21 29,59 17,72 9,51 5,69 1.00 1.00 0,21 29.59 17,72 9,51 5,69 1,00 1,00 ^),00 29,59 17.72 9.51 5,69 1,00 1.00 *00 29,59 17.72 Steel Beam Fils = 0:lifrawlnosl2013l13Gftnd«BlCALCS\138n.«:6 BIERCMiC. IMC. 1833^13, BllM.<.13,«,31.Vtrt.13.«,31 Description: Load Combination Segment Lenglti Bl: upper header Span# Max Stress Ratios Summary of Moment VaKtes Mmax+ Mmax- Ma-Max Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.097 0,016 DsgnL= 8,00 ft 1 <0,60OK),70E*tt Dsgn.L= 8.0011 1 0,000 Overall Maximum Deflections • Unfactored Loads 9,51 5,69 1.00 1.00 9.51 5,69 1.00 1,00 0,28 29.59 ^1,00 29,59 17.72 17.72 Load Combinatbn Max. --- Defl Locatkin in Span Max, Defl Location in Span i/VOnly Vertical Reactions • Unfactored 4.040 Support notation: Far left is #1 0.0000 Values in KIPS Load Combination Support 1 Sifiport2 Overali MAXimum WOnly 0,275 0,275 0275 0,275 McDonalds NSN: 1090 BYA #13328 McDonalds NSN: 1090 BYA #13328 [ steel Beam FII>-0Uniliigsiai3l13«IIVI»slCN.CSl13tU,«e h ENERCALC INC 198^(113 aijMSnR:!! UirSnnii. |Lic. # : KW-06004793 Licensee : BRAD YOUNG 8. ASSOCIATES Descnption: 81: uppertieadar-gravity CODE REFERENCES Calculations per AISC 360-05 Load Combination Set; ASCE 7-05 Material Properties Analysis Method: /Mlowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsionai buckling Bending Axis; Major Axis Bending Load Combination ASCE 7-05 Fy: steel Yield: 46.0 ksi E: Modulus: 29,000,0 ksi D(0.128) » • HSS3X3X1/4 Applied Loads Unifomi Load: D = 0.1280k/fl, TribularvWidlli = LOfl, (out-ofsilaneloads) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculafions. Maxmum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allov/able Load Combination Location of maximum on span Span #wfiere maximum occurs Maximum Deflection Max Dovmward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.180: 1 HSS3x3x1/4 1.024 k-fl 5.693 k-tt DOnly 4,000ft Span#1 Maximum Stiear Stress Ratio = Section used for tills span Va: Applied Vn/Omega: Allowable Load Combination Location of maximum on span Span # wtiefB maximum occurs 0.029 : 1 HSS3x3x1/4 0,5120 k 17.721 k DOnly 0.000 fl Span#1 0.000 in Ration 0.000 in Ralio = 0.136 in Ratio = 0.000 in Ratio = 0<240 O<240 707 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summaiy of Moment Values Summary of Shear Values Segmenl Lengtii Span # M V Mmax + Mmax. Ma - Max Mnx Mnx/Omega Cb Rm VaMax Vroc Vnx/Omega DOnly DsgaL= 8.00fl 1 +D+L+H 0.1SO 0.029 1,02 1,02 9,51 5,69 1.00 1,00 0,51 29,59 17.72 DsgnL= 8,00 ft 1 0,180 0.029 1.02 1,02 9,61 6,69 1,00 1.00 0,51 29.59 17,72 +D+LI+H 0,51 29.59 17,72 Dsgn.L= 8,0011 1 O180 0,029 1.02 1,02 9,51 5,69 1,00 1.00 0.51 29.59 17,72 +D+S+H 29.59 17,72 Dsgn,L= aooft 1 0.180 0,029 1.02 1.02 9.51 5.69 1.00 1,00 0,51 29.59 17.72 *D«0.750UiO,750L*(l 0,51 29.59 17.72 Dsgn, L= 8.00fl 1 0.180 0.029 1,02 1.02 9.51 5.69 1.00 1,00 051 29,59 17.72 +D+0.750L+0.750S+H 051 29,59 17.72 D3gn,L= 8,00 ft f 0,180 0.029 1,02 f,02 9,51 5.S9 1,00 1.00 0,51 29.59 1772 *D<V\MH 0,51 29.59 1772 Dsgn.L5 8.00lt 1 O180 0,029 1.02 1,02 9,51 5,69 1,00 1,00 0.51 29.59 17,72 +D'0.70E+H 0.51 29.59 17,72 DsgaL- 8,00fl 1 0.180 0,029 1,02 1.02 9.51 5,69 1.00 1,00 0,51 29,59 17.72 +D<O.750Lr+0,750L+0.750W»H 1,00 0,51 29,59 17.72 DsgnL= 8,00ft 1 0,180 0,029 1,02 1,02 9,51 5,69 1.00 1.00 0,51 29,59 17,72 *D*0,750L+0,750S<0.750W+H 1.00 0,51 29,59 17,72 Dsgn.L= 8,00 ft 1 0,180 0,029 1.02 1,02 9,51 5,69 1,00 1,00 0,51 29.59 17,72 *OKI,750UiO,750L+0,5250E+H 1,00 0,51 29.59 17,72 Dsgn.L= 8.00fl 1 0.180 0,029 1,02 1.02 9.51 5,69 1.00 1,00 0.51 29.59 17.72 +D<O.75OL«).750S<O,5250E+H 1,00 0.51 29.59 17.72 Dsgn L = 8,00 ft 1 *0.60D<W+H 0.180 0.029 1,02 1.02 9.51 5,69 1.00 1.00 061 29,59 17.72 steel Beam- Lie. # : KW-06004793 Fits 0:Ura«nnost2013t136eoVlw|}V;ALCS\1368a.ec6 ENERCALC. INC.19B3-2013.Btad:6.13.B.31.Vw:B.13.a.31 i Descnption: Bl: upperheador-gravity Load Combination Max Stress Ratios Summary of Momwit Valu s Summaiy of Shear Values Segment Length Span # M V Mmax-f- Mmax+ Ma - Max Mnx Mnx/Omega Cb Rm Va Max Wm VnwOmega Dsgn.L= 8.00 fl 1 0.108 0.017 0.61 0.61 9.51 5.69 1.00 1.00 0.31 29.59 17.72 •Kl.eOD+O.yOE+H 0.31 29.59 17.72 Dsgfi.L= 8.00 S 1 0.108 0.017 0.61 0.61 9.51 5.69 1.00 1.00 0.31 29,59 17.72 Overall Maximum Deflections - Unfactored Loads Load Combination ^5an Max.'-' DeH Location in Span Load Corrtiinafon Max. •+• Defl Location in Span Vertical Reactions • Unfactored Load Combination Overall MAXimum 4,040 Support notation: Far left is #1 0.0000 Values in KIPS Support 1 Support 2 DOnly 0,512 0,512 0,512 0.512 B2: lower beam header fa) ~ 2' from base L := 6ft . (2ft + 7-ft) "tributary •- 2 ^-^^ W2.WL •= Htributary f^wind Use: HSS 3x3x1/4 length of member •^tributary = ^.sft Ib W2WL = 68.766 — See attached calculation BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/15/2013 McDonalds NSN; 1090 BYA#13328 Steel Beam . . FIC'OMa«llligil2013113eiinil»g«:ALCS113S10.ecS | ENERCALCINC 1963.2013, BiiiU.13,B.31,Verfi.13,a,3l | Lie. «: KW-06004793 Licensee : BRAD YOUNG 8. ASSOCIATES Description; 82: Icwer header CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: ASCE 7-05 Material Properties Analysis Me&iod; Ailowable Strength) Design Beam Bracing : Beam is Fully Braced against lateral-lorsional buckling Bending Axis: Major Axis Bending Load Combinalion ASCE 7-05 Fy: Steel Yield: 460 ksi E: Modulus: 29,000,0 ksi wro.oess) + + + Span = 6,0 ft 5 HSS3x3x1/4 Applied Loads Sennce loads entered. Load Factors witi be applied for calculations. Unifbmi Load: W = 0,06880 k/fl. Tributary Widlh = 1.0 ft, (out-of-plane loads) DESIGN SUMMARY l\^aximum Bending Stress Ratio = 0.054:1 Maximum Stiear Stress Ratio = 0.012 1 Section used for this span HSS3x3x1/4 Section used for this span HSS3x3x1/4 Ma: Applied 0.310k-ft Va: Applied 0.2064 k Mn / Omega: Atiowable 5.693 k-ft Vn/Omega: Allowable 17,721 k Load Combination +D+W+H Load Combinalion +0+W+H Location of maximum on span 3.000fl Lccalion of maximum on span 0,000 ft Span #where ma»mum occurs Span#1 Span # where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0,000 in Ratio = O<240 Max UpwanJ L+Lr+S Deflection 0.000 in Ratio = 0<240 Max Downwaid Total Deflection 0.023 in Ratio = 3118 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summaiy of Shear Values Segment Lengtii Span # M V Mmax + Mmax- Ma-Max Mnx Mnx/Omega Cb Rm VaMax Vnx Vnx/Omega D Only Dsgn,L = 6.00 ft 1 0,000 9,51 5,69 1.00 1,00 -0.00 29.59 17,72 +D+1+H Dsgn,L = 6.00 ft 1 0.000 9,51 5,69 1,00 1.00 -0.00 29,59 17,72 *D<Lr+H Dsgn, L = 6,00 ft 1 0.000 9.51 5.69 1,00 1.00 J1.IK 29,59 17.72 +D+S+tt Dsgn.L = 6,00 ft 1 0,000 9.51 5,69 1.00 1,00 .0,00 29.59 17.72 +D+O.75OLr*O,750LtH Dsgn. L = 6.00 ft 1 0,000 9,51 5,69 1.00 1,00 J),00 29,69 17,72 *D+O.750L-^.75OS+tt Dsgn.L = 6.00 ft 1 0.000 9,51 5,69 1,00 1,00 ^),00 29,59 17.72 +0<«ttl Dsgn,L = 6,00 ft 1 0,054 0.012 0.31 0,31 9.51 5.69 1,00 1,00 0,21 29,59 17.72 +D«1.70E*H Dsgn.L = 6.(0 ft 1 0,000 9.51 5,69 1,00 1,00 *00 29.59 17,72 *D+O.750tj-iO 750L*0,750V\Wt Dsgn,L = 6.00 ft 1 0,041 0,009 0.23 0,23 9.51 5,69 1.00 1.00 0.15 29,59 17,72 *D<0.750L-«).750S»0,760W*« Dsgn,L = 6,00 ft 1 0.041 0.009 0,23 0,23 9,51 5,69 1,00 1.00 0,15 29.59 17.72 +Dt0,750Lr<O.750L<O.6250E»tH Dsgn.L = 6,00 ft 1 0.000 9,51 5,69 1,00 1,00 .O.m 29.59 17,72 +D+0,750L»0.750S-KI.5250E+H Dsgn.L = 6,00 ft 1 0,000 9.51 5,69 1.00 1,00 *oo 29.59 17,72 McDonalds NSN: 1090 BYA #13328 [steel Beartiu Flle = O:UrawinssQ013t13680Uwg\CALC913680.ec6 \ EKERCAIC. INC- 19B3-2013, BuBd:a.13 J.31. V«r.6.13.a.31 | I Lie. # : KW-06004793 Licensee : BRAD YOUNG & ASSOCIATES Description : B2: lower header Load Cfflnbiration Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span* M V Mmax-*-Mmax- Ma-Max Mnx Mnx/Omega Cb Rm VaMax Vnx Vnx/Omega Dsgn.L= 6,00 ft 1 0,054 0,012 *0,60O>0.70E+tt Dsgn,L= 6.00 ft 1 0.000 Overall Maximum Deflections • Unfactored Loads 9,51 5.69 1,00 1,00 9.51 5.69 1,00 1,00 0.21 29,5 4).0O 29,59 17.72 17.72 Load Combiiation Span Max --- Defl Location ri Span Load Combination Max. -+* Dell Location in Span WOnly Vertical Reactions • Unfactored 3,030 Supportnclation:Farleftis#1 0,0000 Values in KIPS Load Combination Support 1 Support 2 OvemN MAXbnum WOnly 020S 02O6 0206 0.206 ctieck Column Design Hcol := 17-5-ft P-l := 2-0.5-L-i-W-i = 550.13Ib P2 := 2-0.5-L-W2 \/\Ji = 412.598 Ib PQL := 55ilb at 9 ft at 2 ft at 9 ft Use: HSS 3x3x1/4 Columns See attached calculation Ciiecl< Column Concrete Anchorage (Pl + P2) V, wind = 481.364 Ib Use: (2) 1/2" diameter Hilti KB-TZ Expansive anchors See attached calculations BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Bratd Young & Associates.lnc. Print Date: 11/15/2013 2.1 MoDondds NSN; 1090 BYA #13328 I Steel Column Description: Cl worse case Fie < OMrmlnflSl2013t13680ViwgtCM.CS\13680,ec6 ENERCALC INC 1913-21113, BiilHt.lHJI, Vrf.13,«,31 9Wit:>ji»,vriinr«ii«iMj.T.naiia CodeReferences Calculations per AISC 360-05 Load Combinations Used : ASCE 7-05 General Information Steel Section Name: HSS3x3x1/4 Analysis Method: Allowable Strengtti Sled Stress Grade Fy: Sleel Yield 46.0 ksi E: Elastic Bending Modulus 29,000.0 ksi Load Combination : ASCE 7-05 Applied Loads (Jverall Cohrni Height 17.50 « Top & Bottom Rxity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-K (widlh) axis: Unbraced Lengtii lor X-X Axis buokliig = 17,50 ft, K = 1,0 Y-Y (depth) axis: l/nbraced Lenglh for y.Y Axis booMing = 17.50 ft, K = 1,0 Service leads entered. Load Fadors witi be apptied for calculations. Column self weighl included: 153.615 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at9,0ft,D = 0.5610k BENDING LOADS... P.2: Ul. Point Load at 9.0 « orealing Mx-x, W = 0,550 k P.3: LaL Point Load at 2.0 ft creating Mx-x, W = 04130 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location cf max.atx}ve base At maximum kication values aie... Pa: Axial Pn/Omega :Alhiwafale Ma-x: Applied Mn-x / Omega: Allowable Ma-y: Appied Mn-y / Omega: Alkiwable PASS Maximum Shear Stress Ratio = Load Combination Location of max-above base Al maximun location values aie... Va: Applied Vn/Omega: Allowable Load Combination Results 0.S244 ;1 +D+W+H 8.926 ft 0.7046 k 10.247 k 2.789 k-ft 5,693 k-ft 0.0 k-ft 5.693 k-fl Maximum SERVICE Load Reactions.. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections.. Along Y-Y 1.534 in at for load combination : W Only Along X-X 0.0 in al for kiad combination: 0.0 k 0,0 k 0,3301 k 0,6329 k 8.691 ft above base O.Ofl above base 0.03572 :1 +D+W+H 0.0 ft 0.6329 k 17.721 k Maximum Axial + Bendina Stress Ratios Maximum Shear Ratios Load Combination Stress Ralio Status Locatbn Stress Ratio Status Location DOnly 0.069 PASS 0.00 ft 0.000 PASS 0.00 ft +0+L+H 0,069 PASS 0.00 ft 0.000 PASS 0.00 ft +0-ir+H 0.069 PASS 0.00 fl 0,000 PASS 0.00 ft +D+S+H 0.069 PASS 0,00 fl 0,000 PASS 0,00 ft +D<0.760Lr<0.750L+H 0.069 PASS 0.00 ft 0,000 PASS 0.00 ft +OiO.750L<0.750S+H 0.069 PASS 0.00 ft 0.000 PASS 0.00 ft -tD+VI/ifl 0.524 PASS 8.93 ft 0,036 PASS 0.00 ft +D<0.70E+H 0,069 PASS 0.00 ft 0.000 PASS 0.00 fl +D-tO.750Lr+O.750L+O,75OW+H 0.402 PASS 8.93 ft 0.027 PASS 0.00 fl +D-tO.750L+O.750S*O.750W+H 0.402 PASS 8.93 ft 0.027 PASS 0.00 ft +CW).760Lr+O.760L<O,5250E+fl 0.069 PASS 0.00 fl 0,000 PASS 0.00 ft +D<O,750L-t0.750S<O.5250E+H 0.069 PASS 0,00 fl 0.000 PASS 0.00 ft ifl,60D+W+H 0,511 PASS 8.9311 0.036 PASS 0.00 n +O,6OD+O.70E+H 0.041 PASS 0.00 ft 0.000 PASS 0.00 ft XT' McDonalds NSN: 1090 BYA#13328 1 steel Column File = O:UrawlnasQ013l136S0\dWBV:ALCS\136a0.ec6 b ENERCALC. INC. 1S83-2013. Bufld:E.13.B.31. V«r6.13.e.3t 1 Description: C1 vrorse case Maximum Reactions • Unfactored Note: Only non-zero reactions are listed. Load Combination X-X Axis [^cSon @ Base @ Top Y-Y Axis Reaction Axial Reaction @Base @Top @Base DOnly WOnly Ic k k 0.705 It -0.633 0.330 l( k D<W k Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Detection Distance DOnly 0.0000 il 0.000 fl 0,000 in 0.000 fl WOnly 0,0000 In 0.000 ft 1,534 in 8,691 ft 0,0000 in 0.000 fl 1,534 in 8,691 ft Steel Section Properties : HSS3x3x1/4 Deptii 3,000 in Ixx = 3.02 ln"4 J 5.080 in"4 Sxx = 2,01 in«3 WdUi 3,000 in Rxx = 1.110 In WalTNck 0.250 In Zx = 2.480 in"3 Area -2.440 in«2 lyy = 3,020 WA C 3,520 in*3 Weighl 8.778 plf syy = 2,010 in>3 Ryy = 1.110 in Ycg Loads are total entered value. Arrows do not reflect absolute direction. www.hiitLus Profls Anchor 2.4.3 Company: Specifier Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Madewell-Carlsbad 13680 11/14/2013 Specifier's comments: 11nput data Anchor type and diameter Effective embedment depth: Material: Evaluation Service Report issued I Valid: Proof Stand-off instaltation: Anchor piate: Profile: Base material: Reinforcement Seismic loads (cat C. E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ-081/2(2) hrt » 2.000 in., hnom " 2,375 in. Cartwn Steel ESR-1917 5/1/2013 I 5/1/2015 design method ACI 318 / ACig3 = 0.000 in. (no stand-ofQ: t = 0.500 in. I, X ly X t = 3.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Square HSS (AISC); (L x WxT) •= 3.000 in. x 3.000 in. x 0.250 in. cracked concrete. 3000. fc' = 3000 psi; h = 11.000 in. tension: conditian B, shear condition B; no supplememai splitting reinforcement present edge reinforcement none or < No, 4 bar www.tiilti.us Profis Anchor 2.4.3 Ckimpany: Specifier Address: Phone I Fax: E-Mail; Page: Project: Sub-Project I Pos. No.: Date: Madewell-Carlsbad 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 241 241 max. concrete compressive strain: max. concrete compressive stress: resulting tension force in (x/y)=(0.000/0.000): -[%,] - Ipsi] Ollb] resulting compression force in (x/y)=(0.000/0.000): 0 [I 3 Tension load steel Strength* Pulloul Strength* Concrete Breakout Strength"" * anchor having the highest loading i H„ [lb] "157A N7A N/A N/A N/A N/A "anchor group (anchors in tension) Capacity ^N^ [lb] Utilization (h = Nu,I^N„ N/A N/A N/A N/A N/A N/A w.hiltLus Profis Anchor 2.4.3 Company: Specifier Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Madewell-Carlsbad 13680 11/14/2013 4 Shear load SteeJ Strength* Steel ^ilure (with lever arm)* Pryout Strength** Concrete edge teilure in direction ** * anchor having the highest loading 4.1 Steel Strength VM = ESR value (|)VM,tf£Vu, Variables 541 3572 N/A N/A 482 3687 N/A N/A "anchor group (relevant andiors) Capacity pb] Utilization pv= V^/^Vn OK N/A OK N/A refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-2) w.hilti.us Profis Anchor 2.4.3 Company: Specifier Address; Phone I Fax: E-Mail: Page; Project: Sub-Project I Pos. No.: Dale: Madewell-Carlsbad 1368Q 11/14/2013 5 Warnings • To avoid failure of ^e anchor plate tfie required thickness can be calculated in PROFIS Anchor Load re-distributions on the anchors due to elastic deformations of ^e anchor plate are not considered. Ttie anchor plate is assumed to be sufficiOTtly stiff, in onjer not to be deformed when subjected to the loadingi • Condition A applies when supplementary reinforcement is used. The <t> factor is increased for non-steel Design Strengths except Puilout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Puilout Strength and Pryout Strength. Refer to your local standanj. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standardi Fastening meets the design criteria! Calculations V».Pb] 5495 Results V„Ilb] ~54§5- 4.2 Pryout Strength VepB = kjp [(;^) V«=.N >f«),N VCN Vcp.N ANC'*' see"ACI 318-08. Part D.5.2.1. Fig. RD.5.Z1(b) ..«=(,;|e,)sl.O '07-0.3 (f^)^1.0 ,,,„.„«<(^,1^).,.0 = k,lVjlii' Variables ACI 318-08 EQ (D-31) ACI 318-08 Eq (0-2) ACI 318-08 Ed (D-6) ACI 318-08 EQ (D-9) ACI 318-08 Eq (D-11) ACI 318-08 Eq (D-13) h«[in.l ecijj [in,] ACI 318-08 Eq, (D-7) I. |ln,l i.[in,l CK [in.j Calculations 72,00 Results V».|lb] 5267 Awdi |in.'] • V».Pbl 1,000 V..llbl 482 WWW.fli'ffi'.IlS Profts Anchor 2.4.3 iif.ttilti.tis Profis Anchor Z4,3 Company; Specifier Address; Phone I Fax; E-Mail: Page; Project: Sub-Project I Pos, No.; Date; Madewell-Carlsbad 13680 11/14/2013 Company; Specifier Address: Phone I Fax; E-Mail: Page; Project; SuthProject I Pos. No.: Date; Madewell-Carlsbad 13680 11/14/2013 6 Installation data Anchor plate, steel: - Pnsfile: Square HSS (AISC); 3.000 x 3.000 x 0.250 in. Hole diameier in the fixture: df = 0.563 in. Plate thickness (input); C.500 in. Recommended plate thickness; not calculated Cleaning: Manual cleaning of the drilled hole according to instnjctions for use is required. Anchor t^e and diameter Kwik Bolt TZ - CS. 1 /2 (2) Instailation torque: 480.001 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 2.625 in. Minimum thidcness ofthe base material; 6,000 in. 7 Remarks; Your Cooperation Duties • /Vny and all information and data contained in the Sofhvare concern solely ttie use of Hilti pnsducts and are based on the principles, formulas and security regulafions in accordance with Hilti's technical directions and operating, mountng and assembly tns^ctions, etc., that must be strictly complied with by the user Ali figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific fadlity. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific applicafion. • You must take all necessary and reasonatile steps to prevent or (imit damage caused by fhe Software. In particular, you must arrange for the regular bad(up of programs and data and, if applicable, cany out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate ftjnction of the Software, you must ensure Uiat you are using the cun'ent and Uius up-to-date version of Uie Software in each case by earring out manual updates via Uie Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Coordinates Anchor in. Anchor x 1 OOOO 2 0.000 -4.000 4.000 Check connection at top of column: B3: column blocking The HSS column will connect to double 2x blocking. Check the blocking forthe out-of-plane forces from the column atthe column connection. L := 32in length of member ^wind = 481.364 Ib point load from column Use: min double 2x4 DF#2 see attached Check the hangers forthe out-of plane loads: V, ^applied 2 wind Vapplied = 240.682 Ib Vallow ••= 670lb allowable load for A35 clip ^applied V 0.359 allow <1, soA35 clips will be acceptable Use: A35 clips at EA end of blocking BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/14/2013 McDonaWs NSN: 1090 BYA #13328 McDonalds NSN: 1090 BYA #13328 1 Wood Column Fike = O;\drswings12013t13680UwgtCALCS^13680.«6 k ENERCALC, INC. 19B3-2013. euild:G.13.B.31, Ver6.13.B.31 1 Description: B3-out-oI-piane check Code References Calculations per 2005 NDS Load Combinations Used : ASCE 7-05 General Infonnation Analysis Method ; Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 2.670 ft Wood Section Name Wood Grading/Manuf. Wood Merrber Type 2-2x4 Graded Lumber Sawn Wood Column Description: B3-out-of-plane checi( Load Combination Results Rle = O:Ulrawing£\2013\13680ktwg\CALCSl13680.ec6 b ENERCALC, \NC. 1983-2013. aulkl:6,13.8.31. Ver6.13.8.31 | { used for r Wood Species Wood Grade Fb - Taision Fb - Compr Fc-Prll Fc - Perp on-slender calculations ) Douglas Fir - Larch No.2 900.0 psi 900,0 psi 1,350.0 psi 625.0 psi Fv Ft Density E : Modulus of Elasticity ,.. Basic Minimum Applied Loads X-X Bending 1,600.0 580.0 180.0 psi 575.0 psi 32.210 pcf y-y Bending 1.600.0 580.0 Axial 1,600, Exact Width Exact Depth Oksi 3.0 in Allow Stress Modificalion Factofs 3.50 in 10.50 in*2 10.719 in«4 7.875 inM CforCvfor Bending Cf or Cv for Compression CforCvfor Tension Cm: Wet Use Factor Ct: Temperature Factor Cfu : Rat Use Factor Kf; Built-up columns Use Cr: Repetitive ? 1.50 1.150 1.50 1.0 1.0 1.0 1.0 NDS f5.12 No fnon-g/b only) Maximum Axial + Bendina Load Combination ^ Q stress Ratio status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location -K).60D+W-^H 1.600 0.3388 -tfl.60D+O.70E+H 1.600 3,000173 PASS PASS 1,326 ft O.Ofl 0.07983 PASS 1.326 ft 0.0 PASS 2.670 ft Maximum Reactions - Unfactored Nole: Only non-zero reactions are listed. X-X Axis Reaction Load Combination @ Base @ Top Y-Y Axis ReacUon @ Base @ Top kf\a\ Reaction ©Base WOnty 0.241 0.240 k k k Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance WOnly 0.0264 in 1.344ft O.OOO in 0.000 ft Sketches Brace condition for deflection (buckling) along columns: X-X (wi'dffi) axis ; Un&raced Lengtfi for X-X Axis buckling = 2.670 ft K = 1.0 Y-Y (depth) axis ; Unbraced LengSi for X-X Axis buckling = 2.670 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weiqht included: 6.271 Ibs * Dead Load Factor BENDING LOADS... Lat Point Load at 1.330 ft creatinQ Mv-V, W = 0.4810 It DESIGN SUmARY Bending & Shear Check Results PASS Max. Axial-^Bending Stress Ratio = Load Combination Goveming NDS Fommla Comp Location of max. above base At maximum kx:abon values are .,. .^plied Axial /Applied Mx Applied My Fc; Aliowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Aliowable Shear Load Combination ResuIts 0.3388 ;1 -^0+W+H Myy, NDS Eq. 3.9-3 1.326 ft 0.006271 k 0.0 k-fl 0.3201 k-ft 2,074.92 psi 0.07983 ; 1 1.326 ft 34.486 psi 288.0 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.2396 k Bottom along X-X Maximum SERVICE Load Lateral Deflections... Along Y-Y 0.0 in at 0.0 ft above base (brloadcombination: ri/a Along X-X 0.02642 in al 1.344 ft above base for load combination : W Only Other Factors used to calculate allowable stresses... Bending Compression Cf or Cv; Size based factors 1,500 1.150 0.0 k 0.2414 k Load Combination CD Maximum Axial + Bendina S tress Ratios Maximum Shear R tios Load Combination CD Slress Ralio Status Location Slress Ratio Status location DOnlv 0.900 3,000465 PASS 0.0 « 0.0 PASS 2.670 t +D<1.4H 1,000 3,000424 PASS 0.011 0.0 PASS 2.670 11 1,250 3,000350 PASS O.Ofl 0.0 PASS 2.670 d +D+S+H 1.150 3,000376 PASS O.Ofl 0.0 PASS 2.670 11 +D<0,750Lr40.750L+H 1,250 3,000350 PASS O.Ofl 0.0 PASS 2.670 11 tD<O.750L<O,750S*H 1.150 D.000376 PASS O.Ofl 0.0 PASS 2.670 11 +D+W*H 1.600 0,3388 PASS 1.32611 0.07983 PASS 1.326 n +OiO,70E*H 1.600 3,000268 PASS O.Ofl 0.0 PASS 2.670 11 +D<O.760LnO,750L+O.750W+H 1.600 0,2541 PASS 1.326 fl 0.05987 PASS 1.326 « 4O*0750L<0,750S*0,750W4H 1.600 0.2541 PASS 1.326 fl 0.05987 PASS 1.326 « +D<O,750LnO.750W,5250E+H 1,600 3.000288 PASS 0.011 0.0 PASS 2.670 It *0*0750L<0,750S*0,6250E+H 1.600 3,000288 PASS 0.0 It 0.0 PASS 2.670 11 M-y Loads Loads are total entered value. Arrows do not reflect absolute direction. Design a bracing member that will attach to the existing GLB atthe storefront and will be used to resising the out-of-plane loads generated from new columns. The braces will be spaced every 32" o.c. M1: column brace d ;= 3.5ft estimated brace width Height|^^ := \lli3.5-nf + (s.s-ftf] = 4.95ft Vwind = 481.364 Ib ^pan - 2 Span = 3-5ft wind load at column applied span length of load V, ^wind wind *pan Wwind = 137.533- ft %ibutary '•- Span '^applied '= ^tributary'^wind trib of braces ^applied = 481.364 Ib '^w1 '^applied f d ^ Height]^ 1 340.376 lb = 340.376 lb Use: 2x8 DF#2 brace see attached BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING Copyright 2012 Brad Young & Associates.lnc. Print Date: 11/15/2013 31 McDonalds NSN: 1090 BYA#13328 I Wood Column Fae = O:Vkn*ingsl2013ll3GBDVt«BlCALCS113680.ec6 b ENERCALC, INC. 198^2013. BIM6.13.8.31.VH-.6.13.8.31 1 Description: Ml: brace Code References Calculations per 2005 NDS Load Combinations Used : ASCE 7-05 General Infonnation McDonalds NSN: 1090 BYA*13328 I Wbbd Column Description; Ml: brace Load Combination Results Fiie = O:Urewr«3l20ai36B0U«s\CALCS113G«.ec6 ENERCALC. INC. 196^2013. Buil(t6.13.B.31.Var6.13.8.31 Analysis Method: Allowable Stress Design End Rxities Top & Bottom Pinned Overall Column Height C Used ror non^slender calculations } Wood Species Douglas Fir - Larch Wood Grade No.2 Fb-Tension QOQ.Opsi Fv Fb-Compr 900.0 psi Ft Fo-Pril 1,350.0 psi Density Fo-Perp 625.0 psi 180.0 575.0 32.210 pcf Wood Section Name 2x8 WocKd GiBding/Mamif. Graded VIloodMentierType Sawn Bead Wdh 1.50 in A Exact Depth 7.250 in Area 10.875 in«2 Ix 47.635 in>4 ly 2.039 rfA Allow Stiess Modificalion Factors E: Modulus of Elasticity . Applied Loads x-x Bending 1,600.0 580.0 y-y Bending 1,600.0 580.0 Axiai 1,600.0 ksi ClorCvtbrSerKing 1.20 Cl or Cv for Compressicn 1.050 ClorCvlbrTenskxi 1.20 Cm: Wet Use Factor 1.0 Cl: Temperalure Factor 1.0 Ctu: Rat Use Factor 1.0 Kf: Buill-14) ccriumns 1.0 WDS 15.3.2 Use Cr: Repetitive ? No (nw.gfti only) Maximum Axial + Bendina Slress Ratios Maximum Shear l^tios Load Combination CD Stress Ratio Status Location Stress Ratio Status Location +D^O.750L^O.750S^O.750W^^^ 1.000 0.08657 PASS O.Ofl 0.1303 PASS 5.0 11 4CW).750Lr+0.750L*0.5250E4H 1.000 3.003941 PASS O.Ofl 0.0 PASS 5.0 fl ^^>K).750L^O.750S^O.5250E+H 1.000 D.003941 PASS 0.0 ft 0.0 PASS 5.0 fl *0.60D+W*H 1.000 0.1125 PASS O.Ofl 0.1737 PASS 5.0 11 *0.60&t0.70E4+l 1.000 D.002365 PASS 0.0 ft 0.0 PASS 5.0 n Maximum Reactions • Unfactored Note: Only non-zero reactions are lisied. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base 8 Top @Base @Top ©Base WOnly k 0.340 k 0.340 k Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Defleclion Distance Max. Y-Y Delledran Dislance WOnly 0.0000 in 0.000 It 0.000 in 0.000 It Sketches Brace condition for defleclion (buckling) along columns: X-X (width) axis : Unbraced Lenglh far X-X Axis buckling = 5.011, K = 1.0 Y-Y (depth) axis : Unbraced Lenglh lor X-X Axis buckling = 5.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weight Included: 12.163 Ibs * Dead Load Factor AXIAL LOADS... column load: Axial Load at 5.0 fL W = 0.340 k BENDING LOADS... column load: Lal Point Load at 5.0 ft creating Mx-x, W = 0.340 k DESfGNSl/MUMRir Bending & Stiear Check Results PASS Max. Axia|.^nding Stress Ratio = Load Combinaticxi Govemin^i NDS Forumla Location ol maxabove base Al maximum kx^tion values ate... Applied Axial Applied Mx Applied My Fc:ARowable PASS Maximum Shear Slress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.1141:1 lO+W+H Comp Only, fc/Fc' O.Ofl 0.3522 k 0.0 0.0 k-ft 283.770 psi 0.1737:1 5.011 46.897 psi 180.0 psi Maximum SERVICE Lateral Load Reactions .. TopalaigY-Y 0.340 k BotUmalongY-Y Tcp along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflecfions... Along Y-Y 0.0 in al 0.0 It above base lor kjad combination: n/a Along X-X 0.0 in al 0.0 ft above base forloadcombination:n/a other Factois used to calculate allowable stresses... Bencfinq Compression Cl or Cv: See based factors 1.200 1.050 0.0 k 0.0 k Load Combinatjon DOnly +D<L4t *IW.r+H tD<S+H *D^O.75OLr+O,750L4l +DiO.76OL+O.750S+H +D+W+H +D+0.70E4H +O<0.750Lr<fl.750L<O.760W+H Maximum Axial + Bendina £ tress Ratios Maximum Shear Ratios CD Stress Ralio Status Location Slress Ratio Status Location 1.000 3.003941 PASS O.Ofl 0.0 PASS 5.0 fl 1.000 3.003941 PASS O.Ofl 0.0 PASS 5.0 ft 1.000 D.003941 PASS O.Ofl 0.0 PASS 5.0 ft 1.000 3.003941 PASS 0.0 It 0.0 PASS 5.0 fl 1.000 D.003941 PASS 0.0 ft 0.0 PASS 5.0 ft 1.000 3.003941 PASS 0.0 ft 0.0 PASS 5.0 ft 1.000 0.1141 PASS 0.0 ft 0.1737 PASS 5.0 ft 1.000 3.003941 PASS 0.0 ft 0.0 PASS 5.0 ft 1.000 0.08657 PASS O.Ofl 0.1303 PASS 5.0 ft Loads are total entered value. Arrovtrs do not reflect absolute direction. Madewell Carlsbad. CA T.I. - New HVAC Design Parameters Code Wind Seismic 2010 CBC 85-C, lw=1.0 Site Class D Ss = 1.222 Si = 0.458 1=1.0 R=N/A Steel fy (W.F.) A992 Steel fy (Tube) A500 Grade B Steel fy (Pipe) A53 Grade B Steel fy (Misc.) A36 Light gage studs fy High Strength Bolts Typical Bolts Concrete fc (Foundation) Concrete f'c (walls) Concrete f'c (Columns) Concrete f'c (Floor desks) Rebar #3 bars Rebar #4 and larger bars Welded Rebar Dimensioned Lumber Glulam Beams Wood Connectors (Manufacture) Masonry fm Allowable Soil Bearing Pressure = 50 ksi, UNO = 46 ksi, UNO = 35 ksi, UNO = 36 ksi, UNO = 50 ksi minimum, UNO = A325N = A307 = 3000 psi, UNO = 3000 psi, UNO = 3000 psi, UNO = 3000 psi, UNO = Gn 40, fy = 40,000 psi, UNO = Gn 60, fy = 60,000 psi, UNO = A706 = DF#2, UNO = 24F-V4 @ simple spans, UNO = 24F-V8 @ Cantilever spans, UNO = Simpson Strong Tie, UNO (Equivalent may be used) = 1500 psi, UNO = 1500 psf (Code minimum) Note: The above material properties are typical properties and apply unless noted otherwise within this calculation package. The materials listed are not necessarily used in this design. Please see the following calculations forthe actual types of materials used for this specific design. BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, California 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.nnctd Engineer: TT 4\ Loading Main Roof ^DLroof^ v'-'-roofy Roofing Plywood Roof Framing Ceiling Insulation M&E&P Miscellaneous 2.2 PSF 1.8 4 1.8 1.5 2 0.7 14 PSF 20 PSF Dead Load Live Load DL, roof := DL, Jb roof o ft^ II - I I "-"-roof "-"-roof • o ft^ DL, roof LL roof Ib 14 — ft^ lb 20 — ft^ Note: When possible reduce roof live load for tributary area per ASCE 7-05 Section 4.9. When applicable live load reduction will be noted by Ri BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, California 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mcid Engineer: TT The following calculations will address the following 1 Check existing framing for (N) HVAC loads 2 All other work, if required or not addressed in this package, is by others. BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, California 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mcd Engineer: TT ^1 Item 1:fN) HVAC The RTUs will be new units replacing existing units in existing locations of similar size. The new roof unit will have a maximum weight of 885 Ibs. Check the existing roof framing forthe new loads. Member RB1: (E) 6 3/4 x 36" Check the existing beam forthe new HVAC loads L := 34ft w 24ft + 24ft tributary Length of longest beam member = 24ft w tributary F := 0.5 Roof slope (inches rise per foot of run) At = "-Wtrjbutary Lo ( ( R^ := if A^ < 200-ft ,1 ,if A, A^ < 600-ft ,1.2- .001 ,.6 ft^ JJ R2 := if(F < 4,1 ,if(F < 12,1.2-.05-F,.6)) Lp := L0 R1R2 WDL •= '^'-roofWtrjbutary WLL Lr-wtributary PDL.HVAC 885lb L = 8.5' \ = 816 ft R-l = 0.6 R2 = 1 lb Lr = 12 ft^ WDL = Ib 336 — ft WLL ~ lb ft PDL.HVAC = 885lb use: (E) 6 3/4 x 36 GLB See attached BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, California 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mctJ Engineer: TT McDonalds NSN: 1090 BYA #13328 McDonalds NSN: 1090 BYA #13328 [wood Beam Flle = O:\drawingst2D13\13680VlwaK:ALCS1136B0.K6 b ENERCALCINC. 1983-2013.BuM6.13.B.31,Ver6.13.8.31 1 [Description; RBI: roof beam CODE/?£FH/?EWC£S Calculations per NDS 2005 Load Combination Set: 2012 IBC & ASCE 7-10 Material Properties Analysis Melliod: Allowable Stress Design Fb - Tension Load Combination 2012 IBC 8, ASCE 7-10 Fb - Compr FcPril Wood Species : DF/DF Fo-Perp Wood Grade :24F-V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E; Modulus of Basticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800ksi 930l<si 1600l(si 830ksi 32.21 pcf D(0.885) D(0.336) Lr(0.288) V 6.75x36 Span = 34.0 ft Applied Loads Service loads entered. Load Faclors will be applied lor calculalions. Uniform load: D = 0,3360, Lr = 0,2880, Tributary Widlh = 1.011, (roof loads) Point Load: D = 0.8850 k a 8.5011, (HVAC) JESIGNJUMIARY Maximum Bending Stress Ratio Section used for lliis span fb: Actual FB: Allowable Load Combination Locatiofi of maximum on span Span #where maximum occurs iWaximum Deflection Max Downward L+Lr+S Detlection Max Upward L+Lr+S Defleclion Max Downward Total Deflection Max Upward Total Deflection 0.38a 1 6.75x36 773.40psi 1,993.48psi +0+Lr+H 16,628 It Span#1 0.184 in Ratio = 0.000 in Ratio = 0.418 in Ratio = 0.000 in Ratio = Maximum Stiear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.219 : 1 6.75x36 58.11 psi 265.00 psi +D+LrtH 0.000 ft Span # 1 2212 0<240 Maximum Forces & Stresses for Load Combinations Load Combinatkm Segmenl Lenglti Max Sires 5 Ratios Cd C| Cr Cm Cl Moment Values Shear Values Load Combinatkm Segmenl Lenglti Span# M V Cd C| Cr Cm Cl CL M lb Fb V tl FV DOnly 0,00 0.00 0.00 0,00 Length = 34.0 ft 1 0,216 0,125 1,00 0.63 1,00 1.00 1.00 1.00 1.00 52.39 431,16 199348 5.36 33.16 265.00 +D+L+H 0.83 1,00 1.00 1.00 1.00 1,00 0.00 0,00 0,00 0.00 Length = 34.0 II 1 0i16 0,125 1,00 0,83 1.00 1.00 1.00 1.00 1.00 52.39 431.16 1993.48 5.38 33,18 265.00 +D+Lr+H 0.83 1,00 1.00 1.00 1,00 1,00 0.00 0,00 0,00 0,00 Length = 34,011 1 0.368 0.219 1.00 0.83 1.00 1,00 1,00 1,00 1.00 93,97 77340 1993,48 9,41 58,11 265.00 +D+5+H 0,83 1.00 1.00 1,00 1,00 1,00 0.00 0,00 0.00 0,00 Lenglh = 34,011 1 0,216 0.125 1,00 0,83 1.00 1.00 1,00 1,00 1,00 52,39 431,16 1993.48 5,38 33,18 265,00 +D*O,750Lr+O.76OL+H 0,83 1,00 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 Lenglh = 34.011 1 0,345 0,196 1.00 0,63 1.00 1.00 1,00 1,00 1,00 83.57 687,81 1993,48 8,40 51,88 265,00 +D+0.750L4€,750S+H 0,63 1.00 1.00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 [Wood Beam Description : RBI: roof beam Rle = O:\drawin(t3t2013\13680UwgtCALCSt13680.ece k ENERCALC.INC. 1993-2013. BuU:6.13.B.31.Ver6.13.B.31 I Load Combinalion Segmenl Lenglh Span# Max Sires s Ratios Cd Cp/V Ci Cr Cm C| Moment Values ShearValues Load Combinalion Segmenl Lenglh Span# M V Cd Cp/V Ci Cr Cm C| CL M lb Fb V fir Fv Length = 34,0 It 1 0,216 0.125 1,00 0,83 1,00 1,00 1.00 1.00 1.00 52,39 431,16 199348 5,38 33.18 265.00 +IW),60W+H 0,83 1,00 1,00 1.00 1,00 1,00 0.00 0,00 0.00 0.00 Length = 34,0 It 1 0.216 0.125 1.00 0,63 1,00 1,00 1.00 1.00 1,00 52.39 431,16 1993,48 5,38 33.16 265.00 0.83 1,00 1,00 1.00 1,00 1,00 0.00 0.00 0.00 0,00 Lenglh = 34,0 It 1 0,216 0,125 1,00 0,63 1,00 1,00 1.00 1,00 1,00 52.39 431,16 1993.48 5.38 33.18 26500 +[M.750tj<O.750L4O.450W+H 0.63 1.00 1.00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Lenglh = 34,011 1 0,345 0,196 1,00 0.83 1.00 1.00 1.00 1,00 1.00 83,57 687.61 199348 6.40 51,88 265.00 +CW),750L<<1.750S40,450W*H 0.83 1.00 1.00 1,00 1,00 1,00 0,00 0.00 0,00 0.00 Lenglh = 34.011 1 0.216 0,125 1,00 0,83 1,00 1,00 1,00 1.00 1.00 52,39 431.16 1993,48 5.38 33.18 265.00 +IM.750L+O.750S<O,5250E*H 0,83 1,00 1,00 1,00 1.00 1.00 0,00 0,00 0.00 0.00 Lenglh = 34.0 » 1 0,216 0,125 1,00 0,83 1,00 1,00 1,00 1.00 1.00 52,39 431,16 199348 5,38 33.18 265.00 +0,60[W).60W»H 0,83 1,00 1,00 1,00 1.00 1.00 0.00 0,00 0.00 0.00 Len9lh = 34,01t 1 0,130 0.075 1.00 0,83 1,00 1,00 1,00 1.00 1.00 31.43 258,70 1993,48 3,23 19.91 26500 +<),60D*0.70E»H 0,83 1,00 1,00 1.00 1.00 1,00 0.00 0,00 0.00 0,00 Lenglh = 34,0 It 1 0,130 0.075 1.00 0,83 1,00 1,00 1.00 1.00 1,00 31.43 258,70 1993,48 3.23 19.91 26500 Overall Maximum Deflections • Unfactored Loads Load Combinalran Span Max *-' Dell Location h Span Load Combinalkin Max. •+• Dell Locatkin in Span D+Lr Vertical Reactions • Unfactored 17.000 Support notation: Far left is #1 0,0000 Values in KIPS Load Combination Support 1 Supporl 2 Overall MAXimum DOnly LrOnly D+Lr 11,272 6,376 4,896 4.1 11.272 10, 10,629 5.933 Member RB2: (E) 14" TJI joists Check the existing joists for the new HVAC loads L := 24ft Length of longest beam member Wt 32in + 32in tributary w tributary = 2.667ft F := 0.5 Roof slope (inches rise per foot of run) Af '•= L-Wtributary •-0 •= LLroof r R-l := if A^. < 200-ft ,1 ,if V A, A^ < 600-ft ,1.2- .001 ,.6 R2 := if(F < 4,1 ,if(F < 12,1.2-.05-F,.6)) WDL "^Lroof-wtributary WLL "-r-wtributary Existing HVAC dead load: Pr 875lb DLHVAC.E L = 4' r JJ WDL = 37.333- Ib WLL ^ 53.333— At = 64 ft^ R-l = 1 R2 = 1 Lr = 20 — ft^ lb ft PDLHVAC.E = 145.833 Ib M E.max ^DL + ^LL . 2 L' + P DLHVAC.E- 4ft-(L-4ft) max ^ 7014.111 ft-lb BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, California 93711 (659) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mctJ Engineer: TT IVlember RB2 - cont'd Reanalyze the existing roof truss forthe existing gravity loads and the new HVAC unit L = 24ft Length of longest truss member ^DL •^'-roof%ibutary Ib WDL = 37.333-^ WLL "-r^ibutary WLL ~ 53.333 lb ft Point load due new HVAC Units (worst case loading) D 885lb @L = 4' PDL — PDL = 147.5 Ib M N.max WDL+WLL ,2 L + p DL 4ft-(L-4ft) Mjsj p^gx = 7019.667ft-lb •^N.max-I^E.max M = 0.079% < 5% so member is acceptable E.max The existing member wili see less than a 5% increase in gravity loads. Use: existing joist member BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, Califomia 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mcd Engineer: TT Check HVAC Units for Lateral Loading: max weiqht of 885 Ibs Seismic Loads := 0.824 Sds = 0-824 S(j-| := 0.471 Seismic Design Category - D Sd1 ~ 0-471 >d1 > 0.20 ap := 2.5 Rp := 6.0 z := 20.ft h := 20.ft lp:=l Wp := 885lb Seismic Force: F.p •p.1 o.4-ap-Sds-Wp.|p RK 1 + 2- — h> Per table 13.6-1 HVAC component amplification factor Per table 13.6-1 HVAC Component Response modification factor assumed average roof height Importance Factor HVAC unit weight (worst case) Fp .| = 364.62 Ib •^p.max ••- i-^Scjs-lp-Wp Fp.max = 1166.7841b Fp.min •= O-3-Scis-lp-Wp Fp.min = 218.772 Ib Fp 'f(Fp.i > Fp.max'Fp.max'"i^Fp 1 'Fp.min)) Fp = 364.62lb BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, California 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mcd Engineer: TT Lateral Analvsis - Wind Exposure C V := 85 := 0.90 Kzt - 1-0 KH := 0.85 I := 1.0 := 0.00256-K^-K^fKjj-l-V^-psf = 14.149 psf G := 0.85 Cf := 1.4 Af := 7.35ft•3.44ft Gust effect factor Force coefficient from Figure 6-21 in ASCE 7 Projected area normal to the wind P^ := q^-G-Cf-Af Lateral wind load P^ = 425.728 Ib Max factored lateral wind load 0.7-Fp = 255.234 Ib Max factored lateral earthquake load Wind Load Governs BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, California 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mcd Engineer: TT Check HVAC Units Overturning - Transverse Direction •-HVAC •= HHVAC •= 3-44ft Wp = 885 lb VA ••= Pw OTM :=VA-HHVAC RMi := (o.6)Wp-^i:i^ Uplift OTM - RM 1 -HVAC Length of HVAC Unit Heightof HVAC Unit Weightof HVAC Unit Lateral Load OTM = 1464.504 ft-Ib RM^ = 1951.425 ft-lb Uplift = -66.248 Ib No holdowns required Check HVAC Units for Overturning - Longitudinal Direction WHVAC 4-96ft HHVAC = 3-44ft Wp = 885 lb V^ = 425.728 lb OTM := VA-HHVAC RM2 := (o.60)Wp- W HVAC Uplift := OTM - RM- W Width of HVAC Unit Heightof HVAC Unit Weightof HVAC Unit Lateral Load OTM = 1464.504 ft-Ib RM2 = 1316.88ft-lb HVAC Uplift = 29.763 lb Need holdowns BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, California 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mcd Engineer: TT Tension Anchorage Design for RTUs: Try: 3-1/2" dia. Lag Screws for anchor with G = 0.50 each side min n := 3 Uplift (Uplift) n Embed := 4in CD 1.6 CM 10 C^ := 1.0 Cgg := 1.0 Cfn := 1.0 anchors per side withdrawal design value min embedment depth Load duration factor Wet service factor Temperature factor End grain factor Toe-nail factor W W lb unfactored ^''^* jp allow •= ^D-CM-^f^eg-^tn-^unfactored-^'^'^®^ Wallow = 2419.2 Ib Uplift W = 0.004 <1 so lag screw is acceptable allow Use: 1/2" dia. lag screws @ 24" oc, (3 each side min. 12 total) for HVAC anchor at premanufacturer curb BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W, Herndon Ave, Suite 101 Fresno, California 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mcd Engineer:_ ^1 Shear Anchorage Design for RTUs: V^ = 425.728 lb N := 12 VA \/ — ^anchor N Max. Lateral ioad min numberof total anchors Vanchor = 35.477 Ib ^unfactored 320lb Unfactored lateral design value allow ^D'^unfactored fallow = 512 Ib V anchor -allow = 0.069 <1 so anchors are acceptable Use: 1/2" dia. lag screws @ 24" oc, (3 each side min. 12 total) for HVAC anchor at premanufacture curb BRAD YOUNG & ASSOCIATES STRUCTURAL ENGINEERING 1320 W. Herndon Ave, Suite 101 Fresno, Califomia 93711 (559) 222-9600 (559) 222-9633 Fax Copyright 2012 Brad Young & Associates Print Date: 12/2/2013 File Name: 13680 - RTUs.mcd Engineer: TT 5X EXISTIMG UNITS • - . Base unit dimensions — 50HJQ008,012 UNIT STD UNIT WEIGHT CORNER WEIGHT (A) CORNER WEIGHT (B) CORNER WEIGHT (C) CORNER WEIGHT (D) H J K Lb Kg Lb Kg Lb Kg Lb Kg Lb Kg Ft.-ln. mm Ft.-in. mm Ft.-in. mm 1 50HJQ008 870 395 198 90 183 83 237 108 252 114 2 -078 632 3 -55/16 1050 2 -91/16 856 1 50HJQ012 1000 454 231 105 214 97 269 122 286 130 2 -1078 885 4 -15/16 1253 3 -076 924 CONNECTION SIZES A 178 dia [35] field power supply hole B 2/2 dia [64] power supply knockout C 174 dia [44] charging port hole D 78 dia [22] field control wiring hole E 74 -14 NPT condensate drain F 2 dia [51] power supply knockout NOTES: 1. Dimensions in [ ] are in millimeters. 2. Center of gravity. Direction of airflow. ELECTRICAL -DISCONNECT LOCATION OUTDOOR COIL 4. Ductwork to be attached to accessory roof curb only. 5. IVIinimum clearance (local codes or jurisdiction may prevail): a. Bottom to combustible surfaces (when not using curb) 0 in, on hori-zontal discharge units with electric heat 1 in. clearance to ductwork for 1 foot. b. Outdoor coil, for proper airflow, 36 in. one side, 12 in. the other The side getting the greater clearance is optional. c. Overhead, 60 in. to assure proper outdoor fan operation. d. Between units, control box side, 42 in. per NEC (National Electrical Code). e. Between unit and ungrounded surfaces, control box side, 36 in. per NEC. f. Between unit and block or concrete walls and other grounded sur- faces, control box side, 42 in. per NEC. g. Horizontal supply and return end, 0 inches. 6. With the exception of the clearance for the outdoor coil as stated in , _ Notes 5a, b, and c, a removable fence or barricade requires no f ITY^QF-'CARLSBAD clearance V • [BTSl r-.i\/ioir%M^- Units may be installed on combustible floors made from wood or class I iUIL[)ING DiVlblUlN A, B, or G roof covering material T R The vertical center of gravity is 1-7% for 008, 2 -0 for 012 up from the bottom of the base rail. fteCEIVED ^ TWCI 0 2013 BOTTOM POWER CHART, THESE HOLES REQ'D FOR USE WITH ACCESSORY PACKAGES — CRBTMPWROOIAOO (Va . 'A ) OR CRBTMPWR002A00 (Vz .I'A ) THREADED WIRE REQ'D HOLE CONDUIT SIZE USE SIZES (MAX.) Vl 24V /o 222 V. POWER-1V!j 28,4 V/. POWER* 1/4 44,4 Select either or 1 for power, depending on wire size. CONTROL BOX 8 COMPRESSOR ACCESS PANEL FORK TRUCK SLOTS 0'~2 1/1' t57! CTYP 8 PLACES) FRONT RIGHT SIDE RETURN AIR E STD. CONDENSATE DRAIN 12 Performance data COOLING CAPACITIES 50HJQ004 (3 Tons) Temp (F) indoor Entering Air — Cfm/Bf Outdoor 900/0.13 1200/0.17 1500/0.19 Entering Air Indoor Entering Air — Ewb (F) 72 67 62 72 67 62 72 67 62 TC 41.7 38,4 34.1 43.2 40.3 37.3 44,4 41.4 36.8 75 SHC 20,3 25,0 29.0 21.9 28.0 33.7 23,2 30.6 36.8 kW 2.22 2,17 2.13 2.23 2.20 2.17 2,25 2.21 2.18 TC 40.5 37.2 32.4 42.1 39.0 36.0 43,1 40,2 37.2 85 SHC 19.9 24.6 28.1 21,6 27.8 33.2 23,1 30,5 36.3 kW 2.49 2.45 2,40 2,51 2.48 244 2.53 2,49 2.45 TC 39.1 35,9 30,6 40,8 . 37.6 33.9 42.0 38,7 35.8 95 SHC 19.4 24,1 27.2 21,2 27.4 32 2 23.0 30.2 35,8 kW 2,80 2,75 2.69 282 ' 2.78 2.74 2.85 2.80 2.76 TC 37,6 33.9 28.8 39.2 36,0 32,3 40.1 37.0 34,6 105 SHC 18,8 23.3 26.3 20.8 26,8 31,4 22.3 297 34,5 kW 3,13 3.08 3.01 3.16 3,11 3.06 3.18 3.13 3.09 TC 35,9 31.9 27.9 37.4 34,2 30.2 38.3 35.3 32 5 115 SHC 18,2 22.5 25.8 20.2 26,1 30.1 21.8 29.0 32.5 kW 3,49 3.43 3.36 3,52 3,47 3.40 3.54 3,50 3.45 TC 34,2 30,5 26.3 35,5 32,1 28.6 36.3 33.2 31.0 125 SHC 17,6 21.9 25.0 19.5 25,3 28,6 21.4 28.2 31.0 kW 3,88 3,81 3.74 3,91 3,85 3,79 3.92 3.88 3,84 50HJQ005 (4 Tons) Tomn tP\ indoor Entering Air — Cfm/Bf Outdoor 1200/0.13 1600/0.16 2000/0.19 Entering Air Indoor Entering Air — Ewb (F) (Edb) 72 67 62 72 67 62 72 67 62 TC 53,1 48,7 45.0 55,6 49.6 46.7 56,1 50,7 48.4 75 SHC 25,1 30,7 36.7 27.3 32.6 40.5 28.2 35,1 44,6 kW 2.92 2,86 2.82 2.96 2.87 2.84 2,96 2,88 2.87 TC 51.9 47.3 43.7 53,9 49.1 45.6 54.4 50,2 46,9 85 SHC 24.9 30.2 36.2 26,7 33.4 40.4 27.7 36,1 44,2 kW 3.29 3.22 3.19 3,32 3.25 3.21 3.32 3,27 3,23 TC 50.5 45.5 42,1 51,8 44.0 52.3 47.4 44 6 95 SHC 24,3 29,5 35.6 26,0 32.8' 39.9 27.0 34.3 42,4 kW 3,70 3.62 3,58 3,71 3.61 3.72 3.64 3,61 TC 48,2 43,7 40,5 50.0 45,3 42,2 50.8 46.3 43,2 105 SHC 23,6 28,9 35,1 25.7 32,0 39,5 27.2 34.8 42,4 kW 4,14 4.06 4.04 4.16 4,08 4,05 4.18 4.10 4,06 TC 45,1 42.1 38.2 46.4 43,5 39,9 46.0 44 4 41.3 115 SHC 22,1 28.7 34.0 23,6 31,9 38,6 23.8 34.4 41.3 kW 4,57 4,55 4.50 4.59 4,56 4,52 4.58 4.57 4.54 TC 43,2 39,5 36,1 43.9 41.2 37,7 44,9 41.8 39.6 125 SHC 21,7 27,7 33,0 23.0 31.3 37,6 24,5 33.9 39.6 kW 5,10 5,05 5,02 5.11 5.08 5,05 5,13 5.09 5,08 Bf Edb Ewb kW SHC TC Standard Ratings LEGEND Bypass Factor Entering Dry Bulb Entering Wet Bulb Compressor Motor Power Input Sensible Heat Capacity (1000 Btuh) Gross Total Capacity (1000 Btuh) Gross NOTES: 1. Direct interpolation is permissible. Do not extrapolate, 2, The following formulas may be used: sensible capacity (Btuh) 1,10 X cfm idb ~ 'edb 'iwb ~ Wet-bulb temperature corresponding to enthalpy of air leaving evaporator coil (h|^^,(j) total capacity (Btuh) hlwb = hewb- 4 5,,f„ Where: hg^jj = Enthalpy of air entering evaporator coil . The SHC is based on 80 F edb temperature of air entering evaporator coil. Below 80 F edb, subtract (corr factor x cfm) from SHC. Above 80 F edb, add (corr factor x cfm) to SHC. Correction Factor = 1.10 x (1 BF) x (edb 80). 16 RTU-1' • ' * WEIGHTS & DIMENSIONS (cont.) UNIT STD. UNIT WEIGHT CORNER WEIGHT (A) CORNER WEIGHT (B) CORNER WEIGHT (C) CORNER WEIGHT (D) CG. UNIT LBS. KG. LBS. KG. LBS. KG. LBS. KG. LBS. KG. X y Z 50TCO008 885 401 187 85 158 72 247 112 293 133 39 15/16 [1014] 35 1/4 [895] 23 1/2 [5971 50TCOD09 910 413 200 91 166 75 247 112 297 135 39 5/8 110061 34 1/2 [8761 23 1/2 [5971 FROHT CORNER C C08678 Fig. 7 - Dimensions 50TCQ 08-09 Fig. 8 - Service Clearance LOC DIMENSION CONDITION A 48-in. (1219 tnm) 18-in. (457 mm) 18-in. (457 mm) 12-in. (305 mm) Unit (disconnect is mounted on panel No disconnect, convenience outlet option Recommended service clearance Minimum clearance B 42-in. (1067 mm) 36-in. (914 mm) Special Surface behind servicer is grounded (e.g., metal, masonry wall) Surface behind servicer is electrically non-conductive (e.g., wood, fiberglass) Check for sources of flue products within 10-ft ot unit fresh air intake hood C 36-in. (914 mm) 18-in. (457 mm) Side condensate drain is used Minimum clearance D 42-in. (1067 mm) 36-in. (914 mm) Surface behind servicer is grounded (e.g., metal, masonry wall, another unit) Surface behind servicer is electrically non-conductive (e.g., wood, fiberglass) NOTE: Unit not designed to have overhead obstruction. Contact Application Engineering for guidance on any application planning overhead obstruction or for vertical clearances. WEIGHTS & DIMENSIONS (cont.) ROOFCURB ACCESSORY A UNIT SIZE CRRFCURB003A01 1'-2" [356] 50TCQD08, 09 CRRFCURB004A01 2' - 0" [6101 50TCQD08, 09 NOTES: 1. ROOFCURB ACCESSORY IS SHIPPED DISASSEMBLED. 2. INSULATED PANELS, l" THK. POLYURETHANE FOAM, 1-3/4 » DENSITY. 3. DIMENSIONS IN [ ] ARE IN MILLIMETERS. 4. ROOFCURB. 18 GAGE STEEL ON 14'CURB, AND 16 GAGE STEEL ON 24" CURB. 5. ATTACH DUCTWORK TO CURB. CFLANGES OF DUCT REST ON CURB) 6. SERVICE CLEARANCE 4' ON EACH SIDE. 7. ^ DIRECTION OF AIR FLOW. 8. CONNECTOR PACKAGES CRBTMPWR001A01 AND 2A01 ARE FOR THRU-THE-CURB TYPE CONNECTIONS. PACKAGES CRBTMPWR003A01 AND 4A01 ARE FOR THE THRU-THE-BOTTOM TYPE CONNECTIONS. CONNECTOR PKG. ACC. B C D ALT DRAIN HOLE POWER CONTROL ACCESSORY PWR CRBTMPWR002A01 2'-B 7/15" [827] I'-IO 15/16" [583] 1 3/4"[44.5] 1 1/4'C31.7] 1/2'[12.7]NPT 1/2" [12.7]NPT CRBTMPWR004A01 i 1 1 1 1 1 Typical corner fastening device Fig. 9 - Curb Dimensions 50TCQ 08-09 30 RTU-2 • PHYSICAL DATA - UNIT 50VT-A UNIT SIZE S0VT-A24 S0VT-A30 SOVT-ASe S0VT-A42 S0VT-A48 50VT-AM NOMINAL CAPACITY (ton) 2 2,5 3 3.5 4 5 SHIPPING WEIQHTt (lb) 354 346 426 472 460 515 (kg) 161 157 193 214 209 234 COMPRESSOR QUANTITY 1 TYPE S ;R0LL COMPRESSOR REFRIGERANT R-410A REFRIGERANT QUANTITY (Ib) 11.1 10.3 9.9 11.3 12.5 15,2 QUANTITY (kg) 5.0 4.7 4.5 5.1 5.7 6.9 METERING DEVICE ID TXV ORIFICE OD (In.) 0.032 (2) 0.037 (2) 0.038 (2) 0.040 (2) 0.040 (2) 0.049 (2) (mm) 0.81 (2) 0.94 (2) 0.97 (2) 1.02 (2) 1.02 (2) 1.24 (2) OUTDOOR COIL ROW/S..FINS/in. 2..21 2..21 2..21 2..21 2..21 2..21 FACE AREA (sq. ft) 13.6 13.6 13.6 17.5 17.5 23.3 OUTDOOR FAN NOMINAL AIRFLOW 2500 2700 3100 3100 3100 3800 DIAMETER (in.) 24 24 26 26 26 26 DIAMETER (mm) 610 610 660 660 660 660 MOTOR HP (RPM) 1/10 (810) 1/5 (810) 1/5 (810) 1/5 (810) 1/5 (810) 1/4(810) INDOOR COIL ROWS..FINS/in. 3..17 3..17 3..17 3..17 3..17 3..17 FACE AREA (sq. ft) 3.7 3.7 4.7 4.7 5.6 5.6 INDOOR BLOWER NOMINAL COOLING AIRFLOW (cfm) 800 1000 1200 1400 1600 1750 SIZE (in.) 10x10 10x10 11x10 11x10 11x10 11x10 (mm) 254x254 254x254 279x254 279x254 279x254 279x254 MOTOR (HP) 1/2 1/2 3/4 3/4 1 1 HIGH-PRESSURE SWITCH (psig) CUTOUT 650 ± 15 RESET (AUTO) 420 ± 25 LOSS-OF-CHARGE/LOW-PRESSURE SWITCH LIQUID LINE (psig) CUTOUT 20 ± 5 RESET (AUTO) 45 ± 10 RETURN-AIR FILTERS*! THROWAWAY (in.) 20x20x1 20x24x1 24x30x1 24x36x1 (mm) 508x508x25 508x610x25 610x762x25 610x914x25 ly, rmdiiiiy an geration Institute) rated cooling t velocity of 300 ft/minute for throwaway type or 450 ft/minute for high-capacity type. Air filter pressure drop for non-standard filters must not exceed 0.08 IN. W.C. t If using accessory filter rack refer to the filter rack installation instructions for correct filter size and quantity. t For 460 volt units, add 14 Ib (6.4 kg) to the weight. A-WEIGHTED SOUND POWER LEVEL (dBA) SOVT-A Standard Rating (dBA) TYPICAL OCTAVE BAND SPECTRUM (Dda) (without tone adjustment) SOVT-A Standard Rating (dBA) 125 250 500 1000 2000 4000 8000 24—31 74 63.5 64.5 69 69.5 65 59.5 50 30—31/51 75 63.5 66 71 69.5 66.5 61 54 36—31/51/61 74 64 66 68 68 66.5 60.5 52 42—31/51/61 73 63.5 63.5 66.5 67 64.5 60 52.5 48—31/51/61 74 68.5 65 67 67.5 65 60.5 53 60—31/51/61 75 68 64.5 68.5 69 65.5 62 58 NOTE: Tested in accordance with AHRl Standard 270 (not listed in AHRl). UNII SERIES ClECmiCAl CHlRACimSIlCS UNII wr UN]1 HEIGHI IN/MM CENTER Of 6RA*ni IN/MM UNII SERIES ClECmiCAl CHlRACimSIlCS LB «6 •A* X T / 1 208/230-1 318 158 44-1/8 1121 20-1/2 521 15-1/2 394 16-1/2 419 SOVT-ASO---1 208/230-1, 208/230-3-60 3« 15< 44-1/S 1121 20-1/2 521 15-1/2 394 18-1/2 419 UNIIS V01IA6E CORNER WElGHl LB/KG UNIIS V01IA6E 'T •2" •3' •1' 208/230 93 n 73 1 33 80 36 102 46 IS0vr-A3O--. J08/230I 90 41 11 1 32 Is 36 100 45 TOP VIEW DRAIN OUTLET • !19.01«,P,T. r 122.0! DE£P mUB CLEWWCES TO OlBfineUE WTL INCHES IHMl TOP Of UNIT M I3S5.6] DUCI SIDE or UNIT ? iso m SIOE OPPOSITE DUCTS ii fiss'si BOTTCW or UNIT 0 iO OJ ELECTRICAL PANEL 36 IB. RBMRED CUMUKE& INCHES (MM] BETWEEN UNITS, POWER ENTRT SIDE [1066 8] UNII AND UNGRCHINDED SURFACES, POHR ENTRY SIDE 36 1914 01 UN]! AND BLOCK OR CONCRETE WALLS AND OTHER GROUNDED SURfACES, POWfi ENlRf S]D£ 42 11066.8] RBUBl OENUKE RSR CPBUTIW M) SSMCM INCHES [HH] EVAP. CO]L ACCESS SIDE 36 [9H 01 POWER ENTRY SIDE 4? [1066 fl] (EXCEPT FOR NEC REOLi]REHENTS) UNIT TOP 48 [1219.?] S]DE OPPOSITE DUCIS Ji 01 DUC! PANEL 12 im.ST •HINIHUH D1STANCES:IF UNIT IS PUCED LESS THAN 12 [304.81 FROH WALL SrSlEM,TH[N SrSTEM PEfifORHANCE NAfBE COMPROMISED. DIMENSIONS IN [] ASE IN MILLIMETERS LOUVER PANEL [J SUPPir OUCl OPENING RETURN OUCI OPENING N— H O o "Z I o < •til. I © LEFT SIDE VIEW FRONT VIEW RIGHT SIDE VIEW REAR VIEW 50VT500201 2.0 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# BP DATE / Business Name^ , Business Contact Telephone # I \ Project Address City-State Zip Code «j APN# Mailing Address City state Zip Code Plan File# Project Contact Telephone it . _ The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS IVIATERIALS DIVISION: OCCUPANCY CLASSIFICATION: 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. Facility's Square Footage (including proposed project): Occupancy Rating: 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISIONS (HMD^: If the answer to anv of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overiand Ave., Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: / / Expected Date of Occupancy: / / YES NO 1. • 2. • 3. • 4. • 5. • 6. • 7. • • CalARP Exempt / Date Initials • CalARP Required I Date Initials • CalARP Complete I Date Initials (for new construction or remodeling projects) Is your business listed on the reverse side ofthis form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds 200 cubic feet, or carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition pennit. Note: if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. Will the subject facility or constnjction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.ora/info/facts/Dermits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Search the Califomia School Directory at http://www.cde.ca.aov/re/sd/ for public and private schools or contact the appropriate school district). Has a survey been perfonned to determine the presence of Asbestos Containing Materials? ^. , VlH. /Vj/t- i-AH^l-^r-K? Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? Will there be demolition involving the removal of a load supporting structural member? YES NO 1, • 2. • 3. • 4. • 5. • Briefly describe business activities: Briefly describe proposed project: le best of my knowledge and belief the responses made herein are tme and correct. yy '^./ ^7 l^^^/j^ Signature of Owner or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. BY: FOR OFFICIAL USE ONLY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDiNG PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box onlv exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (02/11) County of San Diego - DEH - Hazardous Materials Division of Carlsbad Plumbing - Electrical - Mechanical Worbsheet Project Address: Permit No.: ^ Information provided belou; refen to worit beina done on the above meritloned penmit ai\ly. This ferm must be completed and returned to the Building Department before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ^ New buiiding sewer line? Ves No X. Number of new roof drains? 0 Install/alter water line? — — Number of new water lieaters? dL Number of new, relocated or replaced gas outlets? (/) Number of new hose bibs? 0 Upgrade existing panel? Ves No From^ __Amps to ^Amps Number of new panels or subpanels? t Single Phase Number of new amperes Three Phase Number of new amperes H^O Three Phase 480 Number of new amperes Remodel (relocate existing outlets/switches or add outlets/switches)? Ves X No Number of new fumaces, A/C, or heat pumps? 2- New or relocated duct worb? Ves % No Number of new fireplace;?.... Nuinber of naw exhaust fans? 2. Relocate/install vent? tio Number of new exhaust hoods? 0 Number of new boilers or compressors? Number of HP ^ CB133031 1923 CALLE BARCELONA 142 r4(c.h - Pl^, -^^^^ y^^^" ^ Final Inspection required by: • Plan • CM&I • Fire • SW QlSSUED •cv. Approved / Date By BUILDING ^/^/ff Dtyj PLANNING / 17.(1^1 I'l, Gi<t^ 1 ENGINEERING I.JD FIRE Expeditef^V) N CMJ AFS Checked by: HazMat APCD Health Forms/Fees Sent Reed Due? Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD: Y LandUse: By y N Density ImpArea: FY: Annex: Factor: PFF: Y '(57" Comments Date Date Date Date Building Planning Engineering Fire Need? I (7 • Done • Done • Done • Done