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Home My WebLink About2525 EL CAMINO REAL; 210; CBC2017-0055; Permitcity of Carlsb ad Print Date: 06/24/2019 Permit No: CBC2017-0055 Job Address: 2525 El Camino Real, 210 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Expired Parcel No: 1563020900 Lot #: Applied: 02/02/2017 Valuation: $ 888,943.90 Reference #: Issued: 06/01/2017 Occupancy Group: Construction Type Permit Finaled: # Dwelling Units: Bathrooms: Inspector: MCoII Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: Project Title: Description: YARD HOUSE: 9,480 SF RESTAURANT WITH 1,288 SF MEZZANINE & 2,230 SF OUTDOOR PATIO Applicant: Owner: Co-Applicant: EBI CONSULTING R P I CARLSBAD LP DICKINSON CAMERON CONSTRUCTION CO TERRY WOMACK 6530 Reflection Dr, 2381 1114 Avenue Of The Americas, Floor 45 6184 Innovation Way San Diego, CA 92124-5118 New York, NY 10036-7700 Carlsbad, CA 92009-1728 214-660-5232 x215232 760-438-9114 FEE AMOUNT BUILDING PERMIT FEE.$2000+ $3,204.00 BUILDING PLAN CHECK FEE (BLDG) $1,774.50 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $242.00 FIRE A-2 & A-3 Occupancies - TI $609.00 FIRE Reinspection (per inspection) $935.00 GREEN BUILDING STANDARDS PLAN CHECK $166.00 MANUAL BUILDING PERMIT FEE $394.27 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL . $104.00 PUBLIC FACILITIES FEES - outside CFD $31,113.04 5B1473 BUILDING STANDARDS FEE $36.00 STRONG MOTION-COMMERCIAL $248.90 Total Fees: $ 38,826.71 Total Payments To Date: $ 38,826.71 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees /exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I ww.carlsbadca.gov THEbLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [--]PLANNING DENGINEERING DBUILDING DFIRE DHEALTH DHAZMATIAPCO Building Permit Application Plan Check No. ôCO17-Q5 (City of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value (f Ccefrisbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposi email: building@carlsbadca.gov Date ZaZi7 Sippp I www.carlsbadca.gov JOB ADDRESS 4El Camino Real ISUITE#/SPACEI/UNIT# I 210 Stifr2O9- I A PR I 156 - 302 - 08 - 00 CT/PROJECTS LOT UNITS S BEDROOMS Ii BATHROOMS1ESIS1IT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 1 1FHASE# I I I I Yard House Restaurant I 111-13 I A2 DESCRIPTION OF WORM Include Square Feet of Affected Area(s) Yard House Restaurant is proposing to complete an interior tenant improvement to an existing 10,768 SF space along with a 2,230 SF outdoor patio. Yard House will be adding a full kitchen, indoor and outdoor dining areasland a full service bar area witD, associated improvements to the space. II8J ?"tLz.z .& qi 8"441 EXISTING USE IPROPOSED USE GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE AIR CONDITIONING Retail I Restaurant I 2,230 I kD• NCI YES NoD IFIRESPRINKLERS vEsi NOD APPLICANT NAME Yard House USA, Inc. CIO EBI Consulting Primary Contact i'ROPERTYOWNER NAME Rouse Properties, Inc Attn: Sean Obrien ADDRESS 6530 Reflection Drive, #2381 ADDRESS 6225 N State Highway 161 CITY STATE ZIP San Diego CA 92124 CITY STATE ZIP Irving TX 75038 PHONE FAX PHONE iFN( 858.6520336 480.414.5574 I EMAIL twomack(ebiconsulting.com EMAIL SEAN .OBRIEN(2ROUSEPROPERTIES.COM DESIGN PROFESSIONAL MBH Architects CONTRACTOR BUS. NAME /),ck,n cai tfri4 TBD ADDRESS 960 Atlantic Ave ADDRESS /1'f J> 15An Lw' CITY STATE ZIP Alameda CA 94501 CITY Civ'I4,ceI STAT ZIP PHONE 510.865-8663 IFAX PHONE 1f z4,_€3._4I1 'i I' o y — EMAIL AIecS(mbharch.com EMAIL (24r[ced1k:viSo4 (4 e ylt. I STATE # UC. 0015555 TATELIC# IC% IiT53l (Sec. 7031.b susiness and proresslons code: Any city or county whIch requires a permit to construct, alter, improve, demolish or repair anystructure, prior to Its Issuance, also requires the• applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions of the Contractor's License Law IChapter 9, commending with Section 7000 of Division 3 of the BusIness and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a CMI penalty of not more than five hundred dollars ($500)). ®(' (®?O®(J Workers' Compensation Declaration: Ihereby affirm under penalty ofpedury one of the following declarations: / I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' cpensadqn, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation jpsurrpree canter and policy number are: Insurance Co. _I Policy No. S?,Mb 303, ExpiratlonDate___________ I section need not be completed if the permit Is forone hundred lam ($100) or less. Certificate of Exemption: I certify thai In the iree f e rk for which this permit Is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' mpen on v 9 I unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages a rovi I S 3700 of code, Interest and attom We fees, AS CONTRACTOR SIGNATURE []AGENT DATE ®O(®@1) O®(J Ihejebyaffim, Mat lam exempt from Contractor's License Law (or The following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale if, however, the building or Improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J lam 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 DYes ONo 2.1 (have ! have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (Include name address! phone !contractors' license number): 4.1 plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name/address/phone lcontradtors' license number): 5.1 will provide some of the work, bull have contracted (hired) the following persons to provide the work Indicated (include name/address/phone/type of work): 'PROPERTY OWNER SIGNATURE []AGENT DATE ii ®1]t CO06 61090 (®(iJ ID001100M01 P12101610,90 009 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? I Yes No lathe applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? iYes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 0!)9006) (M)O)@ 9 I hereby affirm that there Is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lenders Name Lender's Address 0M1 (3130190900,Z1700121 I cmftdMl have mad the application and statethattheabove Information Isooffectand Vanilla Information on the plans Is ecouretiL I qMto com*wkh all C111yordinancesand State lava relatIngto buildingconstructlon. I hereby authorize reprosentaltveof the City of Carlsbad to enter upon the above mentioned propeitybrInspection purposes. IALSO AGREE TOSAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OFCARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit isrequired for excavations over 50' deep and demoltion or construction of structures over stories In height EXPIRATION: Every permit issued by the Riilding Ofal under the provisions of this Code shall expire by limitation and become null and voki If the building or work authoriced by such permit is not commenced within 180days from the date of such pemt orff the buMingorwoikauthorized by such permit is suspended or abandoned at any time alter the work is commenced bra period of 160 days (Section 10644 Uniform Building Code). 'APPLICANT'S SIGNATURE Ag~ DATE 1 . ' , €5 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax (760) 602-8560, Email buildina©carlsbadca.gov or Mall the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANTS BUS. LIC. No. DEUVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. ii MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB-8 CONTRACTOR (On P. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION APPLICANVS SIGNATURE DATE September 13, 2018 (city of Carlsbad EBI CONSULTING A1TN: TERRY WOMACK 6530 REFLECTION DR, 2381 SAN DIEGO, CA 92124-5118 RE: BUILDING PERMIT EXPIRATION PERMIT NUMBER: LCBC2017-0055 ISSUE DATE: 06/01/2017 ADDRESS: 2525 El Camino Real, Suite 210 PERMIT TYPE: BLDG-Commercial, Tenant Improvement Carlsbad, Ca 92008 Our records indicate that your building permit will expire by limitation of time on 11/26/2018. 1. 18.04030 Section 105.5 amended -Expiration: Every permit issued by the Building Official under the provisions of this code shall expire by (imitation and become null and void if the building or work authorized by such permit is not commenced within 180 calendar days from the date of such permit, or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 calendar days, or if the building or work authorized by such permit exceeds three calendar years from the issuance date of the permit. Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building official within 180 calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit Before such work can be recommenced, a new permit shall be obtained to do so, and the fee therefore shalt be one half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and spedfications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. Any permittee holding an unexpired permit may apply for an extension of time within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. Please check below indicating your intentions and return this letterto us. O Project abandoned. A new permit will be obtained pnorto commencing work. O Permit 180 day extension request, with written explanation including phone number and email address Request will not beconsidered without explanation 0 Renewal permit requested. If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725. If you have any questions, please contact the Building Inspection Division at 760-602-2700. Community & Economic Development Building Division 1 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov L C ity of Carlsbad August 14, 2018 Owner/Tenant 2525 EL CAM INO REAL, Suite 210 Carlsbad CA 92008 PERMIT NUMBER: CBC2017-0055 RE: BUILDING PERMIT EXPIRATION ISSUE DATE: 06/01/2017 PERMIT TYPE: BLDG-Commercial, Tenant Improvement ADDRESS: 2525 EL CAMINO REAL, Suite 210 Our records indicate that your building permit will expire by limitation of time on 10/10/2018. 18.04.030 Section 105.5 amended - Expiration: Every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 calendar days from the date of such permit, or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 calendar days, or if the building or work authorized by such permit exceeds three calendar years from the issuance date of the permit. Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within 180 calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit. Before such work can be recommenced, a new permit shall be obtained to do so, and the fee therefore shall be one half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. Any permittee holding an unexpired permit may apply for an extension of time within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. Please check below indicating your intentions and return this letter to us. 0 Project abandoned. Anew permit will be obtained prior to commencing work. 0 Permit 180 day extension request, with written explanation including phone number and email address. Request will not be considered without explanation 0 Renewal permit requested. If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725. If you have any questions, please contact the Building Inspection Division at 760-602-2700. Community & Economic Development Building Division 1 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Permit Type: BLDG-Commercial Application Date: 02/02/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Status: Issued -Active Expiration Date: 11/26/2018 Address: 2525 El Camino Real .210 IVR Number: 1761 Carlsbad, CA 92008 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector - Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO granted. See card for additional notes Yes at final inspection. BLDG-Building Deficiency Partial only, Ok to stock & train Yes 1211512017 1211512017 BLDG-Fire Final 042368-2017 Partial Pass Cindy Wong Reinspection Incomplete Checklist Item COMMENTS Passed FIRE- Building Final TCO granted in conjunction with building Yes final approval only.DC to pay additional inspection fees including CT for Dec 11 FIRE- Building Final Stock and train only in conjunction with Bldg No approval. See job card for outstanding items for final approval. 0411312018 0411312018 BLDG-IS 054873.2018 Passed Michael Collins Complete Roof!ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Base plates for equipment screen Yes 0513012018 0513012018 . BLDG-Final 059385-2018 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO granted. See card for additional notes Yes at final inspection. BLDG-Building Deficiency Partial, roof screening Yes BLDG-Building Deficiency Partial only, Ok to stock & train Yes June 18,2019 . . Page lOoflO • Work Class: . Tenant Improvement Status: Issued - Active• n,JpuI.at.uI. CLC. II WIICI. IS U I dflUS%IIJflIJ I_I Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Expiration Date: 11/26/2018 Address: 2525 El Camino Real .210 Carlsbad, CA 92008 IVR Number: 1761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete BLDG-13 Shear 040905.2017 Failed Michael Collins Reinspection Complete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No BLDG-34 Rough 041045-2017 Passed Michael Collins Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Front and back of house restrooms & bar Yes - final prelim 1112112017 1112112017 BLDG-31 041073-2017 Passed Michael Collins Complete underground/Condu it - WIring Checklist Item COMMENTS Passed BLDG-Building Deficiency Accessible receptacles at dining room No BLDG-Final 041072-2017 Partial Pass Michael Collins • Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial only, Ok to stock & train Yes 11/27/2017 11/27/2017 BLDG-15 041420-2017 Partial Pass Michael Collins Reinspection Incomplete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency HVAC roof equip. No 12/01/2017 12/01/2017 BLDG-Fire Final 040922.2017 Partial Pass Cindy Wong Reinspection Incomplete Checklist Item COMMENTS Passed FIRE- Building Final Stock and train only in conjunction with Bldg No approval. See job card for outstanding items for final approval. 12104/2017 12/04/2017 BLDG-IS 041850-2017 Passed Michael Collins Complete Roof/ReRoof (Patio) . Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof top HVAC equip. Complete line of site Yes screening 12/08/2017 12/08/2017 BLDG-97 Disabled 042790-2017 Partial Pass Michael Collins Reinspection Incomplete Accessibility Checklist item COMMENTS Passed BLDG-Building Deficiency Partial, see card No 12/12/2017 12/12/2017 BLDG-Final 043105.2017 Partial Pass Michael Collins Reinspection Incomplete Inspection June 18,2019 . Page 9oflo Permit Type: BLDG-Commercial Application Date: 02102/2017 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Status: Issued -Active Expiration Date: 11/26/2018 Address: 2525 El Camino Real , 210 Carlsbad, CA 92008 IVR Number: 1761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 1110212017 1110212017 BLDG-85 T.Bar, 039332.2017 Passed Michael Collins Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Cookline, prep, scullery & back of house Yes Only BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough.Tpout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 1110712017 1110712017 BLDG-85 T.Bar, 039784.2017 Failed Michael Collins Reinspection Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 11109/2017 1110912017 BLDG-85 T.Bar, 040037-2017 Passed Michael Collins Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency CPI & mezzanine Yes BLDG-44 - Yes Rough-Ducts-Dampers BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes 1111412017 1111412017 BLDG-31 040307.2017 Passed Michael Collins Complete Underground/Condu it. Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Rear house, cook line, prep line, scullery, Yes • mezzanine & beer cooler GFCI protection Ok BLDG-Building Deficiency Cook line prelim No BLDG-Building Deficiency Roof equipment No 11116/2017 11/16/2017 BLDG-Fire Final 040095.2017 - Failed Cindy Wong Reinspection Complete Checklist Item COMMENTS Passed FIRE- Building Final No 11/1712017 11/17/2017 June 18,2019 Page 8of 10 Permit Type: BLDG-Commercial Application Date: 02/02/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Status: Issued -Active Expiration Date: 11/26/2018 Address: 2525 El Camino Real ,210 Carlsbad, CA 92008 IVR Number: 1761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reunspectuon Complete 1011912017 1011912017 BLDG-17 Interior 037854.2017 Cancelled Paul Bumette Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-34 Rough 037909-2017 Passed Paul Bumette Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready Yes 1012012017 1012012017 BLDG-24 038208-2017 Failed Paul Bumette - Reinspection Complete Rough/Topout Checklist Item' . COMMENTS Passed BLDG-Building Deficiency 1012612017 10/26/2017 BLDG-31 038718-2017 Underground!Condu it - Wiring Checklist Item No Partial Pass Michael Collins Reinspection COMMENTS Passed Incomplete BLDG-Building Deficiency Roof equipment No 10/30/2017 10/30/2017 BLD15-14 039094-2017 Passed Michael Collins Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Wall at Mall entry Yes BLDG-Building Deficiency. Not ready, at bar No L - BLDG-es T-Bar, 038923-2017 Passed Michael Collins Ceiling Grids,. Overhead Checklist Item COMMENTS - Passed Complete Complete BLDG-Building Deficiency BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (pecks) BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical 10/3112017 10131/2017 BLDG-31 039126-2017 Underground/Condu it - Wiring Checklist Item Entry, need stamped plans by designer No Not ready - No Not per plan No Not ready . No No Partial Pass Michael Collins Reinspection COMMENTS Passed Incomplete BLDG-Building Deficiency Cook line prelim No BLDG-Building Deficiency . Roof equipment No June 18,2019 . . . Page loflo Permit Type: BLDG-Commercial Application Date: 02/02/2017 Owner: R P1 CARLSBAD LP Work Class Tenant Improvement Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Status: Issued -Active Expiration Date: 11/26/2018 Address: 2525 El Camino Real .210 Carlsbad, CA 92008 IVR Number: 1761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 1010312017 10/0312017 BLDG-85T-Bar, 036513-2017 Failed Michael Collins Reinspection Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Entry, need stamped plans by designer No BLDG-Building Deficiency Not ready No BLDG-14 Not ready No Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical No 1010612017 1010612017 BLDG-23 036871.2017 Passed Paul Bumette Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building *Deficiency Yes 1011212017 10112/2017 BLDG-24 037296-2017 Cancelled Paul Bumette Reinspection Complete Rough/Topout Checklist Item COMMENTS • Passed BLDG-Building Deficiency No BLDG-33 Service 037295.2017 Passed Paul Bumette Complete Changf/Upgrade Checklist Item COMMENTS - , Passed BLDG-Building Deficiency Yes BLDG45 T-Bar, 037294-2017 Cancelled Paul Bumette Reinspection Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Entry, need stamped plans by designer No BLDG-Building Deficiency Not ready No BLDG-14 Not ready No Frame-Steel-Bolting-welding (Decks) BLDG-34 Rough Electrical No 10/1312017 10/1312017 BLDG-Electric Meter 037517-2017 Passed Michael Collins Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency EMR emailed to SDGE Yes BLDG-Gas Meter 037518.2017 Passed Michael Collins Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency End 24 hour clock, GMR emailed to SDGE Yes June 18,2019 • Page soflo Permit Type: BLDG-Commercial I Application Date: 02/02/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Status: Issued -Active Expiration Date: 11/26/2018 Address: 2525 El Camino Real 210 Carlsbad, CA 92008 IVR Number: 1761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Entry, need stamped plans by designer No BLDG-34 Rough Electrical No 09120/2017 09120/2017 BLDG-14 035246-2017 Failed Michael Collins Reinspection Complete Frame/Steel/Bolting! Welding (Decks) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, at bar No 09/21/2017 09/21/2017 BLDG-24 035587-2017 Passed Michael Collins RoüghlTopout Checklist Item COMMENTS Passed BLDG-Building Deficiency . Water supply to bar area only Yes BLDG-34 Rough 035515.2017 Passed Michael Collins Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Bar electrical & water service only. Yes BLDG-85 1-Bar, 035463-2017 Failed Michael Collins . Reinspection Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Entry, need stamped plans by designer No BLDG-14 Not ready No Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical No 0912212017 0912212017 BLDG-91 035664-2017 Passed Michael Collins Complaints Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Accessibility questions Yes 09/25/2017 09/25/2017 BLDG-34 Rough 035690.2017 • L Failed Michael Collins Reinspection Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 09/26/2017 09/26/2017 BLDG41 . 035846.2017 Passed Michael Collins Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit only at booths Yes June 18, 2019 Complete Complete Complete Complete Complete Complete Page 5 of 10 Permit Type: BLDG-Commercial Application Date: 02/0212017 Owner: R P.1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Status: . Issued -Active Expiration Date: 11/26/2018 Address: 2525 El Camino Real ,210 Carlsbad, CA 92008 IVR Number: 1761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Canopy frame & suspension rods Yes 0910812017 09/0812017 BLDG-44 - 034053-2017 Passed Paul Burnette Complete RoughlDucts!Dampe rs Checklist Item COMMENTS . Passed BLDG-Building Deficiency Need to complete banding for duct wrap No BLDG-Building Deficiency Not ready No 09/1312017 09/13/2017 BLDG-14 034723.2017 Passed Michael Collins . Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Entry walls Yes BLDG-34 Rough 034724-2017 Passed Michael Collins Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Entry walls . Yes BLDG-85 T-Bar, 034560-2017 Failed Michael Collins Reinspection Complete Ceiling Grids, Overhead . Checklist Item COMMENTS Passed BLDG-Building Deficiency Entry, need stamped plans by designer No BLDG-34 Rough Electrical . No 09/1512017 09115/2017 BLDG-18 Exterior 034767.2017 Failed Michael Collins Reinspection Lath/Drywall . Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-81 034766-2017 Passed Michael Collins Underground Combo(11,12,21,31) Checklist Item COMMENTS Passed Complete Complete BLDG-Building Deficiency 09/1812017 09/18/2017. BLDG-17 Interior 035151-2017 Lath/Drywall Checklist Item Below floor grease & sanitary waste only for Yes Yardhouse Passed Michael Collins COMMENTS Passed Complete BLDG-Building Deficiency Entry vestibule soffit Yes BLDG-85 T-Bar, 035012-2017 Partial Pass Michael Collins Reinspection Incomplete Ceiling Grids, Overhead . June 182019 Page 4oflo Permit Type: BLDG-Commercial Application Date: 02102/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Status: Issued -Active Expiration bate: 11/26/2018 Address: 2525 El Camino Real , 210 Carlsbad, CA 92008 IVR Number: 1761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Columns Yes BLDG-Building Deficiency Bar columns Yes BLDG-14 V Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 0812212017 0812212017 BLDG-15 032415.2017 Partial Pass Michael Collins Reinspection Incomplete RooflReRoof (Patio). Checklist Item COMMENTS Passed BLDG-Building Deficiency HVAC curbs No 0812412017 0812412017 BLDG-15 032611.2017 Passed Michael Collins Complete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency HVAC curb attachment per EOR revision. Yes BLDG-Building Deficiency HVAC curbs -No BLDG-44 032613.2017 Failed Michael Collins Reinspection Complete RoughlDucts/Dampe I's Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 0812512017 0812512017 BLDG-17 Interior 032789.2017 Partial Pass Paul Burnette . Reinspection lflcomp!ete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/29/2017 08/29/2017 BLDG-17 Interior 033063.2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Wall only at Line C & 5-7.5 Yes BLDG-44 033062.2017 Partial Pass Michael Collins Relnspection . Incomplete RoughlDuctslDampe V I's . V Checklist Item COMMENTS V Passed BLDG-Building Deficiency Need to complete banding for duct wrap No BLDG-Building Deficiency Not ready No 08130/2017 08/30/2017 BLDG-14 033218-2017 , Passed Michael Collins V Complete Frame/Steel/Bolting/ Welding (Decks) June 18,2019 V . V Page 3oflo Permit Type: BLDG-Commercial Application Date: 02/02/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Status: Issued -Active Expiration Date: 11/26/2018 Address: 2525 El Camino Real 210 Carlsbad, CA 92008 IVR Number: 1761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete BLDG-24 031118.2017 Passed Michael Collins Rough!Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Wallsat Rooms 105-108 only Yes BLDG-34 Rough 031309-2017 Passed Michael Collins Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only rm. 105-108 Yes BLDG-Building Deficiency Lower walls only, see card. Yes 08114/2017 08114/2017 BLDG-14 031525-2017 Failed Michael Collins Reinspection Frame/Steel/Bolting! - Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG44 Rough 031526-2017 Failed Michael Collins Reinspection Electrical Checklist Item COMMENTS • Passed BLDG-Building Deficiency No 08/1612017 08116/2017 BLDG-14 032047-2017 Passed Michael Collins Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed Complete Complete Complete Complete Complete BLDG-Building Deficiency Suspended soffit hardware at Line A. 1-C & 5 08/17/2017 08/17/2017 BLDG-84 Rough 032117-2017 Partial Pass Michael Collins Combo(14,24,34,44) Checklist Item COMMENTS BLDG-Building Deficiency Bar columns BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 08/18/2017 08/18/2017 BLDG-84 Rough 032256-2017 Passed Michael Collins Combo(14,24,34,44) Yes Reinspection • Incomplete Passed Yes Yes Yes Yes Yes Complete June 182019 Page 2oflo Permit Type: BLDG-Commercial Application Date: 02/02/2017 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/01/2017 Subdivision: CARLSBAD TCT#76-18 Status: Issued -Active Expiration Date: 11/26/2018 Address: 2525 El Camino Real , 210 Carlsbad, CA 92008 IVR Number: 1761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0512512018 BLDG-Final 059293-2018 Cancelled Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO granted. See card for additional notes Yes at final inspection. 'BLDG-Building Deficiency Partial only, Ok to stock & train Yes BLDG-Fire Final 055572.2018 Passed Cindy Wong Complete Checklist Item COMMENTS Passed FIRE- Building Final TCO granted in conjunction with building Yes final approval only.DC to pay additional inspection fees including OT for Dec 11 FIRE- Building Final Stock and train only in conjunction with Bldg ' Yes approval . See job card for outstanding items for final approval. - 0612112017 06120I2017 BLDG-14 026642-2017 ' Failed Michael Collins Reinspection Complete Frame/Steel/Bolting/ . Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0613012017 0613012017 BLDG-12 Steel/Bond 02559-2017 Partial Pass Paul York Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0712712017 0712712017 BLDG-44 029907-2017 Passed Michael Collins Complete Rough/DuctslDampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim duct sealing at Rm. 105-108 Yes 08I0112017 08!01I2017 BLDG44 Râugh 030331-2017 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Lower walls only, see card. - Yes 0810312017 0810312017 BLDG-17 Interior 030676-2017 ,. Passed . Michael-Collins Complete Lath/Drywall .. Checklist Item COMMENTS• Passed BLDG-Building Deficiency Upper wall at Line 5 & A-C Yes 0810912017 0810912017 BLDG-14 031117-2017 Passed Michael Collins Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls at Rm. 105-108 only Yes June 18, 2019 Page 1 of 10 PROFESSIONAL SERVICE INDUSTRIES, INC. Special inspection Daily Field Report CLIENT: $?-D, iFS 7, WORK ORDER NO.: PROJECT: YAM) '.'c c- c DATE: PROJECT ADDRESS: eAii.-g4 p General Contractor: Ze Permits: CTI>, - Weathér - 0 Reinforced Concrete 0 Structural Masonry 0 High Strength BoltIng 0 Fireproofing lEr New Inspection 0 Re-Inspection I Reinforcing Steel 0 Soils EWeIdIng 0 Other Standby Time: - ,. -.4.-. C - - - •4.4 4 - •. - 4• 4 t .. .- - ,- ( -FieId Observations 6Speciai Inspection Continuous 9-.- Periodic Location(s)!Itern(s): i2't,I Remarks: o,g 6 kf ' C f7d2 MSS , OWO i4d/1o.t Q#.r I&F)f' S)/74' fléSJ7'e.- o& Os ./ft 54 r .'e-z ô. )9;;; rAaee - !t-Ate-0. F27-? 4w WA)l L//.(a'ICp 4n'71.d v4.t.J€ a—'#/ A' ~:, 2. To the best of PSI's knowledge, the work inspected to the approved construction documents are: 0 Non-Conforming Inspector: df2Q&a&inspector Cert No.: $ /171 Jobsite Representative: These iestresuusappljonlj(o the speciffclocaitons and materials noted and maynot rewesent any aiher bra Ions or el ations. This r e p o n m a y fbi bereproduceri. excepi in lull wi1h wililea pennission by Professional Seivice industries. Inc. Rev. 02101110 EsGil Corporation In (Partners flip wit/i government for tBuilding Safety DATE: MAR. 22, 2017 JURISDICTION: IRLiiIIJ PLAN CHECK NO.: C2017-0055 SET: II PROJECT ADDRESS: 2525 EL CAMINO REAL U APPLICANT elle JURIS. U PLAN REVIEWER U FILE PROJECT NAME: DARDEN - YARD HOUSE RESTAURANT - THE SHOPPES AT CARLSBAD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. F] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. Lii The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI 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. F1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Alec do MBH AlA, Terry Womack Telephone #: 510-865-8663, 858- 652-0336 Date contacted: (by-) Email: alecS(mbharch.com twomack©ebiconsulting.com Mail Telephone Fax In Person LII REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 3/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partners/iip with government for Bui&uing Safety DATE: FEB. 15, 2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: C2017-0055 SET: I PROJECT ADDRESS: 2525 EL CAMINO REAL U,.APPLICANT JURIS. U PLAN REVIEWER U FILE PROJECT NAME: DARDEN - YARD HOUSE RESTAURANT - THE SHOPPES AT CARLSBAD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: 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: Alec do MBH AlA 4 te cZphone cted: 2-f,-. (by: fla.- ail Fax In Person LI REMARKS: Telephone #: 510-865-8663 Email: aIecS(ãmbharch.com By: ALl SADRE, S.E. Enclosures: EsGil Corporation GA Z EJ MB [:1 PC 2/6 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD C2017-0055 FEB. 15, 2017 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: C2017-0055 JURISDICTION: CARLSBAD OCCUPANCY: A2 USE: RESTAURANT TYPE OF CONSTRUCTION: Ill-B ACTUAL AREA: 9,480 (T.I.); MEZZ = 1,288; OUTDOOR SEATING = 22230 ALLOWABLE FLOOR AREA: 9.5K Basic* STORIES: THREE (ACTUAL); ALLOWED ON 2ND STORY; UNLESS SPRINK. ARE USED IN LIEU OF ADDITIONAL - STORY, IN WHICH CASE THEY CAN NOT BE USED FOR ALLOWABLE AREA INCREASES; TO BE CLARIFIED AT BACK-CHECK. HEIGHT: 41' SPRINKLERS?: (y)* OCCUPANT LOAD: 590 REMARKS: *If Spr. is not used for story increase, then allowable area: 9.5k + 3(9.5k) = 38k DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 2/2 ESGIL CORPORATION: 2/6 DATE INITIAL PLAN REVIEW PLAN REVIEWER: ALl SADRE, S.E. COMPLETED: FEB. 15, 2017 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD C2017-0055 FEB. 15, 2017 . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted difectly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS 2. A reminder that all sheets of the revised plans and the first sheet of the updated calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. Include the following code information for the proposed project on plans: Occupancy Classifications: A2 (Restaurant) - Ok as noted Type of Construction: Ill-B - Ok as noted Sprinklers: Yes - Ok as noted Stories: Three - Add to plans Height: 41'- Ok as noted Floor Area: T.I. = 9,480; Mezz. = 1,288; Outdoor dining = 2,230; Total = 12,998; Revise that on TI.3, under OL calc's. accordingly Occupant Load: 590 - Ok as noted Justify actual versus allowable area in Table 503 (as applicable) - Add to plans Justify actual vs. allowable height or stories in Table 503 (as applicable) - Add to plans 4. Under deferred items list, note on plans, as per Sec. 107.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 'CARLSBAD C2017-0055 FEB. 15, 2017 . FIRE BARRIERS A one-hour fire barrier separation is required between the A2 occupancy and the other uses. Table 508.4. A one-hour separation is also required between tenants (not required at tenant/mall separation). Sec. 402.4.2. [See the next item too]. A fire barrier is not required for an accessory use not occupying more than 10% of the area of any floor of a building, nor more than the tabular values for either height or area for such use without height/area increase. Sec. 508.2.1 & 508.2.3. Structural members supporting a horizontal fire barrier must have the same fire-resistive rating as the separation. Section 707.5.1. This applies to the floors separating this spaces and those above or below & any supporting walls. Steel electrical outlet boxes at fire barrier walls shall not exceed sixteen sq in, shall not exceed 100 sq in per 100 sq ft of wall, and shall be separated by a horizontal distance of 24" when on opposite sides of a wall. Sec. 714.3.2. If not applicable, specify N/A & skip to the next item. Ducts penetrating fire barriers at occupancy separations must have fire dampers. Section 717.5.2. a) In CA, Sec. 717.5.2 was modified for Group A occupancies, to require smoke dampers in addition to fire dampers. . EXITS Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware (P.H.). Sec. 1010.1.10. This applies to doors 126, 103A, 103B & 101. For existinQ doors. soecifv on door schedule. Sheet A4. 1. existina P. H.. subject to field verification. All doors/ gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware. Sec. 1010.1.10 and 1010.2. This applies to gates 127A & B as well. . MISCELLANEOUS LIFE/SAFETY On detail 16/Al .4E, please show the welding size and type between the tubes and the plates as well as the screw(s) sizes and numbers. Alternatively, reference other specific structural details for this information. On Sheet Al. 1 B, please add information for the 8" studs as well, as referenced on Sheet Al. IA. Please show interior partitions shot pins size, spacing, ICC approval #, edge and end distance on plans for all various conditions. Alternatively, refer to specific structural details on plans for this information. * CARLSBAD C2017-0055 FEB. 15, 2017 15. Please provide notes on the plans to show the suspended ceilings in Seismic Design Categories D, E & F comply with ASCE 7-10 Sec. 13.5.6.2.2 as follows: All ceilings shall use a Heavy Duty T-bar grid system. The width of the perimeter supporting closure angle shall be not less than 2 inches. C) In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle. The other end in each horizontal direction shall have a 3/4" clearance from the wall and shall rest upon and be free to slide on a closure angle or a listed assembly. Ceiling areas over 1,000 ft.2 must have horizontal restraint wires (typically restraint would consist of four 12 gauge wires splayed 900 to each other and sloped 450 to the horizontal, spaced 12" o.c.). Ceiling areas over 2500 ft.2 must have seismic separation joints or full height partitions. Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling penetrations. • ACCESSIBILITY 16. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. • NON-RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission (BSC) has adopted the Green Building Standards Code and must be enforced by the local building official. The Green Building Standards apply to nonresidential additions or tenant improvements throughout California. These standards apply to nonresidential additions of 1.000 sq. ft. or larger or alterations (tenant improvements) with a value of $200.000 or more. CGC Section 301.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 17. Recycling. Note on plans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Sec. 5.408.1.4. Revise Sec. 5.408.1 on Sheet TI.5 accordingly. • STRUCTURAL 18. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1): Add the following info, on Sheet SO. 0: Seismic design data. The following information should be provided. (Section 1603.1.5): Design base shear Seismic response coefficient(s), CS Response modification factor(s), Justify Rp = 6.0 (Specify the item # in Table 13.6-1): Analysis procedure used. 19. Please indicate where detail NSO.2 is called out on plans. 20. Where is detail S/S0.1, as referenced on QISO.2? CARLSBAD C2017-0055 FEB. 15, 2017 Where is detail S/SO.2, as noted on BISO.3? Please indicate where details K, L & M/SO.3 are referenced on plans. Please state where the various decking types, as per table on J/SO.3, are cross referenced on plans, for the work being done under this permit. Please show ceiling fan connection details and references on plans, as per calculations. Where is detail PIS5.0, as referenced on CIS5.0? Where are the W8x10's, at the edge of the mezzanine (by the stairs), as per calculations, on plans? Where is the W14x22, supporting the hood, as per calculations, on plans? Please show all such beams on plans, as existing subject to field verification. Please note on plans that the mezzanine is existing and only the stairs are being added under a separate permit. If so, add the mezzanine stairs to the list of deferred submittals on the cover sheet of the plans. Also show that 25% of the mezz live loads are included in the inertia force calc's. ASCE 71-10, Sec. 12.7.2. Sheet S2.2 is missing from the plan package. Please address the design of roof framing to support the large mechanical equipment and provide data to show the mezzanine floor is designed to support the heavy loading for the Keg Cooler and all the proposed beer kegs. ASCE 7-10, Sec. 13.1.4 & Table 13.2-1. I.e., HVAC equip. under 400 are exempt from detailing on plans. . ADDITIONAL Please see attached for P/M/E & HC correction items. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. at EsGil Corporation. Thank you. . CARLSBAD C2017-0055 FEB. 15, 2017 PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 2/16/2017 PLAN REVIEW NUMBER: C2017-0055 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. The City Building Official to review evidence of Health Department approval for proposed restaurant. Please provide construction plans details and calculations for the two walk-in cooler boxes and the walk-in freezer box. PLUMBING (2016 CALIFORNIA PLUMBING CODE) Clearly show the public water meter serving this space, size and location on the plans. And any private water meters Please provide the calculations used for the water demands used for the water line sizing calculations. The water demand for the family restroom and the men's and women's restroom are too low on the plans as per CPC, Table A103.1 using the Assembly column. Please correct and show all the water demands on the public water meter serving this tenant space and any other water demands on the same public water meter. I count 71 water fixture units for the restrooms but the sheet P2.2 shows only 49 water fixture units. Please correct. Clearly show the minimum and maximum water pressure to the public water meter as per the serving water agency. Show the location of the water pressure regulator, noted in the water line sizing calculations. Provide complete corrected water line sizing calculations from the public water meter to the most distant water fixture. For all proposed water line material types. Both CPVC & Copper Tubing water lines as per sheet P1.2. Please provide riser or isometric water line plans showing all pipe branch sizes. Sheet P1.2 shows CPVC water lines. Please provide to the Building Official, a copy of the required Certification of Compliance for the proposed CPVC water piping as per CPC, Section 604. 1.1 (d), prior to issuing a building permit. CARLSBAD C2017-0055 FEB. 15, 2017 44. Please provide riser or isometric gas line plans showing gas pressures, all gas demands, developed gas pipe lengths, gas pipe lengths, and locations of gas meters and gas regulators. 45. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. CPC 1212.8. 46. Detail gas regulator requirements: An accessible shut-off valve installed upstream of the regulator and vented to the exterior. CPC 1208.7.5(1) & 1210.11 47. Please provide the required drainage receptor, drain line, trap, and vent for the Keg Wash Station. 48. Please provide riser or isometric drain waste & vent drawings showing all drainage & vent pipe sizes; all sewer fixture unit loading on each branch, all proposed cleanouts, and all sewer line slopes. 49. Please provide the grease interceptor sizing calculations. And show the location of the grease interceptor serving just this tenant space. CPC 1014.0 50. Hot water recirculating loop systems requirements: Detail the following: The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop. A check valve is required on the cold water supply line between the hot water system and the next closest tee on the cold water supply line. (See CPC 608.3 for expansion tank requirements.) 51. Include the manufacturer's installation instructions detailing the requirements for the direct vent water heaters: Detail the requirements for the flue gas and combustion air ducting systems showing maximum duct lengths, discharge clearances and locations. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) 52. Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of CIVIC 304.3. Please provide. City approval for use of an outside ladder is required. 53. Roof access ladders require landings at no greater a separation of 18', measured from floor level. CIVIC 304.2.1.2 54. Specify compliance with CIVIC 603.4.1 for length limitations for factory made flexible air ducts (5') and use (not to be used for rigid elbows or fittings). (Residential is exempt from this item) CARLSBAD C2017-0055 FEB. 15, 2017 55. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. CMC Section 608.1An "air- moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. 56. Please provide mechanical plans and calculations for the Refrigeration Systems for the two walk-in cooler boxes and the walk-in freezer box showing compliance with Chapter 11 of the CMC. Are the compressor units outdoors or within an enclosure? Clearly show the refrigerant classification, the amounts of each system refrigerant used, and the systems horsepower rating. Show the required pressure relief for the refrigeration equipment as per CMC, Section 1112.0 57. Provide complete kitchen hood plans, details, and calculations to show compliance with CMC, Chapter 5, Part II Show the required replacement air for each kitchen hood. Include an air balance schedule. The exhaust and make-up air systems shall be connected by an electrical interlocking switch. CMC 511.3. Detail the slope (1/4"/foot/minimum) on the horizontal grease duct back towards the hood. CMC 510.1.3 Show the required cleanouts CMC 510.3.3) for the grease duct: At changes in direction. And if the duct is not accessible from a 10' stepladder, a platform is required. Please detail. CMC 51 0.3.3. At changes in direction Detail the kitchen hood duct termination clearances as per CMC 510.8. A complete kitchen hood system plan review will be done when the complete hood system plans, details, and calculations are provided. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Clarify how the egress illumination is provided in the non-bugeye and non-2X4 fixture locations. If the inverter is providing the alternate power source be sure to stress that the inverter branch circuit wiring is installed in a separate from normal power dedicated raceway system. 2. 1 can't find MSA-1 or DP on the floorplans anywhere? 'CARLSBAD C2017-0055 FEB. 15, 2017 Out swinging door(s) equipped with panic hardware is required for doors accessing rooms containing electrical equipment rated 800 amperes or more. CECI 10.26(C)(3). For buildings that require two or more exits, emergency illumination is required to be installed at exterior exit door landings and/or vestibules. Please provide. CBC 1008.3.2 Emergency illumination is required to be installed in electrical equipment rooms. Please provide. CBC 1008.3.3 ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) . Is fine as submitted. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD C2017-0055 FEB. 15, 2017 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT - TITLE 24 The following disabled access items are taken from the 2016 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. Please reflect the following items on plans: Provide a response list indicating where each item is corrected on plans: . PEDESTRIAN RAMPS . ADD RAMP DETAILS ON PLANS, AS PER 191A1.313: Show that any path of travel with a slope ~1 :20 (5%) complies with pedestrian ramp requirements, per Section 11 B-402.2. 2. The allowable slope for an accessible ramp is :51:12 (8.33%), per Section 11 B-405.2. 3. The allowable cross slope at pedestrian ramps shall be :5 1:50 per ft (2%), per Section 11 B-405.3. 4. Show or note that ramp surfaces will be slip resistant. Section 11 B-302. 1. 5. Ramps shall have a minimum width of 48 inches, per Section 11 B-405.5. 6. Ramps shall be provided with intermediate landings where the rise is >30". Section 11 B405.6. 7. Revise plans to show required landings at the top and bottom of ramps, per Section 11 B-405.7. The bottom landing shall be ~:72" in the direction of travel. The top landing shall be a -~!60" x 60". 8. Show that the required intermediate landing is provided, per Section 11 B405.7.4 as follows: ~!60" long where the ramp does not change directions. ~:72" long where the ramp does change directions. 9. Revise plans to show the minimum required depth of landing where a door swings over the top landing. The minimum depth of the landing is required to be equal to the door width, plus 42", per Section .11 B-405.7.5. 10. Plans shall show that the strike edge distances at doors comply with the requirements of Section 11 B-404.2, as follows: :~!24" at exterior ramps. 218" at interior ramps. 11. Show or note that handrails meet the following requirements, per Section 11 B-505: Are continuous. b) Are to be located ~34" but :538" above the ramp surface. C) Extend 212" beyond both the top and bottom of the ramp. Extensions of handrails shall be in the same direction of the ramp runs. d) Ends are to be returned to a wall or walking surface. 12. Show that handrails are ~:1 1/411 but 52" in any cross sectional dimension. Additionally, show that the handrails are placed a 2:1 1/211 from any wall, per Section 11 B-505.7. ( c , -o i L., i Rua ocu. PfT14. 'CARLSBAD C2017-0055 FEB. 15, 2017 13. Where the ramp surface is not bounded by a wall, the ramp shall comply with one of the following requirements, per Section 11 B-405.9.2: A guide curb a minimum of 2" in height shall be provided at each side of the ramp; or A wheel guide rail shall be provided that prevents the passage of a 4" sphere where the sphere is within 4" of the finish floor. 14. Show handrails at each side of ramps which are shown to be 21:20 in slope, per Sec. 11 B-505.2. 15. Note that all wall surfaces, adjacent to handrails, will be free of sharp or abrasive elements, per Section 11 B-505.8 (i.e., no stucco). wi Wt 'T IGOR .i ir: Lrc t"015 El 2 - kAVi' ZD NIN 10171 ------.-.--- t tL tiO 1 J.OIM ua -46 (brJ(E UJL cVM.EEL ..icc "CARLSBAD C2017-0055 FEB. 15, 2017 To WIT HEaGutEcEt4IL ThE V ECIFRE!I1T. CF t-!! FLTr DA1MD ti3 FtJRE t 1 E-2 T-R ALM PS £tD StDEA&L(S . SINGLE ACCOMMODATION FACILITIES 16. Show a sufficient space in the toilet room for a wheelchair to enter the room and close the door, per Section 11 B-603.2. The space is required to be: REVISE DETAIL 10/A8.2D ACCORDINGLY: ~:60" diameter. A T-shaped space as shown in Figure 11 B-304.3.2. C) Doors are not permitted to encroach into this space by more than 12 inches. 17. Show that the water closet is located in a space which provides: A clear space at the water closet in compliance with Section 11 B-604.3.2 (this prohibits any fixtures from encroaching into the clear space at the rear wall). A clear space in front of the water closet measuring 60" wide by 48" in front. Section 1113- 604.3.1. Seethe following figures. i) Please notice that the 28" clearance required in the previous code (between the water closet and the lavatory) has been changed to a 60" clearance as shown in the figure. 18. Doors may swing into the restroom as long as there is a clearance of at least 30" x 48" beyond the swing of the door. Section 11 B-603.2.3. CARLSBAD C2017-0055 FEB. 15, 2017 :13W MIN: CENTERLINE OF FIXTURE CENTERLINE OF FIXTURE 18" MIN. _-.----.--1 1= TO EDGE )flk TO EDCE FLUSH if \\ or wcr ACTIVATOR /tLfLoscT = ON WIDE - Ln SIDE co I / _ 18" 32 MIN MIN. -\CLEAR 95• 1IN. CLEARFLCORSPACE i.c • OFMNEUVERII'fG CL1A.RANCS ATWATER CLOSET . CONTROLS AND OPERATING MECHANISMS Note on the plans that controls and operating mechanisms shall comply with the requirements of Section 11 B-309. The highest and lowest operable parts of all controls, dispensers, receptacles and other operable equipment shall be placed within 48" of the floor but not lower than 15" for forward approach (or within 54" but not lower than 9" if side approached). Electrical and communication system receptacles on walls shall be mounted no less than 15" above the floor. Sec. 11 B-308. CARLSBAD C2017-0055 FEB. 15, 2017 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: C2017-0055 PREPARED BY: ALl SADRE, S.E. DATE: FEB. 150 2017 BUILDING ADDRESS: 2525 EL CAMINO REAL BUILDING OCCUPANCY: B/A2; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) T.I. (Including 10768 Mezz. = 1288) OUTDOOR 2230 SEATING Air Conditioning Fire Sprinklers TOTAL VALUE 888,943 Jurisdiction Code ICB IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance I V I $3,204.261 Type of Review: ci Complete Review 0 Structural Only 0 Repetitive Fee O Other Hourly I Repeats - EsGul Fee Hr. © * Comments: In addition the above fee, an additional fee of $86 is due(1-hour/h the CalGreen review. Sheet lofi macvalue.doc + -I - ~D IJM%CEIIIVE'DAMY HARBERT Assistant Director DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION P.O. BOX 129261, SAN DIEGO, CA 92112-9261 Phone: (858) 505-6659 FAX: (858) 505-6824 1 (800) 253-9933 www.sdcdeh.org PLAN APPROVAL SHEET DBA: Yard House Restaurant DATE: 3/27/17 SITE: 2525 El Camino Real Carlsbad 92008 PC #: FFPP-007779 BUSINESS OWNER: Yard House Restaurant LLC Plans are approved contingent upon the following: 1) 'Dejartment of Enviionmeiital Health (DEN) stamped plans shall be maintained at the iobsite 2) Changes to equipment layout, menu, or application must be submitted for approval. Changes made without approval will make the plan approval null and void. 3) Obtain local Building Department and all applicable agencies permits and approvals PRIOR TO FINAL INSPECTIONiANDAPPROVALTOOPERATE BY.THIS DEPARTMENT. 4) All food and utensil-related equipment shall be certified to-applicable sanitation standards by an ANSI accredited testing agency. 5) Upon completion of 60%-80% of construction, call (858) 505-6660 to schedule a preliminary inspection. In lieu of a plumbing inspection by DEH: Floor sinks shall be installed /2 exposed and equipped with an appropriate grill cover if no access is provided for cleaning. Drain lines shall slope ¼" per foot to gravity, shall not exceed 15' in length and shall terminate a minimum of 1" above the floor sink with a legal air gap. Drain lines shall not intersect walkways or door ways. No condensate drainage of any kind, including HVAC can drain to the mop sink. The entire floor surface must be sloped to the floor drains approximately 1/8 inch per foot or a four feet diameter depression that slopes 1:50 (approximately ¼ inch per foot). Conduits of all types shall be installed within walls apracticable. When otherwise installed, they shall be mounted or enclosed in a chase so as to facilitate cleaning. 6) Owners and/or operators must pass an approved and accredited Food Safety Certification course. Proof of successful completion of this course is to be furnished at the final inspection. 7) At the time when the final inspection-is requested, the facility shall have all utilities operational and all refrigeration shall have an ambient air temperature of 38°F or below and shall be equipped with a thermometer accurate to +1- 2°F in the warmest section of the unit. All equipment is to be in place and functional. 8) Seal all cracks, gaps and crevices in counters, cabinets, around metal flashing, sink backsplashes, around pipes and conduits with silicone sealant. 9) A'"Air Balanc"Rport will be reciuired at final ihspectioi 10) ANY FOOD PROCESSING AREAS MUST BE COMPLETELY ENCLOSED 'OPERABLE Plans reviewed by Celeste Penn. R.EHS @ (858) 505-6660 Chris Cardwell. EHT ® (858) 505-6660 CALL (858) 505-6660 AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE PRELIMINARY AND FINAL INSPECTIONS. A FINAL INSPECTION SHALL BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS FOOD ESTABLISHMENT. cc: File "Environmental and public health through leadership, partners/up and science" - ELISE ROTHSCHILD Q 0 U II tp of *an Director JUN 0 12017 CITY OF CARLS2AD BUILDING DIVWION SUPPLEMENTAL STRUCTURAL CAL CULA TIONS for Yard House at The Shoppesat Carlsbad 2525 El Camino Real RECEIVED Carlsbad, CA MAR 13 2017 CITY OF CARLSBAD BUILDING DIVISION March 10, 2017 /31;9 A 39812 MissioN BLvD.,Su1m #100, FiEMoN'r, CALIFoRNIA 94539 PH:510.445.0550 FAx:510.445.0440A 2525 El Camino Real, Carlsbad, CA I Design Calculation Index I Sheet Description No(s). VOLUME 1: SUPERSTRUCTURE: I Revised Nonstructural Component Seismic Force Calculations 2-3 Revised Hanging Soffit Caics 4 Revised Suspended Fan Calculation 5-12 Main Sign and Sign Support Calculations 13-15 Calculations: Roof Beams Supporting Kitchen Hoods & Roof Top Units 16-18 Calculations: Roof Beams Supporting Beer Conduits & Hanging Ceiling Fan 19 Outdoor-Indoor Patio Unistrut Calculation Ceiling Fan ASCE 7-10 Table 13.6-1. Item 12 a,, r iRp 1.5]z(ft) E 20 S05 0.782I,, 1.0]h (ft) 20 W,, (Ibs) 200 F,, (Ibs) 125 (13.3-1) F,,max (Ibs) 250 (13.3-2) Fpmin (Ibs) 47 (13.3-3) ASCE 7-10 Table 13.5-1. Item 21 2.5 R F~3.0 z (ft) 0.782 I,, 1.0 h (ft) 340 266 (13.3-1) 425 (13.3-2) 80 (13.3-3) a,, S05 W,, (Ibs) F,,(lbs) Fpm.. (Ibs) Fpmin (Ibs) 20 20 Seismic Calculations, Non-Structural Per ASCE 7-10 Eqn 13.3.1 F,, = seismic design force F = O.4aPSDSWP ( +2! ' (13.3- 1.) 5DS = spectral acceleration, short period, as determined (RP ) h) from Section 11.4.4 a,. = component amplification factor that varies from IP 1.00 to 2.50 (select appropriate value from Table 13.5-1 or 13.6-1) Fp = 1 .6SDsIW,, (13.3-2) 1,, = component importance factor that varies from 1.00 to 1.50 (see Section 13.1.3) W,, = component operating weight F = 0.3S051,,W,, (13.3-3) Kitchen Hood Vents ASCE 7-10 Table 13.6-1. Item 1 a,, R ii]z(ft) 20 S05 FO.7 I,, 1.0]h (ft) 20 W. (Ibs) F,, (Ibs) 689 (13.3-1) Fpm.. (Ibs) 2203 (13.3-2) Fpmin (Ibs) 413 (13.3-3) Mezzanine Stair ASCE 7-10 Table 13.5-1. Item 28 a,, 1R,, [ 2.5z(ft) S05 0.782 I,, L 1.0 h (ft) 201 WOW 1560 F,, (Ibs) 195 (13.3-1) F,,ma,c (Ibs) 1952 (13.3-2) F,,min (Ibs) 366 (13.3-3) Hanging Soffit a S05 W,, (Ibs) F,, (Ibs) Fpm. (Ibs) Fpmtn (Ibs) "PowerPak" a,, S'S W,, (Ibs) F. (Ibs) Fpm.. (Ibs) Fpmin (Ibs) ASCE 7-10 Table 13.5-1. Item 14 iRp 2.5z(ft) 20 0.782 I,, 1.0 h (ft) [ 20 3136 1177 (13.3-1) 3924 (13.3-2) 736 (13.3-3) ASCE 7-10 Table 13.6-1. Item 6 2.51z (ft) F720 ).782 I,, 1.ojh (ft) 800 300 (13.3-1) 1001 (13.3-2) 188 (13.3-3) 3/31/19 Page 1 of 19 - BY 1J1 DATE SUBJECT 142ifJbO SHEET NO. OF CHKD. BY DATE JOB. NO. L\NGU .fD1T CN12 wADI; DL, LIt(CAALE. io15. i"c. 1. JJEc•W4C\L I.O 2Di Sb' b=TA (5A7') 3C(J Z TO LAkIG4L (Ai4 tc)(c') ?Q i\tS-€ET - 12 - Cvi cc IAcrs 1w uo o.e b' / &' 9,S3 Gj •VDD5 2) tDG5 62, DDS Btf2 (5 3f 2OD WbVU3 CAIC.. .• POD t 1177#/q 131#1 dl ZA WW€. DDibW srmH (o.c •1 1k > AC1E BEA26 LtSS LOAD TAM MNACOS, LA1L1OfL F(Xb • LLlI4 Page 2 of 19 SIERRA ENGINEERING GROUP BY LI DATE SUBJECT (-t fAFAD SHEET NO. OF CHKD. BY DATE JOB. NO. e üwrr •bl) Dik 1oP 112/ U)! n z a s',' 12" (C tot FiU : ?-DW/ 250 ?- /132 JSAY (3' M. -• • ftkt Page 3of 19 SIERRA ENGINEERING GROUP BY )JI DATE SUBJECT '1?I EBP SHEET NO. OF CHKD. BY DATE JOB. NO. I WSPLQUE) TAM F; OJ1 z") tri _ FQ - CA*Pa, CAP LI ut (I o)(iLN O 15 <2O r IS2 ft5j [Dbq"J M K61 -.ioy,)(-gq <sl) QJ( 304 c'kp C0iv1 'Cl2O1J • • IERRA ENGINEERING GROUP BY IJ% DATE SUBJECT 114 (A?iAb SHEET NO. OF CHKD. BY DATE JOB. NO. EW 7 1 — St1A 4k09,c 1' DL 340 Tp 266# (4k) V5O '-i40 w ' NII NAkifYHtiUft1 2b& f - ELeCt.iCA.L lip 2.50 .MtSC. I.O1S 3... 4.0 T54 rejj cL') D& La--o cuPs, 1-4) e ec c.c MIN W,161 WN t.\uL UJPE cccc SEE AlTACkED CALCALtWc& SHUTS itt 5-1?es$ N1 AL'&15 "U 61AI CIV 9W) -- 'F —r Fp p 146A SniDs e I ce. Ok 10 S2r SCAM Page 5 of 19 SIERRA ENGINEERING GROUP CFS Version 10.0.1 Section: Entry Signage (Single Stud).sct Nik J. Ignacio 600S162-68, 50 ksi Stud Sierra Engineering Group SSMA Library Rev. Date: 1/22/20118:58:01 AM By: RSG Software Printed: 2/24/2017 12:39:17 PM Page 6 of 19 CFS Version 10.0.1 Section: Entry Signage (Single Stud).sct Nik.J. Ignacio 600S162-68, 50 ksi Stud Sierra Engineering Group SSMA Library Rev. Date: 1/22/20118:58:01 AM By: RSG Software Printed: 2/24/2017 12:39:17 PM 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 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 in"6 Torsion Constant Override, J 0 in4 Net Section Ratio (Lnet/L) 0.1 Stud, Thickness 0.0713 in (14 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 0.10700 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.10700 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.10700 Cee 0.000 1.5000 3.0000 4 1.6250 0.000 0.10700 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.10700 None 0.000 0.0000 0.2500 Page 7019 CFS Version 10.0.1 Analysis: Analysis I .cfsa Nik J. Ignacio Sierra Engineering Group Rev. Date: 2/24/2017 12:36:07 PM By: Nik J. Ignacio Printed: 2/24/2017 12:39:17 PM Analysis Inputs Members Section File 1 Entry Signage (Single Stud) .sct Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 32.000 Top 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 1/22/2011 8:58:01 All k$ Lm (k) (ft) 0.0000 20.000 Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 No 1.0000 2 XYT 24.500 1.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 21.500 0.35000 0.35000 k Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 21.500 NA -0.17500 NA k Bearing Length 1.00 in Loading: Earthquake Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 21.500 NA -0.26600 NA k Bearing Length 1.00 in 2 Concentrated 0.000 21.500 NA 0.00000 NA k Bearing Length 1.00 in Page 8 of 19 CFS Version 10.0.1 Analysis: Analysis I .cfsa Nik J. Ignacio Sierra Engineering Group Rev. Date: 2/24/2017 12:36:07 PM By: Nik J. Ignacio Printed: 2/24/2017 12:39:17 PM Load Combination: D Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self weight 1.000 2 Dead Load 1.000 Load Combination: D+L Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self weight 1.000 2 Dead Load 1.000 3 Live Load 1.000 4 Product Load 1.000 Load Combination: D+Lr Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+S Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 Load Combination: D+0.75(L+Lr) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 Load Combination: D+0.75(L+5) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load .0.750 Load Combination: D+0.6w Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 Page 9 of 19 CFS Version 10.0.1 Analysis: Analysis I .cfsa Nik J. Ignacio Sierra Engineering Group Rev. Date: 2/24/2017 12:36:07 PM By: Nik J. Ignacio Printed: 2/24/2017 12:39:17 PM Load Combination: D+0.7E Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.700 Load Combination: D+0 .75 (0. 6W+L+Lr) Specification: 2016 North American Specification Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 6 Wind Load 0.450 Load Combination: D+0.75(0.6W+L+S) Specification: 2016 North American Specification Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 6 Wind Load 0.450 - US (ASD) - US (ASD) Load Combination: D+0 .75 (0. 7E+L+Lr) Specification: 2016 North American Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Roof Live Load 0.750 Specification - US (ASD) Load Combination: D+0.75(0.7E+L+S) Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Snow Load 0.750 Load Combination: 0.6D+0.6W Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Load 0.600 Page 10 of 19 CFS Version 10.0.1 Analysis: Analysis I .cfsa Nik J. Ignacio Sierra Engineering Group Rev. Date: 2/24/2017 12:36:07 PM By: Nik J. Ignacio Printed: 2/24/2017 12:39:17 PM Load Combination: 0.6D+0.7E Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Earthquake Load 0.700 Member Check - 2016 North American Specification - US (ASD) Load Combination: D+0.75(0. 6W+L+Lr) Design Parameters at 24.500 ft, Left side: Lx 24.500 ft Ly 24.500 ft Lt 24.500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Entry Signage (Single Stud) .sct Material Type: A653 SQ Grade 50/1, Fy=50 ksi Cbx 1.1211 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k4 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.0000 -0.7952 -0.1007 0.0000 0.0000 Applied 0.0000 -0.7952 -0.1007 0.0000 0.0000 Strength 4.2789 2.4281 2.8797 1.5908 3.3914 Effective section properties at applied loads: Ae 0.69303 in2 Ixe 3.5255 inA4 lye 0.2182 inA4 Sxe(t) 1.1752 inA3 Sye(l) 0.5285 inA3 Sxe(b) 1.1752 inA3 Sye(r) 0.1800 inA3 Interaction Equations NAS Eq. H1.2-1 (P, Mx, My) 0.000 + 0.328 + 0.000 = 0.328 <= 1.0 NAS Eq. H2-1 (Mx, Vy) Sqrt(0.000 + 0.001)= 0.040 <= 1.0 NAS Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Web Crippling Check - 2016 North American Specification - US (ASD) Load Combination: D+0.7E Parameters at 21.5000 ft: Total Load: 0.18620 k on top flange Total Moment: 6.0731 k-in Bearing: 1.0000 in Flange fastened to bearing surface: No Distance from edge of bearing to edge of opposite load: 2.9167 ft Section: Entry Signage (Single Stud) .sct Material Type: A653 SQ Grade 50/1, Fy=50 ksi Applied Load: 0.1862 k on top flange Applied Moment: 6.073 k-in Distance from edge of bearing to end of member: 10.458 ft Page 11 of 19 CFS Version 10.0.1 Analysis: Analysis I .cfsa NikJ. Ignacio Sierra Engineering Group Rev. Date: 2/24/2017 12:36:07 PM By: Nik J. Ignacio Printed: 2/24/2017 12:39:17 PM Part Elem Calculation Type Pa (k) Pay (k) Notes 1 3 Cee, US-IOF 1.7728 1.7728 N<3 Web Crippling Strength 1.7728 Web Crippling Check: 0.1862 k <= 1.7728 k Moment Check: 6.073 k-in <= 39.325 k-in Interaction Equations NAS Eq. H3-la (P. M) 0.058 + 0.092 = 0.150 <= 0.782 Maximum Shears, Moments, and Deflections Envelope of All Combinations, Y Direction Location Shear(l) Shear(r) Reaction (ft) (k) (k) (k) 0.000 0.00000 0.04896 0.04896 24.500 -0.19497 0.01767 0.21264 Location Moment Location Deflection (ft) (k-in) (ft) (in) 20.778 6.1038 13.331 -0.48782 24.500 -0.7953 32.000 0.56530 Page 12 of 19 BY DATE 3(1011? SUBJECT Th (1.w&A SHEET NO. OF ____ CHKD. BY DATE JOB. NO. JffffbH: I' JLL A. - - ir jt 1I f tIi LiLt - t 'H Lh I UtU tLf4r S i-F tcL' 10'i TT4 N 1: 1t!bt I f ±1:i1rUri W U f' U VI Fl UH jI ; 4J Lfl!'itl LT.L IfL1c jijjJiIv -L4444LLLLL--L-L-LLLLLJJ±LLLLLJJ 41LiLILAL!L1L (iiiJliiilL LLLLfLLL LLH+LL LJ 77 JL LL.LL LL LLLLULLDTDTr1T EFEEEEBEEEEEEEETEEi±LLEi-L± F L±E4E±ftL L LL)_'LH±i±LHEEEEEE kL i 7,17 Li . L - LWL14 LL1 LL LLL LPLLHFLL4L44LLIJ LLJ - LLLU 44Jii..LLLLLLJ.444fL ffi-ftiTh-t--±d±±±LELLffl+EEftEBR+ LftHffEL ±B+LH9I-Hft LLL III Iii 1 I III Page 13of 19 SIERRA ENGINEERING GROUP Steel Beam INC. 1983-2016, Build:6.16.4.15, Ver.6.16A.15 Description: (E) WF Supporting Hoods CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 27.0 ft W14x22 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.020, Lr = 0.020 ksf, Tributary Width = 7.50 ft Load(s) for Span Number I Point Load: D = 0.8850 k @ 13.50 ft, (131-1) Point Load: D = 0.4450 k @ 11.50 ft. (PL 2) Point Load: D = 0.4410 k @ 15.50 ft, (PL 3) Point Load: 0 = 1.80 k © 5.0 ft. (P4) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.542: 1 Maximum Shear Stress Ratio = 0.106:1 Section used for this span W14x22 Section used for this span W14x22 Me: Applied 44.911 k-ft Va : Applied 6.699 k Mn I Omega: Allowable 82.834 k-ft Vn/Omega : Allowable 63.020 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 13.500 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.312 in Ratio = 1,037 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.003 in Ratio = 323 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnxl0mega Cb Rm Va Max Vnx Vnx/omega +D+H Dsgn. L = 27.00 ft 1 0.377 0.074 31.24 31.24 138.33 82.83 1.00 1.00 4.67 94.53 63.02 +D+L+H Dsgn. L= 27.00 ft 1 0.377 0.074 31.24 31.24 13833 82.83 1.00 1.00 4.67 94.53 63.02 +D+Lr+H Dsgn.L = 27.00 ft 1 0.542 0.106 44.91 44.91 138.33 82.83 1.00 1.00 6.70 94.53 63.02 +D+S+H Dsgn.L = 27.00 ft 1 0.377 0.074 31.24 31.24 138.33 82.83 1.00 1.00 4.67 94.53 63.02 +D+0.750Lr+0.750L+H Dsgn.L = 27.00 ft 1 0.501 0.098 41.49 41.49 138.33 82.83 1.00 1.00 6.19 94.53 63.02 +D+0.750L+0.7505+H Dsgn. L= 27.00 ft 1 0.377 0.074 31.24 31.24 138.33 82.83 1.00 1.00 4.67 94.53 63.02 +D+0.60W+H Dsgn.L = 27.00 ft 1 0.377 0.074 31.24 3124 138.33 82.83 1.00 1.00 4.67 94.53 63.02 +D+0.70E+H Dsgn. L = 27.00 ft 1 0.377 0.074 31.24 31.24 138.33 82.83 1.00 1.00 4.67 94.53 63.02 +Ds0.750Lr+0.750L+0.450W+H Dsgn. L = 27.00 ft 1 0.501 0.098 41.49 Page 14 of 1911.49 138.33 82.83 1.00 1.00 6.19 94.53 63.02 +D+0.750L+0.750S+0.450W+H [Steel Beam File 1 ENERCAIC, INC. 1963-2016, Description: (E) WF Supporting Hoods Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 27.00 ft 1 0.377 0.074 31.24 31.24 138.33 82.83 1.00 1.00 4.67 94.53 63.02 +D+0.750L+0.7503+0.5250E+H Dsgn. L = 27.00 ft 1 0.377 0.074 31.24 31.24 138.33 82.83 1.00 1.00 4.67 94.53 63.02 +0.60D+0.60W+0.60H Dsgn. L= 27.00 ft 1 0.226 0.045 18.75 18.75 138.33 82.83 1.00 1.00 2.80 94.53 63.02 +0.60D+0.70E+0.60H Dsgn.L= 27.00 ft 1 0.226 0.045 18.75 18.75 138.33 82.83 1.00 1.00 2.80 94.53 63.02 TOverall Mimum Deflections Load Combination Span Max. -° Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+Lr+H 1 1.0033 13.346 0.0000 0.000 [VéiticiI Ritions 7 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.699 5.566 Overall MiNimum 2.025 2.025 +D+H 4.674 3.541 +D+L+H 4.674 3.541 +D+Lr+H 6.699 5.566 +D+S+H 4.674 3.541 +D+0.750Lr+0.750L+H 6.193 5.059 +D+0.750L+0.7503+H 4.674 3.541 +D+0.60W+H 4.674 3.541 +D+0.70E+H 4.674 3.541 +D+0.750Lr+0.750L+0.450W+H 6.193 5.059 +D+0.750L+0.7505+0.450W+H 4.674 3.541 +D+0.750L+0.7505+0.5250E+H 4.674 3.541 +0.60D+0.60W+0.60H 2.805 2.124 +0.60D+0.70E+0.60H 2.805 2.124 D Only 4.674 3.541 LrOnly 2.025 2.025 L Only S Only W Only E Only H Only Page 15 of 19 BY DATE 3/fr? SUBJECT 'ü CAA05DAD SHEET NO. OF CHKD. BY DATE JOB. NO. I&t)° LJ4_LLLL L'Ll LLLL L - I - - X' :b P JS ?F 20 Lb - IL _L' I L L ja -.-I- , I- __LJ.L' I H— (iuArI - 1j :::tHLLLj4 ±Z L j: 293ii? W - Pc: I2i7 PIP t'L VM= (12.b p')((.2'+ 10S")/2. = IM (1 5/i) cot UM151M uNwArA 10 MAX MAX K c.tu 1oi :.PnDE_USThJf_A•riIrr_ E ' _(:::rTT::. --- - TAN LOAh c[ Xo - i4L. - I • - - - - - - : - LL . --- - - - -.--------- - . - ----------- I 2_L_ .L. .... - 4__Li_LL_L J_LL _L. •:- --:- -- ____ - Page 16 of 19SIERRA ENGINEERING GROUP Hie P:tlHbt1bO9S-1.0-YW1_CaTcsEnemaTc15Q98Y-1.EC6 [Steel Beam ENERCAIC, INC. 1983-2016, Build:6.16.4.15, Ver.6.16.4.15 1 Description: (E) Main Span Roof Beams, Supporting Conduits & Calling Fan CODE REFERENCES Calculations per AlSC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span 22.0 ft W12x16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D =0.0150, Lr = 0.020 ksf, Tributary Width = 7.50 ft Load(s) for Span Number I - Point Load: D = 0.750 k @ 11.0 ft, (Beer Conduit) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.418: 1 Maximum Shear Stress Ratio = 0.065: 1 Section used for this span W12x16 Section used for this span W12x16 Ma: Applied 20.974 k-ft Va : Applied 3.439 k Mn I Omega: Allowable 50.150k-ft Vn/Omega : Allowable 52.80 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 11.000 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.266 in Ratio = 992 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.590 in Ratio = 447 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination 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 Va Max Vnx Vnx/0mega +D+H Dsgn. L = 22.00 ft 1 0.237 0.034 11.90 11.90 83.75 50.15 1.00 1.00 1.79 79.20 52.80 +D+L+H Dsgn.L = 22.00 ft 1 0.237 0.034 11.90 11.90 83.75 50.15 1.00 1.00 1.79 79.20 52.80 +D+Lr+H Dsgn. L= 22.00 It 1 0.418 0.065 20.97 20.97 83.75 50.15 1.00 1.00 3.44 79.20 52.80 +D+S+H Dsgn. L = 22.00 It 1 0.237 0.034 11.90 11.90 83.75 50.15 1.00 1.00 1.79 79.20 52.80 +040.750Lr+0.750L+H Dsgn. L= 22.00 ft 1 0.373 0.057 18.71 18.71 83.75 50.15 1.00 1.00 3.03 79.20 52.80 +D+0.750L+0.7505+H Dsgn. L = 22.00 ft 1 0.237 0.034 11.90 11.90 83.75 50.15 1.00 1.00 1.79 79.20 52.80 +D+0.60W+H Dsgn. L= 22.00 ft 1 0.237 0.034 11.90 11.90 83.75 50.15 1.00 1.00 1.79 79.20 52.80 +D+O.70E+H Dsgn.L = 22.00 ft 1 0.237 0.034 11.90 11.90 83.75 50.15 1.00 1.00 1.79 79.20 52.80 +D+0.750Lr+0.750L+O.450W+H Dsgn. L= 22.00 ft 1 0.373 0.057 18.71 18.71 83.75 50.15 1.00 1.00 3.03 79.20 52.80 +D+0.750L+0.7505+0.450W+H Dsgn.L = 22.0011 1 0.237 0.034 11.90 11.90 83.75 50.15 1.00 1.00 1.79 79.20 52.80 +D40.750L40.7505+0.5250E+H Page 17 of 19 Dsgn. L= 22.00 ft 1 0.237 0.034 11.90 11.90 83.75 50.15 1.00 1.00 1.79 79.20 52.80 e P,12015%16098-1.0-Y01_caIcstEnercaIct16098Y-.1.EC6 Steel Beam Fil ENERCALC, INC. 1983-2016, Build:6.16.4.15.Ver.6.16.4.15 I Description: (E) Main Span Roof Beams, Supporting Conduits & Ceiling Fan Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx!Omega +0.60D+0.60W+0.60H Dsgn.L= 22.00 It 1 0.142 0.020 7.14 7.14 83.75 50.15 1.00 1.00 1.07 79.20 52.80 +0.60D+0.70E+0.60H Dsgn.L= 22.00 It 1 0.142 0.020 7.14 7.14 83.75 50.15 1.00 1.00 1.07 79.20 52.80 EOverall Maximum Deflections Load Combination Span Max. °- Defi Location in Span Load Combination Max. Dell Location in Span +D+Lr+H 1 0.5903 11.063 0.0000 0.000 rveicaI Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.439 3.439 Overall MiNimum 1.073 1.073 +D+H 1.789 1.789 +D+L+H 1.789 1.789 +D+Lr+H 3.439 3.439 +D+5+H 1.789 1.789 +D+0.750Lft0.750L+H 3.026 3.026 +D+0.750L+0.7505+H 1.789 1.789 +D+0.60W+H 1.789 1.789 +D+0.70E+H 1.789 1.789 +D+0.750Lr+0.750L+0.450W+H 3.026 3.026 +D+0.750L+0.7505+0.450W+H 1.789 1.789 +D+0.750L+0.750S+0.5250E+H 1.789 1.789 +0.60D+0.60W+0.60H 1.073 1.073 +0.60D+0.70E+0.60H 1.073 1.073 D Only 1.789 1.789 Lr Only 1.650 1.650 L Only S Only W Only EOnly H Only Page 18 of 19 BY I DATE 3/IOII SUBJECT '(H SHEET NO. OF CHKD. BY DATE JOB. NO. : : - I..-b--- L . A. :if M: AT I tI fl I 'j)fl - III .. 'U.iJI.L.tJiJj Lit -1 1 t .JJJ_tI IiJJJILIjL1_i.(ijjLJ.1,jjfIjI -j-:.-L Eji H cffl :UtiH ILLLiLj ''.Ii.JJ .1_LU fjLI LiiL Ji .1 - i I 1LLLUL.LLLLjii'.± iiI.LJdi J LLji L iJ I . -- A. _L' •LJII.Lt1J-ti If ---[1It 1 ._iii_.J.Ff.L.LJ £rFff if1ftHtIH 117) Ll lK 047- H "H HU1t -- ±ftth±'+-J±-f±hftftEft' E :H&l±E±bJ±- b±frf E LL L LLLLLLLLL _LU L. J. JLLL+JLa.Lo:r EEEE LF - LLJ4.LU.' LU J LLJLL.L.. LLLLJJ_LLLL LL1.'iLfL1 HL+L1L. L I -.- E - Lrr.LEçLLtttLrr h::LEt±EHH_ - LLL Li- I L0_LLCtJaJ L..LLLLU .LLLLJ LLU ILL I - I FL I LL1 LLL - - - L LF+bHLLLLHEU Ll -IJ LL .. -J±DEEEEEH±Lt±:LtFEELft 1 L I I I I I - - n HF FL - L- t1:L:ittL Tb I Page 19of 19 SIERRA ENGINEERING GROUP Ak ENGINEERING GROUP STRUCTURAL CAL CULA TIONS for Yard House at The Shoppes at Carlsbad 2525 El Camino Real Carlsbad, CA January A 39812 MissioN BLvD.,SUITE #100, FREMONT, CBC20I7-0055 2525 EL CAMINO REAL # 208 YARD HOUSE: 9,480 SF RESTAURANT WITH 1.288 SF MEZZANINE & 2,230 SF OUTDOOR PATIO 1563020900 2/3/2017 CBC20I 7-0055 2525 El Camino Real, Carlsbad, CA Design Calculation Index Sheet Description No(s). Calculations - Non-Structij Components I Project Geography 2-3 Seismic Design Values & Load Tables 4 Key Plan 5 Seismic Forces - Nonstructural Components 6-8 Hanging Soffit Calcs 9-16 Stair Stringer Caics 17-22 Kitchen Hood Caics 23-30 Signage Calcs 31 Suspended Fan Caics 32 Beer Conduit Support Caics Application Design Code Reference Document Consuft yaurlocal desn cificial if you need hen, selecting I2010ASCE7(wlMarch2ol3errata) Report Title (Optional) Thin edt aear at the tap oithe gseeisted repait Site Soil Classification Thin is not autisnalledy selected based on site location. I Site Class D -Stiff Soir (Default) VI Risk Category Used to can" the se&oc design categisy. IlInlIrnali Site Latitude Decitnsl degrees terthe site location. j33.17960339417424 Site Longitude Dectinsi degrees for the site locatlen. 1-117.3266467162506 compute Values ] Figure 1: The Shoppes at Carlsbad, Geography Figure 2: Yard House, Carlsbad Sheet 1 A ENGINEERING GROUP Design Loads Nt *i-IT SNV. S1INUE DL; U 7AULE. JDS5e DL= 1O 15F LL&UPOAL 1.O 2CoNt , p (0 Toe *00s i91'i(51-I MLSC. 1L lcD 1 :tM' fLL thiThDEb JAN. DL T&A.1UAL1LJ14111 20 T M 2ico 4 3 15y LO1 :6t1f fH t'L ( sf&.t) .I-, Vo~~4298IW GTOd OF A39812 Mission Blvd., SUITE #100,Fremont, CPJNIA 94539 PH:510.445.0550 FAX:510.445.0440A uesign [viaps iumrnary tceporL IJSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.17960N, 117.32665°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 JL - 4f• Q'3 e frAfOURTAIM js. - .. -- •& .. ,.o :;e..\\ •1 - 4 . ldMII1l)' 4lIsta : . Oceansi ,: \, •? ,1 - • • Carlsba\ -.eSñMarcos - JcIdhif'.: L..--L-- . ficondi '- : USGS-Provided Output S5 = 1.104 g S, = 1.168 g SDS = 0.779 g (0.782g used to match S = 0.425 g Si, = 0.670 g SD = 0.446 g landlord calculations) For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.20- 1.08-- 0.9G 0.84- Vi fl\N 0.72-- 0.60 0.48- 0. 3 6 0.24 0.12- 0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 Period, T (sec) 0.99 Design Response Spectrum 0.00 0.72 0.64 0.56 0.48 0.40 0.32 0.24 0.16 0.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PGAM, TL, C,, and C51 values, please view the detailed report. Sheet 3 ffy%. I/tiicilr, iiD(c ntnvic I1/ciiyryyllr'i, riliy9tt y1ifpmi,iiimi1 Rr1fihi 11'7 1 /dl')fl 1 '7 REFLECTED CEILING PLAN Key Plan -----------I Mm j•LMiU I I I I I S2mO Permit Submittal Sheet 4 Seismic Calculations. Non-Structural Per ASCE 7-10 Eqn 13.3.1 J F,,= seismic design force F PSDSWP ( +2 -- (13.3-1) SDS = spectral acceleration, short period, as determined = ( O.4a R '\ h from Section 11.4.4 y- J a,, = component amplification factor that varies from 1.00 to 2.50 (select appropriate value from Table 13.5-1 or 13.6-1) F = 1.6S0slW (13.3-2) 1,, = component importance factor that varies from 1.00 to 1.50 (see Section 13.1.3) W,, = component operating weight F = 0.35051,,W,, (13.3-3) Kitchen Hood Vents Hanging Soffit a FO.7 R 6.0 z (ft) 20 a,, 2.5 K,, 6.0 z (ft) 20 SDS I,, 1.0 h (ft) 20 sos 0.782 I,, 1.0 h (ft) I20] WP (Ibs) WP (Ibs) 3136 F,, (Ibs) 689 (13.3-1) F,, (Ibs) 1226 (13.3-1) Fpm. (Ibs) 2203 (13.3-2) Fpm.. (Ibs) 3924 (13.3-2) Fpmin (Ibs) 413 (13.3-3) Fpmin (Ibs) 736 (13.3-3) Mezzanine Stair 'PowerPak a,, 70.782 R,, 6.0 z (ft) 01 a,, 2.5 R,, 6.0 Z (ft) 20 S05 I,, 1.0 h (ft) 20 S05 0.782 I,, 1.0 h (ft) 20 W,,(lbs) W,,(lbs) 3136 F,, (Ibs) 203 (13.3-1) F,, (Ibs) 1226 (13.3-1) Fpmax (Ibs) 1952 (13.3-2) Fpm.. (Ibs) 3924 (13.3-2) Fpmin (Ibs) 366 (13.33) IFP.In (Ibs) 736 (13.3-3) Sheet 5 BY Kit DATE SUBJECT '1t- 1tIfM SHEET NO. OF CHKD. BY DATE JOB. NO. IbA NGN .ü19T CAI LDADI, DL, LI MLE.iDt6t. I"7.C. I. iY ecCM. .• i.Or O1NF51AVfl 3 • 11JI5t1 2.Df i5o05- Sb' b A (5b)t7') 3G2 TGiL I.LtGT; ?EQ 3AtEEr 1 1224,1* • -Cwu M scrs 10 POD e b'Oo.0 b' / &' 9 • t2) ED&€5 _______ BL 112 1?5 *1 OD • PW ?/OJS eC iJ.j' F1SMiHP-D ciIOk • Wi1Z€5 12b4/'1 Ioi4( WI2e I2&1. WI DD.ibW (o. > o(It4O tP5') V.WtP6Ok AWrAff itT MSS LOAD téCUS C. ALL To?- FcOb • - - :.. Lt44IIL Sheet SIERRA ENGINEERING GROUP BY_______ DATE SUBJECT '(t-t /AFiD SHEET NO. OF CHKD. BY DATE JOB. NO. IE11 U2LtctOL e. twrr vi p- t 1446#"- 1OM cdtc 'i U) I #Z zs,,' I2' OC Io&E ' }DW/2oPtP- (3 :wcjj g (s Sheet SIERRA ENGINEERING GROUP S. BY- l- DATE SUBJECT 1 1S13I SHEET NO. OF CHKD. BY DATE JOB. NO. t&R (E TF- NLLHE12iS fffl OPDU\IC. DL c&D FEE (3 F[[ CoQ. BtARn - TOmL (DPb B/Vu ±Am , ASSI.&rviE bi1C ; I vo E1\VT\ W IZ)47 UUtf T&S ke be AM _______ Eff IN Wf TM WELL IOWAM ________ em Ok SIERRA ENGINEERING GROUP BY 1JI DATE SUBJECT 'YH CPLAp SHEET NO. OF CHKD. BY DATE JOB. NO. (fD1 S1NI?. S194NUEE VF!3&M - L:IeO15 : (OTD5.N - [DNOIE.5t .11 3' W 3' A fl D 15b0 4 L!, 3'W1 (TDrAL' AftAfl6 LLS# 3DDS w(2rgS 6DE0 LL:I5o/l3 j 50 . : eieC 516tT T1CWb ICj2xO 101i (' f6t? C0M1&J - - I ' •f1Ui kAU ,t" Mt1 cccc o Sff 51e kjj soW- iy TrtN' H1: s (Ilk 1 t ow- lQhj j¼D flMLflliU ThIW EfA.mE 1t'acQ, LfccO *1.0: l ('o) /iLtccd)' 1 33 f ii El' x ir . 4" aA5 C a3rlaYl ov s IN tWT-12Glt Sheet SIERRA ENGINEERING GROUP BY_______DATE SUBJECT N4 CA2P.PD SHEET NO. OF CHKD. BY DATE JOB. NO. IffW HflIE Am AFiO2fltJ(4 t7rAjtZ SW*.2 DL: 40 -t IS rc>F LL KX) iti UJxlO LUUJ WL I I L (c 113 AJ • - Lt €rT1 1L. k ii; '22S k p I ic's' T1a%B-' UU81c) 2 12xM x 9$' WL 1 -y PLO 1ILqIj N3LC. J tE') WO 1M5 Oki - I Sheet 10 SIERRA ENGINEERING GROUP File P:t201616098-1.D 01_CalcètEnercaIct16O98y-1.EC6 I Steel Beam ENERCALC, INC. 1983-2016, Build:6.16.4.15. Ver:6.16.4.15 r Description: Stair Stringer CODE REFERENCES Calculations per AlSC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending DIO.0601 140.1501 I Sean = 13.0 ft 25 C12x20.1 [ Applied Loads - - J Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: D = 0.060, 1 = 0.150 klft Maximum Bending Stress Ratio = 0.069: 1 Maximum Shear Stress Ratio = 0.022: 1] Section used for this span C12x20.7 Section used for this span C12x20.7 Me: Applied 4.436 k-ft Va : Applied 1.365 k Mn / Omega: Allowable 63.872 k-ft Vn/Omega : Allowable 60.790 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 6,026 >=400. Max Upward Transient Deflection 0.000 in Ratio = 0 <400.0 Max Downward Total Deflection 0.036 in Ratio = 4305 >=300. Max Upward Total Deflection 0.000 in Ratio = 0 <300.0 Forces Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnxlomega Cb Rm Va Max Vnx VrudOmega +D+H Dsgn.L= 13.00 ft 1 0.020 0.006 1.27 1.27 106.67 63.87 1.00 1.00 0.39 101.52 60.79 +D+L+H Dsgn.L= 13.00 It I 0.069 0.022 4.44 4.44 106.67 63.87 1.00 1.00 1.37 101.52 60.79 +D+Lr+H Dsgn.L= 13.00 ft 1 0.020 0.006 1.27 1.27 106.67 63.87 1.00 1.00 0.39 101.52 60.79 +D+S+H Dsgn.L= 13.00 ft 1 0.020 0.006 1.27 1.27 106.67 63.87 1.00 1.00 0.39 101.52 60.79 +D+0.750Lr+0.750L+H Dsgn.L= 13.00 It 1 0.057 0.018 3.64 3.64 106.67 63.87 1.00 1.00 1.12 101.52 60.79 +D+0.750L+0.7505+H Dsgn.L= 13.00 ft 1 0.057 0.018 3.64 3.64 106.67 63.87 1.00 1.00 1.12 101.52 60.79 +D+0.60W+H Dsgn.L= 13.00 ft 1 0.020 0.006 1.27 1.27 106.67 63.87 1.00 1.00 0.39 101.52 60.79 +D+0.70E+H Dsgn.L= 13.00 It 1 0.020 0.006 1.27 1.27 106.67 63.87 1.00 1.00 0.39 101.52 60.79 +D+0.750Lr+0.7501+0450W+H Dsgn.L= 13.00 It 1 0.057 0.018 3.64 3.64 106.67 63.87 1.00 1.00 1.12 101.52 60.79 +D+0.750L+0.750S+0.450W+H Dsgn. L = 13.00 ft 1 0.057 0.018 3.64 3.64 106.67 63.87 1.00 1.00 1.12 101.52 60.79 +D+0.750L+0.7505+05250E+H Dsgn.L= 13.00 It 1 0.057 0.018 3.64 3.64 106.67 63.87 1.00 1.00 1.12 101.52 60.79 +0.60D+0.60W+0.60H Dsgn.L= 13.00 ft 1 0.012 0.004 0.76 Sheet 11 0.76 106.67 63.87 1.00 1.00 0.23 101.52 60.79 Steel Beam File P:120161b098-1.0-Y01_CalcsEnercaIc16098Y-1.EC6 - I ENERCALC, INC. 1963-2016. Build:6.16.4.15. Ver:6.16.4.15 Description: Stair Stringer Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn. L = 13.00 ft 1 0.012 0.004 0.76 0.76 106.67 63.87 1.00 1.00 0.23 101.52 60.79 LqiuIMiimum Deflections Load Combination Span Max. Dell Location in Span Load Combination Max. "+" Defi Location in Span +D+L+H 1 0.0362 6.537 0.0000 0.000 [Vertical Reactions I Support notation : Far left is #1 Values in KIPS Load Combination Support'! Support 2 Overall MAXimum 1.365 1 365 Overall MINimum 0.234 0.234 +D+H 0.390 0.390 +D+L+H 1.365 1.365 +D+Lr+H 0.390 0.390 +D+S+H 0.390 0.390 +D+0.750Lr+0.750L+H 1.121 1.121 +DI0.750L+0.7505+H 1.121 1.121 +D+0.60W+H 0.390 0.390 +D+0.70E+H 0.390 0.390 +D+0.750Lr+0.750L+0.450W+H 1.121 1.121 +D+0.750L+0.7505+0.450W+H 1.121 1.121 +D+0.750L+0.750S+0.5250E+H 1.121 1.121 +0.60D+0.60W+0.60H 0.234 0.234 +0.60D+0.70E+0.60H 0.234 0.234 D Only 0.390 0.390 LrOnly L Only 0.975 0.975 S Only WOnly E Only H Only Sheet 12 [Steel Beam File= P:1201616098-1.0-Y01_CalcsEnercalc16098Y-1.EC6 1111 ENERCALC, INC. 1983-2016, Build:6.16.4.15. Ver:6.16.4.15 I Description : Mezzanine Edge of Stair Beam (Long Edge of Stair) rCODE REFERENCES Calculations per AlSC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 rMatenal Properties - Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.1788) L(0.3250 V V V V 'V Span = 14.0 ft Lpplied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: D = 0.0550, L = 0.10 ksf, Tributary Width = 3.250 ft Maximum Bending Stress Ratio = 0.564: 1 Maximum Shear Stress Ratio = 0.131 : I Section used for this span W8x10 Section used for this span W8x10 Ma: Applied 12.342 k-ft Va : Applied 3.526 k Mn / Omega: Allowable 21.870k-ft Vn/Omega : Allowable 26.826 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.316 in Ratio = 531 >=400. Max Upward Transient Deflection 0.000 in Ratio = 0 <400.0 Max Downward Total Deflection 0.490 in Ratio = 343 >=300. Max Upward Total Deflection 0.000 in Ratio = 0 <300.0 Load Combination Segment Length Span # Max stress Ratios M V Mmax + Summary of Moment Values Mmax - Ma Max Mnx Mnx/omega Cb Rm Summary of Shear Values Va Max Vnx Vn0mega +D+H Dsgn. L= 14.00 It 1 0.200 0.047 4.38 4.38 36.52 21.87 1.00 1.00 1.25 40.24 26.83 +D+L+H Dsgn. L= 14.00 It 1 0.564 0.131 12.34 12.34 36.52 21.87 1.00 1.00 3.53 40.24 26.83 +D+Lr+H Dsgn. L = 14.00 ft 1 0.200 0.047 4.38 4.38 36.52 21.87 1.00 1.00 1.25 40.24 26.83 +D+S+H Dsgn. L= 14.00 ft 1 0.200 0.047 4.38 4.38 36.52 21.87 1.00 1.00 1.25 40.24 26.83 +D+0.750Lr+0.750L+H Dsgn. L= 14.00 It 1 0.473 0.110 10.35 10.35 36.52 21.87 1.00 1.00 2.96 40.24 26.83 +D+0.750L+0.7505+H Dsgn. L= 14.00 It 1 0.473 0.110 10.35 10.35 36.52 21.87 1.00 1.00 2.96 40.24 26.83 +D+O.6OW+H Dsgn. L = 14.00 It 1 0.200 0.047 4.38 4.38 36.52 21.87 1.00 1.00 1.25 40.24 26.83 +D+0.70E+H Dsgn. L= 14.00 It 1 0.200 0.047 4.38 4.38 36.52 21.87 1.00 1.00 1.25 40.24 26.83 +040.750Lr+0.750L+0450W+H Dsgn. L= 14.00 It 1 0.473 0.110 10.35 10.35 36.52 21.87 1.00 1.00 2.96 40.24 26.83 +D+O.750L+O.7505+D.450tfi.j+H Dsgn. L= 14.00 It 1 0.473 0.110 10.35 10.35 36.52 21.87 1.00 1.00 2.96 40.24 26.83 +D+0.750Ls0.7505+0.5250E+H Dsgn. L= 14.00 ft 1 0.473 0.110 10.35 10.35 36.52 21.87 1.00 1.00 2.96 40.24 26.83 +0.600+0.60W+0.60H Dsgn. L= 14.00 It 1 0.120 0.028 2.63 Sheet 13 2.63 36.52 21.87 1.00 1.00 0.75 40.24 26.83 File P.12016116098-1.O-YtO1_caIcsEne,taIc16O98Y-1.EC6 Steel Beam - ENERCALC, INC. 1983-2016,Build:6.16.4.15,Ver:6.16.4.15 I Description : Mezzanine Edge of Stair Beam (Long Edge of Stair) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +0.60D+0.70E+0.60H Dsgn.L= 14.00 ft 1 0.120 0.028 2.63 2.63 36.52 21.87 1.00 1.00 0.75 40.24 26.83 flOWMiimumDiflions Load Combination Span Max. -° Dell Location in Span Load Combination Max. W Dell Location in Span 1 0.4897 7.040 0.0000 0.000 TVtiiRiit!ons. 1 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.526 3.526 Overall MINimum 0.751 0.751 +D+H 1.251 1.251 +D+L+H 3.526 3.526 +D+Lr+H 1.251 1.251 +D+S+H 1.251 1.251 +D+0.750Lr'f0.750L+H 2.958 2.958 +D40.750L+0.7505+H 2.958 2.958 +D'0.60W+H 1.251 1.251 +D+0.70E+H 1.251 1.251 +D+0.750Lr+0.750L+0.450W+H 2.958 2.958 +D+0.750L+0.7505+0.450W+H 2.958 2.958 +D+0.750L+0.7505+0.5250E+H 2.958 2.958 +0.60D+0.60W+0.60H 0.751 0.751 +0.60D+0.70E+0.60H 0.751 0.751 D Only 1.251 1.251 LrOnly L Only 2.275 2.275 S Only WOnly E Only H Only Sheet 14 File= P:1201616098-1.0-Yt01_CalcsEnercalc16098y-1.EC6 Steel Beam ENERCALC, INC. 1983-2016, Build:6.16.4.15,Ver:6.16.4.15 I Description : Mezzanine Edge of Stair Beam (Short Edge of Stair) [CODE REFERENCES Calculations per Al SC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 r.Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 10.50 ft LppIied Loads - - 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D =0.0550, L = 0.10 ksf, Tributary Width = 4.0 ft, (Side 1) Uniform Load: D=0.0550, L = 0.10 k/ft. Extent 4.250 ->> 10.50 ft. Tributary Width 1.0 ft, (Side 2) Point Load: D=1.250, L = 2.280 k @4.250 ft. (Perpendicular Beam Reaction) Point Load: D=0.390, L = 0.9750 k @0.0 ft. (Stair Stringer PLI) Point Load: 0 0.390, L = 0.9750 k @4.250 ft. (Stair Stringer PL2) LftbKiN SUMMARY Maximum Bending Stress Ratio = 0.998: 1 Maximum Shear Stress Ratio = 0.241 : I Section used for this span W8x10 Section used for this span W8x10 Me: Applied 21.832k-ft Va : Applied 6.457 k Mn! Omega: Allowable 21.870k-ft Vn/Omega : Allowable 26.826 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 4.260 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.288 in Ratio = 437 >=400. Max Upward Transient Deflection 0.000 in Ratio = 0 <400.0 Max Downward Total Deflection 0.440 in Ratio = 287 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax- Ma Max Mnx Mnx10mega Cb Rm Va Max Vnx Vnxlomega +D+H Dsgn. L= 10.50 ft 1 0.343 0.083 7.50 7.50 36.52 21.87 1.00 1.00 2.23 40.24 26.83 +D+L+H Dsgn. L= 10.50 It 1 0.998 0.241 21.83 21.83 36.52 21.87 1.00 1.00 6.46 40.24 26.83 +D+Lr+H Dsgn. L= 10.50 ft 1 0.343 0.083 7.50 7.50 36.52 21.87 1.00 1.00 2.23 40.24 26.83 +D+S+H Dsgn. L= 10.50 ft 1 0.343 0.083 7.50 7.50 36.52 21.87 1.00 1.00 2.23 40.24 26.83 +D+0.750Lr+0.750L+H Dsgn. L= 10.50 ft 1 0.834 0.201 18.25 18.25 36.52 21.87 1.00 1.00 5.40 40.24 26.83 +D+0.750L+0.7505+H Dsgn. L= 10.50 ft 1 0.834 0.201 18.25 18.25 36.52 21.87 1.00 1.00 5.40 40.24 26.83 +D+O.60W+H Dsgn. L= 10.50 ft 1 0.343 0.083 7.50 7.50 36.52 21.87 1.00 1.00 2.23 40.24 26.83 +D+0.70E+H Dsgn. L = 10.50 ft 1 0.343 0.083 7.50 7.50 36.52 21.87 1.00 1.00 2.23 40.24 26.83 +D+0.750Lr+0.750L+0.450W+H Dsgn.L = 10.50 ft 1 0.834 0.201 18.25 18.25 36.52 21.87 1.00 1.00 5.40 40.24 26.83 +D+0.750L+0.750S+0.450W+H Dsgn. L= 10.50 ft 1 0.834 0.201 18.25 Sheet 15 18.25 36.52 21.87 1.00 1.00 5.40 40.24 26.83 D+0.750L+0.7505+0.5250E+H Steel • Beam File = P:12016116098-1.0-YW1_CalcstEnercalc16O98Y-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.4.15, Ver:6.16.4.15 IUt!tTA'EII1SIuJIi1. Description: Mezzanine Edge of Stair Beam (Short Edge of Stair) Load Combination 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 Va Max Vnx VnxlOmega Dsgn.L= 10.50 ft 1 0.834 0.201 18.25 18.25 36.52 21.87 1.00 1.00 5.40 40.24 26.83 +0.60D+0.60W+0.60H Dsgn. L= 10.50 ft 1 0.206 0.050 4.50 4.50 36.52 21.87 1.00 1.00 1.34 40.24 26.83 +0.60D+0.70E+0.60H Dsgn.L= 10.50 ft 1 0.206 0.050 4.50 4.50 36.52 21.87 1.00 1.00 1.34 40.24 26.83 roiu Maximum Deflections - 1 Load Combination Span Max. Dell Location in Span Load Combination Max. +° Dell Location in Span +D+L+H 1 0.4398 5.130 0.0000 0.000 [Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 7.822 5.917 Overall MINimum 1.574 1.236 +D+H 2.623 2.060 +D+L+H 7.822 5.917 +D+Lr+H 2.623 2.060 +D+S+H 2.623 2.060 +D+0.750Lr+0.750L+H 6.522 4.953 +D+0.750L+0.7505+H 6.522 4.953 +D+0.60W+H 2.623 2.060 +D+0.70E+H 2.623 2.060 +D+0.750Lr+0.750L+0.450W+H 6.522 4.953 +D+0.750L+0.7505+0.450W+H 6.522 4.953 +D+0.750L+0.7503+0.5250E+H 6.522 4.953 +0.60D+0.60W+0.60H 1.574 1.236 +0.60D+0.70E+0.60H 1.574 1.236 D Only 2.623 2.060 LrOnly L Only 5.199 3.856 S Only W Only E Only H Only Sheet 16 BY K I DATE SUBJECT ! APAD SHEET NO. OF CHKD. BY DATE JOB. NO. ft cD1 B4kfl C.ItC4S: Su 'ThC% HcoO t/d1I.x22 e-L7C, 2T T1z TO M1 5'U1 Xb WiTS, DL * IZ j 3) J Itrr MAD 2 Rrr LOAD ,= i LL) s%CtT3 e 2 cc, LAv'1iL e CtcT2 S? S WD L I ' UJLE ISO ?IV P2 P. p3 ADET EJ\'&iL tr6ccp PVPi , PL FL t • L-k'/ : D1 k- - k41 / qxcco)13) O.b" JL Aov-1 : LLLixh!4 fOc TD Vn AWGT • 'Ii'TtWO tt :. (o.o b ItA I 1.7b K - ZtOikD t3tk c / - Sheet 17 SIERRA ENGINEERING GROUP BY Kfl DATE SUBJECT '1\-k 1fiED SHEET NO. OF CHKD. BY DATE JOB. NO. 10 NIAi Lfi (A€1'4I F012. HGODS I (711'l ,Pe-BAInD , PWY1 UCI-XL OD roma r aPaucA LOAD Pa Jo (4) U)S FM HCth, DthNib 04t /1: i 3OI4/(1I\ 'C I2fr fi / - CA QU&Ie 10 Euwr LKE?P4. (.OI¼t 3"x 114" Ai' iy !( Ok1 Suvu1 If WCoMfWc (s_ .. 12: = LtI k > 2br14 i .. Ok Ps Sheet 18 SIERRA ENGINEERING GROUP Steel Beam File P.12016116098-1.-Y\O1_CalcsEnercaIc16O98Y-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.4.15, Ver.6.16.4.15 Description: (E) WF Supporting Hoods CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 TMaterial Pierties - Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 21.0 It W14x22 Applied Loads - - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.0350, Lr = 0.020 ksf, Tributary Width = 7.50 ft Load(s) for Span Number I Point Load: D = 0.8850 k @ 13.50 ft, (P11) Point Load: D = 0.4450 k @ 11.50 ft, (P12) Point Load: D = 0.4410 k @ 15.50 ft, (P13) maximum uenatng stress Ratio = 0.612: 1 Maximum Shear Stress Ratio = 0.107: 1 Section used for this span W14x22 Section used for this span W14x22 Me: Applied 50.662 k-ft Va : Applied 6.752 k Mn I Omega: Allowable 82.834 k-ft VnlOmega : Allowable 63.020 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 13.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.312 in Ratio = 1,037 >360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.119 in Ratio = 289 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Summary of Moment Values -- Mmax - Ma Max Mnx Mnxl0mega Cb Rm Summary of Shear Values Va Max Vnx Vnx/omega +D+H Dsgn. L= 27.00 It 1 0.447 0.075 36.99 36.99 138.33 82.83 1.00 1.00 4.73 94.53 63.02 +D+L+H Dsgn. L= 27.00 ft 1 0.447 0.075 36.99 36.99 138.33 82.83 1.00 1.00 4.73 94.53 63.02 +D+Lr+H Dsgn. L= 27.00 ft 1 0.612 0.107 50.66. 50.66 138.33 82.83 1.00 1.00 6.75 94.53 63.02 +D+S+H Dsgn. L= 27.00 ft 1 0.447 0.075 36.99 36.99 138.33 82.83 1.00 1.00 4.73 94.53 63.02 +040.750Lr+0.750L+H Dsgn. L = 27.00 ft 1 0.570 0.099 47.24 47.24 138.33 82.83 1.00 1.00 6.25 94.53 63.02 +D+0.750L+0.7503+H Dsgn. L= 27.00 ft 1 0.447 0.075 36.99 36.99 138.33 82.83 1.00 1.00 4.73 94.53 63.02 +D+0.60W+H Dsgn. L = 27.00 ft 1 0.447 0.075 36.99 36.99 138.33 82.83 1.00 1.00 4.73 94.53 63.02 +D+0.70E+H Dsgn. L= 27.00 It 1 0.447 0.075 36.99 36.99 138.33 82.83 1.00 1.00 4.73 94.53 63.02 +Ds0.750Lr+0.7501+0.450W+H Dsgn. L = 27.00 ft 1 0.570 0.099 47.24 47.24 138.33 82.83 1.00 1.00 6.25 94.53 63.02 +D+0.750L+0.750S+0.450W+H Sheet 19 Dsgn. L= 27.00 ft 1 0.447 0.075 36.99 36.99 138.33 82.83 1.00 1.00 4.73 94.53 63.02 [Steel Beam File P:t201616098-1.0-YW1_caIcsEnercalc16O98Y-1.EC6 ill I ENERCALC, INC. 1983-2016, Build:6.16.4.15, Ver:6.16.4.15 Description: (E) WF Supporting Hoods Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +D+0.750L0.7505+0.5250E+H Dsgn.L= 27.00 ft 1 0.447 0.075 36.99 36.99 138.33 82.83 1.00 1.00 4.73 94.53 63.02 +0.60D+0.60W+0.60H Dsgn.L= 27.00 ft 1 0.268 0.045 22.20 22.20 138.33 82.83 1.00 1.00 2.84 94.53 63.02 +0.60D+0.70E+0.60H Dsgn. L = 27.00 ft 1 0.268 0.045 22.20 22.20 138.33 82.83 1.00 1.00 2.84 94.53 63.02 roaIIMimumDeflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. +" Dell Location in Span +D+Lr+H 1 1.1194 13.500 0.0000 0.000 [ViitiiI Rtions - - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.752 6.751 Overall MiNimum 2.025 2.025 +D+H 4.727 4.726 +D+L+H 4.727 4.726 +D+Lr+H 6.752 6.751 4.727 4.726 +DI0.750Lr+0.750L+H 6.245 6.245 4D+0.750L+0.7505+H 4.727 4.726 +D+0.60W+H 4.727 4.726 +D+0.70E+H 4.727 4.726 +D+0.750Lr+0.750L+0.450W+H 6.245 6.245 +D+0.750L+0.750S+0.450W+H 4.727 4.726 +D+0.750L+0.750S+0.5250E+H 4.727 4.726 +0.600+0.60W+0.60H 2.836 2.836 +0.60D+0.70E+0.60H 2.836 2.836 D Only 4.727 4.726 Lr Only 2.025 2.025 LOnly S Only WOnly EOnly H Only Sheet 20 Load Combination Segment Length Span # +D+H Dsgn. L = 22.00 It 1 +D+L+H Dsgn. L = 22.00 ft 1 +D+Lr+H Dsgn. L = 22.00 ft 1 +D+S+H Dsgn. L = 22.00 ft +D+0.750Lr+0.750L+H Dsgn. L = 22.00 It 1 +D+0.750L+0.750S+H Dsgn. L = 22.00 ft 1 +D+O.60W+H Dsgn. L = 22.00 It 1 +D+0.70E+H Dsgn. L = 22.00 It 1 +D+0.750Lr+0.750L+O 450 W+H Dsgn. L = 22.00 ft 1 +D+0.750L+0.7505+0.450W+H Dsgn. L= 22.00 ft 1 +D0.750L+0.750S+0.5250E+H Dsgn. L = 22.00 It 1 +0.60D+0.60W+0.60H M V Mmax+ - Ma Max 0.367 0.063 18.42 18.42 0.367 0.063 18.42 18.42 0.548 0.095 27.50 27.50 0.367 0.063 18.42 18.42 0.503 0.087 25.23 25.23 0.367 0.063 18.42 18.42 0.367 0.063 18.42 18.42 0.367 0.063 18.42 18.42 0.503 0.087 25.23 25.23 0.367 0.063 18.42 18.42 0.367 0.063 18.42 Sheet 21 18.42 Mnx Mnx/omega Cb Rm 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 83.75 50.15 1.00 1.00 Va Max Vnx Vnx10mega 3.35 79.20 52.80 3.35 79.20 52.80 5.00 79.20 52.80 3.35 79.20 52.80 4.59 79.20 52.80 3.35 79.20 52.80 3.35 79.20 52.80 3.35 79.20 52.80 4.59 79.20 52.80 3.35 79.20 52.80 3.35 79.20 52.80 [Steel Beam File = P:201616098-1.0-YW1_CaIcsEnercaIc16O98Y-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.4.15, Ver:6.16.4.15 I Description: (E) WF Beam Supporting Soffit [CODE REFERENcU Calculations per AISC 360-10, lBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 r Material Propertiei Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Df0.26251 Lif0.1501 D(0.042 Span = 22.0 ft W12x16 Lpplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: 0 = 0.0350, Lr = 0.020 ksf, Tributary Width = 7.50 ft Uniform Load: D = 0.0420 k/ft, Tributary Width = 1.0 ft, (Soffit Loading) DESIGN SUMMARY I IIrsIII.] Maximum Bending Stress Ratio = 0.548:1 Maximum Shear Stress Ratio = 0.095:1 Section used for this span W12x16 Section used for this span W12x16 Me: Applied 27.497 k-ft Va : Applied 5.0 k Mn! Omega: Allowable 50.150k-ft VnlOmega : Allowable 52.80 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 11.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.266 in Ratio = 992 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.806 in Ratio = 328 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 & Stresses Steel Beam File= 1111 I ENERCALC, INC. 1983-2016, Build:6.16.4.15, Ver:6.16A.15 Description: (E) WF Beam Supporting Soffit Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 22.00 ft 1 0.220 0.038 11.05 11.05 83.75 50.15 1.00 1.00 - 2.01 79.20 52.80 +0.60D+0.70E+0.60H Dsgn.L= 22.00 ft 1 0.220 0.038 11.05 11.05 83.75 50.15 1.00 1.00 2.01 79.20 52.80 LOia!IMimum Deflections 1 Load Combination Span - Defi Max. %" Location in Span Load Combination Max. "+ Defi Location in Span +D+Lr+H 1 0.8057 11.063 0.0000 0.000 [VitiI Rtions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 5.000 5.000 Overall MiNimum 1.650 1.650 +D+H 3.350 3.350 +D+L+H 3.350 3.350 +D+Lr+H 5.000 5.000 +D+S+H 3.350 3.350 +D+0.75OLr+0.750L+H 4.587 4.587 +D+0.750L+0.7505+H 3.350 3.350 +D+0.60W+H 3.350 3.350 +D+0.70E+H 3.350 3.350 +D+0.750Lr+0.750L+0.450W+H 4.587 4.587 +D+0.750L+0.7505+0.450W+H 3.350 3.350 +D+0.750L+0.7505+0.5250E+H 3.350 3.350 +0.60D+0.60W+0.60H 2.010 2.010 +0.60D+0.70E+0.60H 2.010 2.010 D Only 3.350 3.350 Lr Only 1.650 1.650 L Only SOnly WOnly E Only HOnly Sheet 22 BY __ML__ DATE SUBJECT 'iNeAMb SHEET NO. OF CHKD. BY DATE . JOB. NO. ROi A N40 1415k,FE5114L > V t-:&6f DL 31-1D4 Cu . V V C,A UA1IJUfl'1 2{)r _______ V -Fp lip V 11.0 Lo WP, LI) EA tit cc MIN iw W '6 CCUV SEL ATrACED CALC1ALtttJ A-IWS 23 M . - 5Afl V SCIDS eV M Ok ic suFvcr S\WAL NI. • . Sheet 23 SIERRA ENGINEERING GROUP CFS Version 8.0.5 Section: Entry Signage (Single Stud).sct 600S162-68, 50 ksi Stud SSMA Library Rev. Date: 1/22/2011 8:58:01 AM By: RSG Software Printed: 1/10/2017 9:50:41 AM Jesus F. Sierra Sierra Engineering Group 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 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 in'6 Torsion Constant Override, J 0 inA4 Stud, Thickness 0.0713 in (14 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 0.10700 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.10700 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.10700 Cee 0.000 1.5000 3.0000 4 1.6250 0.000 0.10700 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.10700 None 0.000 0.0000 0.2500 Sheet 24 CFS Version 8.0.5 Analysis: Entry Sign (Single Stud) Analysis.anl Single Stud Entry Signage YH Carlsbad Rev. Date: 1/10/20179:47:00 AM By: Jesus F. Sierra Printed: 1/10/2017 9:50:41 AM Jesus F. Sierra Sierra Engineering Group Page 1 Analysis Inputs Members Section File Revision Date and Time 1 Entry Signage (Single Stud).sct 1/22/2011 8:58:01 AM Start Loc. End Loc. Braced R k Lm (ft) (ft) Flange (k) (ft) 1 0.000 32.000 Top 0.0000 0.0000 20.000 ex ey (in) (in) 1 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.000 No 1.0000 2 X 4.000 1.000 No 1.0000 3 X 8.000 1.000 No 1.0000 4 X 12.000 1.000 No 1.0000 5 X 16.000 1.000 No 1.0000 6 X 20.000 1.000 No 1.0000 7 XYT 24.500 1.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 21.500 0.35000 0.35000 k Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 21.500 NA -0.17500 NA k Bearing Length 1.000 in Loading: Earthquake Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 21.500 NA 0.00000 NA k Bearing Length 1.000 in 2 Concentrated 0.000 21.500 NA -0.14000 NA k Bearing Length 1.000 in Sheet 25 CFS Version 8.0.5 Analysis: Entry Sign (Single Stud) Analysis.anl Jesus F. Sierra Single Stud Entry Signage Sierra Engineering Group YH Carlsbad Rev. Date: 1/10/2017 9:47:00 AM By: Jesus F. Sierra Printed: 1/10/2017 9:50:41 AM Load Combination: D Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 Load Combination: D+L Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 1.0000 4 Product Load 1.0000 Load Combination: D+Lr Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Roof Live Load 1.0000 Load Combination: D+S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Snow Load 1.0000 Load Combination: D+0.75(L+Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 0.7500 4 Product Load 0.7500 5 Roof Live Load 0.7500 Load Combination: D+0.75(L+S) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 0.7500 4 Product Load 0.7500 5 Snow Load 0.7500 Load Combination: D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Wind Load 0.6000 Sheet 26 Page 2 CFS Version 8.0.5 IL Analysis: Entry Sign (Single Stud) Analysis.anl Jesus F. Sierra Single Stud Entry Signage Sierra Engineering Group YH Carlsbad Rev. Date: 1/10/2017 9:47:00 AM By: Jesus F. Sierra Printed: 1/10/2017 9:50:41 AM Page 3 Load Combination: D+0.7E Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 Load Combination: D+0. 75(0.6W+L+Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 0.7500 4 Product Load 0.7500 5 Roof Live Load 0.7500 6 Wind Load 0.4500 Load Combination: D+0.75(0. 6W+L+S) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 0.7500 4 Product Load 0.7500 5 Snow Load 0.7500 6 Wind Load 0.4500 Load Combination: D+0.75(0. 7E+L+Lr) Specification: 2012 North American Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.5250 4 Live Load 0.7500 5 Product Load 0.7500 6 Roof Live Load 0.7500 Specification - US (ASD) Load Combination: D+0.75(0. 7E+L+S) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.5250 4 Live Load 0.7500 5 Product Load 0.7500 6 Snow Load 0.7500 Load Combination: 0.6D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Wind Load 0.6000 Sheet 27 CFS Version 8.0.5 Analysis: Entry Sign (Single Stud) Analysis.anl Jesus F. Sierra Single Stud Entry Signage Sierra Engineering Group YH Carlsbad Rev. Date: 1/10/2017 9:47:00 AM By: Jesus F. Sierra Printed: 1/10/2017 9:50:41 AM Page 4 Load Combination: 0.6D+0.7E Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000 Web Crippling Check --2012-North American Specification - US (ASD) Load Combination: D+0.7E Parameters at 21.5000 ft: Total Load: 0.098000 k on right flange Total Moment: 0.7947 k-in Bearing: 1.0000 in Flange fastened to bearing surface: No Distance from edge of bearing to edge of opposite load: 1.4167 ft Section: Entry Signage (Single Stud) .sct Material Type: A653 SQ Grade 50/1, Fy=50 ksi Applied Load: 0.0980 k on right flange Applied Moment: 0.7947 k-in Distance from edge of bearing to end of member: 10.458 ft Part Elem Calculation Type Pa (k) Pax (k) Notes 1 2 Single, UU-IOF 1.4694 1.4694 R/t>1 1 4 Single, UU-IOF 1.4694 1.4694 R/t>1 Web Crippling Strength 2.9388 Web Crippling Check: 0.0980 k <= 2.9388 k Moment Check: 0.7947 k-in <= 6.3337 k-in Interaction Equations NAS Eq. C3.5.1-1 (P, M) 0.017 + 0.075 = 0.092 <= 0.782 Maximum Shears, Moments, and Deflections Envelope of All Combinations, Y Direction Location Shear(l) Shear(r) Reaction (ft) (k) (k) (k) 0.000 0.00000 0.03902 0.03902 24.500 -0.12371 0.01767 0.14138 Location Moment Location Deflection (ft) (k-in) (ft) (in) 16.559 3.8764 13.020 -0.33629 24.500 -0.7953 32.000 0.36108 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.7E Design Parameters at 21.500 ft, Left side: Lx 3.890 ft Ly 2.204 ft Lt 22.204 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Sheet 28 US Version 8.0.5 Page 5 Analysis: Entry Sign (Single Stud) Analysis.anl Jesus F. Sierra Single Stud Entry Signage Sierra Engineering Group YH Carlsbad Rev. Date: 1/10/2017 9:47:00 AM By: Jesus F. Sierra Printed: 1/10/2017 9:50:41 AM Section: Entry Signage (Single Stud).sct Material Type: A653 SQ Grade 50/1, Fy=50 ksi Cbx 1.6162 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k4 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.3500 0.214 -0.0245 0.795 0.0266 Applied 0.3500 0.214 -0.0245 0.795 0.0266 Strength 6.2321 35.556 2.8789 1.796 3.3914 Effective section properties at applied loads: Ae 0.69303 inA2 Ixe 3.5255 in A4 lye 0.2182 in'4 Sxe(t) 1.1752 in3 Sye(l) 0.5285 inA3 Sxe(b) 1.1752 inA3 Sye(r) 0.1800 jA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.056 + 0.006 + 0.443 = 0.505 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.030 + 0.006 + 0.443 = 0.478 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.010 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.016 + 0.000)= 0.126 <= 1.0 Value of x in NAS D6.1.3 assumed to be 0.5. Web Crippling Check --2012-North American Specification - US (ASD) Load Combination: D+0.7E Parameters at 21.5000 ft: Total Load: 0.098000 k on right flange Total Moment: 0.7947 k-in Bearing: 1.0000 in Flange fastened to bearing surface: No Distance from edge of bearing to edge of opposite load: 1.4167 ft Section: Entry Signage (Single Stud) .sct Material Type: A653 SQ Grade 50/1, Fy=50 ksi Applied Load: 0.0980 k on right flange Applied Moment: 0.7947 k-in Distance from edge of bearing to end of member: 10.458 ft Part Elem Calculation Type Pa (k) Pax (k) Notes 1 2 Single, UU-IOF 1.4694 1.4694 R/t>1 1 4 Single, UU-IOF 1.4694 1.4694 R/t>1 Web Crippling Strength 2.9388 Web Crippling Check: 0.0980 k <= 2.9388 k Moment Check: 0.7947 k-in <= 6.3337 k-in Interaction Equations NAS Eq. C3.5.1-1 (P, M) 0.017 + 0.075 = 0.092 <= 0.782 Maximum Shears, Moments, and Deflections Envelope of All Combinations, Y Direction Sheet 29 US Version 8.0.5 Analysis: Entry Sign (Single Stud) Analysis.anl Single Stud Entry Signage YH Carlsbad Rev. Date: 1/10/2017 9:47:00 AM By: Jesus F. Sierra Printed: 1/10/2017 9:50:41 AM Jesus F. Sierra Sierra Engineering Group Page 6 Location (ft) 0.000 24.500 Location (f t) 16.559 24.500 Shear (1) (k) 0.00000 -0.12371 Moment (k-in) 3.8764 -0.7953 Shear (r) (k) 0.03902 0.01767 Location (ft) 13.020 32.000 Reaction (k) 0.03902 0.14138 Deflection (in) -0.33629 0.36108 Maximum Shears, Moments, and Deflections Envelope of All Combinations, X Direction Location Shear(l) Shear(r) Reaction (ft) (k) (k) (k) 0.000 0.000000 -0.000055 -0.000055 4.000 -0.000055 0.000276 0.000331 8.000 0.000276 -0.001049 -0.001325 12.000 -0.001049 0.003918 0.004967 16.000 0.003918 -0.014625 -0.018543 20.000 -0.014625 0.075586 0.090211 24.500 -0.022414 0.000000 0.022414 Location Moment Location Deflection (ft) (k-in) (ft) (in) 8.000 0.01060 14.478 -0.00261 12.000 -0.03974 18.478 0.00973 16.000 0.14835 22.122 -0.02698 20.000 -0.55365 32.000 0.12763 21.523 0.79826 Sheet 30 1 I' BY Mt DATE / CHKD. BY______ SUBJECT ¶t tAR6Fkh SHEET NO. OF DATE JOB. NO. 0 PDEt At'. XOW o(o -t2co (t * z') tIM1 CA1L1 C* 1 1:_•,::-__ - -c - - n <2co I ' r- ': % •4• J V.- ¼th 135I L.fl,k5 :I.2 ft; bSO M si (i f-ri') j- 54 0 hltl 0k,skeofti FWU5 - I1Nt1/ tt'JUINLNIN(. iNUUI-' BY_______DATE SUBJECT SHEET NO. OF CHKD. BY DATE JOB. NO. j(-fPg Sheet 32 SIERRA ENGINEERING GROUP 7r&E3 CERTIFIED TEST ADJUST BALANCE REPORT PROJECT: Yard House #8368 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 ARCHITECT: MBH MECH. ENGINEER: Elmendorf & Associates, Inc GEN. CONTRACTOR: N/A PROJECT NUMBER: T2760 "THE DATA PRESENTED IN THIS REPORT IS A RECORD OF SYSTEM MEASUREMENTS AND FINAL ADJUSTMENTS THAT HAVE BEEN OBTAINED IN ACCORDANCE WITH THE CURRENT EDITION OF THE PROCEDURAL STANDARDS FOR TESTING, ADJUSTING, AND BALANCING OF ENVIRONMENTAL SYSTEMS. ANY VARIANCES FROM DESIGN QUANTITES, WHICH EXCEED PROJECT TOLERANCES, ARE NOTED IN THE TEST-ADJUST-BALANCE REPORT PROJECT SUMMARY." ORIGINAL VISIT DATE: 11/13/17 5140 River Road, Milford, Ohio 45150 USA Phone: (513) 965-7300 • Fax: (513) 965-7350 www.melinkcorp.com • mail©melinkcorp.com PROJECT: Yard House #8368 DATE: 11/13/2017 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 Table Of Contents Cover Page ................................I Table of Contents.............................2 Abbreviations ................................3 Melink Credentials ............................4 Contact Information ...........................5 RTU Data ................................6-7 Equipment Summary ..........................8 EF Air Distribution. Data ........................9 Exhaust Fan Data ............................. 10- 11 MUA/Supply Fan. Data .........................12 Hood Data ................................13-16 Building Balance..............................17 Melink Corporation Energy solutions for a brighter tomorrow Page 2 PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 ABBREVIATIONS AHU - Air Handling Unit AMP - Amperage BP - Building Pressure CFM - Cubic Feet/Minute EF -Exhaust Fan EH - Entry Heater ERU - Energy Recycling Unit ESP - External Static Pressure FLA - Full Load Amperage HP -Horse Power HZ -Hertz KH - Kitchen Hood KW - Kilowatt MUA - Makeup Air Unit Volts - Voltage OA - Outside Air RA -Return Air RPM - Revolutions Per Minute RTU - Roof Top Unit SF - Supply Fan / Safety Factor SP - Static Pressure VAV - Variable Air Volume WC - Water Column Melink Corporation Energy solutions for a brighter tomorrow Page 3 PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 About Melink Values Our core values - integrity, innovation, and service excellence - are the essence of who we are as a company. They serve as the foundation for our words, actions and goals. Our culture starts with the above core values but also promotes professionalism, excellence, and leadership, as well as respect, fairness and charity. Experience For more than 25 years, Melink has been providing independent testing and balancing and installation verification services, thereby reducing operating costs and improving comfort for thousands of buildings. Collectively, Melink staff has over 150 years of experience in testing and balancing, installation verification, kitchen ventilation controls, HVAC design/consulting, HVAC service/installation, LEED building certification, indoor air quality testing, and solar PV installation/application. Certifications Melink has individuals on staff with the following certifications: NEBB Certified TAB Professionals NEBB Certified TAB Technicians Professional Engineers (PE) LEED Accredited Professionals (LEED AP) North American Board of Certified Energy Practitioners (NABCEP) Project Management Professionals (PMP) Certified Project Managers (CPM) Six Sigma Certified (SSWB, SSGB, SSBB) Affiliations Melink is proud to be associated with the following organizations: The National Environmental Balancing Bureau (NEBB) The American Society of Heating, Refrigerating and Air-Conditioning Engineers (ASHRAE) The U.S. Green Building Council (USGBC) The Professional Retail Store Maintenance Association (PRSM) The Restaurant Facility Management Association (RFMA) The Association of Energy Engineers (AEE) The American Solar Energy Society (ASES) The Solar Energy Industries Association (SElA) The North American Association of Food Equipment Manufacturers (NAFEM) Melink Corporation Energy solutions for a brighter tomorrow Page 4 PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 PROJECT MANAGER: Chris Credift IMark Colcord Phone: 407-401-2646 1 503-830-2089 E-mail: CCreditt@darden.com I mcolcord@dickinsoncameron SUPERINTENDENT: Mark Colcord Phone: N/A E-mail: mcolcord@dickinsoncameron.com MECH. CONTRACTOR: N/A Phone: N/A E-mail: N/A MELINK TECHNICIAN: Chris Michalicka Phone: (513) 965-6075 E-mail: cmichalicka@melinkcorp.com 2nd VISIT TECHNICIAN: N/A Phone: N/A E-mail: N/A 3rd VISIT TECHNICIAN: N/A Phone: N/A E-mail: N/A 4th VISIT TECHNICIAN: N/A Phone: N/A E-mail: N/A STRATEGIC ACCOUNT MANAGER: Melissa Gruesser Phone: (513) 965-7328 E-mail: Dardenmelinkcorp.com Melink Corporation Energy solutions for a brighter tomorrow Page 5 PROJECT: Yard House #8368 DATE: 11113/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 AC-1 AC-2 AC-3 AC-4 Dining Dining Dining Kitchen Design Data 7705 8025 7500 10000 7515 8025 7495 10000 5735 6245 5715 9300 1780 1780 1780 700 24% 22% 24% 7% YHD21O YHDZ1O YHD21O YHD300 20 20 20 25 0.80" 0.80" 0.80" 0.80" N/A N/A N/A N/A 460/3 460/3 460/3 460/3 N/A N/A N/A N/A Trane Trane Trane Trane YHD240G4RZB05K7C 5A2ABOODC0000000 YHD240G4RZB05K7C SA2ABOODC0000000 VHD240G4RZB05K7C SA2ABOODC0000000 YHD300G4RZB05K7C SA2A6000DC000000 17231D277D 17231D273D 172310269D 172310285D 20 20 20 25 Marathon Marathon Marathon Marathon 5 5 5 71/2 460/3 460/3 460/3 460/3 6.30 I 1.15 6.30 I 1.15 6.30 I 1.15 11.00 I 1.15 1VL50 x 7/8" 1VL50 x 7/8" 1VL50 x 7/8" 1VP60 x 11/8" 18" x 13/16" 18" x 13/16" 18" x 13/16" 18" x 13/16" BX81 BX81 BX81 BX81 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 618 778 619 781 624 721 726 960 476 485 481 476 484 483 474 478 476 475 484 480 6.3 VFD VFD 6.1 VFD VFD 6.1 VFD VFD 10.5 VFD VFD 1 0 82" 1 08" 0 3" 0 71" 1.0- 0.28" 0.88" 1.06"10.29" 1.3" 1.6" 0.41" 1.12" 0.99" 1.17" 1.71" 45.7 Hz 41.4 Hz 36.8 Hz 36.4 Hz 6781 7241 7012 9244 4842 5310 5186 8510 1939 1931 1826 734 29% 27% 26% 8% Melink Corporation Energy solutions for a brighter tomorrow Page 6 Scheduled CFM (SA) Supply CFM (Load) Return CFM Outside Air CFM Outside Air Ratio % Model Number Capacity (Tons) External S.P. Fan HP Volts/Phase Fan RPM Equip. Data Unit MFR Model No. Serial No. Rated Tons Fan Motor HP Volts/Phase FLA/SF Motor Sheave Fan Sheave Belt(s) Sheave Centerline Test Data DCV - Initial/Final RPM - Initial/Final Actual Volts Final Operating Amps Ret/Suction/Discharge External S.P. Motor Hertz Supply CFM Return CFM Outside Air CFM Outside Air Ratio % PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 AC-5 Kitchen Design Data 2000 2000 1765 235 12% YHC067 5 0.80" N/A 460/3 N/A Trane YHC067E4RZAONK6C SA2A6010AC00000O 1725104421 5 Genteq 1 460/3 4.70 I N/A I I I Direct Drive Direct Drive Direct Drive N/A 2.4 2.4 N/A N/A 473 481 477 3.9 4 N/A 0.3" 0.5" 0.27" 0.57" 38.1 Hz 1912 1671 241 13% Melink Corporation Energy solutions for a brighter tomorrow Page 7 Scheduled CFM (SA) Supply CFM (Load) Return CFM Outside Air CFM Outside Air Ratio % Model Number Capacity (Tons) External S.P. Fan HP Volts/Phase Fan RPM Equip. Data Unit MFR Model No. Serial No. Rated Tons Fan Motor HP Volts/Phase FLNSF Motor Sheave Fan Sheave. Belt(s) Sheave Centerline Test Data DCV -Initial/Final RPM - Initial/Final Actual Volts Final Operating Amps RetlSuctionlDischarge External S.P. Motor Hertz Supply CFM Return CFM Outside Air CFM Outside Air Ratio % PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real. Carlsbad, CA 92010 AC-1 AC-2 EQUIP. DATA Motor Hertz Supply CFM Return CFM Outside Air CFM Outside Air Ratio % Outside Air Damper Position LOW SP MEDIUM SP HIGH SP LOW SP MEDIUM SP HIGH SP 38. Hz N/A 60. Hz 38. Hz N/A 60. Hz 4377 N/A 6781 4693 N/A 7241 2636 N/A 4842 2944 N/A 5310 1741 N/A 1939 1749 N/A 1931 40% N/A 29% 37% N/A 27% 55% N/A 25% N/A N/A N/A AC-3 AC-4 EQUIP. DATA Motor Hertz Supply CFM Return CFM Outside Air CFM Outside Air Ratio % Outside Air Damper Position LOW SP MEDIUM SP HIGH SP LOW SP MEDIUM SP HIGH SP 38. Hz N/A 60. Hz 38. Hz N/A 60. Hz 4619 N/A 7012 5864 N/A 9244 2907 N/A 5186 5114 N/A 8510 1712 N/A 1826 750 N/A 734 37% N/A 26% 13% N/A 8% 50% N/A 35% 10% N/A 5% AC-5 EQUIP. DATA LOW SP MEDIUM SP HIGH SP LOW SP MEDIUM SP HIGH SP Motor Hertz 50. Hz 83. Hz 100. Hz Supply CFM 1058 1545 1912 Return CFM 812 1293 1671 Outside Air CFM 246 252 241 Outside Air Ratio % 1 23% 1 16% 13% Outside Air Damper Position j 1 10% 1 7% 5% Melink Corporation Energy solutions for a brighter tomorrow Page 8 E7A Mens Ceiling Grille N/A E7B Family Ceiling Grille N/A EX Womens Ceiling Grille N/A E7D Mop Sink Ceiling Grille I N/A 500 436 516 75 69 86 500 325 433 200 420 217 PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 SYSTEM: EF-7 Restrooms DESIGN PRELIM FINAL NO. AREA SERVED TYPE OUTLET SIZE CFM CFM CFM 103% 115% 87% 109% I EF-7 EXHAUST AIR CFM I F 1275 I 1250 I 1252198% SYSTEM: EF-8 BOC DESIGN PRELIM FINAL NO. AREA SERVED TYPE OUTLET SIZE CFM CFM CFM E8A I BOC I Ceiling Grille I N/A I I 100 I 312 I 109 1109% I EF-8 EXHAUST AIR CFM I I 100 I 312 I 109 1109% Melink Corporation Energy solutions for a brighter tomorrow Page 9 PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 EF-1 EF-2 EF-3 EF-4 Kitchen Hood I Kitchen Hood 2 Kitchen Hood 3 Kitchen Hood 4 3575 2850 1925 2600 3575 2850 1925 2600 CASRE20DD CASRE200D CASRE18DD CASRE2ODD 1.50" 1.50" 1.25" 1.75" 5 3 2 3 460/3 460/3 460/3 460/3 N/A N/A N/A N/A Captive-Aire Captive-Aire Captive-Aire Captive-Aire CASRE20DD CASRE20DD CASRE18DD CASRE20DD 2834026 2834026 2834026 2834026 Westinghouse Westinghouse HSSA Westinghouse 5 3 2 3 1750 1755 1740 1755 460/3 460/3 460/3 460/3 6.80 I 1.15 4.30 I 1.15 2.80 I 1.00 4.30 I 1.15 Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive N/A N/A N/A N/A VFD I VFD VFD I VFD VFD I VFD VFD I VFD 481 VFD VFD 481 VFD VFD 480 VFD VFD 481 VFD VFD 3.4 VFD VFD 3.3 VFD I VFD 2.4 VFD VFD 2.8 VFD VFD N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 45.7 Hz 41.4 Hz 36.8 Hz 36.4 Hz 1 3828 3131 1956 2713 Melink Corporation Energy solutions for a brighter tomorrow Page 10 Design Data Scheduled CFM (EA) Exhaust CFM (Load) Model Number External S.P. Fan HP Volts/Phase Fan RPM Equip. Data Unit MFR Model No. Serial No. Fan Motor HP RPM Volts/Phase FLAISF Motor Sheave Fan Sheave Belt(s) Sheave Centerline Test Data RPM - Initial/Final Actual Volts Final Operating Amps Ret/Suction/Discharge External S.P. Motor Hertz Exhaust CFM PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 EF-5 EF-6 EF-7 EF4 Kitchen Hood 5 Kitchen Hood 6 Restrooms BOC 2755 1200 1150 100 2755 1200 1275 100 CASRE20DD DU50HFA DRSOHFA DR10HFA 1.20" 0.90" 0.50" 0.38" 3 1/2 1/2 1/17 460/3 115/1 115/1 115/1 N/A N/A N/A N/A Captive-Aire Captive-Aire Captive-Aire Captive-Aire CASRE20DD DU50HFA DR50HFA DR10HFA 2834026 2834026 2834026 2834026 Westinghouse HSSA US Motor HSSA 3 1/2 1/2 1/15 1755 1625 1800 1300 460/3 115/1 115/1 115/1 4.30 1 1.15 7.60 I N/A 5.60 I N/A 1.10 I N/A Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive N/A N/A N/A N/A VFD I VFD VSC I ScV 1500 I 1500 VSC I VSC 480 VFD VFD 121 N/A N/A 119 N/A N/A 121 1_N/A N/A 3.2 VFD I VFD 4.3 N/A N/A 4.3 N/A N/A 1.1 N/A N/A N/A N/A I N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 38.1 Hz 60.Hz 60.Hz 60.Hz 2583 1176 1252 109 Melink Corporation Energy solutions for a brighter tomorrow Page 11 Design Data Scheduled CFM (EA) Exhaust CFM (Load) Model Number External S.P. Fan HP Volts/Phase Fan RPM Equip. Data Unit MFR Model No. Serial No. Fan Motor HP RPM Volts/Phase FLAISF Motor Sheave. Fan Sheave Belt(s) Sheave Centerline Test Data RPM - Initial/Final Actual Volts Final Operating Amps RetlSuctionlDischarge External S.P. Motor Hertz Exhaust CFM PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 MUA-1 Kitchen Hoods Design Data 10950 10957 A4-D.1000-920 N/A 0.45" 10 460/3 N/A Captive-Aire A4-13.1000-920 2834026 N/A Westinghouse 10 1755 460/3 12.20 I 1.15 2VP60 x 13/8" 2BX110H x 17/16" (2) BX8O N/A ITL1IYL1 Melink Corporation Energy solutions for a brighter tomorrow Page 12 Scheduled CFM (SA) Make-UP Air CFM (L Model Number Capacity (Tons) External S.P. Fan HP Volts/Phase Fan RPM Equip. Data Unit MFR Model No. Serial No. Rated Tons Fan Motor HP -RPM Volts/Phase FLA/SF Motor Sheave Fan Sheave Belt(s) Sheave Centerline Test Data RPM - Initial/Final Actual Volts Final Operating Amps Ret/Suction/Discharge External S.P. Motor Hertz Make-UP Air CFM Design Data Make-Up CFM Exhaust CFM Balance Ratio % Equip. Data Hood MFR Model No. Hood Type MUA Open Dir. MUA Open Type MUA Width/Length Filter MFR Filter Height Filter Lengths A B Correlates C with filter D velocities E below F G H Test Data MUA Avg FPM MUACFM Exh. Avg. FPM A B Correlates C with filter D size E above F G H Exhaust CFM Balance Ratio % PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 KH-1 KH-2 KH-3 KH-4 Kitchen Kitchen Kitchen Kitchen 2280 2280 2347 1650 3575 1 2850 1925 2600 64% 80% 122% 63% Captive-Aire Captive-Aire Captive-Aire Captive-Aire 5430 ND-2 5430 ND-2 6030 ND-2 N/A Wall Canopy Wall Canopy Wall Canopy Wall Canopy Front Front Front Front Perforated Perforated Perforated Perforated 12 I I 180 12 I I 180 12 I I 254 12 T-F 130 Captrate Captrate Captrate Captrate 20 20 20 20 -1- - -2- -1- -2- -1- -2- -1- - -2- 16 - 16 16 - 16 16 16 16 - 16 16 - 16 16 16 16 - 16 16 - 16 16 16 16 16 16 16 16 16 16 - 16 16 - 16 - 16 16 16 - 16 - 16 16 16 - 16 - 16 1 1 173 168 137 169 2130 2068 2388 1496 -1- -2- -1- -2- -1- -2- -1- -2- 176 - 151 152 - 132 125 - 175 180 151 1 154 121 133 144 173 - 160 147 - 119 117 168 176 144 1 143 167 172 131 142 176 175 131 153 169 160 134 129 159 170 - 143 - - 149 3828 3131 1956 2713 56% 66% 122% 55% Melink Corporation Energy solutions for a brighter tomorrow Page 13 Design Data Make-Up CFM Exhaust CFM Balance Ratio % Equip. Data Hood MFR Model No. Hood Type MUA Open Dir. MUA Open Type MUA Width/Length Filter MFR Filter Height Filter Lengths A B Correlates C with filter D velocities E below G H Test Data MUA Avg FPM MUACFM Exh. Avg. FPM A B Correlates C with filter D size E above F G H Exhaust CFM Balance Ratio % PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real, Carlsbad, CA 92010 KH-5 KH-6 Kitchen Kitchen 2400 0 2755 1200 87% 0% ZI'4l: YYj[11s] T(i] - _ _ - - . _ - I _ - - Melink Corporation Energy solutions for a brighter tomorrow Page 14 Melink Corporation Energy solutions for a brighter tomorrow Page 15 Melink Corporation Energy solutions for a brighter tomorrow Page 16 PROJECT: Yard House #8368 DATE: 11/13/17 LOCATION: 2525 El Camino Real. Carlsbad. CA 92010 TEST RESULTS (IN CFM) MAKE-UP AIR Desian Final AC-1 1780 1939 AC-2 1780 1931 AC-3 1780 1826 AC-4 700 734 AC-5 235 241 MUA-I 10957 10311 EXHAUST AIR Desian Final EF-1 3575 3828 EF-2 2850 3131 EF-3 1925 1956 EF-4 2600 2713 EF-5 2755 2583 EF-6 1200 1176 EF-7 1275 1252 EF-8 100 109 DESIGN TOTAL + 17,232 DESIGN TOTAL - 16,280 FINAL TOTAL + 16,982 FINAL TOTAL - 16,748 DESIGN BUILDING BALANCE = 952 CFM FINAL BUILDING BALANCE = 234 CFM FINAL BUILDING PRESSURE = NIA W.C. Melink Corporation Energy solutions for a brighter tomorrow Page 17 OFFICE USE ONLY RECORD ID #__________________ SAN DIEGO REGIONAL HHMBP#_____________ *C .HAZARDOUS MATERIALS QUESTIONNAIRE SP DATE _I I Business Name Business Contact Telephone # Yard House Restaurant TBD Project Address City State Zip Code APN# 1s6-302-O8 2525 El Camino Real, Carlsbad, CA 92008 1 çç..pyj Mailing Address City State Zip Code Plan File# Project Contact Telephone # Terry Womack 858-652-0336 The following questions represent the facility's activities, NOT the specific project description. oicate Dy arcung me item, wnetner your ousiness will use, process, or store any must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives Compressed Gases 6. Oxidizers 10. Cryogenics Flammable/Combustible Liquids 7. Pyrophorics Ii. Highly Toxic or Toxic Materials Flammable Solids 8. Unstable Reactives 12. Radioactives prior to the issuance of a building permit. any or inc items are Corrosives Other Health Hazards None of These. f the answer to any of the Diego, CA 92123. FEES ARE REQUIRED. Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 Is your business listed on the reverse side of this form? (check all that apply). 0 M Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 lxi Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 11 Will your business store or handle carcinogenslreproductive toxins in any quantity? 0 IN Will your business use an existing or install an underground storage tank? 0 lxi Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22 Article 10)? 0 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). CalARP Exempt Date Initials CalARP Required Date Initials CalARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): If the answer to Question #1 below is no or the answer to any of the Questions #2-5 is yes, applicant must contact the APCD at 10124 Old Grove Road, San Diego, CA 92131-1649 or telephone (858) 586-2600 prior to the issuance of a building or demolition permit. 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. (Some residential projects may be exempt from the notification requirements. Contact the APCD for more information.) YES NO 0 0 Has a survey been performed to determine the presence of Asbestos Containing Materials? 0 lxi Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http:/Iwww.sdaocd.orolinfolfactslpermits.odf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). 0 0 (ANSWER ONLY IF QUESTION I IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Search the California School Directory at htto:IIwww.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). 0 IN Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? p M Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: I declare under penalty of perjury that to the best of my knowledge and belief Terry Womack - Name of Owner or Authorized Agent Sign Briefly describe proposed project: esp9nespefie herein are true and correct. ?'e1'or Authorized Agent 2 I 2 /2017 Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY: BY: DATE: EXEMPT OR NO FURThER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTY-HMO APCD COUNTY-HMD APCD P. 14111p Ill U1IS OVA yMil exempts cusinesses u-cm compieung or upuaung a riazarcous iviatenais tsusiness man. utner permitting requirements may still apply. HM-9171 (03/14) County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY ENCINA WASTEWATER AUTHOR" Date 2-2-2017 Business Name Yard House Restaurant Street Address 2525 El Camino Real, Carlsbad, CA 92008 Email Address twomack@ebiconsulting.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) 5j Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling . Painting I Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting / Forming Pesticide Manufacturing I Car Wash Metal Fabrication . Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching I Milling Research. and Development Film /X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap! Detergent Manufacturing Industrial Laundry Waste Treatment! Storage SIC Code(s) (if known): Brief description of business activities (Production I Manufacturing Operations):______________ Full Service Site Down Dine in Restaurant with the sale of full line alcoholic beverages for onsite consumption. Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Discharge to onsite sewer system. Kitchen fixtures designated by Health. will be sent to a grease interceptor prior to discharging to the sewer .Qystenl. Estimated volume of industrial wastewater to be discharged (gal I day): unknown List hazardous wastes generated (type / volume): N/A Date operation began/or will begin at this location: 12-9-2017 Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact Terry Womack Title SiteDevelopment Consultant Signature 7? Phone No.—AO- -,65-2-- 0236 W6T JTFIORITY, 6200 Avenida Encinas Carlsbad, CA 92011(760) 438-3941 FAX: (760) 476-9852 CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov Project Address: Permit No.: Information provided below refers to work being done on the above mentioned permit only. This form must he completed and returned to the Buildinu Division before the permit can be issued. - Building Dept. Fax: (760) 602-8558 Numberof new or relocated fixtures, traps, or floor drains.......................................................88 New building sewer line? .........................................................................................Yes No X Number of new roof drains? ........................... .. .............................. .... ................................................ Install/alter water line? ............................................. ....................... ................. .................................... Yes Numberof new water heaters?.......................................................................................................... Number of new, relocated or replaced gas outlets?...................30 Numberof new hose bibs? ......................... . ...... . ................. . ...................................................... . ........ 1 Residential Permits: New/expanded service: Number of new amps: Minor Remodel only- Yes No____ Commercial!IndustriaI: Tenant Improvement: Number of existing amps involved/n this Number of new amps involved/n this proJect. (1) 800 amps New Construction: Amps per Panel: Single Phase ...............................................................Number of new amperes________________ Three Phase.................................................................Number of new amperes_______________ Three Phase 480........................................................Number of new amperes (1) 800 amps Number of new furnaces, A/C, or heat pumps?............................................................................10 New or relocated duct work? .......................................................................... Yes X No_____ Number of new fireplaces? ...... ................................................................................................. ..........0 Number of new exhaust fans? ............................................................................................................ 8 Relocate/install vent? ............................................................................................................................ 2 Numberof new exhaust hoods?........................................................................................................6 Number of new boilers or compressors? ............................ ..................... ..... Number of HP 45 B-18 Page 1 of I Rev. 03/09 ~yjLj_lq JA UP T3.1J J.JW1AHO?3 IM.lei 3. .' 1 • .t ., - "I- - ' h-. Ttk41# CbV - .a.a....-. ..c -ics--- ----b. e t - ..,'a.ia'.... ee. a . a..a, .ae.st •aa. vs •• i'!iA &C1L1 .%IC1 pr c .Jø O ti3d thtw . ;h '-1 h,oi r i.n c'.J L. tpiiJiLy1 autol W-QC (0) :co1 iqC1 - vl 10 .qoJ ii.jd1 jokr sp .to - ? j'_,Oi4 V OtI IWJ3 I iD', WA .. . — ) 'v1 I .• i.. t J............................••..•...., ........ n...,... •.... t - -................... .......... ......-...........• r'w •kJJti i ....... ... .cic or(wim io ~1JIA • -: ..-• _L_._a — h, Omut. :Moi bms w.aI't cf J aLl ir? ct bbcrifl VtZM . qrE Ot)8(L - jt zn!).wi-. bi dmuL4 • :k..i1 rriA - D1qro ..-••........ ....... q1ar mot4rno una .•....•.......•...... f)5?Fff ___________ b .......... ..•.... ....... O nr9 uT . •• ic 3A asen1ñ wsnto ;crrr..t* * aW ..cctiuj ic, ....... •.... . cqt wn 1*13" IPA .--.•-.•.-...-o .*.--.---.. . .......... .-• — -140 .-. ..... ............. ............ ............... bci- ox TmI.M c1 HIo 'dLIJW .•_.. 1CrtE0) 10 1Di3d w.-In 10 Vj iui'l - . • C") -.c' to t cgstf • NONRESIDENTIAL GREEN Development Services t City of BUILDING CODE STANDARDS Building Division Carlsbad MANDATORY MEASURES 1635 Faraday Avenue CERTIFICATION CHECKLIST 760-602-2719 B-52 www.carlsbadca.gov This form, signed and completed, and all receipts for the recycled materials shall bi submitted to the Building inspector prior to Final inspection.' Site Development Mandatory 5.106.1 Storm water pollution prevention plan. For projects of one acre or less, develop a Storm Water Pollution Prevention Plan (SWPPP) that has been designed specific to its site, conforming to (x) the State Storm water NPDES Construction Permit or local ordinance, whichever is stricter, as is required for projects over one acre. The plan should cover prevention of soil toss by storm water run-off and/or wind erosion, of sedimentation and/or of dust/particulate matter air pollution. ______________ 5.106.4 Bicycle parking and changing rooms. Comply with Sections 5.106.4.1 and 5.106.4.2; or (X) meet local ordinance, whichever is stricter. 5.106.4.1 Short-Term bicycle parking. If the project is expected to generate visitor traffic, provide permanently anchored bicycle racks within 200 feet of the visitor's entrance, readily visible to (x) passers-by, for 5 percent of visitor motorized vehicle parking capacity, with a minimum of one two- bike capacity rack. 5.106.4.2 Long Term bicycle parking. For buildings with over 10 tenant-occupants, provide secure bicycle parking for 5 percent of tenant-occupied motorized vehicle parking capacity, with a minimum (x) of one space. 5.106.5.2 Designated parking. Provide designated parking for any combination of low emitting, fuel-efficient and carpool/van pool vehicles as shown in Table 5.106.5.3.1. (x) 5.106,8 Light pollution reduction. Comply with lighting power requirements in the California Energy Code and design interior lighting such that zero direct-beam illumination leaves the building (x) site. Meet or exceed exterior light levels and uniformity ratios for lighting zones 1-4 as defined in Chapter 10 of the California Administrative Code, using the following strategies: Shield all exterior luminaries or use cutoff luminaries (x) Contain interior lighting within each source (X) Allow no more than .01 horizontal foot candle 15ft. beyond the site (X) Contain all exterior lighting within property boundaries (x) Exception: See part 2, Chapter 12, Section 1205.6 for campus lighting requirements for parking facilities and walkways. 5.106.10 Grading and paving. The site shall be planned and developed to keep surface water away from buildings. Construction plans shall indicate how site grading or drainage system will (x) manage all surface water flows. Water Efficiency and Conservation Indoor Water Use 5.303.1 Meters. Separate meters shall be installed for the uses described in Sections 503.1.1 (x) through 503.1.3. 5303.1.1 Buildings in excess of 50,000 square feet. Separate sub-meters shall be installed as follows: For each individual leased, rented, or other tenant space within the building projected to (X) consume more than 100 gal/day. For spaces used for laundry or cleaners, restaurant or food service, medical or dental office, laboratory or beauty salon or barber shop projected to consume more than 100 gal/day. B-52 Page 1 of 5 Rev. 5/17 5.303.1.2 Excess consumption. Any building within a project or space within a building that is projected to consume more than 1,000 gal/day. (X) 5.303 Percent savings. A schedule of plumbing fixtures and fixture fittings that will reduce the overall use of potable water within the building by 20 percent shall be provided (Calculate (x) savings by Water Use Worksheets or utilize Table 5.303.2.3). 5.303.2.1 Multiple showerheads serving one shower. When single shower fixtures are served by more than one showerhead, the combined flow rate of all the showerheads shall not (x) exceed the maximum flow rates specified in the 20 percent reduction column contained in Table 5.303.2.3 or the shower shall be designed to allow only one showerhead to be in operation at a time. 5.303.6 Plumbing fixtures and fittings. Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the requirements listed As applicable for each type in items listed in Table 5.303.6. Water closets (toilets) - flushometer type (x) Water closets (toilets) - tank type (X) Urinals (X) Public lavatory faucets (x) Public metering self-closing faucets (x) Residential bathroom lavatory sink faucets (x) Residential bathroom lavatory sinks (x) Residential showerheads (x) Single shower fixtures served by more than one showerhead x) Outdoor Water Use 5.304.1 Water Budget. A water budget shall be developed for landscaping irrigation use. (X) 5.304.2 Outdoor potable water use. For new water service, separate meters or submeters shall be installed for indoor and outdoor potable water use for landscaped areas between 1,000 and 5,000 square feet. (X) 5.304.3 Irrigation design. In new nonresidential projects with between 1,000 and 2,500 square feet of landscaped area (the level at which the MLO applies), install irrigation controllers and sensors which include the following criteria and meet manufacturer's recommendations. 5.304.1.1 Irrigation controllers. Automatic irrigation system controllers installed at the time of final inspection shall comply with the following: Controllers shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plant's needs as weather conditions change. (x) Weather based controllers without integral rain sensors or communication systems that As applicable account for local rainfall shall have separate wired or wireless rain sensors which connects or (x) communicates with the controller(s). Soil moisture-based controllers are not required to have rain sensor input. Construction Waste Management Plan (X) 5.408.1 Construction waste diversion. Establish a construction waste management plan or meet local ordinance, whichever is more stringent. (x) 5.408.2 Construction waste management plan. Submit plan per this section to enforcement authority within the city. 5.408.1.4 Documentation. Provide documentation of the waste management plan (see form (x) B-59) that meets the requirements listed in Section 5.408.1.1 thru 5.408.1.3 and the plan is accessible to the enforcement authority. 5.408.3 Construction waste. Recycle and/or salvage for reuse a minimum of 50 percent of nonhazardous construction and demolition debris or meet local ordinance, whichever is more stringent. (X) Exceptions: Excavated soil and land-clearing debris Alternate waste reduction methods, developed by working with local agencies if diversion or recycle facilities capable of compliance with this item do not exist. 5.408.3 Excavated soil and land clearing debris. 100 percent of trees. Stumps, rocks and I B-52 Page 2 of 5 Rev. 5/17 associated vegetation and soils resulting primarily from land clearing shall be reused or recycled. Building Maintenance and Operation 5.410.1 Recycling by occupants. Provide readily accessible areas that serve the entire building and are identified for the depositing, storage and collection of nonhazardous materials (x) for recycling. 5.410.2 Commissioning. For new buildings 10,000 square feet and over, building (x) commissioning for all building systems covered by T24, Part 6, process systems and renewable energy systems shall be included in the design and construction processes of the building project. Commissioning requirements shall include items listed in Section 5.410.2. - 5.410.2.6 (x) 5.410.2.1 Owner's Project Requirements (OPR). Documented before the design phase of the project begins the OPR shall include items listed in Section 5.41 0.4. (x) 5.41 0.2.2 Basis of Design (BOD). A written explanation of how the design of the building systems meets the OPR shall be completed at the design phase of the building project and updated periodically to cover the systems listed in Section 5.410.2.2. (X) 5.410.2.3 Commissioning plan. A commissioning plan describing how the project will be commissioned shall be started during the design phase of the building project and shall include items listed in Section 5.410.2.3. (x) 5.410.2.4 Functional performance testing shall demonstrate the correct installation and operation of each component, system and system-to-system interface in accordance with the (X) approved plans and specifications. 5.410.2.5 Documentation and training. A Systems manual and systems operations training are required. (x) 5.410.2.5.1 Systems manual. The systems manual shall be delivered to the building owner or representative and facilities operator and shall include the items listed in Section 5.410.2.5.1. (x) 5.410.2.5.2 Systems operations training. The training of the appropriate maintenance staff for each equipment type and/or system shall include items listed in Section 5.410.2.5.2. (X) 5.410.2.6 Commissioning report. A complete report of commissioning process activities undertaken through the design, construction and reporting recommendations for post construction phases of the building project shall be completed and provided to the owner or representative. 5.410.4 Testing and adjusting. Testing and adjusting of systems shall be required for (x) buildings less than 10,000 square feet. 5.410.4.2 Systems. Develop a written plan of procedures for testing and adjusting systems. (X) Systems to be included for testing and adjusting shall include, as applicable to the project, the systems listed in Section 5.410.3.2. (X) 5.410.4.3 Procedures. Perform testing and adjusting procedures in accordance with industry best practices and applicable national standards on each system. (x) 5.410.4.3 HVAC balancing. Before a new space-conditioned system serving a building or space is operated for normal use, the system should be balanced in accordance with the procedures defined by national standards listed in Section 5.410.3.3.1. (x) 5.410.4.4 Reporting. After completion of testing, adjusting and balancing, provide a final report (X) of testing signed by the individual responsible for performing those services. maintenance instructions and copies of guaranties/warranties for each system prior to final inspection. 5.410.4.5 Operation and maintenance manual. Provide the building owner with detailed operating and maintenance manual 5.410.4.5.1 Inspection and reports. Include a copy of all inspection verifications and reports required by the enforcing agency. I B-52 Page 3 of 5 Rev. 5/17 Environmental Quality Fireplaces ____________ 5.503.1 Install only a direct-vent sealed-combustion gas or sealed wood-burning fireplace or a (x) sealed woodstove and refer to residential requirements in the California Energy Code, Title 24, Part 6, Subchapter 7, Section 150. As Applicable 5.503.1.1 Woodstoves. Woodstoves shall comply with US EPA Phase II emission limits. (x) Weather Resistance and Moisture Management 5.407.1 Weather protection. Provide a weather-resistant exterior wall and foundation envelope as required by California Building Code Section 1403.2 and California Energy Code Section 150, (X) manufacturer's installation instruction instructions or local ordinance, whichever is more stringent. 5.407,2 Moisture control. Employ moisture control measured by the following methods: 5.407.2.1 Sprinklers. Prevent irrigation spray on structures. (x) 5.407.2.2 Entries and openings. Design exterior entries and openings to prevent water intrusion (x) into buildings. Pollution Control 5.504.3 Covering of duct openings and protection of mechanical equipment during construction. At the time of rough installation or during storage on the construction site and until final start up of the heating and cooling equipment, all duct and other related air distribution (x) component openings shall be covered with tape, plastic, sheet metal or other methods to reduce the amount of debris or duct which may collect the _in_ _system. 5.504.5.3 Filters. In mechanically ventilated buildings, provide regularly occupied areas of the building with outside and return air prior to occupancy that provides at least a MERV of 8. 5.504.4 Finish material pollutant control. Finish materials shall comply with Sections 5.504.4.1 through 5.504.4.6 5.504.4.1 Adhesives, sealants, caulks. Adhesives and sealants used on the project shall meet the requirements of the following standards: (x) Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits as shown in Tables 5.504.4.1 and 5.504.4.2. Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than one pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing with Section 94507. 5.504.4.3 Paint and coatings. Architectural paints and coatings shall comply with Table 5.504.4.3 5.504.4.3.1 Aerosol paints and coatings. Aerosol paints and coatings shall meet the Product- Weighted MIR limits for ROC in Section 94522 (a)(3) and other requirements, including prohibition on use of certain toxic compounds and ozone depleting substances (CCR, Title 17, Section 94520 et seq.). 5.504.4 Carpet systems. All carpet installed in the building interior shall meet the testing and product requirements of one of the standards listed in Section 5.504.4.4. 50504.4.4.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute Green Label Program. 5.504.4.4.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 804.4.1. 5.504.4.5 Composite wood products. Hardwood, plywood, particleboard and medium density fiberboard composite wood products used on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in Table 5.504.4. 5.504.4.5.2 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following: Product certification and specifications Chain of custody certifications Other methods acceptable to the enforcing agency 5.504.4.6 Resilient flooring systems. Comply with the VOC emission limits defined in the 2009 (X) CHPS criteria and listed on its Low-emitting Materials List (or product registry) or certified under the _FloorScore_ program _of the _Resilient _Floor Covering Institute. B-52 Page 4 of 5 Rev. 5/17 Indoor Moisture and Radon Control 5.505.1 Indoor moisture control. Buildings shall meet or exceed the provisions of the California Building Code, Title 24 Part 2, Sections 1203 (Ventilation) Chapter 14.1. (x) Air quality and Exhaust 5.506.1 Outside air delivery. For mechanically or naturally ventilated spaces in buildings, meet the (x) minimum requirements of Section 121 of the California Energy Code, CCR, Title 24, Part 6 and Chapter 4 of CCR, Title 8 or the applicable local code, whichever is more stringent. 5.506.2 Carbon DIOXIDE (CO2) monitoring. For buildings equipped with demand control ventilation, CO2 sensors and ventilation controls shall be specified and installed in accordance with the (x) requirements of the latest edition of the California Energy Code, Title 24, Part 6, Section 120.1.(C) (4). Outdoor Air Quality 5.508.1 Ozone depletion and global warming reductions. Installations of HVAC, refrigeration and fire suppression equipment shall comply with Sections 5.508.1.1 and 5.508.1.2. As 5.508.1 CFCs. Install HVAC and refrigeration equipment that does not contain CFCs. applicable 5.508.1.2 Halons. Install fire suppression equipment that does not contain Halons. (x) (x) I, as the professional responsible for this project, certify that, to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2016 California Green Building Standards. All receipts for recycled materials have been attached to this form. eym(q CSC/7- Project Address: ( ,41sii)z6 eL &2v/ch 4P Plan Check Number: 8frq X00Vg;7L io Print Name: 1*2Lv1k 1/ttnO— Signed: License Number: Date: i c B-52 Page 5 of 5 Rev. 5/17 (èity of Carlsbad Print. Date: 06/24/2019 Permit No: PREV2017-0273 2525 El Camino Real, 210 BLDG-Permit Revision 1563020900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling-Units: Bedrooms: Project Title: Work Class: Lot #: Reference #: Construction Type Bathrooms: Orig. Plan Check #: Plan Check #: Residential Permit Revisi Status: Closed - Expired Applied: 11/14/2017 Issued: 12/26/2017 Permit 06/24/2019 Finaled: Inspector: MColI CBC2017-0055 Final Inspection: Description: YARD HOUSE: REVISE ROOF SCREENING Applicant: Owner: Contractor: EBI CONSULTING R P I CARLSBAD LP DICKINSON CAMERON CONSTRUCTION CO TERRY WOMACK 6530 Reflection Dr, 2381 1114 Avenue Of The Americas, Floor 45 . 6184 Innovation Way San Diego, CA 92124-5118 New York, NY 10036-7700 Carlsbad, CA 92009-1728 214-660-5232 x215232 760-438-9114 FEE . . AMOUNT MANUAL BUILDING PLAN CHECK FEE $450.00 Total Fees: $ 450.00 Total Payments To Date: $ 450.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I .760-602-2700 1 760-602-8560 f I wiw.carIsbadca.gov PLAN CHECK REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Cdrlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CBC2017-0055 Plan Revision Number PRE)1'Z.o 11. 0Z73 Project Address 2525 El Camino Real Suite 210, Caribad, CA 92008 General Scope of Revision/Deferred Submittal: New addition to the parapet wall. CONTACT INFORMATION: Name Terry Womack Phone 858.652.0336 Fax______________________ Address 6530 Reflection Drive, #2381 City San Diego Zip 92124 Email Address twomack@ebiconsulting.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: @ Plans D Calculations 0 Soils U Energy 0 Other 2. 3. Describe revisions in detail List page(s) where each revision is shown See attached Revision Letter Does this revision, in any way, alter the exterior of the project? Eg Yes UJNo Does this revision add ANY new floor area(s)? Yes R1 No Does this revision affect any fire related issues? IJ Yes tI No Is this a complete set? II Yes IJ No £Signature Date 11-14-2017 1635 Faraday Avnue, Carlsbad, CA 92008 fly: 760-602- 2719 f: 760-602-8558 Email: building@carlsbacica.gov www.carlsbadca.gov EsGil A SAFEbuiItCompany DATE: DEC. 199 2017 U APPLICANT U JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0055 (PREV201I-0273) REV 1 SET: II PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: DARDEN - YARD HOUSE RESTAURANT - THE SHOPPES AT CARLSBAD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicants copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Alec c/a MBH AlA, Terry Womack Telephone #: 510-865-8663, 858-652-0336 Date contacted: (by: ) Email: alecSmbharch.com twomack(ebiconsulting .com Mail Telephone Fax In Person REMARKS: Parapet extension to screen the HVAC equipment is under this plan revision. By: AL! SADRE, S.E. Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB Ej PC 12/13 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 ' Vn Evnfl A SAFEbuilt Company DATE: NOV. 271, 2017 U APPLICANT 'JU RIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0055 (PREV2017-0273) REV 1 SET: I PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: DARDEN - YARD HOUSE RESTAURANT - THE SHOPPES AT CARLSBAD LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Alec do MBH AlA, Terry Womack Telephone #: 510-865-8663, 858-652-0336 Date contacted: 'J V1- (by: iC-) Email: alecS(ämbharch.com twomackebiconsuIting .com "Mail .ieIehoneTh Fax In Person REMARKS: Parapet extension to screen the HVAC equipment is under this plan revision. By: ALl SADRE, S.E. Enclosures: EsGil Corporation [I GA DEJ LIMB [-I PC 11/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD C2017-0055 (REV. #1) - PREV 2017-0273 NOV. 279 2017 . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 is complete. . PLANS 2. A reminder that all sheets of the revised plans and the first sheet of the updated calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. Please show water proofing on detail 3/A3.1. Please specify on detail 2/A3.1 that only noncombustible materials, or fire-retardant treated wood, complying with Section 2303.2, are permitted within the exterior walls. Section 602.3. Please provide complete structural details for the parapet extension, along with the screws sizes and spacings on plans. Alternatively, this information may be added to detail 21A3.1. Please submit structural calculations for the parapet extension, as proposed on Sheet A3.1. . ADDITIONAL To speed up the review process, please note on this list where each correction item has been addressed on plans. The jurisdiction has contracted with EsGil located at 9320 Chesapeake Drive, #208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. at EsGil. Thank you. CARLSBAD C2017-0055 (REV. #1) - PREV 2017-0273 NOV. 279, 2017 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD 0055 (PREV2017-0273) REV 1 PREPARED BY: ALl SADRE, S.E. BUILDING ADDRESS: 2525 EL CAMINO REAL BUILDING OCCUPANCY: B/A2; III-BISPR. PLAN CHECK NO.: CBC2017- DATE: NOV. 279 2017 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE 0 Structural Only Jurisdiction Code Ica 1 B Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: 0 Complete Review o Repetitive Fee Repeats * Based on hourly rate O Other rjl Hourly EsGil Fee 3 Hrs.@ $120.00 I $360.00I Comments: Sheet 1 of 1 Ak ENGINEERING GROUP SUPPLEMENTAL STRUCTURAL CAL CULA TIONS for Yard House at The Shoppes at Carlsbad Roof Screen 2525 El Camino Real Carlsbad, CA December 12, 2017 A 39812 MISSION BLvD.,SUIm #100, F1rvIoNr, CALwoRwA 94539 PH:510.445.0550 FAx:510A45.0440A P(~Z Y 2.0 ri. 02X3 PARTIAL PLAN9 1/4"=l '— Page Pot 13 Brace #2 :n-r 00 N N A >0 a- 0. —Iwo. L _ I_w (T) U) —I a LU _ Brace #3 / 1140 KV /(// Ui z IL ll' oP LU IL N Cl) u III 1>< A -. Ledger OEM 3 5I1E52 1/4 DENOTES (E) RTU, - VIP N5 4 F9)— 1/4 l/4V IMASREQ' SAME EPT4 A, CURB 611 t, EQ TYPI I TYPI 3/4" 1-1k /'—UNI9TRUT BRACE ifoJ 4 P091 BASE, SEE L x4x1/2x0'-" AS REQt ALIGN Lu/ BRACE it 0= Ø° MAX (S) 12-14 1-IIL.TI Ki41K FLEX " 0c (E) ROOF, VIF 3/4" TYP I/4V \ :VIF (E) 14GA \ EN0TE9 L0C4'c40T OF (E) EOLTS UF VIP I I Cantilevered Angle I SECTION K-D-- S5.2 Page 2 of 13 VII Cardisbad Roof Screen Calculations Brace 1 q1 (psf) 27.4 (ft) 3 W. (psf)82.2 TFbmax (ft) 10.5 Pmax(#) 863.1 a(in) 38 h (in) 68 I (in) 30 R1(#) 1093.26 R2 (Sf) 1956.36 Brace Conditions x(ft) 2 8 (degrees) 51.340 From horizontal Fb (Sf) 3131.7 v 2.5 Lbrace (ft) 3.20 Brace 3 q. (psf) 27.4 (ft) 3 W. (psf) 82.2 Trib (ft) 3.625 P.. (Sf) 297.975 a(in) 38 h(in) 68 1(m) 30 R1 (Sf) 377.435 R2 (Sf) 675.41 Brace Conditions x(ft) 2 8 (degrees) 51.340 From horizontal Fb (Sf) 1081.2 y(ft) 2.5 Lb. (ft) 3.20 Brace 2 q. (psf) 27.4 h en (ft) 3 W. (psf)82.2 Tribmaji (ft) 5.25 max (5*) 431.55 a(in) 38 h (in) 68 I (in) 30 R1 (5*) 546.63 R2 (Sf) 978.18 Brace Conditions x(ft) 2 0 (degrees 51.340 From horizontal Fb (Sf) 1565.9 y(ft) 2.5 Lb (ft) 3.20 Brace 4 q. (psf) 27.4 (ft) 3 W. (psf) 82.2 Tribm (ft) 6.875 Pmax(Sf) 565.125 a (in) 38 h (in) 68 1(m) 30 R1(#) 715.825 R2 (Sf) 1280.95 Page 6 of 13 PI000!PI00I -ELEMENTS OF SECTION Parameter P1000 P1001 Area of Section 0.555 In2 1.111 In2 Axis 1-1 Moment of Inertia (I) 0.185 In4 0.928 In4 Section Modulus (S) 0.202 In3 0.571 In3 Radius of Gyration (r) 0.577 In 0.914 In Axis 2-2 Moment of Inertia (I) 0.236 In4 0.471 In4 Section Modulus (S) 0.290 In3 0.580 In3 Radius of Gyration (r) 0.651 In 0.651 In P1000 & P1001 Channels I i I I11 P1000 - BEAM LOADING Max. Allowable Den. at Uniform Loading at Deflection Span Uniform Load Load Spanh180 Span1240 Span1360 In Lbs In Lbs Lbs Lbs 24 1,690 0.06 1,690 1,690 1,690 36 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 500 60 680 0.35 650 480 320 72 560 0.50 450 340 220 84 480 0.68 330 250 160 96 420 0.89 250 190 130 108 380 1.14 200 150 100 120 340 1.40 160 120 80 144 280 2.00 110 80 60 168 240 2.72 80 60 40 192 210 3.55 60 50 NR 216 190 4.58 50 40 NR 240 170 5.62 40 NR NR P1001 - BEAM LOADING Max. Allowable Dell. at Uniform Uniform Loading at Deflection Span Uniform Load Load Span/180 Spanl240 SpanI360 In Lbs In Lbs Lbs Lbs 24 3,500* 0.02 3,500* 3,500 3,500* 36 3,190 0.07 3,190 3,190 3,190 48 2,390 0.13 2,390 2,390 2,390 60 1,910 0.20 1,910 1,910 1,620 72 1,600 0.28 1,600 1,600 1,130 84 1,370 0.39 1,370 1,240 830 96 1,200 0.51 1,200 950 630 108 1,060 0.64 1,000 750 500 120 960 0.79 810 610 410 144 800 1.14 560 420 280 168 680 1.53 410 310 210 192 600 2.02 320 240 160 216 530 2.54 250 190 130 240 480 3.16 200 150 100 P1000 - COLUMN LOADING P1001 - COLUMN LOADING Unbraced Max. Allowable Load at Maximum Column Load Applied at C.G. Height Slot Face K = 0.65 K = 0.80 K 1.0 K = 1.2 In Lbs Lbs Lbs Lbs Lbs 24 3,550 10,740 9,890 8,770 7,740 36 3,190 8,910 7,740 6,390 5,310 48 2,770 7,260 6,010 4,690 3,800 60 2,380 5,910 4,690 3,630 2,960 72 2,080 4,840 3,800 2,960 2,400 84 1,860 4,040 3,200 2,480 1,980 96 1,670 3,480 2,750 2,110 1,660 108 1,510 3,050 2,400 1,810 120 1,380 2,700 2,110 144 1,150 2,180 1,660 Unbraced Max. Allowable Load Maximum Column Load Applied at C.G. Height at Slot Face K = 0.65 K = 0.80 K =1.0 K = 1.2 In Lbs Lbs Lbs Lbs Lbs 24 6,430 24,280 23,610 22,700 21,820 36 6,290 22,810 21,820 20,650 19,670 48 6,160 21,410 20,300 18,670 16,160 60 6,000 20,210 18,670 15,520 12,390 72 5,620 18,970 16,160 12,390 8,950 84 5,170 16,950 13,630 9,470 6,580 96 4,690 14,890 11,190 7,250 5,040 108 4,170 12,850 8,950 5,730 3,980 120 3,690 10,900 7,250 4,640 144 2,930 7,630 5,040 Notes: * Load limited by spot weld shear. ** ktlr >200 NR = Not Recommended. Beam loads are given in total uniform load (W Lbs) not uniform load (w lbs/ft or wlbsfln). Beam loads are based on a simple span and assumed to be adequately laterally braced. Unbraced spans can reduce beam load carrying capacity. Refer to Page 56 for reduction factors for unbraced lengths. For pierced channel, multiply beam loads by the following factor: "KO" Series.......95% "T" Series..........85% "HS" Series ....... 90% "SL" Series........85% "H3" Series........90% "DS" Series ........ 70% Deduct channel weight from the beam loads. For concentrated midspan point loads, multiply beam loads by 50% and the corresponding deflection by 80%. For other load conditions refer to page 18. All beam loads are for bending about Axis 1-1. F 1/ Framing System 25 Kwik-Flex Self-Drilling Screws 3.6.4 3.6.4.3 Technical Data Ultimate Tensile Strengths - Pullout (Tension), lb (kN)"23'45'8 Thickness of member not in contact with the screw head Screw Nominal Diameter Steel6, ga (in.) or in. Aluminum7, in. 18 16 14 12 Designation in. (0.048) (0.060) (0.075) (0.105) 1/8 3/16 1/4 5/16 1/8 1/4 3/8 #10-16 0.190 410 580 710 920 890 - - 920 - (1.82) (2.58) (3.16) (4.09) (3.96) - (4.09) - #12-14 0.216 395 615 790 985 1530 1995 - 630 2745 - (1.76) (2.74) (3.51) (4.38) (6.81) (8.87) (2.80) (12.21) 1/4.14 0.250 395 620 765 1025 1685 2695 720 2905 (1.76) (2.76) (3.40) (4.56) (7.50) (11.99) - - (3.20) (12.92) 1/4-20 0.250 - 610 780 1270 1570 2740 3130 3620 690 2100 4365 (2.71) (3.47) (5.65) (6.98) (12.19) (13.92) (16.10) (3.07) (9.34) (19.42) 5/16-18 0.313 - - 1560 2120 - (6.94) (9.43) - - - - - - 5/16.24 0.313 - - 1375 1910 2170 3565 4270 - (6.12) (8.50) (9.65) (15.86) (18.99) - - - 1 The lower of the ultimate pullout, pullover, and tension fastener strength of screw should be used for design. 2 Load values based upon testing completed in accordance with AISI S905. 3 AISI Si 00 recommends a safety factor of 3.0 be applied for allowable strength design, a 0 factor of 0.5 be applied for LRFD design and a 0 factor of 0.4 be applied for LSD design. 4 ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 5 The screw diameters in the table above are available in head styles of pan, hex washer head, pancake, flat, wafer and bugle. 6 The load data in the table is based upon sheet steel with F. = 45 ksi. For F, = 55 ksi steel, multiply values by 1.22. For F, = 65 ksi steel, multiply values by 1.44. 7 Load values based upon testing in 6063-T5 aluminum alloy. 8 Refer to Section 3.6.4.5 to ensure drilling capacities. Ultimate Tensile Strengths - Pullover (Tension), lb (kN)12'4'57 Washer or Thickness of member in contact with the screw head Screw Head Steel0, ga (in.) or in. Designation Diameter 18 I 16 I 14 I 12 I I in. (0.048) I (0.060) I (0.075) I (0.105) I 1/8 I 3/16 I 1/4 I I 5/16 I Hex Washer Head (HWH) *10-16 0.384 1245 1445 1445 1445 1445 - - - (5.54) (6.43) (6.43) (6.43) (6.43) #12.14 1290 1610 2015 2200 2200 2200 012.24 0.398 (5.74) (7.16) (8.96) (9.79) (9.79) (9.79) - - 1/4-14 0.480 1555 1945 2430 3380 3380 3380 (6.92) (8.65) (10.81) (15.03) (15.03) (15.03) - - 1/4.20 0.480 1945 2430 3380 3380 3380 3380 3380 - (8.65) (10.81) (15.03) (15.03) (15.03) (15.03) (15.03) 5/16-18 0.600 - - - 3505 3505 (15.59) (15.59) - - - 5/16.24 0.600 - - - 3980 3980 3980 3980 3980 (17.70) (17.70) (17.70) (17.70) (17.70) Phillips Pan head (PPH) #10 0.357 I 1160 I 1445 I 1805 I 2530 I 3010 I I (5.16) I (6.43) I (8.03) I (11.25) I (13.39) The lower of the ultimate pullout, pullover, and tension fastener strength of screw should be used for design. Unless otherwise noted, load values based upon testing completed in accordance with AISI S905. 3 Load values for 18 gauge and noted 16 and 14 gauge steel are based upon calculations done in accordance with Section E4 of AISI S100. ANSI/ASME standard screw head diameters were used in the calculations and are listed in the table. 4 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design, a 0 factor of 0.5 be applied for LRFD design and a 0 factor of 0.4 be applied for LSD design. 5 Pancake Framing Head Undercut (PFHUC) and Phillips Wafer Head (PWH) styles are not covered by this table because they are not used for attachment of steel to steel. 6 The load data in the table is based upon sheet steel with F. = 45 ksi. For F, = 55 ksi steel, multiply values by 1.22. 7 Refer to Section 3.6.4.5 to ensure drilling capacities. lage8ofJ3___________________________________________________ Hilti, Inc. (US) 1-800-879-8000 1 www.us.hlltl.com I an español 1-800-879.5000 1 Hilti (Canada) Corp. 1-800.363-4458 1 www.hlltl.ca I Direct Fastening Technical Guide 2015 173 3.6.4 Kwik-Flex Self-Drilling Screws Ultimate Shear Strengths - Bearing (Shear), lb (kN)'4 Thickness of members, in contact with screw head - not in contact with screw head Screw Nominal Diameter _________ _________ Steel6, ga (in.) or in. Aluminum7,_in. 18(0.048). 18(0.048). 16(0.060) - 14(0.075). 1/8-3/16 3/16 - 1/4 1/4- 1/8-1/8 1/8-1/4 Designati on in. 18(0.048) 14(0.075) 16(0.060) 14(0.075) 12(0.105) #10-16#2 0.190 865 865 1210 - - - - 1760 - (3.85) (3.85) (5.38) (7.83) #10-16 03 0.190 1105 1185 1360 - - - - 1760 - (4.92) (5.27) (6.05) (7.83) #12-14 0216 1070 1720 1540 1490 - - - 1005 1425 (4.76) (7.65) (6.85) (6.63) (4.47) (6.34) 1/4-14 0.250 1130 1880 1560 1985 1915 1215 1770 (5.03) (8.36) (6.94) (8.83) (8.52) - - (5.40) (7.87) 1/4-20 0.250 1160 1580 1600 2010 1785 1870 1660 1185 1770 (5.16) (7.03) (7.12) (8.94) (7.94) (8.32) (7.38) (5.27) (7.87) 5/16-18 0.313 1225 1865 1685 2675 - - - - - (5.45) (8.30) (7.50) (11.90) 5/16-24 0.313 - - - 4040 2955 2660 2220 3440 - (17.97) (13.14) (11.83) (9.88) (15.30) 1 The lower of the ultimate shear bearing and shear fastener strength of screw should be used for design. 2 Load values based upon testing completed in accordance with AISI S905. 3 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design, a 0 factor of 0.5 be applied for LRFD design and a 0 factor of 0.4 be applied for LSD design. 4 ANSI/ASME standard screw head diameters were used in the calculations and are listed in the tables. 5 Load values in table are for Hex Washer Head (HWH) and Phillips Pan Head (PPH). Pancake Framing Head Undercut (PFHUC) and Phillips Wafer Head (PWH) styles are not covered by this table because they are not used for attachment of steel to steel or aluminum to aluminum. 6 The load data in the table is based upon sheet steel with F = 45 ksi. For F = 55 ksi steel, multiply values by 1.22. For F = 65 ksi steel, multiply values by 1.44. 7 Load values based upon tasting in 6063-T5 aluminum alloy. 8 Refer to Section 3.6.4.5 to ensure drilling capacities. Nominal Ultimate Fastener Strength of Screw3 Screw Designation Nominal Diameter in. Nominal Fastener Strength Tension, P, lb (kN)' Shear, P. lb (kN)24 #10-16 0.190 2275 (10.12) 1465 (6.52) #12-14 0.216 3215 (14.30) 1990 (8.85) #12-24 0.216 4175 (18.57) 2505 (11.14) 1/4-14 0.250 4365 (19.42) 2690 (11.97) 1/4-20 0.250 4365 (19.42) 2615 (11.63) 5/16-18 0.313 8070 (35.90) 4570 (20.33) 5/16-24 0.313 8755 (38.94) 5470 (24.33)- 1 The lower of the ultimate pullout, pullover, and tension fastener strength of screw should be used for design. The Pullout and Pullover tables in this section have already been adjusted where screw strength governs. 2 The lower of the ultimate shear fastener strength and shear bearing should be used for design. The Shear Bearing table in this section has already been adjusted where screw strength governs. 3 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design, a 0 factor of 0.5 be applied for LRFD design and a 0 factor of 0.4 be applied for LSD design. 4 When the distance to the end of the connected part is parallel to the line of the applied force the allowable shear fastener strength must be reduced for end distance, when necessary, in accordance with E4.3.2 of AISI S100. age9of.1ã 174 Hilti, Inc. (US) 1.800.879-8000 1 www.us.hiltl.com I en español 1-800.879-5000 1 Hilti (Canada) Corp. 1-800.363.4458 1 www.hiltLca I Direct Fastening Technical Guide 2015 [Steel Beam File P.201616098-1.0-Y01_CalcsEne,cñlc16O98Y-2.EC6 I -- ENERCALC, INC. 1983-2017, Description: Ledger CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASIDE 7-10 [Material Properties - 1 Analysis Method: Allowable Strength Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Lpp!ied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number I Point Load: W1.957k@5.50ft Maximum Bending Stress Ratio = 0.262: 1 Maximum Shear Stress Ratio = 0.033: 1 Section used for this span HSS8x3x1/4 Section used for this span HSS8x3x114 Me: Applied 3.229 k-ft Va : Applied 0.5871 k Mn! Omega: Allowable 12.342k-ft Vn/Omega : Allowable 17.721 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 5.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.433 in Ratio = 304 >=240 Max Upward Transient Deflection 0.433 in Ratio = 304 >=240 Max Downward Total Deflection 0.260 in Ratio = 507 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination Max Stress Ratios Summary of Moment Values - - Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mny Mny/omega Cb Rm Va Max Vny Vny/omega +D+H Dsgn.L= 11.00 It 1 0.000 20.61 12.34 1.00 1.00 -0.00 29.59 17.72 +D+L+H Dsgn.L= 11.00 It 1 0.000 20.61 12.34 1.00 1.00 -0.00 29.59 17.72 +D+Lr+H Dsgn. L= 11.00 It 1 0.000 20.61 12.34 1.00 1.00 -0.00 29.59 17.72 +D+S+H Dsgn.L= 11.00 It 1 0.000 20.61 12.34 1.00 1.00 -0.00 29.59 17.72 +D+0.750Lr+0.750L+H Dsgn.L= 11.00 It 1 0.000 20.61 12.34 1.00 1.00 -0.00 29.59 17.72 +D+0.750L+0.750S+H Dsgn.L= 11.00 It 1 0.000 20.61 12.34 1.00 1.00 -0.00 29.59 17.72 +D+0.60W+H Dsgn.L= 11.0011 1 0.262 0.033 3.23 3.23 20.61 12.34 1.32 1.00 0.59 29.59 17.72 +D+0.70E+H Dsgn.L= 11.00 ft 1 0.000 20.61 12.34 1.00 1.00 -0.00 29.59 17.72 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 11.00 It 1 0.196 0.025 2.42 2.42 20.61 12.34 1.32 1.00 0.44 29.59 17.72 +D+0.750L+0.750S+0.450W+H Dsgn.L= 11.00 It 1 0.196 0.025 2.42 2.42 20.61 12.34 1.32 1.00 0.44 29.59 17.72 +Ds0.750L+0.7505+0.5250E+H Dsgn.L= 11.00 It 1 0.000 Page 10 of 13 20.61 12.34 1.00 1.00 -0.00 29.59 17.72 +0.60D+0.60W+0.60H Steel Beam File = P.-1.0-YO1_CaIcsEne,calc16O98Y-2.EC6 1111 I [ ENERCAIC, INC. 1983-2017, Description: Ledger Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx1OmegW Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 11.00 ft 1 0.262 0.033 3.23 3.23 20.61 12.34 1.32 1.00 0.59 29.59 17.72 +0.60D+0.70E+0.60H Dsgn.L= 11.00 ft 1 0.000 20.61 12.34 1.00 1.00 -0.00 29.59 17.72 Overall Maxiff-u—m Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. +" Dell Location in Span WOnly 1 0.4336 5.500 0.0000 0.000 [VtiaI'Réaitions - - Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.979 0.979 Overall MiNimum 0.440 0.440 +D+L+H +D+Lr+H +D+S+H +D+0.75OLr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.587 0.587 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.440 0.440 +D+0.750L+0.7505+0.450WsH 0.440 0.440 +D+0.750L+.750S+0.5250E+H +0.60D+0.60W+0.60H 0.587 0.587 +0.60D+0.70E+0.60H D Only LrOniy LOnly S Only W Only 0.979 0.979 E Only H Only Page 11 of 13 a a [File P:l201616098-1.0-Y%01_CaIcsEnertaIc16Q98Y-2.EC6 Steel Beam ENERCALC, INC. 1983-2017. BuOd:10.17.9.30. Ver.10.17.9.30 I Description: Cantilever Angle ECODE REFERENCES - Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Mitii'ãIProperties Analysis Method: Allowable Strength Design Fy : Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W(2445) Span=i.Oft I [ppIied Loads - -- Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: W = 2.445 k © 1.0 ft, (Brace Force) Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn I Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces &Stresses fó Load Combination Max Stn Segment Length Span # M +D+H Dsgn. L = 1.00 It 1 0.001 +D+L+H Dsgn. L = 1.00 ft 1 0.001 +D+Lr+H Dsgn. L = 1.00 ft 1 0.001 +D+S+H Dsgn. L = 1.00 ft 1 0.001 +D+.75OLr+0.750L+H Dsgn. L = 1.00 ft 1 0.001 +D+0.750L+0.7505+H Dsgn. L = 1.00 ft 1 0.001 +D+O.6OW+H Dsgn. L = 1.00 ft 1 0.537 +D+0.70E+H Dsgn. L = 1.00 ft 1 0.001 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 1.00 It 1 0.403 +D+0.750L+0.7505+0.450W+H Dsgn. L = 1.00 It 1 0.403 +D+0.750L+0.7505+0.5250E+H Dsgn. L = 1.00 ft 1 0.001 +0.60D+0.60W+0.60H 0.537: 1 Maximum Shear Stress Ratio = 0.091 L4x4x5I16 Section used for this span L4x4x5I16 1.471 k-ft Va : Applied 1.475 k 2.738k-ft VnlOmega : Allowable 16.168 k +D+0.60W+H Load Combination +D+0.60W+H 0.000ft Location of maximum on span 0.000 It Span # 1 Span # where maximum occurs Span #1 0.013 in Ratio= 1,817>=240 0.013 in Ratio = 1,817 >=240 0.008 in Ratio = 3023 >=180 0.000 in Ratio = 0 <180 it vapues Summaiy of Shear Values V Mmax + Mmax- - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vn0mega 0.001 -0.00 0.00 4.57 2.74 1.00 1.00 0.01 27.00 16.17 0.001 -0.00 0.00 4.57 2.74 1.00 1.00 0.01 27.00 16.17 0.001 -0.00 0.00 4.57 2.74 1.00 1.00 0.01 27.00 16.17 0.001 .0.00 0.00 4.57 2.74 1.00 1.00 0.01 27.00 16.17 0.001 -0.00 0.00 4.57 2.74 1.00 1.00 0.01 27.00 16.17 0.001 -0.00 0.00 4.57 2.74 1.00 1.00 0.01 27.00 16.17 0.091 -1.47 1.47 4.57 2.74 1.00 1.00 1.48 27.00 16.17 0.001 -0.00 0.00 4.57 2.74 1.00 1.00 0.01 27.00 16.17 0.069 -1.10 1.10 4.57 2.74 1.00 1.00 1.11 27.00 16.17 0.069 -1.10 1.10 4.57 2.74 1.00 1.00 1.11 27.00 16.17 0.001 Pa4 of 13 0.00 4.57 2.74 1.00 1.00 0.01 27.00 16.17 Steel Beam File = P:2016t16098-1.0YtO1_CaIcstEnèicalc16098Y-2.EC6 I ENERCALC, INC. 1983-2017, Buitd:10.17.9.30,Ver.10.17.9.30 Description: - Cantilever Angle Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L= 1.00 ft 1 0.537 0.091 -1.47 1.47 4.57 2.74 1.00 1.00 1.47 27.00 16.17 +0.60D+0.70E+0.60H Dsgn.L= 1.00 It 1 0.001 0.000 -0.00 0.00 4.57 2.74 1.00 1.00 0.00 27.00 16.17 TPIIMãiimum Difliëiions - 1 Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+ Defi Location in Span WOnly 1 0.0132 1.000 0.0000 0.000 [VitiI'Ritions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.445 Overall MiNimum 0.005 +D+H 0.008 +D+L+H 0.008 +D+Lr+H 0.008 +D+S+H 0.008 +D+0.750Lr+0.750L+H 0.008 +D+0.750L+0.7505+H 0.008 +D+0.60W+H 1.475 +D+0.70E+H 0.008 +D+0.750Lr+0.750L+0.450W+H 1.108 +D+0.750L+0.750S+0.450W+H 1.108 +D+0.750L+0.7505+0.5250E+H 0.008 +0.60D+0.60W+0.60H 1.472 +0.600+0.70E+0.60H 0.005 O Only 0.008 LrOniy L Only S Only W Only 2.445 E Only H Only Page 13 of 13