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HomeMy WebLinkAbout2742 STATE ST; 200; CBC2020-0297; PermitBuilding Permit Finaled Ccityof Carlsbad Commercial Permit Print Date: 05/14/2021 Permit No: CBC2020-0297 Job Address: PermitType: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2742 STATE ST, # 200, CARLSBAD, CA 92008-1628 BLDG-Commercial 2031811900 $556,213.09 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: Plan Check#: Project Title: STATE STREET COMMONS Status: Tenant Improvement Applied: Issued: DEV2019-0048 Finaled Close Out: Inspector: Final Inspection: Closed -Finaled 08/04/2020 01/29/2021 TKers 05/14/2021 Description: WB GAMES: 11,9S9 SF OFFICE TO OFFICE Tl (3,974 SF@ 1ST FLOOR+ 7,985 SF@ 2ND FLOOR) Property Owner: STATE STREET COMMONS LLC 2659 STATE ST, # 100 CARLSBAD, CA 92008 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL FIRE Plan Review Per Hour· Office Hours GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL 581473 GREEN BUILDING STATE STANDARDS FEE SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION-COMMERCIAL Total Fees: $5,467.08 Total Payments To Date: $5,467.08 Contractor: C2 BUILDING GROUP 107 5 CED ROS AVE, # STE 220 SOLANA BEACH, CA 92075-1994 (858) 232-0213 Balance Due: AMOUNT $2,208.00 $1,545.60 $242.00 $884.00 $175.00 $104.00 $23.00 $129.74 $155.74 $0.00 Please take NOTICE that approval of your project includes the 11 lmposition" 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 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov Ccityof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check CJ':C.2.02Q-02.C\7 Est. Value 15'5la, 2.13 PC Deposit --------- Date <o-Y-20 Job Address 2742 State Street Suite: APN: 203-181-19-00 ----- Tenant Name!"I_B_G_am_es ________________ CT/Project#: _______ Lot #:,_B_, c __ _ Occupancy: B, A-2 Construction Type:_V_-_B __ Fire Sprinklers: 0 YES O NO Air Conditioning: 0 YES O NO BRIEF DESCRIPTION OF WORK: 0 Addition/New: ___________ New SF and Use, __________ New SF and Use, _____ Deck SF, Patio Cover SF (not including flatwork} 0 Tenant Improvement: 11,959 SF, Existing Use Retail/Office Proposed Use _O_ff_ic_e ___ _ ______ SF, Existing Use _______ Proposed Use ______ _ 0 Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _ 0 Solar: ___ KW, __ Modules, ___ Mounted, Tilt: OYON, RMA: 0 YON, Panel Upgrade: OY QN D Plumbing/Mechanical/Electrical Only: _______________________ _ D Other: ________________________________ _ APPLICANT (PRIMARY CONTACT) Name: Laura Andrews, LPA Inc Address: 1600 National Ave City: San Diego Phone: 619-929-3958 State:_C_A __ .Zip: 92113 Email: landrews@lpadesignstudios.com DESIGN PROFESSIONAL Name: LPA, Inc.~ Laura Andrews Address: 1600 Na1ional Ave City: San Diego State:._C_A __ Zip: 92113 Phone: 619-929-3958 PROPERTY OWNER Name: State Street Commons, LLC, Brendan Foote Address: 2659 State Street #1 oo City: Carlsbad Phone: 619-840-7721 State:,_C_A __ Zip: 92008 Email: brendan@fabricinvestments.com CONTRACTOR BUSINESS Name: C2 Building Group Address: 107 s. Cedros Ave. Uni1 220 City: Solana Beach State:_C_A __ .Zip: 92075 Phone: 858-232-0213 Email: landrews@lpadesignstudios.com Email: josh@c2sd.com ----------------------Architect State License:_____________ State License: B Bus. License: 996486 (Sec. 7031.S Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or re~·-,;60=-u-ct-,ur:-e-¥_n_or_?_o ... ip==- issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's license law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-1 Page 1 of 2 Rev. 03/20 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby a/firm under penalty of perjury Q!H!. of the fol/owing declarations: D1 have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is Issued. [!11 have and wfll maintain worker's compensation, as required by Settlon 3700 of the labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation Insurance carrier and policy number are; Insurance Company Name: _-_-_•_-"-.. --'"'--"-.. _-_, ____________ _ Polley No. wPLMM174102 E,cplratlon Date: c"';.."";_;__'_' ______ _ D Certificate of Exemption: I certify that In the performance of the work for which this permit Is Issued, I shall not employ any person In any manner so as to be come subject to the workers' compensation laws of Callfomla. WARNING: Failure to secure worbrs compansatkm coverqe Is unlawful, and 1h1H subject en employer to crlmlnal penalties and dvll fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, Interest and attorney's fees. CONTRACTOR SIGNATURE: -....J~I--...,:::.~< .,,:~=~'=---------□AGENT DATE: D1/u_/zv2/ ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby a/firm that I am exempt /ram Contractor's License Law for the following reason: 0 I, 11 owner of the property or my employees with WIies u their sole compensation, wdl do the work and the structure Is not Intended or offered for sale (Sec. 7044, Business and Profenlons Code: The Contractor's license Law does not apply to an owner of property who bultds or Improves thereon, and who does such work hfmself or throu,h his own employees, provided that such Improvements are not Intended or offered for sale. If, however, the bulldlna: or Improvement Is sold within one year of completion, the owner-bullder wlll have the btR'den of provin, that he did not bulld or Improve for the purpose of sale). 0 I, as owner of the property, am exduslvely contractlna with llcensed contractors to construct the project (Sec. 7044, Business and Professions ~ode: The Contractor's Uc:ense law does not apply to an owner of property who bullds or Improves thereon, and contracts for such projects with contractor(s} Ucensed pursuant to the Contractor's License law). 01 am exempt under Sec:tlon ______ --'Buslness and Professions Code for this reason: 1. I personally plan to provide the major labor and materflls for construction of the proposed property Improvement. Qns ONO 2. I (have/ have not) slaned an applfcatfon for a buHdln, permit for the proposed work. 3. I have contracted with the followfna person (firm) to prOYkle the proposed construction (Include name address/ phone/ contractors' Hcense number): 4, I plan to provide portions of the work, but I have hired the followln1 person to coon:ffnate, supervise and provtde the major work (Include name/ address/ phone/ contractors' license number}: 5. I wlll provide some of the work, but I have contracted (hired) the followln,: persons to provide the work Indicated (Include name/ address/ phone/ type of work): OWNER SIGNATURE: ________________ .....;□ AGENT DATE: _____ _ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a construction lendlna qency for the performance of the work this permit Is Issued (Sec, 3097 (1) Cfvfl Code). Lender'• Nam■: L11nder'1Addres1: __________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the 1ppllcant or future bulldln, occupant required to submit a business plan, acutely hazardous materials rq:lstratlon form or risk mana1ement and prevention pr01r■m under Sections 25SOS, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I No ls the applfcant or future bulldln1 occupant required to obtain a permit from the air pollution control dlstrkt or air quallty mana1ement district? No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEmNG THE REQUIREMENTS OF THE oma OF EMERGENCY SERVICES AND THE AIR POUUTION CONTROL DISTRla. APPLICANT CERTIFICATION: I certify that I have read the appllcatJon and state that the above Information Is correct and that the Information on the plans ls accurate. I agree to comply with 111 City ordinances and State laws relating to bulldln1 construction. I hereby authorize representative of the City of Clrlsbad to enter upon the above mentioned property for Inspection purposes. I AlSO AGREE TO SAVE, lNOEMNIFY AND KEEP HARMLESS THE cnv OF CARLSBAD AGAINST ALL UABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN AflY WAY ACCRUE AGAINST SAID QTY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit Is required for excavatkms over 5'0' deep and demolltion or construction of structures over 3 stories In hefaht EXPIRATION: Every permit Issued by the Bulldlng Official under the provisions of this Code shall eKplre by limitation and become nufl and void If the bulkffna or work authorized t,,, such permit Is not commenced within 360 days from the date of such permit or If the bufldlng or work authorized by such permit Is suspended or abandoned at anytime after thewcrkls commenced for a period of~ APPLICANT SIGNATURE: .\-~-+----------------DATE:;::"""":::::.. _____ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildlng@carlsbadca.gov B-1 Page 2 of2 Rav. 03/20 PERMIT INSPECTION HISTORY for (CBC2020-0297) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 08/04/2020 Owner: STATE STREET COMMONS LLC Issue Date: 01/29/2021 Subdivision: SEASIDE LANDS Status: Closed -Finaled Expiration Date: 10/18/2021 IVR Number: 27859 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLOG-Structural Final BLDG-Electrical Final COMMENTS Pre final. OS/14/2021 0S/14/2021 BLDG-Final Inspection 157329-2021 Friday, May 14, 2021 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Pre final. Status Passed Address: 2742 STATE ST, # 200 CARLSBAD, CA 92008-1628 Primary Inspector Relnspectlon Inspection Passed No No No No No Tim Kersch Complete Passed Yes Yes Yes Yes Yes Page 5 of 5 PERMIT INSPECTION HISTORY for (CBC2020-0297) Permit Type: BLDG-Commercial Application Date: 08/04/2020 Owner: STATE STREET COMMONS LLC Work Class: Tenant Improvement Issue Date: 01/29/2021 Subdivision: SEASIDE LANDS Status: Closed -Finaled Expiration Date: 10/18/2021 Address: 2742 STATE ST, # 200 IVR Number: 27859 CARLSBAD, CA 92008-1628 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspectlon Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 03/26/2021 03/2612021 BLDG-17 Interior 163632-2021 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/06/2021 04/0612021 BLDG-86 T-Bar, Celling 154296-2021 Failed Tim Kersch Reinspectlon Incomplete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Hard lids all restrooms. No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 04/07/2021 04/07/2021 BLDG-85 T-Bar, Celling 154408-2021 Partial Pass Tim Kersch Relnspectlon ~ncomplete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 04/20/2021 04/20/2021 BLDG-85 T-Bar, Celllng 155426-2021 Passed Tim Kersch Complete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 05/03/2021 05/03/2021 BLDG-Final Inspection 156444-2021 Failed Tim Kersch Relnspectlon Incomplete Friday, May 14, 2021 Page 4 of s PERMIT INSPECTION HISTORY for (CBC2020-0297) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 08/04/2020 Owner: STATE STREET COMMONS LLC Status: Closed -Finaled Issue Date: 01/29/2021 Expiration Date: 10/18/2021 IVR Number: 27859 Subdivision: SEASIDE LANDS Address: 2742 STATE ST, # 200 CARLSBAD, CA 92008-1628 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Relnspectlon Inspection Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass rough combo on second floor Yes walls only, and first floor bathroom plumbing only. BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 03/15/2021 03115/2021 BLDG-17 Interior 152731-2021 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLOG-Building Deficiency Drywall screws limited drywall remaining in Yes soft. 03115/2021 03/15/2021 BLDG-17 Interior 152748-2021 Partlal Pass Tim Kersch Relnspectlon Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/18/2021 03/18/2021 BLDG-84 Rough 152996-2021 Partial Pass Tim Kersch Relnspectlon Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass rough combo on second floor Yes walls only, and first floor bathroom plumbing only. BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 03/22/2021 03/22/2021 BLDG-84 Rough 153112-2021 Partial Pass Tony Alvarado Reinspectlon Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 03/23/2021 03/23/2021 BLDG-84 Rough 153211-2021 Partial Pass Tim Kersch Relnspectlon Incomplete Combo(14,24,34,44) Friday, May 14, 2021 Page 3 of 5 PERMIT INSPECTION HISTORY for (CBC2020-0297) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 08/04/2020 Owner: STATE STREET COMMONS LLC Status: Closed -Finaled Issue Date: 01/29/2021 Expiration Date: 10/18/2021 IVR Number: 27859 Subdivision: SEASIDE LANDS Address: 2742 STATE ST, # 200 CARLSBAD, CA 92008-1628 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Relnspectlon Inspection Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass rough combo on second floor Yes walls only, and first floor bathroom plumbing only. BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 03101/2021 03/01/2021 BLDG-17 Interior 151881-2021 Partial Pass Tim Kenich Relnspectlon Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03105/2021 03/05/2021 BLDG-17 lntertor 152098-2021 Partial Pass Tim Kenich Reinspectlon Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-85 T-Bar, Celling 152098-2021 Partial Pass Tim Kenich Relnspectlon Incomplete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Hard lids all restrooms. No BLDG-14 No Frame•Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 03112/2021 03/12/2021 BLDG-17 Interior 152841-2021 Partial Pass Tim Kersch Reinspectton Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 152540-2021 Partial Pass Tim Kenich Relnspectlon Incomplete Combo(14,24,34,44) Friday, May 14, 2021 Page 2 of 5 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2020-0297) Permit Type: BLDG-Commercial Application Date: 08/04/2020 Owner: STATE STREET COMMONS LLC Work Class: Tenant Improvement Issue Date: 01/29/2021 Subdivision: SEASIDE LANDS Status: Closed -Finaled Expiration Date: 10/18/2021 Address: 2742 STATE ST, # 200 IVR Number: 27859 CARLSBAD, CA 92008-1628 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/01/2021 02/01/2021 BLDG-21 149528-2021 Partial Pass Tim Kersch Relnspectlon Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 149529-2021 Partial Pass Tim Kersch Relnspectlon Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/02/2021 02/02/2021 BLDG-12 SteeUBond 149627-2021 Passed Tim Kersch Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/09/2021 02/09/2021 BLDG-84 Rough 150123-2021 Partial Pass Chris Renfro Relnspectlon Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass rough combo on second floor No walls only, and first floor bathroom plumbing only. BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 02/22/2021 02/22/2021 BLDG-17 Interior 150977-2021 Partial Pass Tim Kersch Relnspectlon Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-44 150976-2021 Passed Tim Kersch Complete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Prewap all areas. Yes BLDG-84 Rough 150975-2021 Partial Pass Tim Kersch Relnspectlon Incomplete Combo(14,24,34,44) Friday, May 14, 2021 Page 1 of 5 A Universal • . . . Eng1n-r1n9 Construction Testing & Engineenng, Inc. Sciences Company lnopection I Testing I Geolechnical I Enw01,11011tal & Conslruction Englnoortng I CMI Englnoortng I &lvaytng FINAL REPORT FOR SPECIAL INSPECTION & MATERIALS TESTING April 28, 2021 City Of Carlsbad Building Inspection Department 1635 Faraday Avenue Carlsbad, CA 92009 CTE Project No. 10-15950T SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION PERFORMED UNDER PERMIT NUMBER: CBC2019-0490 PROJECT ADDRESS: 2742 State Street (Warner Borthers Garnes) I declare under penalty of perjury that, to the best of my knowledge, all of the work requiring special inspection and materials testing of framing inspections, high-strength bolts and Simpson anchors have been completed. The inspected work for the structure constructed under the subject permit is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the applicable building code. Executed on this twenty-eighth day of April 2021. TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD SUITE 115 ESCONDIDO, CA 92026 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: Daniel T. Math State of California Registration Number: 61013 Expiration Date: 12/31/22 SIGNATURE:_---=~=----_,...,=--/=------ 1441 Montiel Road, Suite 115 I Escondido, CA92026 I Ph (760) 746-4955 I Fax (760) 746-9606 I www.cte-lnc.net DATE: DEC.22,2020 JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2020-0297 ✓• EsG1I A SAF[·built Company SET: III PROJECT ADDRESS: 2742 STATE STREET PROJECT NAME: T.I. FOR WBG □ APPLICANT □ JURIS. D 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 building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Laura ~e.ws Telephone#: 619-929-3958 Date contacted: (~ ) Email: landrews@lpadesignstudios.com Mail Telephone Fax In Person ~ REMARKS: The electrical plans need to be signed by the responsible electrical contractor, or designer. Also remove the "NOT FOR CONSTRUCTION STAMP" on the electrical plans. By: ALI SADRE S.E., CASp EsGil 12/15 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 ✓• EsG1I A SAFEbuilf Company DATE: AUG.21,2020 □ APPLICANT JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2020-0297 PROJECT ADDRESS: 2742 STATE STREE PROJECT NAME: T.I. FOR WBG D The plans transmitted herewith hav.,_..,.,,n with the jurisdiction's codes. □ JURIS. S .I PLEASE SEE COMMENT RESPONSE SHEET ATTACHED TO THE END OF THIS DOCUMENT. PLEASE NOTE THAT WE DID NOT RECEIVE PHYSICAL PAPER SETS BACK FROM ESGIL ONLY (_-~IWiliil;j~CHED SET FROM THE CONSULTANT DENNIS BB THAT REVIEWED FOR FIRE. rrected where necessary and substantially com y □ The plans transmitted her when minor deficiencie h will substantially comply with t jurisdiction's codes □ ~ The check list tra corrected plans □ The applicant's' contact person ~ The applicant's □ EsGil staff did not a entified belo are resolved and che ed by building department staff. tified on the enclosed check list k. e plans are being held at EsGil until e jurisdiction to forward to the applicant u;lliillfll'cc,ant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Laura Andrews Telephone#: 619-929-3958 Date contacted: (by: ) Mail Telephone Fax In Person 0 REMARKS: By: ALI SADRE S.E., CASp EsGil Email: landrews@lpadesiqnstudios.com Enclosures: 8/06 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 .. CARLSBAD CBC2020-0297 SET: I AUG. 21, 2020 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2020-0297 PROJECT ADDRESS: 2742 STATE STREET CONSTRUCTION = V-B; STORIES = TWO; HEIGHT= NO CHANGE; OCCUPANCY= B/A3 SPRINKLERS= YES; AREA= 11,959 (This T.L) DATE PLAN RECEIVED BY ESGIL: 8/06 REVIEWED BY: ALI SADRE S.E., CASp FOREWORD (PLEASE READ): DATE REVIEW COMPLETED: AUG.21,2020 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code, and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, or other departments. The following items listed need clarification, modification, or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county, or city law. 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: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring mg 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD CBC2020-0297 SET: I AUG.21,2020 elf Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list?□ Yes □ No PLANS Please show the area of A3 on Sheet GO .10. Please indicate that the A3 area is less than 10% of the major occupancy on the 1st floor. Section 508.2.3 & 508.2.4. If, so then no separation is required between the B & A3. If the A3 area is over 10% of the B on the pt floor, then add a one-hour fire barrier between the B/A3 for the walls and floor above as well as beams and columns supporting the one-hour fire barrier. Table 508.4. ACCESSIBILITY Please note on the plans that all existing site items including parking, curbs, ramps, etc., are HC complying, subject to field verification. The combination toilet paper dispenser, as shown on plans, is not acceptable. The 1-½" clearance between the grab-bar and the wall is absolute, not subject to construction tolerances to encroach into, as the dispenser will. This is a new change effective July 1, 2018 in the CBC, Sec. 11 B-609.3. Revise interior elevation details 10, 17 & 19/A2.30, as well as 12 & 15/A2.31, accordingly. Please observe that geometric signs on the restrooms do not require pictograms. Remove the graphics on the triangle and circular signs on detail 16/G0.30. Sections 11 B- 216.2, 11B-216.8 & 11B-703. If the pictograms are kept, as per previous item, then text is required. Also, Braille shall be below the corresponding text. Sections 11 B-216.2, 11 B-703.3.2 & 11 B-703.6. Please show min. 3/8" separation between tactile and the braille below. Also, show 3/8" to the border on the sign, dimension the tactile line spacing as well as the character spacing & stroke width. Section 11 B-703. All signage requires braille below the corresponding text, center, or left flush with the text, as opposed to the right comer, as shown. Also, show min. 48" below the baseline of the braille line. Sec. 11 B-703.3.2 & 703.4. Show that handrails extend ~12" beyond top nosing, and ~12"-plus-tread-width beyond the bottom nosing. At the top, the extension shall be parallel with the floor. At the bottom, the handrail shall continue to slope for a distance of one tread width; the remainder of the extension shall be horizontal. The extensions of handrails shall be in the same direction of the stair flights. Sec. 11 B-505.10. Revise stair details on A8.11 accordingly: CARLSBAD CBC2020-0297 SET: I AUG. 21, 2020 {j· 12' FlU5 TREAD W~MIN. 2"MIN. ~MAX. l'MA.X. 12' MIN. T• TREM 'Nl>TM *IIIOTE.. EXTERICJt SlQI S M.L TREADS ME lOH.M/1:~116 STRIFES PER SEC. 11331.0 Per Section 11 B-505.7, provide details, sections, or notes to show that handgrip portions of handrails are: a) ~1 ¼" and S2" in cross sectional dimension. b) The shape may provide an equivalent gripping surface. c) The handgrip portion shall have a smooth surface, without any sharp corners. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 11 B-504.4.1, as follows: a) At least 2" wide (but not more than 4" wide). b) Placed parallel to and not more than 1" from the nose of the step or landing. c) The strip shall be as slip resistant as the other treads of the stair. Stair treads shall be no less than 11" deep, measured from riser to riser. Section 11 B- 504.2. This applies even if basic CBC provisions may allow a narrower tread. STRUCTURAL Please provide connection details and references on the plans between the HSS 12x and W14x, on Sheet S2.20, near gridline #7. Please specify where all the details, as per Sheet S0.12, are cross referenced on the foundation/ framing plans. CARLSBAD CBC2020-0297 SET: I AUG. 21, 2020 20./Please show the location of the new footings, their size and reinforcement, as per detail y 1/S0.12, on the foundation plans. _;ff· ~-~ / (/5· ~ I Please add details for the connection between new & existing footings, as per detail 1/S0.12, on the plans. Also, indicate the existing slab is being saw-cut & re-poured. Please specify the thickness of the HSS on the schedule, as per detail 1/S0.12, on plans. Please show the weight of all the battery pack & cooling racks, as per Sheet S2.20, near gridline 7. Please show the supporting framing for the new folding door, as per Sheet A2.20, near grid point E-10.5. The legend, as shown in the margin of Sht. S2.10, is not called out on the foundation plans. Please add HSS to WF beam connection details and references on the plans. Please specify the WT sizes on the plans, or schedule, as per detail 3/S0.12. This information is not currently on the schedule, as noted. Also, it is not clear where this detail applies. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1 ): Please complete the missing info. on Sheet S0.01. as follows: • Floor live load. Uniformly distributed, concentrated, and impact live load, including any live load reductions used, should be indicated. • Roof live load. Each roof live load used should be indicated. • Wind load. The following information should be provided, (Section 1603.1.4) o Applicable internal pressure coefficient o Components and cladding (the design wind pressure in terms of psf to be used for the design of exterior component and cladding materials not specifically designed by the registered design professional) • Seismic design data. The following information should be provided. (Section 1603.1.5) o Seismic importance factor, Ip o Mapped spectral response accelerations Ss and S1 o Design spectral response coefficients Sos and So1 o Seismic design category o Seismic-force-resisting systems o Design base shear o Seismic response coefficient(s), CS o Response modification factor(s), Rp CARLSBAD CBC2020-0297 SET: I AUG.21,2020 Please provide vertical & lateral load calculations for the proposed addition. Additional corrections may be warranted, once updated plans and calculations are submitted for review & approval. PLUMBING AND MECHANICAL ~ 31. Clearly specify within the mechanical plans that a duct leakage test will be conducted that complies with CMC 603.10.1 ~ 32. Please show compliance with CMC 603.4.1 & 603.5 for length limitations for factory made flexible air ducts: (1) Cannot be greater than 5' in length, (2) cannot be used as a replacement of rigid elbows (i.e. only an elbow connect to a terminal device/ register is acceptable), (3) sag between supports hangers shall not exceed½" per foot of support spacing, and (4) the elbow connection to the terminal device/ register is required to have a bend not radius be less than one duct diameter. ~ 33. Please provide smoke detection in the supply air duct of any "air-moving system" (equal to or greater than 2,000 cfm) to shut-off the equipment for smoke control. CMC Section 608.1 Note: An "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. 34. Cleanouts are required to be installed above all urinals. Please address on the plans. CPC 707.4 IJI'!" For the hot water recirculating loop system, please detail the following: Q-The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. Q 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. Energy Code 110.3.(c).5.A ~ 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 per Energy Code 110.3.(c).5.F (See CPC 608.3 for expansion tank requirements.) /),show the required hose bibb installed between the water heater and isolation valve (after the recirculation pump) per Energy Code 110.3.(c).5.C ,t/2 Show the required pump isolation valves (both on the inlet and outlet side) for the recirculation pump per Energy Code 110.3.(c).5.D MISCELLANEOUS 36. Electrical & Energy are ok as submitted, as per Scott Humphrey. 37. The jurisdiction has contracted with EsGil, 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 ALI SADRE S.E., CASp at EsGil. Thank you. END OF DOCUMENT IRVINE • SA C RAMENTO • SAN DIEGO • SAN JOSE • DALLAS • SAN ANTO NIO May 4, 2021 Re: Warner Brothers Games LPA Project No. 1925210 Permit No: CBC 2020-0297 Restroom-distances between urinal and sink: 1. Center line to center line between the urinal and the sink is 34" and from centerline of the urinal to the edge of the sink cabinet is 16". Clearance access in front of the urinal is 3O"x48" as is the clearance in front of the lavatory per Chapter 118-305 of the 2019 CBC. Sanitary distance for unisex restrooms is not mentioned by code. Access requirements are met on layout. 2. Restroom Vanity Cabinet Clearances required per CBC-Chapter 11 B note in 306.3 the minimum required clearances for a built-in lavatory. JJB-306.3.3 Minimum required depth. Where knee clearance is required under an element as part of a clear floor space, the knee clearance shall be 11 inches (279 mm) deep minimum at 9 inches (229 mm) above the finish floor or ground, and 8 inches (203 mm) deep minimum at 27 inches (686 mm) above the finish floor or ground. Exceptions: I . At lavatories required to be accessible by Section I I B-213 3 .4, the knee clearance shall be 27 inches (686 mm) high minimum above the finish floor or ground at a depth of 8 inches (203 mm) minimum increasing to 29 inches (737 mm) high minimum Error! Reference source not found. I Warner Brothers Games I May 4, 2021 LPA Project No.: 1925210 Permit No: CBC 2020-0297 I Page 2 above the finish floor or ground at the front edge of a counter with a built-in lavatory or at the front edge of a wall-mounted lavatoryfixture. 2. At dining andworksuifaces required to be acces- sible, knee clearance shall extend 19 inches (483 mm) deep minimum at 27 inches (686 mm) above the finish floor or ground. Signage for Unisex toilet rooms are noted to be at the entrances to the facilities. This signage will give users notification that access is available within the room (cabinets with attached toekicks or parallel approach). 11B-703.7.2~.3 Unisex toikt and bathing /acili• tus. A combined circle and triangle symbol shall be located at entrances to unisex toilet and bathing facilities. The combined circle and triangle symbol shall consist of a circle symbol 1/4 inch (6.4 mm) thick and 12 inches (305 mm.) in diameter with a 'I, inch (6.4 mm) thick equilateral triangle symbol superimposed on and geometrically inscribed within the 12-inch (305 mm) diameter of the circle symbol. The ,•ertices of the triangle symbol shall be located 1 I, inch (6.4 mm) 11U1Ximum from the edge of the cir- cle symbol with a vertex pointing upward. The color of the triangle symbol shall contrast with the color of the circle symbol, either light on a dark back- ground or dark on a light background. The color of the circle symbol shall contrast with the color of the door or surface on which the combined circle and triangle symbol is mounted, either light on a dark background or dark on a light background. Ill IRVINE • SACRAMENTO • SAN DIEGO • SAN JOSE • DALLAS • SAN ANTONIO May 4, 2021 Re: Warner Brothers Games LPA Project No. 1925210 Permit No: CBC 2020-0297 Forward approach is not required at the sink area (per CBC 11 B-606.2, exception 1) so clearances under the sink are not required. Per Chapter 118-606. 7 sink depth does not apply for parallel approach. For reference to section 11 8-305 parallel approach as referenced in 118-606.2 see further below. 11B-6062 Clear ftoor space. A clear floor space complying with Section 118-305, positioned for a forward approach, and knee and toe clearance complying with Section 118-306 shall be provided. Exceptioos: I. A parallel approach complying with Section II B- 305 shall be permitted to a kitchen sink in a space where a cook top or conventional range is not pro- vided and to wet bars. 11B-MM.7 Sink deptl,. Where a forward approach is required at a sink, knee and toe clearance shall be provided in compliance with Section 118-306. 11B-305 Clear ftoor or ground space 11B-305.1 General. Clear floor or ground space shall com- ply with Section I I 8-305. 11B-3052 Floor or ground surfaces. Floor or ground sur- faces of a clear floor or ground space shall comply with Sec- tion 118-302. Changes in level are not permitted. Exception: Slopes not steeper than I :48 shall be permitted. 11B-305.3 Size. The clear floor or ground space shall be 30 inches (762 mm) minimum by 48 inches (/2/9 mm) minimum. 11B-305.A Knee and toe clearance. Unless otherwise speci- fied, clear floor or ground space shall be permitted to include knee and toe clearance complying with Si!clion 118-306. 11B-305.S Position. Unless otherwise specified, clear floor or ground space shall be positioned for either forward or par- allel approach to an element. 11B-305.6 Approach. One full unobstructed side of the clear floor or ground space shall adjoin an accessible route or Warner Brothers Games I May 4, 2021 LPA Project No.: 1925210 Permit No: CBC 2020-0297 I Page 2 11 B-308.3 Side reach. 11B-308.3.1 Unobstructed. Where a clear floor or ground space allows a parallel approach to an element and the side reach is unobstructed, the high side reach shall be 48 inches (1219 mm) maximum and the low side reach shall be 15 inches (381 mm) minimum above the finish floor or ground. Exceptions: I. An obstruction shall be permitted between the clear floor or ground space and the element where the depth of the obstruction is 10 inches (254 mm) maximum. 30mln 762 (a) forward FIGURE 118-305.5 (b) parallel POSITION OF CLEAR FLOOR OR GROUND SPACE J:\2019\ 192521 O\PUBLISH\21 _0504 Inspection Note updates\21 _0504 Plumbing Inspection updates 2.docx ■ IRVINE • SACRAMENTO • SAN DIEGO • SAN JOSE • DALLAS • SAN ANTONIO September 21, 2020 City of Carlsbad Building Department 1635 FARADAY AVE. Carlsbad, CA 92008 (760) 602-2700 Re: T.I. FOR WBG Plan Check#: CBC2020-0297 LPA Project No. 1925210 Dear Ali Sadre: Below are LPA's responses to the Plan Check Review comments letter dated 8/21/2020. COMMENT #1 COMMENT#2 COMMENT#3 COMMENT#4 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. LPA RESPONSE: Acknowledged A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. LPA RESPONSE: Acknowledged To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. LPA RESPONSE: Acknowledged 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 Comment and Response I WBG I September 21, 2020 LPA Project No.: 1925210 I Page 2 COMMENT# 5 COMMENT#6 COMMENT #7 COMMENT #8 COMMENT#9 describe them and where they are located on the plans. Have changes been made not resulting from this list? Yes No LPA RESPONSE: - Yes, changes have been made to notations per Fire Comments that were received under separate cover from an outside consultant of the Carlsbad Building Department. Fire comments and responses are attached at the end of this letter for review. Also, due to the plan check comments the Structural sheets have been largely modified. Please show the area of A3 on Sheet G0.10 LPA RESPONSE: Building core/shell has been permitted as a B / A-2 occupancy building. An A-3 occupancy occurs on the 1st floor as part of this tenant improvement only. See notation on G0.10 and 1-hr separation table as required and please refer to sheet A2.10 for fire separation walls, floor structure and column. Please indicate that the A3 area is less than 10% of the major occupancy on the 1st floor. Section 508.2.3 & 508.2.4. If, so then no separation is required between the B&A3. LPA RESPONSE: A-3 is over 10%, see comment 7 response. If the A3 area is over 10% of the B on the 1st floor, then add a one-hour fire barrier between the 8/ A3 for the walls and floor above as well as beams and columns supporting the one-hour fire barrier. Table 508.4. LPA RESPONSE: Please refer to sheet A2.10 for fire separation walls, floor structure and column. Please note on the plans that all existing site items including parking, curbs, ramps, etc., are HC complying, subject to field verification. LPA RESPONSE: Note added, please refer to sheet G3.00. The combination toilet paper dispenser, as shown on plans, is not acceptable. The 1-½" clearance between the grab-bar and the wall is absolute, not subject to construction tolerances to encroach into, as the dispenser will. This is a new change effective July 1, 2018 in the CBC, Sec. 118-609.3. Revise interior elevation details 10, 17 & 19/ A2.30, as well as 12 & 15/ A2.31, accordingly. LPA RESPONSE: Combination toilet paper/seat cover/waste dispenser is fully recessed above the grab bar (seat cover area only) and does not infringe on the 11/2" clearance and has a minimum clearance below the grab bar by 11/2" to the toilet paper roll. See details on Sheet A9.13. ■ Comment and Response I WBG I September 21, 2020 LPA Project No.: 1925210 I Page 3 COMMENT#lO COMMENT#ll COMMENT #12 COMMENT #13 COMMENT #14 Please observe that geometric signs on the restrooms do not require pictograms. Remove the graphics on the triangle and circular signs on detail 16/G0.30. Sections 118-216.2,118-216.8 & 118-703. LPA RESPONSE: Graphics removed from detail 16/G0.30, please see revised detail. If the pictograms are kept, as per previous item, then text is required. Also, Braille shall be below the corresponding text. Sections 118-216.2, 118-703.3.2 & 118-703.6. LPA RESPONSE: Graphics removed and Braille added from detail 16/G0.30, please see revised detail. Please show min. 3/8" separation between tactile and the braille below. Also, show 3/8" to the border on the sign, dimension the tactile line spacing as well as the character spacing & stroke width. Section 118-703. LPA RESPONSE: Dimensions added to Detail 16/G0.30 to show min 3/8" separation and border. Refer to Details 10 & 12/G0.30 for information on spacing and stroke width. All signage requires braille below the corresponding text, center, or left flush with the text, as opposed to the right corner, as shown. Also, show min. 48" below the baseline of the braille line. Sec. 118-703.3.2 & 703.4. LPA RESPONSE: Braille added below and centered of text in Detail 16/G0.30. Dimension added to show 48" min below the baseline of the braille line, see revised Detail 16/G0.30. Show that handrails extend <:12" beyond top nosing, and <:12"-plus-tread-width beyond the bottom nosing. At the top, the extension shall be parallel with the floor. At the bottom, the handrail shall continue to slope for a distance of one tread width; the remainder of the extension shall be horizontal. The extensions of handrails shall be in the same direction of the stair flights. Sec. 118-505.10. Revise stair details on A8.11 accordingly: ■ Comment and Response I WBG I September 21, 2020 LPA Project No.: 1925210 I Page 4 COMMENT# 15 COMMENT #16 ll"'- O"IWSTISM> Q ---t'IIIIUt. r ~ fl'fWSRM> ' ;a 1111,DW'lffll ·-~ ..... oll.l XADl.tllll lO---IIQ ,u IU.lml.U LPA RESPONSE: Revised on plan and elevations. Stairs to be existing upon start of tenant improvement, stair names revised to read as existing for clarity. Stairs to meet all requirements as noted on G0.30. General note added on partition plan that the stairs and handrails are to meet these requirements. Per Section 11B-505.7, provide details, sections, or notes to show that handgrip portions of handrails are: a) ~l¼" and :5:2" in cross sectional dimension. b) The shape may provide an equivalent gripping surface. c) The handgrip portion shall have a smooth surface, without any sharp corners. LPA RESPONSE: Revised on plan and elevations. Stairs to be existing upon start of tenant improvement, stair names revised to read as existing for clarity. Stairs to meet all requirements as noted on G0.30. General note added on partition plan that the stairs and handrails are to meet these requirements. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 11B- 504.4.1, as follows: a) At least 2" wide (but not more than 4" wide). b) Placed parallel to and not more than 1" from the nose of the step or landing. c) The strip shall be as slip resistant as the other treads of the stair. LPA RESPONSE: Revised on plan and elevations. Stairs to be existing upon start of tenant improvement, stair names revised to read as existing for clarity. Stairs to meet all requirements as noted on G0.30. General note added on partition plan that the stairs and handrails are to meet these requirements. ■ Comment and Response I WBG I September 21, 2020 LPA Project No.: 1925210 I Page 5 COMMENT #17 COMMENT# 18 COMMENT #19 COMMENT#20 COMMENT #21 COMMENT#22 COMMENT #23 Stair treads shall be no less than 11" deep, measured from riser to riser. Section 11B-504.2. This applies even if basic CBC provisions may allow a narrower tread. LPA RESPONSE: Revised on plan and elevations. Stairs to be existing upon start of tenant improvement, stair names revised to read as existing for clarity. Stairs to meet all requirements as noted on G0.30. General note added on partition plan that the stairs and handrails are to meet these requirements. Please provide connection details and references on the plans between the HSS12x and W14x, on Sheet S2.20, near gridline #7. LPA RESPONSE: See revised framing plan showing new support beams for server rack. Please refer to details 1, 3 & 4/S0.12 for updated connection details in that area. Please specify where all the details, as per Sheet S0.12, are cross referenced on the foundation/ framing plans. LPA RESPONSE: All details on S0.12 have been revised and are now referenced on plans. Please show the location of the new footings, their size and reinforcement, as per detail l/S0.12, on the foundation plans. LPA RESPONSE: No new footings, all new footing details have been removed from set. Please add details for the connection between new & existing footings, as per detail l/S0.12, on the plans. Also, indicate the existing slab is being saw-cut & re- poured. LPA RESPONSE: No new footings will be added, Detail 1/S0.12 has been removed as it was not applicable to the project. Sawcut trenching has been added to the foundation plan and details crossed referenced. Please specify the thickness of the HSS on the schedule, as per detail l/S0.12, on plans. LPA RESPONSE: 1/S0.12 has been removed. See revised foundation plan S2.10 for new columns supporting server rack framing. Please show the weight of all the battery pack & cooling racks, as per Sheet S2.20, near gridline 7. LPA RESPONSE: Weights have been added to the framing plan. Ill Comment and Response I WBG I September 21, 2020 LPA Project No.: 1925210 I Page 6 COMMENT #24 COMMENT#25 COMMENT#26 COMMENT#27 COMMENT #28 Please show the supporting framing for the new folding door, as per Sheet A2.20, near grid point E-10.5. LPA RESPONSE: Sheet S2.20 has been updated to show new framing near grid point E-10 to support new NanaWall door. The legend, as shown in the margin of Sht. S2.10, is not called out on the foundation plans. LPA RESPONSE: Legend has been updated. Please add HSS to WF beam connection details and references on the plans. LPA RESPONSE: HSS has been removed from plans, See revised framing plan for support of server rack. Please specify the WT sizes on the plans, or schedule, as per detail 3/S0.12. This information is not currently on the schedule, as noted. Also, it is not clear where this detail applies. LPA RESPONSE: Detail 3/S0.12 has been removed from plans, as it is no longer applicable. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1): Please complete the missing info. on Sheet S0.01, as follows: • Floor live load. Uniformly distributed, concentrated, and impact live load, including any live load reductions used, should be indicated. Office -50 psf Partition -15 psf • Roof live load. Each roof live load used should be indicated. 20 psf (Reducible) • Wind load. The following information should be provided, (Section 1603.1.4) o Applicable internal pressure coefficient o Components and cladding (the design wind pressure in terms of psf to be used for the design of exterior component and cladding materials not specifically designed by the registered design professional) • Seismic design data. The following information should be provided. (Section 1603.1.5) o Seismic importance factor, Ip o Mapped spectral response accelerations SS and Sl o Design spectral response coefficients SDS and SDl o Seismic design category o Seismic-force-resisting systems o Design base shear o Seismic response coefficient(s), CS o Response modification factor(s), Rp LPA RESPONSE: Sheet SO.-has been updated to list Live Loads. Seismic and wind loading have not been updated as no modification to lateral systems was made. ---------·----- ■ Comment and Response I WBG I September 21, 2020 LPA Project No.: 1925210 I Page 7 ■ COMMENT#29 COMMENT#30 Please provide vertical & lateral load calculations for the proposed addition. LPA RESPONSE: No new addition, scope of work is limited to some T.I. work all on the interior of the building as well as the addition of some rooftop mechanical units. Additional corrections may be warranted, once updated plans and calculations are submitted for review & approval. LPA RESPONSE: Clearly specify within the mechanical plans that a duct leakage test will be conducted that complies with CMC 603.10. LPA RESPONSE: Please see sheet M0.30 and refer to Title 24 page 13 of 15. The NRCA-MCH-04(a)- H Air Distribution Duct Leakage test has been changed to required. Please show compliance with CMC 603.4.1 & 603.5 for length limitations for factory made flexible air ducts: (1) Cannot be greater than 5' in length, (2) cannot be used as a replacement of rigid elbows (i.e. only an elbow connect to a terminal device/ register is acceptable), (3) sag between supports hangers shall not exceed½" per foot of support spacing, and (4) the elbow connection to the terminal device/ register is required to have a bend not radius be less than one duct diameter. LPA RESPONSE: Please see sheet M0.10 General Notes 15 which shows compliance with requirements of 603.4.1 and 603.5. Please provide smoke detection in the supply air duct of any "air-moving system" (equal to or greater than 2,000 cfm) to shut-oft the equipment for smoke control. CMC Section 608.1 Note: An "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 LPA RESPONSE: Please see sheet M0.20 which has added an in-line smoke detector on the return duct for all units or group of units serving a single space with over 2000 CFM of supply air. In-line smoke detectors are also shown on mechanical floor plans M2.11 & M2.12. Cleanouts are required to be installed above all urinals. Please address on the plans. CPC 707.4 LPA RESPONSE: Cleanouts above the urinals are called out in Key Note P-3009. For the hot water recirculating loop system, please detail the following: ------·---- Comment and Response I WBG I September 21, 2020 LPA Project No.: 1925210 I Page 8 COMMENT#36 COMMENT #37 LPA, Inc. • 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. Energy Code 110.3.(c).5.A • 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 per Energy Code 110.3.(c).5.F (See CPC 608.3 for expansion tank requirements.) • Show the required hose bibb installed between the water heater and isolation valve (after the recirculation pump) per Energy Code 110.3.(c).5.C • Show the required pump isolation valves (both on the inlet and outlet side) for the recirculation pump per Energy Code 110.3.(c).5.D LPA RESPONSE: Detail 08/P6.10 was revised and 11/P6.10 was added for circulation pump installation schematic. Electrical & Energy are ok as submitted, as per Scott Humphrey. LPA RESPONSE: Acknowledged. The jurisdiction has contracted with EsGil, 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 ALI SADRE S.E., CASp at EsGil. Thank you. LPA RESPONSE: Acknowledged. Laura Andrews landrews@loadesianstudios.com 619-929-3958 cc: Morgan Gargas ■ IRVINE • SACRAMENTO • SAN DIEGO • SAN JOSE • DALLAS • SAN ANTONIO September 21, 2020 Dennis Grubb & Associates 6560 Van Buren Blvd., Suite B Riverside, CA, 92503 (951) 772-0007 Re: T.I. FOR WBG Plan Check#: CBC2020-0297 LPA Project No. 1925210 Dear D. Locati: Below are LPA's responses to the Plan Check Review comments letter. COMMENT #1 COMMENT#2 COMMENT #2a COMMENT #2b Justify the occupant load factor of 50 sf pp for the second floor open office. The occupant load of 150 sf pp is more appropriate as the area is not similar to a concentrated business use such as telephone call centers or trading floors. Should the applicant wish to use the occupant load factor of 50 sf pp, the building official shall approve the increased occupant load. CBC 1004.8, T1004.5 LPA RESPONSE: Revised occupant load factor of second floor open office to be lSOsf/pp, please see revised sheet G3.10. The plan shows a drink dispenser that uses CO2. Identify the total quantity of carbon dioxide (in pounds) (used in beverage dispensing) planned for storage and use. Identify if the CO2 is stored in a liquid or gaseous state. Show the tank location on the plan. CFC 5307.1 LPA RESPONSE: (2) 20 lb tanks are proposed being used (40 lbs total). CO2 is in a gaseous state. Tank location on plan is located in the Pantry/Storage Closet 111, Sheet P3.11, keynote P.0006 Specify the piping systems containing the CO2 shall be marked in accordance with ASME A13.1. Markings used for piping systems shall consist of the content's name and include a direction-of-flow arrow. Markings shall be provided at each valve; at wall, floor, or ceiling penetrations; at each change of direction; and at not less than every 20 feet (6096 mm) or fraction thereof throughout the piping run. CFC 5303.4.3 LPA RESPONSE: Noted on plans, Sheet P3.ll. Piping system is by vendor. Indoor storage and use areas shall be provided with ventilation in accordance with CFC 5004.3. Demonstrate compliance. LPA RESPONSE: Comment and Response I WBG I September 4, 2020 LPA Project No.: 1925210 I Page 2 COMMENT #3 LPA, Inc. cc: CFC 5004.3 does not apply since amount of stored CO2 does not exceed amount listed in table 5003.1.1(1). Ventilation is being provided to the storage location per CMC chapter 4 requirements. No specific exhaust shall be required. Should the CO2 be liquified carbon dioxide greater than 100 pounds, please review the specific requirements of CFC 5307.3 for ventilation and gas detection required for beverage dispensing applications. LPA RESPONSE: The CO2 is approximately 40Ibs., no ventilation/gas detection is required. Ill •. ' ARCHITECTURE ENGINEERING INTERIORS LANDSCAPE ARCHITECTURE MASTER PLANNING G \; WARNER BROS GAMES CARLSBAD, CA WBG -OFFICE TENANT IMPR0VEM T > I-- STRUCTURAL CALCULATO LPA Project No. 19252.10 September 10, 2020 -.. ,, .. LPA Project: WB Gaming • Tl Date: 09/2020 -----By: ___ _ Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Scope Support and bracing for new M/E/P equipment and server racks associated with new data room found on 2nd floor in existing building, as well as the addition of a new bottom bearing sliding door. ~ ':"# ~ ~o.t1~•?', ~',~--:-- -~--.. {';'\, ·· ... ~ ,_1 :, ~•-,:,! "7 ~9"'C~~~ ~•""' Cl -~ • • .a. ,._..,. AREA OF WORK . ' 8/5/2020 ATC Hazards by Location L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 2742 State St, Carlsbad, CA 92008, USA 33.1620102, -1 17 .3503546 45 ft 2020-08-05T17:50:32.3792 Seismic ASCE7-16 II D-default il!na Island ssentic.l h Habit:1t... Go gle Basic Parameters Name Value Description Ss 1.081 MCER ground motion (period=0.2s) S1 0.391 MCER ground motion (period=1 .0s) SMs 1.298 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0.865 Numeric seismic design value at 0.2s SA So1 • null Numeric seismic design value at 1.0s SA * See Section 11.4.8 •Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.894 Coefficient of risk (0.2s) CR1 0.905 Coefficient of risk (1 .0s) PGA 0.477 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.573 Site modified peak ground acceleration Temecula 0 45ft ..... •i~1~ 0 Carlsbad Clevela"ld National Forest LO' An2a- DE Sta t, Sanf'liamn V 1Map data ©~Report<aJT)SP E!ri'or,I https://hazards.atcouncil.org/#/seismic?lat=33.1620102&Ing=-117.3503546&address=27 42 State St%2C Car1sbad%2C CA 92008%2C USA 1/2 8/5/2020 'h 8 SsRT 1.081 SsUH 1.209 SsD 1.5 S1RT 0.391 S1UH 0.432 S1D 0.6 PGAd 0.587 * See Section 11.4.8 ATC Hazards by Location Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudenongitude location in the report. https://hazards.atcouncil.org/#iseismic?lat=33.1620102&Ing=-117.3503546&address=2742 State St%2C Car1sbad%2C CA 92008%2C USA 2/2 LPA Architecture J Planning J Interior Design J Landscape Architecture I Engineering J Graphics Per structural calculations for existing building: Design Loads: Flat Roof: Dead Load ( DL) Roofing 1 /2" Plywood Truss Framing Insulation 1/2" Gyp. Bd. Mech./Elec. Misc. 5.0 psf 1.8 psf 4.0 psf 0.5 psf 2.2 psf 0.5 psf ______ 1._o psf Floor: Project: WB Gaming __ -_T_I __ Date: 09/2020 By: Dead Load ( DL) Flooring 1.5" LWC 3 / 4" Plywood Framing Insulation 5/8" Gyp. Bd. Mech./Elec. Misc. 4.0 psf DL L = 15.0 psf DLL = 14.0 psf 2.3 psf 3.0 psf 0.5 psf 3.0 psf 1.5 psf 1.7 psf ------30. 0 psf Live Load ( LL ) LL L = 20.0 psf (Reducible) L DL + LL =I .. --•3s ... O .. tpsf Live Load ( LL) Walls: 8" CMUWalls Exterior Srud Walls Interior Srud Walls Glazing Walls Allowable Soils Bearing Pressure: 84.0 psf 15.0 psf 7.0 psf 10.0 psf Canopy: Office Partitiion LLL = LDL+ LL =I Dead Load ( DL) Roofing 2xT&G 1 /2" Plywood Framing Misc. DLL =I ASBP = 2,000 psf@ 12 inches below lowest adjacent finished grade. Seismic: Site Class: D Ss = 1.156 S1 = 0.443 Occupancy Category II F. = 1.037 Fv = 1.558 Response Importance Mod. Factor Factor, I R 1.00 6.5 Wind Load: (ASD) Basic Wind Speed: 110 mph Exposure: C Importance Factor 1.00 MWFRS P = (0.6) Lambda x K,, x I x P,30 Lambda = P = 13.7 psf K,,= P,30= Components & Cladding P = (0.6) Lambda x K,, x I x P nctJO p nctJO= P = 21.1 psf SMs = 1.199 SM!= 0.690 Redundancy Cs Factor, Sos/(R/1) p (LRFD) 1.3 0.160 1.29 1.0 17.7 27.2 S05 = 0.799 S01 = 0.460 Cs Sos/(R/1) (ASD ) 0.114 50.0 psf 15.0 psf 65.0 psf 95.otpsf 3.0 psf 4.6 psf 1.8 psf 3.0 psf 2.6 psf 15.otpsf LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Water Heater Anchorage Detail EWH AND STRAP PER - PLUMBING 1/P6.11 L3x3x5/16 --- ' WT. =400# MAX. 1---------+---L-- 3/8" PLYWOOD W/ #10 SMS @ a• 0/C TO STL. ANGLE, CUT AS NECESARYAT ANGLES TYP. ,,....1-18-+[--- SECTION 8-8 : -m:==:'---'t----------r- ' 1 11 1/8 L3x3x5/16 --' 1 I I FINISH PER ARCH'L ~ TYP. / Project WB Gaming Date: 08/20 ~ 16 GA. DBL. BLKG., CONN. PER ( 1C ) TYP. (4) ROWS S0.92 TOTAL 16 GA. DBL. JAMB STUDS, (3) BAYS MIN. PER ( 5A ) S0.92 1/4"0 SMS TO EA. BLOCKING MEMBER @ EA. END OF PLATFORM SECTION A-A@ MTL. STUD FRAMED WALL By: SRC LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Water Heater Anchorage, cont. Check Net Section of Strap @ Slot 24-gage thk = 0.0239in. Min 3/8" of net width beyond opening, At = 0.0089625in2 Fy = 33ksi q>Rn = 0.9 X 33000 X 0.0089625 = 266# 1 o o 3,1111, METAL STUD WALL PER ARCHITECTURAL. ANCHORAGE TO STRUCTURE PER 1/S9.04 INSTALLATION I9 WALL SMITTY PAN WITH 1" PAN DRAIN TO SERVICE SINK Project: Wl! Gaming Date: 08/20 By: SRC ...... F O O I CASH ACME MODEL VR-801 VACUUM RELIEF VALVE. SPILL 314" PIT.RV. OUTSIDE TO GRADE@+6". HOLDRITE NO. QS-50 WATER HEATER RESTRAINT CALIFORNIA DIVISION OF STATE ARCHITECT APPROVAL NO. 97-010 (TYP. FOR 2) STRAPPING SHALL BE AT POINTS WITHIN UPPER ONE-THIRD OF VERTICAL DIMENSION AND LOWER STRAP MINIMUM OF ONE-THIRD FROM BASE. WATER HEATER PLATFORM. SEE STRUCTURAL DETAIL 1/S9.04 Project: WB Gaming LPA Date: 08/20 By: Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Water Heater Anchorage, cont. Manufacturer Specs ROUGH-IN DIMENSIONS HOT WATER OUTLET DEL-<i TOP VIEW DEL 6/10/15/20 Model Number No.of Tank Capacity A Bements US Gals litres Inches DEL-6 1 6 23 15-112 DEL-10 1 10 38 18-114 DEL-15 1 15 57 26 DEL-20 1 20 76 22-1/4 mm 394 464 660 565 3/4" NPT RELIEF VALVE OPENING INLET 3/4" (FEMALE) NPT FRONT VIEW DEL 6/10/15/20 •(NO SIDE OUTLET AVAILABLE FOR DEL-<i MODELS) B C Inches mm Inches mm Inches 14-114 362 11 279 NIA 18 457 12-112 318 NIA 18 457 20-112 521 N/A 21-314 552 15-318 391 NIA D • No side outlet available on DEL-6 Model OUTLET 3/4" (FEMALE) NPT INLET 3/4" (FEMALE) NPT OUTLET 3/4" (FEMALE) NPT INLET 3/4" (FEMALE) NPT 21/2" i (63.5mm) / JUNCTION TOP VIEW BOX DEL 30/40/50 "B"- FRONT VIEW DEL 30/40/50 ROUGH-IN DIMENSIONS Model No.of Tant Capacity A Number Elements us Gals litres Inches DEL-30 2 30 114 30-718 DEL-40 2 40 151 32-114 DEL-SO 2 50 189 32-114 DEN-30 2 30 114 34-1/2 DEN-40 2 40 151 45-1/8 DEN-52 2 so 189 54-718 DEN-66 2 66 250 60-314 DEN-80 2 80 303 59-318 DEN-120 2 119 450 62-7/16 Page 2 of 4 A,.,r,.~4C,U\t\ B mm Inches mm 784 21-314 552 819 24 610 819 26-112 673 876 20-1/2 521 1146 20-112 521 1394 20-112 521 1543 21-314 552 1508 24 610 1586 29-3/8 746 3/4" NPT RELIEF VALVE OPENING JUNCTION ~p VIEW 2 1/2" BOX OEN 30 -120 (63.5 mm) Inches 24-118 25-9116 25-118 21 NIA NIA NIA NIA NIA ·s·- FRONT VIEW DEN 30-120 C 111111 613 649 638 533 NIA NIA NIA NIA NIA Inches 8 8 8 8 8 8 8 8 8 D 111111 203 203 203 203 203 203 203 203 203 mm NIA N/A NIA NIA SRC Shipping Weight lbs. Kg. 35 15.9 54 24.5 58 26.3 73 33.1 Shipping w.lght lbs. Kg. 100 45.4 125 56.7 166 75.3 98 44.5 113 51.3 131 59.4 176 79.8 211 95.7 326 147.9 LPA Architecture I Planning J Interior Design I landscape Architecture I Engineering I Graphics Water Heater Anchorage, cont. Check Straps for Tension Profect: WB Gaming Date: 08/20 By:S _R_C __ _ EQUIPMENT ANCHORAGE PER ASCE 7-10 13.3.1 MINOR AXIS ap = 2.5 Rp = 2.5 Sds = 0.865 Ip= 1.0 z= 7 h= 9.5 z/h = 0.737 Wp= Lx= Lx'= ft Ix= ft lz= 400 lb 21.75 in 16.59 in 10.88 in 16.49 in Anchorage into Concrete? No Use 2Fp per footnote "b" Table 13.6-1 No Horizontal Component Fpx = 0.4(ap)(Sds)(Wp)[1+2(z/h)] / (Rp/lp) = Fpx MIN= 0.3(Sds)(lp)(Wp) = Fpx MAX= 1.6(Sds)(lp)(Wp) = Fpx= 0.856 Wp Fpx/1 .4= 0.611 Wp Vertical Component Fpz= :t0.2(Sds)(Wp) = Fpz/1 .4= 0.124 Wp Anchorage Calculation ASD Level (STRENGTH) (ASD) 0.173 Wp (ASD) nFpx= 0.611 Wp = 244.5 lb Fpz= Strength Level !lFpx= Fpz= 0.124 Wp = 0.856 Wp = 0.173 Wp = 49.4 lb N = 343 / 266 = 1 .3 therefore use 2 straps PLAN Ly __ ___,, x·----J' 0.856 Wp 0.260 Wp 1.384 Wp (STRENGTH) n= 1.0 Omega = 1.0 for anchorage into material other than concrete. LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Water Heater Anchorage, cont. Check Platform Attachment to Wall 245# 400# (1.20 = 480#) Project: WB Gaming Date: 08/20 ____ By: SRC 483# l Angle ea. side of WH, two screws ea. angle to blocking, therefore 4 screws. T = 121# ea. screw. Tau = 261 # therefore ok (see following page) Angle ea. side of WH, two screws ea. angle to blocking, therefore 4 screws. V = 133# ea. screw. Van = 226# therefore ok (see following page) 0 SHEET METAL SCREW (SMS) ALLOWABLE STRENGTHS TABLE 1 SHEET METAL SCREW ALLOWABLE STRENGTHS FOR STEEL TO STEEL CONNECTIONS. FASTENER SIZE NO. 14 NO. 12 NO. 10 NO. 8 NO. 6 Fy MIL {KSI} {STEEL GA} 0.250 IN 0.216 IN 0.190 IN 0.164 IN 0.138 IN SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION {LB) (LB) (LB) {LB) (LB) (LB) {LB) (LB) {LB) {LB) 50 97 { 12) 704 275 525 205 68 {14} 704 275 525 205 54 { 16) 613 261 525 205 33 43 {18) 302 144 280 124 263 109 244 165 79 33 (20) 177 84 164 151 61 ~ 1. SEE GENERAL NOTES ON STl.06 FOR MORE INFORMATION. 2. WHERE ONE OR 1WO LAYERS or GYP EKlARO OCCURS BETWEEN STEEL SURFACES, THE ALLOWABLE VALUES or TABI.E 2 c!c 3 SHALL BE USED. 3. ALLOWABI.E STRENGTH VALUES DO NOT ACCOUNT rOR EITTCTS ~ PRYltC. THE ROP IN RESPONSIBLE CHARGE or THE ~CT SHALL PROW)[ ADEQUATE ll.OCl<INC/RESTRAINT TO PREVENT PRYING ACTION. WHERE PRYING OCCURS, THE VALUES ANO CONSTRAINTS fS TABLE 4 SHALL BE USED. TABLE 2 -NON-PRYING CONDITION SHEET METAL SCREW ALLOWABLE STRENGTHS FOR STEEL TO STEEL CONNEC:JIONS WITH ONE LAYER OF 5 8" GYP BOARD B S. FASTENER SIZE FY MIL {KSI) {STEEL NO. 14 0.250 IN NO. 10 NO. 8 NO. 6 0.190 IN 0.164 IN 0.138 IN TENSION SHEAR TENSION {LB) {LB) {LB) 50 33 140 109 120 94 100 84 80 72 60 61 ~ 1. SEE GENERAL NOTES ON ST1 .06 FOR MORE INFORMATION. 2. ALLOWABLE STRENGTH VALUES DO NOT ACCOUNT rOR EFFECTS FROM PRYING. ROP IN RESPONSlll.E CHARGE TO PROVIDE ADEQUATE ll.OCKINC/RESTRAINT TO PREVENT PRYING ACTION. WHERE PRYING OCCURS, THE VALUES ANO CONSTRAINTS or TABLE 4 SHALL BE USED. SECTION TITLE: STANDARD PARTITION WALL DETAILS SHl:ET TITlE: SHEET METAL SCREW ALLOWABLE STRENGTHS 10/07/2014 OPD-0001-13: Reviewed for Code Compliance by Karim OPO NO.: ST1 .07 Page 24 of 86 LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Data Equipment Load Worst Case Loading @ top half of data room L "' V ,_II -"'~I ---f' --\~ 1-14• -4u--- +- - - I Project: WB Gaming Date: 09/2020 -~ - ~r I C, II A~, --" I I RC>< I I I -i I 7 I I R P< I ~~ I I -<A3' I 1--NG : I CO< ✓ I ~, I 4'-101/~ .. ' I -10 1/2" ' . "' -DATA I R P< io I ROOM l-{ I 208 I I R P( I s:t" 5' -10 1/4" I ~ N I ,, ,.,. l!r- /I I CO< ~ I ,3E) ~, ,-I ~DRAGE I -~~ I R, P( I ~T , n su1Lo UP, ~'i I L A I p I ROOM I A3'> g' I ~ I 209 I [ T2·~-~ '-r-. k 0:: l 209 5, _ O" I ....J s:t" l) I _j_ -~ '-~ ~~ ] ·RE~OOM~~ ~ l I ~ CLR. ~ trT-R00~.' ----·.I ' ?10 I I 2f'(m I ~" 2l 1 .~ l o rif:r 1 I Bl I I • ■ I ----~ ■ _I .l Weight of server rack: Wtot = 3750-lbs W = (3750-lbs)/(2.5-ft x 3.9-ft) = 388-psf With (4) support locations, the reaction at each location is, D = 937.5 lbs See following pages for server seismic load calculation and support beam calculations. By: • LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2013 CBC/ ASCE 7-10 Ch. 13: Seismic Design of Nonstructural Components E9uiement Name: 1. Eguipment Properties Unit Parameters Unit Height (H) = Unit Length (L) = Unit Width rt-I) = Curb Height = hcg = R1yy = R1xx = Anchorage Quantity Anchor Spacing: NA,,,= NA,,,= BC,, = ec,,, = Shared Corner Points? NA,o1• = 78.40 in 47.20 In 29.50 In 0.00 in 39.20 In 14.75 in 23.60 in Corners 2 Anchors 2 Anchors 8.57in 11.01 In YES 4 Anchors X - H Mech Unit !server Room y H Curb 9518 973 8912 - 5161 California Ave, Ste 100 Irvine, CA 92617 P: 949.261.1001 F: 949.261.1190 Hcg -$-Center of Gravily T V C ~-NAyy -X • LPA 5161 California Ave, Ste 100 Irvine, CA 92617 P: 949.261.1001 F:949.261.1190 Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2013 CBC/ ASCE 7-10 Ch. 13: Seismic Design of Nonstructural Components Equipment Name: Mech Unit I server Room jl 2. Seismic Loading 13.3.1 Seismic Design Force, F0 Component Parameters z= h= (Z/h) = Seslmlc Parameters Sos= Wµ= Ip= p= O= Horizontal Force, F • Fp-mln = Fp-max= Governing Force, F0 2.50 2.50 10 10 1.000 0.865g 3750.0 lb 1.00 1.00 1.00 0.3 Sos 1, w, = H Component Amplification Factor (Table 13.5-1 or 13.6-1) Component Response Factor (Table 13.5-1 or 13.6-1) Elevation of Component Attachment Roof Attachment Ratio of Component Elevation to Roof Elevation Short Period Spectral Acceleration (Section 11.4.4) Weight of Nonstructural Component Importance Factor (Section 13.1.3) Permitted to be taken as 1.0 (Section 13.3.1) Overstrength Factor (Table 13.6-1) 1.038 W, [Eqn. 13.3-1] 0.260 w, 1.384 w, [Governs] F,= 1.038W, xo Vertical Force, Ev 0.2 Sos WP= Overturning Moment, due to F0 Tension Cases Movr,xx = Movr,yy = Compression Cases Movr,JO[ = Movr,yy = (0.9-0.2s05)D-pE 142390 lb-in 111610 lb-in (1.2+0.2s08)D-pE 133330 lb-in 75200 lb-in 3892.5 lb [Used in Design] 0.173 w, 648.8 lb (Used In Design] MAX(pF, *h.,,-(0.9W,-E,) *(R1 ,,-ec,,,) ,pF, *h,,-(0.9W,-E,)*(W-R1 ,,-ec,,,)) MAX(pF O *h.,,-(0.9W,-E,) *(R1 u·ec,,J ,pF, 'h,0-(0.9W,-E,)' (L-R1 u·ec,,J) MAX(pF p 'h.,,-(1.2w, + E.,)'(R1 ,,-ec,,,) ,pF p 'h.,,-(1.2w, + E,)' (W-R1 ,,-ec,,)) MAX(pF O 'h.,,-(1.2W, + E.,)' (R1 ,,-ec,,,) ,pF O 'h,,,-(1.2w, + E,)' (L-R1 ,,-ec,,,)) LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2013 CBC/ ASCE 7-10 Ch. 13: Seismic Design of Nonstructural Components Equipment Name: Mech Unit I Server Room 3. Axial Demand Tension Loads from Overturning T -.D = 9518.03643 T=,YY = 1856.461452 11 Compression Loads from Overturning T ovr,)D( = 8912.41143 T=,YY = 1250.836452 M=,D / [(W-2*ec,,)(NA.,JJ M~,.yy / [(L-2*ec,.)(NA,,)J M~,.D I [(W-2*eeyy)(NA.,JJ M,w,yy / [(L-2*ec,.)(NAyy)] Consider Load Applied In Any Horizontal Direction 30.06 in 18.50 in Area Moment of Inertia and Critical Load Angle (L-2*ec,.) (W-2•eeyy) -'k--·l • • • ,f • I lyy = 903.6 in"/in2 [2NA,,(2NA,r + 2) + (ZNA _ 4)] (d1) 2 3(2NAxx -2) yy 2 1)0( = 342.3 in4/in2 [ZNAyy(ZNA,, + z) ] (d')' ( ) +(ZNA,,-4) 2 3 2NAyy -2 0.552 rad 31.61° Reactions For Anchorage Design Tension Due to Load Applied in Any Direction 4160.802185 Compression Due to Load Applied in Any Direction 6129.552185 Tension Due to Eccentricity Pte = 0 Compression Due to Eccentricity Pee= o Resultant Tension, P1r = 4160.802185 =tesultant Compression, Per = 6129.552185 y I . 5161 California Ave, Ste 100 Irvine, CA 92617 P: 949.261.1001 F: 949.261.1190 . -. •• i ,,F. ,j,--, ... • --X • • • I I I ~ y LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2013 CBC/ ASCE 7-10 Ch. 13: Seismic Design of Nonstructural Components Equipment Name: Mech Unit !server Room 4. Shear Demand n Shear In Anchors Due to F • Load Vai:,plled = 973.125 Torsional Effects on Bolt Shear Torsional Moment, due to F, 0.0 lb-in 0.0 lb-in Bolt Shear, due to Torslonal Moment 0 Va,yy = 0 --3'._ ·f NAtotal w Fp x (MAX(Rlyy,W -Rlyy)-2 L Fp x (MAX(Rlxx, L -Rlxx) -2 • • •' I MAX [ M,xx M,x, l Rlyy -ecyy' (L -Rlyy -ecyy) NAxx MAX [ Mt.:yy Mt_yy l Rlxx -eCxx' (L -R1xx -eCxx) NAyy Consider Load Applied In Any Horizontal Direction Polar Moment of Inertia of Bolt Group ~245.9 in• Shear Due to Load Apllied in Any Direction 973.125 973.125 Resultant Shear in Anchor Points v'Ja. = s1a.12s Vv, -973.125 ___!e__ + Fp x ABS(~ -Rlyy) d2 NAtotal 2/p ___!e__ + F,, X ABS(½-R1xr) d1 NAtotal 2/p y ' • ■ • • ; I y 5161 California Ave, Ste 100 Irvine, CA 92617 P: 949.261.1001 F:949.261.1190 .... ■ ■ i .. /, • ~~, ... ■ ---X ■ ■ I. • LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2013 CBC/ ASCE 7-10 Ch. 13: Seismic Design of Nonstructural Components Equipment Name: Mech Unit Jserver Room 5. Seismic Results n Factor of Safety for Variation in Unit Weight and Rigidity 1.00 Resultant Demand per Anchor Pglnt @ Strength Maximum Tension Maximum Shear Maximum Compression 9518.0 973.125 8912.4 5161 California Ave, Ste 1 00 Irvine, CA 92617 P: 949.261.1001 F: 949.261.1190 Project Title: Engineer: Project ID: Project Descr: Wood Beam FIie = J:\2019\1925210\DESIGN\Analysis\Strudure'ENERCALC\ENERCALC.ac6 . Software ENERCALC, INC. 1983-2020, Bulld:12.20.2.9 . 1.11: DESCRIPTION: WOOD BLK'G CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fc -Pr11 Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.9375) E(9.5) 4xf SpaR333 tt 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580. 0 ksi Density 31 .210pcf lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.9375, E = 9.50 k @ 0.6660 ft, (Server Uplift) DESIGN SUMMARY I Maximum Bending Stress Ratio Section used for this span 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 = = 0.528: 1 4x8 989.33psi 1,872.00 psi +D+0.70E 0.667ft Span# 1 Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs 0.005 in 0.000 in 0.004 in 0.000 in Ratio = 3492 >=360 Ratio= 0 <360 Ratio = 4370 >=240 Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm CI CL M lb DOnly Length = 1.333 ft 0.116 0.171 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 122.66 +0.600 1.300 1.00 1.00 1.00 1.00 1.00 Length = 1.333 ft 0.039 0.058 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.60 +D+0.70E 1.300 1.00 1.00 1.00 1.00 1.00 length = 1.333 ft 0.528 0.779 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.53 989.33 +D+0.5250E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 1.333 ft 0.413 0.609 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.97 772.66 +0.600+0. 70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 1.333 ft 0.502 0.741 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.40 940.27 Design OK = 0.779 : 1 4x8 = 224.45 psi = 288.00 psi +D+0.70E = 0.000 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1053.00 0.47 27.75 162.00 0.00 0.00 0.00 0.00 1872.00 0.28 16.65 288.00 0.00 0.00 0.00 0.00 1872.00 3.80 224.45 288.00 0.00 0.00 0.00 0.00 1872.00 2.97 175.28 288.00 0.00 0.00 0.00 0.00 1872.00 3.61 213.35 288.00 Wood Beam DESCRIPTION: WOOD BLK'G Overall Maximum Deflections Load Combination E Only Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +0.600 +D+0.70E +D+0.5250E +0.600+0. 70E EOnly Span Project Title: Engineer: Project ID: Project Descr: File= J:\201~1925210\DESIGN\Analysis\Slrudura'ENERCALC\ENERCALC.ec:6 . Softwln ENERCALC, INC. 1983-2020, Bulld:12.20.2.9 . Max. " -• Defl Location in Span Load Combination Max. '+" Deft Location in Span 0.0046 0.667 0.000 Support notation : Far left is #1 0.0000 Values in KIPS Support 1 4.754 4.754 0.473 0.284 3.800 2.968 3.611 4.754 Support 2 4.746 4,746 0.472 0.283 3.795 2.964 3.606 4.746 Project Title: Engineer: Project ID: Project Descr: Wood Beam Ale= J:\2019\1925210\DESIGN\Anaylis\Slrudln\ENERCAI.C\ENERCAI.C.ec6 . Software ENERCAI.C, INC. 1983-2020, Bulld:12.20.2.9 . DESCRIPTION: WOOD BLK'G (2) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination :A.SCE 7-16 Fb + 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fb- Fc-Prtl Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 0 (0.4688) E(.0{6~688) E(4.75) 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Ebend-xx 1,600.0 ksi Eminbend -xx 580.0 ksi Density 31 .210pcf ' lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.4688, E = 4.750 k@ 0.250 ft, (Server Uplift) Point Load : D = 0.4688, E = 4.750 k@0.750 ft, (Server Uplift) DESIGN SUMMARY I Maximum Bending Stress Ratio Section used for this span 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 = 0.347: 1 4x8 649.56psi 1,872.00 psi +D+0.70E 0.749ft Span# 1 0.003 in 0.000 in 0.003 in 0.000 in Maximum Shear Stress Ratio Section used for this span Ratio = Ratio= Ratio= Ratio= Load Combination Location of maximum on span Span # where maximum occurs 4610 >=360 0 <360 5767>=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb OOnly Length = 1.333 ft 0.077 0.043 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.21 80.68 +0.600 1.300 1.00 1.00 1.00 1.00 1.00 Length = 1.333 ft 0.026 0.014 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 48.41 +0+0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 1.333 ft 0.347 0.195 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.66 649.56 +0+0.5250E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 1.333 ft 0.271 0.152 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.30 507.34 +0.600+0. 70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 1.333 ft 0.330 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.58 617.29 = = = = F'b 0.00 1053.00 0.00 1872.00 0.00 1872.00 0.00 1872.00 0.00 1872.00 ~J4Al·l,i•l: V 0.195 : 1 4x8 56.04 psi 288.00 psi +D+0.70E 0.000ft Span# 1 Shear Values fv 0.00 0.00 F'v 0.00 0.12 6.94 162.00 0.00 0.00 0.00 0.o7 4.17 288.00 0.00 0.00 0.00 0.95 56.04 288.00 0.00 0.00 0.00 0.74 43.77 288.00 0.00 0.00 0.00 0.90 53.27 288.00 Wood Beam DESCRIPTION: WOOD BLK'G (2) Overall Maximum Deflections Load Combination E Only Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +0.60D +D+0.70E +D+0.5250E +0.60D+0. 70E EOnly Span Project Title: Engineer: Project ID: Project Descr: File= J:\2019'19252100ESIGN\Anaylis\StrucllnlENERCAI.C\ENERCAI.C,ec:6 . So11wsa ENERCAI.C, INC. 1983-2020, Bulld:12.20.2.9 . Max. • -• Defl Location in Span Load Combination Max.'+' Defl Location in Span 0.0035 0.657 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 5.937 5.937 0.590 0.354 4.745 3.706 4.509 5.937 Support 2 3.563 3.563 0.355 0.213 2.850 2.226 2.708 3.563 Project Title: Engineer: Project ID: Project Descr: File= J:l201!1\19252100ESIGN\Analylls\Structure\ENERCALC'ENERCAI.C.ec6 . DESCRIPTION: (E) Floor Joist Supporting Server CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb-Fc-Pr11 Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 2800 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Scftwan ENERCALC, INC. 1983-2020, Buid:12.20.2.9 . 2,800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf 0(0.6) E(6 9) 0(0 6) E(-9~6) E(8 9) 0(0 6) E(-ID(I) 6) E(8 9) 0(0 6) E(-ln(Q 8) E(8 9) D/0. b3999l V • • () ~~ ,~ 1.75x16 Span = 8 .250 ft 7 lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.030 ksf, Tributary Width = 1.333 ft, (FLOOR DL) Point Load : D = 0.60, E = 8.90 k @ 0.0 fl, (Server Reaction) Point Load : D = 0.60, E = -9.50 k @ 1.550 fl, (Server Reaction) Point Load : D = 0.60, E = 8.90 k @ 2.460 ft, (Server Reaction) Point Load : D = 0.60, E = -9.50 k @ 4.0 ft, (Server Reaction) Point Load : D = 0.60, E = 8.90 k@ 4.920 ft, (Server Reaction) Point Load : D = 0.60, E = -9.50 k @ 6.460 ft, (Server Reaction) Point Load : D = 0.60, E = 8.90 k @ 7 .375 ft, (Server Reaction) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.295: 1 Section used for this span 1.75x16 = 743.80psi = 2,520.00 psi Load Combination D Only Location of maximum on span = 4.005ft Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Max Upward Transient Deflection -0.037 in Max Downward Total Deflection 0.047 in Max Upward Total Deflection -0.001 in Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Ratio= 0<360 Ratio = 2685>=360 Ratio= 2103>=240 Ratio = 79881 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb DOnly Length = 8.250 fl 0.295 0.373 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.63 743.80 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.250 fl 0.100 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.78 446.28 +D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 = 0.600 : 1 1.75x16 = 273.49 psi = 456.00 psi +D+0.70E = 1.566 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2520.00 1.79 95.79 256.50 0.00 0.00 0.00 0.00 4480.00 1.07 57.48 456.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File= J:\2019'1192521!NlESIGN\Analyais'.'3trudura\ENERCALC\ENERCALC.ec8 . Sollwn ENERCALC, INC. 1983-2020, Bulld:12.20.2.9 . DESCRIPTION: (E) Floor Joist Supporting Server Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V tv F'v Length = 8.250 ft 1 0.152 0.600 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.24 682.12 4480.00 5.11 273.49 456.00 +D+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 0.154 0.484 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.30 691.31 4480.00 4.12 220.87 456.00 +0.60D+O. 70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.090 0.544 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.51 402.88 4480.00 4.63 248.28 456.00 Overall Maximum Deflections Load Combination Span Max. " -" Defl Location in Span Load Combination Max. '+" Defl Location in Span D Only 0.0471 4.155 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum □Only +0.60D +D+0.70E +D+0.5250E +0.60D+O. 70E E Only Support 1 5.960 5.012 2.452 1.471 5.960 5.083 4.980 5.012 Support 2 3.606 2.088 2.145 1.287 3.606 3.241 2.748 2.088 Project Title: Engineer: Project ID: Project Descr: Steel Beam File= J:\201~1925210'.DESIGN\Analylls\Slrudln'ENERCAI.C'ENERCAI.C.eai Softwn . ENERCAI.C, INC. 1983-2020, l!uid:12.20.2.9 . 1,1 1: DESCRIPTION: (N) W8x Supporting (E) floor CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending 0(3 ♦104) L(0.52) W10x12 Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi L(0.52) • 0(0.24) W10x12 Span = 9 .750 ft t Span = 4.50 ft 1 lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinQ Load for Span Number 1 Uniform Load : D = 0.030 ksf, Tributary Width = 8.0 ft, (Floor DL) Uniform Load : L = 0.0650 ksf, Extent = 0.0 -» 5.125 ft, Tributary Width = 8.0 ft, (Floor LL) Uniform Load : L = 0.0650 ksf, Extent = 9.125 -» 9.750 ft, Tributary Width = 8.0 ft, (Floor LL) Uniform Load : D = 0.3880 ksf, Extent= 5.125 -» 9.125 ft, Tributary Width = 8.0 ft, (Server DL) Load for Span Number 2 Uniform Load : D = 0.030 ksf, Tributary Width = 8.0 ft, (Floor DL) Uniform Load : L = 0.0650 ksf, Extent= 0.0 -» 4.50 ft, Tributary Width = 8.0 ft, (Floor LL) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Load Combination Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.601 : 1 W10x12 28.187 k-ft 46.904 k-ft +1.40D 6.006 ft Span# 1 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 0.066 in Ratio = -0.006 in Ratio = 0.202 in Ratio = -0.297 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V max Mu+ max Mu• +1.400 Dsgn. L = 9.75 ft 1 0.601 0.263 28.19 -3.57 Dsgn. L = 4.50 ft 2 0,076 0.028 -3.57 +1.20O+1.60L Dsgn. L = 9.75 ft 1 0.506 0.270 23.71 -11.49 Dsgn. L = 4.50 ft 2 0.245 0.091 -11.49 +1.20D+L Dsgn. L = 9.75 ft 0.507 0.253 23.77 -8.33 1,648>=360 18,365 >=360 580 >=240. 364 >=240. Summary of Moment Values Mu Max Mnx 28.19 52.12 3.57 52.12 23.71 52.12 11.49 52.12 23.77 52.12 Phi'Mnx Cb 46.90 1.00 46.90 1.00 46.90 1.00 46.90 1.00 46.90 1.00 Rm 1.00 1.00 1.00 1.00 1.00 Design OK 0.270 : 1 W10x12 15.164 k 56.259 k +1.20D+1.60L 9.750 ft Span# 1 Summary of Shear Values VuMax Vnx Phi'Vnx 14.79 56.26 56.26 1.59 56.26 56.26 15.16 56.26 56.26 5.10 56.26 56.26 14.23 56.26 56.26 Project Title: Engineer: Project ID: Project Descr: Steel Beam File= J:l201S'l192521CNlESIGN\Analysls\Slructure\ENERCALC\ENERCALC.ec6 • Softwn . ENERCALC, INC. 1983-2020, Build:12.20.2.9 . 1.11; DESCRIPTION: (N) W8x Supporting (E) floor Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu -Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx Osgn. L = 4.50 ft 2 0.178 0.066 -8.33 8.33 52.12 46.90 1.00 1.00 3.70 56.26 56.26 +1.200 Osgn. L = 9.75 ft 1 0.515 0.225 24.16 -3.06 24.16 52.12 46.90 1.00 1.00 12.68 56.26 56.26 Osgn. L = 4.50 ft 2 0.065 0.024 -3.06 3.06 52.12 46.90 1.00 1.00 1.36 56.26 56.26 +0.900 Osgn. L = 9.75 ft 0.386 0.169 18.12 -2.30 18.12 52.12 46.90 1.00 1.00 9.51 56.26 56.26 Osgn. L = 4.50 ft 2 0.049 0.018 -2.30 2.30 52.12 46.90 1.00 1.00 1.02 56.26 56.26 Overall Maximum Deflections Load Combination Span Max.•-• Oefl Location in Span Load Combination Max.'+" Oefl Location in Span +O+L 1 0.2019 5.031 0.0000 0.000 2 0.0000 5.031 0 Only -0.2966 4.500 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.745 15.592 Overall MINimum 1.435 3.895 OOnly 4.310 11.697 +O+L 5.745 15.592 +0+0.750L 5.386 14.619 +0.600 2.586 7.018 L Only 1.435 3.895 Steel Column 1 ,11: DESCRIPTION: Rack System Support Column Code References Project ntre: Engineer: Project ID: Project Descr: , .. = \lozldala2\2019\1925210IOESl~IENERCALC'ENERCALC.ec6 . Software ENERCALC, INC. 19113-2020, Buld:1220.2.9 . Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General lnfonnation Steel Section Name : Analysis Method : HSS3x3x3/8 Load Resistance Factor Overall Column Height 14.50 ft Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 36.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis= 14.50 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis= 14.50 ft, K = 1.0 lied Loads Column self weight induded : 176.465 lbs • Dead Load Factor AXIAL LOADS ... Rack Support Beam: Axial Load at 14.50 ft, D = 4.310, L = 11.70 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9' Pn Mu-x 0.9 • Mn-x : Mu-y 0.9 'Mn-y : PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn ' Phi : Allowable Load Combination Results 0.8481 : 1 +1 .200 +1 .60L 0.0 ft 24.104 k 28.422 k 0.0 k-ft 8.775 k-ft 0.0 k-ft 8.775 k-ft 0.0 : 1 0.0 0.0 ft 0.0 k 0.0 k Maximum Axial + Bending Stress Ratios Cbx Load Combination Stress Ratio Status Location +1.400 0.221 PASS 0.00 ft 1.00 +1.200+1.60L 0.848 PASS 0.00 ft 1.00 +1.200+L 0.601 PASS 0.00 ft 1.00 +1.200 0.189 PASS 0.00 ft 1.00 +0.900 0.142 PASS 0.00 ft 1.00 Maximum Reactions Axial Reaction X-X Axis Reaction k Load Combination @Base @Base @Top DOnly 4.486 +D+L 16.186 +D+0.750L 13.261 +0.600 2.692 LOnly 11.700 Extreme Reactions Axial Reaction X-X Axis Reaction k Item Extreme Value @Base @Base @Top Axial@Base Maximum 16.186 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... 0.0 k 0.0 k 0.0 k 0.0 k Along Y-Y 0.0 in at 0.0ft above base for load combination : Along X-X 0.0 in at 0.0ft above base for load combination : Maximum Shear Ratios Cby Kxlx/Rx KyLy/Ry Stress Ratio Status Location 1.00 164 .15 164.15 0.000 PASS 0.00 ft 1.00 164.15 164.15 0.000 PASS 0.00 ft 1.00 164.15 164.15 0.000 PASS 0.00 ft 1.00 164 .15 164.15 0.000 PASS 0.00 ft 1.00 164.15 164.15 0.000 PASS 0.00 ft Note: Only non-zero reactions are listed. Y -Y Axis Reaction Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top @Base @Top Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top @Base @Top ~tt•I Co1Um'1 1.11: DESCRIPTION: Rack System Support Column Extreme Reactions Axial Reaction Item Extreme Value @ Base Minimum 2.692 Reaction, X-X Axis Base Maximum 4.486 Minimum 4.486 Reaction, Y-Y Axis Base Maximum 4.486 Minimum 4.486 Reaction, X-X Axis Top Maximum 4.486 Minimum 4.486 Reaction, Y-Y Axis Top Maximum 4.486 Minimum 4.486 Moment, X-X Axis Base Maximum 4.486 Minimum 4.486 Moment, Y-Y Axis Base Maximum 4.486 Minimum 4.486 Moment, X-X Axis Top Maximum 4.486 Minimum 4.486 Moment, Y-Y Axis Top Maximum 4.486 Minimum 4.486 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection D Only 0.0000 in +D+L 0.0000 in +0+0.750L 0.0000 in +0.600 0.0000 in LOnly 0.0000 in Steel Section Properties HSS3x3x3/8 Depth = 3.000 in I xx Design Thick = 0.349 in Sxx Width = 3.000 in Rxx Wall Thick = 0.375 in Zx Area 3.390 in"2 lyy Weight 12.170 plf Syy Ryy Ycg 0.000 in X-X Axis Reaction @Base @Top Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft = = = Project Title: Engineer: Project ID: Project Descr: Fife• \\oz\dal02\2U191192521~NERCALCOERCALC..:S . k Y-Y Axis Reaction @Base @Top Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 3.78 in"4 2.52 in"3 1.060 in 3.250 in"3 3.780 in"4 2.520 in"3 1.060 in Si>111r1n ENERCAlC,INC. --.-122112.9 . Mx -End Moments k-ft @Base @Top Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft J = C My -End Moments @Base @Top 6.640 in"4 4.740 in"3 .. Steel Column 1.1 1 : DESCRIPTION: Rack System Support Column Sketches +Y Load 3.00in Project Title: Engineer: Project ID: Project Descr: File= \lozldala2\2019\1925210\0ESIGN'AMysis\Slrudu'ENERCALCIENERCALC.ec6 . Sollwant ENERCAI.C, INC. 1983-2020, Buld:1220.2.9 . 11010k +X t LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Check server room support column reaction: Pu= 1.2DL + 1.6LL = 24.1 kip ,,--COLUMN / ANCHOR ROD J • CONCRETE 4" (E) SLAB -------c+4d ------- b1 = 3.5" + 4(2.875") = 15" b2 = 12" + 4(2.875") = 23.5" A2 = 15" x 23.5" = 382.5 in2 sqrt(Ai A1) = 3 > 2.0 phi*Pn > Pu 114 phi*Pn = phi*0.85*fc'*A/sqrt(AiA) <Pp= 1.7*fc'*A phi*P" = (0.65)*(0.85)*(3-ksi)*(42-in2)*(2.0) = 139.23 kip Pp= 1.7*(3-ksi)*(42-in2) = 366.6 kips phi*Pn = 139.23 kip> Pu= 24.1 kips (O.K.!) Project WB Gaming • Tl Date: 09/2020 By: BASE PL 3.5x12x3/4" w/ (2) 1/2" DIA. KWIK BOLTTZ A1 = 3.5" x 12" = 42 in2 LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Project: WB Gaming -Tl Date: 09/2020 By: EQUIPMENT ANCHORAGE PER ASCE 7-10 13.3.1 MINOR AXIS ap = 2.5 Wp= Rp = 6.0 Sds = 0.865 Lx= Ip = 1.0 Lx'= z = 9 ft Ix= h= 11 .5 ft lz= z/h = 0.783 Anchorage into Concrete? No Use 2Fp per footnote "b" Table 13.6-1 No Horizontal Component 102.5 lb 27.56 in 20.00 in 13.78 in 5.91 in Fpx = 0.4(ap)(Sds)(Wp)[1+2(z/h)] / (Rp/lp) = Fpx MIN = 0.3(Sds)(lp)(Wp) = Fpx MAX = 1.6(Sds)(lp)(Wp) = Fpx= Fpx/1.4= Vertical Component 0.370 Wp 0.264 Wp (STRENGTH) (ASD) Fpz= Fpz/1 .4= 1.2 :t0.2(Sds)(Wp) = 0.981 Wp 1.373 Wp (ASD) Anchorage Calculation ASD Level .OFpx= Fpz= Strength Level .OFpx= Fpz= 0.264 Wp = 0.981 Wp = 0.370 Wp = 1.373 Wp = 27.1 lb 100.5 lb 37.9 lb 140.7 lb PLAN Ly ,..._ _ __,, x--~ 0.370 Wp 0.260 Wp 1.384 Wp (STRENGTH) F n= 1.0 Omega= 1.0 for anchorage into material other than concrete. LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Suspended Mech. Unit Anchorage Check: Check Cable Brace Capacity: For 3/16" DIA. cable (RR-W-410): P max = 4,200 lbs Pdesign = 840 lbs T max = T2 = 53.6 lbs < Tdesign = 840 lbs (O.K. !) Project: WB Gaming -Tl Date: 09/2020 By: Loads (See attached spreadsheet): WP= 102.5 lbs Fpx = 0.37Wp = 37.9 lb Ev= (1 .2 + 0.2S05)Wp = 140.7 lb T, = Ev/(4 tension rods)= 35.2 lbs T2 = 2*Fpx/sqrt(2) = 53.6 lbs 13 LPA, inc NanaWall Support SK-1 Candice Hanna Sep 10, 2020 19252.10 NanaWall Door Support.r3d -108 lb/ft Loads: BLC 3, DOOR FULL CLOSED LPA, inc NanaWall Support SK-2 Candice Hanna Sep 10, 2020 19252.10 NanaWall Door Support.r3d -1 08 lb/ft / Loads: BLC 2, DOOR PARTIAL OPEN LPA, inc NanaWall Support SK-3 Candice Hanna Sep 10, 2020 19252.10 NanaWall Door Support.r3d Loads: BLC 5, DOOR FULLY OPEN LPA, inc NanaWall Support SK-4 Candice Hanna Sep 10, 2020 19252.10 NanaWall Door Support.r3d Loads: BLC 4, LATERAL LOAD LPA, inc NanaWall Support SK-5 Candice Hanna Sep 10, 2020 19252.10 NanaWall Door Support.r3d IIIRISA A NFMFTSr.HFK r.OMPANV Nodes Company : LPA, inc Designer : Candice Hanna Job Number : 19252.10 Model Name : NanaWall Support 9/10/2020 6:13:13 PM Checked By : ___ _ Label X fftl Y fftl Z lftl Temp [deg F] Detach From Dia ... 1 N7 0 -10 0 2 N1 0 0 0 3 N13 31 .5 0 0 4 N2 17.75 0 0 Wood Properties Label Tvoe Database Soecies Grade Cm Emod Nu Therm. C ... Density fl. .. 1 DF Solid Sawn Visually G ... DOUQlas F ... No.1 1 0.3 0.3 35 2 SP Solid Sawn Msually G ... Southern ... No.1 1 0.3 0.3 35 3 HF Solid Sawn Visually G ... Hem-Fir No.1 1 0.3 0.3 35 4 SPF Solid Sawn Visually G ... Spruce-Pi ... No.1 1 0.3 0.3 35 5 24F-1.8E ... Glulam NOS Tabl... 24F-1 .8E ... na 1 0.3 0.3 35 6 24F-1.8E ... Glulam NOS Tabl ... 24F-1.8E ... na 1 0.3 0.3 35 7 24F-1.8E ... Glulam NOS Tabl... 24F-1 .8E ... na 1 0.3 0.3 35 8 24F-1.8E ... Glulam NOS Tabl. .. 24F-1 .8E ... na 1 0.3 0.3 35 9 W1 Custom N/A PSL Para ... na 1 0.3 0.3 35 Hot Rolled Steel Properties Label E lksil G lksi] Nu Therm. C ... Density [I. .. Yield (ksil Ry Fu [ksil Rt 1 A36 Gr.36 29000 11154 0.3 0.65 490 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 0.3 0.65 490 50 1.1 58 1.2 3 A992 29000 11154 0.3 0.65 490 50 1.1 58 1.2 4 A500 Gr .... 29000 11154 0.3 0.65 527 42 1.3 58 1.1 5 A500 Gr .... 29000 11154 0.3 0.65 527 46 1.2 58 1.1 6 A53 Gr.B 29000 11154 0.3 0.65 490 35 1.5 58 1.2 7 A1085 29000 11154 0.3 0.65 490 50 1.5 58 1.2 Hot Rolled Steel Section Sets n Rule Area in in• lzz in• J in• 1 ical 13.1 348 1.26 2 ical 2.44 3.02 5.08 Wood Section Sets Desi n List Material n Rule Area in lzz in4 J in4 1 None W1 ical 56 1194.667 197.16 Label Kz-z Cb Function 1 M6 Lateral Wood Member Properties Label Shae Len th ... le1 ft le-bend ... le-bend ... K -Kz-z CV Cr swa 1 M4 Door S ... 17.75 Lb 2 M11 Door S ... 13.75 Lb DOOR PARTIAL OPEN Member Label Direction Ma nitude lb, lb-ft Location ft,% in ... 1 M4 y -715.5 %63 DOOR FULLY OPEN Member Label Direction Ma nitude lb, lb-ft in ... 1 M4 y -1714.5 RISA-3D Version 18 [ NanaWall Door Support.r3d ] Page 1 IIIRISA A NFMFT~HFK C:OMPANY Company : LPA, inc Designer : Candice Hanna Job Number : 19252.1 O Model Name : NanaWall Support DOOR PARTIAL OPEN 9/10/2020 6:13:13 PM Checked By : ____ _ Member Label Direction Start Ma nitud ... End Ma nitude ... Start Location ... End Location M4 y -108 -108 0 %63 DOOR FULL CLOSED Member Label Direction Start Ma nitud ... End Ma nitude ... Start Location ... End Location 1 M4 y -108 -108 0 %100 2 M11 y -108 -108 0 %36.363 LATERAL LOAD Member Label Direction Start Ma nitud ... End Ma nitude ... Start Location . . . End Location ... Inactive lb, lb ... 1 M4 z -22.5 -22.5 0 %100 Active 2 M11 z -22.5 -22.5 0 %36.363 Active DOOR FULLY OPEN Member Label Direction Start Ma nitud ... End Ma nitude ... Start Location ... End Location 1 M4 y -108 -108 0 %10.5 Basic Load Cases BLC Desc ... Category X Gravity Y Gravitv Z Gravitv Nodal Point Distributed Area(Me ... Surface(P ... 1 SELF WE ... DL -1 2 DOOR PA ... None 1 1 3 DOORF ... None 2 4 LATERAL... ELZ 2 5 DOORF ... None 1 1 Load Combinations De So PD SR BLC Fa BLC Fa BLC Fa BLC Fa BLC Fa BLC Fa BLC Fa BLC Fa BLC Fa BLC Fa ... ... ... ... ... ... ... ... ... ... ... ... ... ... 1 18 ... Yes y DL 1.4 2 1.4 2 18 ... Yes y DL 1.4 3 1.4 3 18 ... Yes y DL 1.4 5 1.4 4 18 ... Yes y DL 1 2 1 5 18 ... Yes y DL 1 3 1 6 18 ... Yes y DL 1 5 1 7 Pa ... Yes y 2 1 8 Pa ... Yes y 3 1 9 18 ... Yes y DL 1.2 ELZ 1 10 18 ... Yes y DL 1.2 ELZ -1 11 18 ... Yes y DL 0.9 ELZ 1 12 18 ... Yes y DL 0.9 ELZ -1 Load Combination Design Descriot. .. ASIF Service Hot Rolled Cold Fa ... Wood C oncrete Masonry Aluminum S . I tain ess C onnec ... 1 IBC 16-1 Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-... Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-... Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-8 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-... 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-... 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 Partition ... 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 Partition ... 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-... Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-... Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-... Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-... Yes Yes Yes Yes Yes Yes Yes Yes RISA-3D Version 18 [ NanaWall Door Support.r3d ] Page 2 IIIRISA A NFMl"T',CHFK COMPANY Node Reactions Beam Deflections LRFD Asd360 Asd As Brit Can Eu06 Eu lnd98 Ind None Nz Wood Wood CSA RISA-3D Version 18 Company : LPA, inc Designer : Candice Hanna Job Number : 19252.1 0 Model Name : NanaWall Support No Data to Print... No Data to Print. .. No Data to Print... No Data to Print... No Data to Print... No Data to Print... No Data to Print... No Data to Print... No Data to Print... No Data to Print... No Data to Print... No Data to Print... No Data to Print... No Data to Print. .. No Data to Print... No Data to Print. .. [ NanaWall Door Support.r3d ] 9/10/2020 6:13:13 PM Checked By: ___ _ Page 3 LPA P,oject, WB Gaming -Tl ____ _ Date, 09/2020 Bye Architecture I Planning I !nterior Design I Landscape Architecture I Engineering I Graphics Checking (El Beam for load changes: Existing beam FB-3 supports floor framing with beam analysis shown through attached EnerCALC file, resulting with a maximum flexural moment of M, = 108.9 k-ft. New framing supporting NanaWall sliding door set to bear on the existing beam FB-3 will add new loads to the beam as shown in the attached EnerCALC file on the following pages, resulting in a new bending moment of M = 112.25 k-ft. Therefore, the change in moment (M-M0)/M0 x 100 = 3 % < 5% (O.K. !) Project Title: Engineer: Project ID: Project Descr: General Beam F1e = J:\2018'1925210\DESIGNIAnliysislSlrudln\ENERCAI.CIENERCAI.C.ecll . Softwar1I ENERCAI.C, INC. 1983-2020, lluld:12.20.2.9 . I ,II: DESCRIPTION: (E) FB-3 rtles Elastic Modulus Span #1 29,000.0 ksi Span Length = 23.250 ft Area= Moment of Inertia = 0(0.39375) L(0.853125) O(0.924 )t(1.178) • • 0(0.5775) }{1.25125) • " " ., Span = 23.250 ft lied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.030, L = 0.0650 ksf, Extent= 0.0-» 13.750 fl, Tributary Width= 13.125 fl, (FLOOR DL+LL) Uniform Load : D = 0.030, L = 0.0650 ksf, Extent= 13.750 -» 23.250 fl, Tributary Width= 19.250 fl, (FLOOR DL +LL) Point Load : D = 0.9240, L = 1.178 k@ 13.750 fl, (FB-2) DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 108.949 k-ft +D+L Span# 1 13.253 fl 2.451 in 0.038 in 3.639 in 0.011 in Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 113 7367 76 25429 Maximum Forces & Stresses for Load Combinations load Combination Segment length Span # Overall MAXimum Envelope Dsgn. L = 23.25 ft DOnly Dsgn. L = 23.25 ft +D+L Dsgn. l = 23.25 ft +D+0.750L Dsgn. L = 23.25 ft +0.60D Dsgn. l = 23.25 ft 1 Overall Maximum Deflections load Combination +D+l Max Stress Ratios Summary of Moment Values (k-ft) M V Mmax+ Mmax -Ma -Max Mnx Mme/Omega Cb 108.95 108.95 35.83 35.83 108.95 108.95 90.67 90.67 21.50 21.50 Span Max.•.• Defl Location in Span Load Combination 3.6387 11.858 Rm 20.137 k +D+L Span# 1 23.250 fl Shear Values (k) Va Max Vnx Vnx/Omega 20.14 6.51 20.14 16.73 3.91 Max. '+' Defl Location in Span 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: General Beam FIie = J:\201~ 1925210\DESIGN\Analysis\Slruclure'ENERCAI.C\ENERCAI.C.ec6 . Sollwmll ENERCAI.C, INC. 198$-2020, Bulkl:12.202.9 . 1,11 ; DESCRIPTION: {E) FB-3 + New Loads General Beam Pro rties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 23.250 ft Area= O(1-r87) O(0.924)t (1 .178) Moment of Inertia = • 0(0.5775 ) _}-(1.25125) • v O(0.39375}}(0.853125) v : ~---------------------------------------------i Span = 23.250 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. ---------~ Load for Span Number 1 Uniform Load : D = 0.030, L = 0.0650 ksf, Extent= 0.0 -» 13.750 ft, Tributary Width = 13.125 ft, (FLOOR DL +LL) Uniform Load : D = 0.030, L = 0.0650 ksf, Extent= 13.750 -» 23.250 fl, Tributary Width = 19.250 fl, (FLOOR DL +LL) Point Load : D = 0.9240, L = 1.178 k@ 13.750 ft, (FB-2) Point Load : D = 1.887 k @ 4.0 ft, (Door Support) DESIGN SUIIIIIIARY Maximum Bending = Load Combination 112.24 7 k-ft Maximum Shear = Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection +D+L Span# 1 12.904 ft 2.451 in 0.038 in 3.786 in 0.013 in Maximum Forces & Stresses for Load Combinations Max Stress Ratios Load Combination Span # where maximum occurs Location of maximum on span 113 7367 73 21777 Summary of Moment Values (k-ft) Load Combination Segment Length Span# M V Mmax+ Mmax -Ma -Max Mnx Mme/Omega Cb Overall MAXimum Envelope Dsgn. L = 23.25 ft DOnly Dsgn. L = 23.25 ft +D+L Dsgn. L = 23.25 ft +D+0.750L Dsgn. L = 23.25 ft +0.60D Dsgn. L = 23.25 ft 1 Overall Maximum Deflections Load Combination +D+L Span 112.25 39.13 112.25 93.96 23.48 Max. " -• Defl Location in Span 3.7855 11.858 112.25 39.13 112.25 93.96 23.48 Load Combination 20.461 k +D+L Span# 1 23.250 ft Shear Values (k) Rm Va Max Vnx Vnx/Omega 20.46 6.87 20.46 17.06 4.12 Max.'+" Defl Location in Span 0.0000 0.000 • LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Rooftop Mech. Unit Check: Project, WBGamin_g_-Tl Date, 09/2020 By: To check the capacity of the existing raised platform on the roof, where the new mechanical equipment will be placed, a beam analysis was performed (see following pages for ENERCALC calculation). The bending moment was then compared with the allowable bending capacity per SSMA 2014, as shown in the followings pages. M,ew = 2.03 kip-ft < MaJlowable = 2.2 kip-ft (Q.K. !) To check the anchorage capacity, the seismic forces on the mechanical unit were calculated as shown in the attached spreadsheet and the demand values were compared to the capacities of 1/2" dia. bolts. For the shear demand: V = 81-lbs / (4 bolts)= 20.25 lbs<< phi*r, = 6890 lbs (O.K.!) And for the tension demand: T = 68.1-lbs / (2 bolts)= 34.05 lbs<< phi*r, = 11500 lbs (O.K.!) Project Title: Engineer: Project ID: Project Descr: File= J:l2019\1925210IOESIGN\Analylis\Strudln\ENERCAI.C'ENERCALC.ac6 . Software ENERCAI.C, INC. 1983-2020, Bulld:12.20.2.9 . DESCRIPTION: (E) Raised Platform+ Mech Unit General Beam Pro rtles Elastic Modulus Span #1 29,000.0 ksi Span Length = 14.50 ft Area= Moment of Inertia = v Lr(0.02) v Lr(0.02) ~0.0941098) V V (Q.Q!9995f V O V ~---------------------~----------------------;: S pan= 14.50 ft L A P.lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150 ksf, Tributary Width= 1.333 ft, (ROOF DL) Uniform Load : D = 0.07060 ksf, Extent= 5.125-» 9.375 ft, Tributary Width= 1.333 ft, (Mech Unit) Uniform Load : Lr= 0.020 k/ft, Extent= 0.0 -» 5.125 ft, Tributary Width = 1.0 ft, (Roof LL) Uniform Load : Lr= 0.020 k/ft, Extent= 9.375 -» 14.50 ft, Tributary Width= 1.0 ft, (Roof LL) DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2.026 k-ft +D+Lr Span# 1 7.250 ft 0.004 in 0.000 in 0.025 in 0.000 in Maximum Forces & Stresses for Load Combinations Max Stress Ratios Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 45763 0 6861 878063 Summary of Moment Values (k-ft) 0.4474 k I +D+Lr Span# 1 0.000 ft Shear Values (k) Load Combination Segment Length Span# M V Mmax+ Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 14.50 ft DOnly Dsgn. L = 14.50 ft +D+Lr Dsgn. L = 14.50 ft +D+0.750Lr Dsgn. L = 14.50 ft +0.600 Dsgn. L = 14.50 ft 1 Overall Maximum Deflections Load Combination +D+Lr Span 203 1.76 2.03 1.96 1.06 Max. • -• Defl Location in Span 0.0254 7.323 2.03 1.76 2.03 1.96 1.06 Load Combination 0.45 0.34 0.45 0.42 0.21 Max. "+" Defl Location in Span 0.0000 0.000 lecllon ~Py Lu llnl (1111) I llnl 600S200-33 0.0346 33 0.379 1.29 2.075 0.692 2.340 0.209 2.058 0.621 12.28 10.77 638 638 0.151 1.593 -1.457 0.901 2.855 0.740 51.6 600S200-43 0.0451 33 0.492 1.67 2.683 0.894 2.335 0.268 2.683 0.873 17.24 15.39 1416 1240 0.334 2.033 -1.446 0.894 2.844 0.742 51.4 600S200-54 0.0566 33 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3.319 1.106 24.07 2 22.07 2739 1890 0.655 2.493 -1.432 0.887 2.829 0.744 48.9 600S200-54 0.0566 50 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3.319 1.015 30.40 27.38 2823 1947 0.655 2.493 -1.432 0.887 2.829 0.744 41.6 600S200-68 0.0713 33 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.367 30.42 2 29.97 4347 2339 1.295 3.047 -1.415 0.878 2.809 0.746 48.2 600S200-68 0.0713 50 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.317 43.712 39.69 5350 2879 1.295 3.047 -1.415 0.878 2.809 0.746 39.3 600S200-97 0.1017 33 1.067 3.63 5.612 1.871 2.293 0.530 0.705 5.612 1.871 43.49 2 43.49 6911 2512 3.679 4.080 -1.378 0.859 2.767 0.752 46.9 600S200-97 0.1017 50 1.067 3.63 5.612 1.871 2.293 0.530 0.705 5.612 1.871 64.531 63.67 10472 3805 3.679 4.080 -1.378 0.859 2.767 0.752 38.3 600S200-118 0.1242 33 1.263 4.36 6.641 2.214 2.275 0.611 0.690 6.641 2.214 53.051 53.05 8267 2391 6.595 4.753 -1.351 0.845 2.735 0.756 46.1 600S200-118 0.1242 50 1.283 4.36 6.641 2.214 2.275 0.611 0.690 6.641 2.214 78.44 2 78.44 12526 3622 6.595 4.753 -1.351 0.845 2.735 0.756 37.6 600S250-43 0.0451 33 0.537 1.83 3.082 1.027 2.396 0.458 0.923 3.082 0.918 18.14 16.21 1416 1240 0.364 3.411 -1.874 1.136 3.179 0.652 62.4 600S250-54 0.0566 33 0.670 2.28 3.819 1.273 2.388 0.562 0.917 3.819 1.159 22.90 21.90 2739 1890 0.715 4.194 -1.860 1.129 3.163 0.654 62.3 600S250-54 0.0566 so 0.670 2.28 3.819 1.273 2.388 0.562 0.917 3.766 1.069 32.00 28.71 2823 1947 0.715 4.194 -1.860 1.129 3.163 0.654 50.5 600S250-68 0.0713 33 0.836 2.84 4.727 1.576 2.378 0.688 0.908 4.727 1.508 32.821 31.50 4347 2339 1.416 5.145 -1.842 1.119 3.142 0.656 59.2 600S250-68 0.0713 50 0.836 2.84 4.727 1.576 2.378 0.688 0.908 4.723 1.386 41.49 39.07 5350 2879 1.416 5.145 -1.842 1.119 3.142 0.656 50.4 600S250-97 0.1017 33 1.169 3.98 6.496 2.165 2.357 0.923 0.889 6.496 2.161 48.81 1 48.91 6911 2512 4,030 6.947 -1.803 1.100 3.098 0.661 58.0 600S250-97 0.1017 50 1.169 3.98 6.496 2.165 2.357 0.923 0.889 6.496 2.063 69.38' 66.81 10472 3805 4.030 6.947 -1.803 1.100 3.098 0.661 47.3 600S250-118 0.1242 33 1.407 4.79 7.713 2.571 2.342 1.075 0.874 7.713 2.571 59.58' 59.59 8267 2391 7.234 8.142 -1.775 1.085 3.066 0.665 57.3 600S250-118 0.1242 so 1.407 4.79 7.713 2.571 2.342 1.075 0.874 7.713 2.498 85.92 I 86.83 12526 3622 7.234 8.142 -1.775 1.085 3.066 0.665 46.6 600S300-54 0.0566 33 0.726 2.47 4.319 1.440 2.439 0.875 1.098 4.269 1.211 23.93 22.80 2739 1890 0.775 6.452 -2.299 1.372 3.527 0.575 72.8 600S300-54 0.0566 50 0.726 2.47 4.319 1.440 2.439 0.875 1.098 4.014 1.106 33.13 29.62 2823 1947 0.775 6.452 -2.299 1.372 3.527 0.575 59.1 600S300-68 0.0713 33 0.907 3.09 5.354 1.785 2.430 1.075 1.089 5.344 1.581 31.23 30.88 4347 2339 1.537 7.937 -2.280 1.363 3.505 0.577 72.8 600S300-68 0.0713 50 0.907 3.09 5.354 1.785 2.430 1.075 1.089 5.221 1.446 43.30 40.53 5350 2879 1.537 7.937 -2.280 1.363 3.505 0.577 59.0 600S300-97 0.1017 33 1.271 4.32 7.381 2.460 2.410 1.454 1.070 7.381 2.352 52.07 I 52.40 6911 2512 4.381 10.776 -2.241 1.343 3.461 0.581 68.8 600S300-97 0.1017 50 1.271 4.32 7.381 2.460 2.410 1.454 1.070 7.280 2.247 67.28 64.67 10472 3805 4.381 10.776 -2.241 1.343 3.461 0.581 58.8 600S300-118 0.1242 33 1.531 5.21 8.785 2.928 2.395 1.704 1.055 8.785 2.840 64.291 66.28 8267 2391 7.872 12.683 -2.212 1.328 3.427 0.583 68.1 600S300-118 0.1242 50 1.531 5.21 8.785 2.928 2.395 1.704 1.055 8.713 2.797 94.24 I 90.37 12526 3622 7.872 12.683 -2.212 1.328 3.427 0.583 55.3 600S350-54 0.0566 33 0.825 2.81 5.022 1.674 2.467 1.491 1.344 4.911 1.452 28.70 27.98 2739 1890 0.881 12.942 -3.037 1.787 4.137 0.461 91.8 600S350-54 0.0566 50 0.825 2.81 5.022 1.674 2.467 1.491 1.344 4.721 1.335 39.97 36.56 2823 1947 0.881 12.942 -3.037 1.787 4.137 0.461 74.4 600S350-68 0.0713 33 1.032 3.51 6.237 2.079 2.459 1.841 1.336 6.237 1.949 38.50 37.63 4347 2339 1.748 15.968 -3.018 1.777 4.115 0.462 91.8 600S350-68 0.0713 50 1.032 3.51 6.237 2.079 2.459 1.841 1.336 6.166 1.771 53.01 49.69 5350 2879 1.748 15.968 -3.018 1.777 4.115 0.462 74.4 600S350-97 0.1017 33 1.449 4.93 8.631 2.877 2.441 2.518 1.318 8.631 2.822 61.551 62.49 6911 2512 4.994 21.811 -2.979 1.757 4.071 0.464 87.5 600S350-97 0.1017 50 1.449 4.93 8.631 2.877 2.441 2.518 1.318 8.631 2.593 77.64 78.36 10472 3805 4.994 21.811 -2.979 1.757 4.071 0.464 74.4 600S350-118 0.1242 33 1.748 5.95 10.304 3.435 2.428 2.978 1.305 10.304 3.435 76.39 1 76.40 8267 2391 8.990 25.791 -2.951 1.742 4.038 0.466 86.9 600S350-118 0.1242 50 1.748 5.95 10.304 3.435 2.428 2.978 1.305 10.304 3.268 108.43 2 107.66 12526 3622 8.990 25.791 -2.951 1.742 4.038 0.466 70.6 800S137-33' 0.0346 33 0.388 1.32 3.198 0.799 2.873 0.073 0.435 2.998 0.622 12.30 10.71 474 474 0.155 0.957 -0.696 0.460 2.987 0.946 32.5 800S137-43 0.0451 33 0.503 1.71 4.134 1.033 2.866 0.093 0.430 4.001 0.896 17.70 15.78 1051 1051 0.341 1.214 -0.687 0.454 2.978 0.947 32.2 800$137-54 0.0566 33 0.627 2.13 5.110 1.277 2.855 0.112 0.423 5.077 1.179 23.29 21.74 2091 2091 0.670 1.478 -0.676 0.448 2.964 0.948 32.0 800S137-54 0.0566 50 0.627 2.13 5.110 1.277 2.855 0.112 0.423 4.974 1.083 32.42 28,47 2091 2091 0.670 1.478 -0.676 0.448 2.964 0.948 25.9 800S137-68 0.0713 33 0.782 2.66 6.303 1.576 2.839 0.134 0.414 6.303 1.541 30.45 29.75 4221 3367 1.325 1.789 -0.661 0.440 2.944 0.950 31.6 800S137-68 0.0713 50 0.782 2.66 6.303 1.576 2.839 0.134 0.414 6.285 1.468 43.96 39.57 4221 3367 1.325 1.789 -0.661 0.440 2.944 0.950 25.6 800S137-97 0.1017 33 1.093 3.72 8.597 2.149 2.805 0.169 0.394 8.597 2.149 53.09' 53.09 8843 4824 3.767 2.349 -0.630 0.423 2.902 0.953 27.6 800S137-97 0.1017 50 1.093 3.72 8.597 2.149 2.805 0.169 0.394 8.597 2.149 64.35 63.91 10885 5938 3.767 2.349 -0.630 0.423 2.902 0.953 25.0 800S137-118 0.1242 33 1.314 4.47 10.147 2.537 2.779 0.188 0.378 10.147 2.537 65.14 65.14 11341 4971 6.755 2.694 -0.608 0.411 2.870 0.955 26.6 800S137-118 0.1242 50 1.314 4.47 10.147 2.537 2.779 0.188 0.378 10.147 95.56 95.56 16235 7115 6.755 2.694 -0.608 0.411 2.870 0.955 21.9 800S162-33' 0.0346 33 0.413 1.41 3.582 0.896 2.943 0.125 0.550 3.384 12.61 474 474 0.165 1.630 -0.936 0.607 3.137 0.911 40.1 800S162-43 0.0451 33 0.537 1.83 4.633 1.158 2.937 0.160 0.546 4.500 18.33 1051 1051 0.364 2.076 -0.926 0.601 3.128 0.912 39.8 800S162-54 0.0566 33 0.670 2.28 5.736 1.434 2.927 0.194 0.539 5.702 .98 2091 2091 0.715 2.539 -0.914 0.594 3.113 0.914 396 800S162-54 0.0566 50 0.670 2.28 5.736 1.434 2.927 0.194 0.539 5.600 .81 2091 2091 0.715 2.539 -0.914 0.594 3.113 0.914 32.1 800S162-68 0.0713 33 0.836 2.84 7.089 1.772 2.913 0.235 0.530 7.089 4221 3367 1.416 3.093 -0.899 0.586 3.094 0.916 39.3 800S162-68 0.0713 50 0.836 2.84 7.089 1.772 2.913 0.235 0.530 7.070 1.663 49.80 45.11 4221 3367 1.416 3.093 -0.899 0.586 3.094 0.916 31.9 800S162-97 0.1017 33 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9.713 2.428 58.27 1 58.27 8843 4824 4.030 4.114 -0.866 0.568 3.053 0.919 35.1 800S162-97 0.1017 so 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9.713 2.428 72.70 71.93 10885 5938 4.030 4.114 -0.866 0.568 3.053 0.919 31.4 800S162-118 0.1242 33 1.407 4.79 11.504 2.876 2.860 0.345 0.496 11.504 2.876 71.471 71.47 11341 4971 7.234 4.766 -0.842 0.556 3.022 0.922 34.1 800S162-118 0.1242 50 1.407 4.79 11.504 2.876 2.860 0.345 0.496 11.504 2.876 105.23' 105.23 16235 7115 7.234 4.766 -0.842 0.556 3.022 0.922 28.0 800S200-33' 0.0346 33 0.448 1.52 4.096 1.024 3.023 0.227 0.712 4.096 0.816 16.12 14.52 474 474 0.179 2.971 -1.288 0.817 3.363 0.853 50.6 800S200-43 0.0451 33 0.582 1.98 5.302 1.325 3.018 0.292 0.708 5.302 1.293 25.54 20.99 1051 1051 0.395 3.797 -1.277 0.811 3.353 0.855 50.3 800S200-54 0.0566 33 0.726 2.47 6.573 1.643 3.009 0.357 0.701 6.573 1.643 35.75 2 30.37 2091 2091 0.775 4.663 -1.265 0.804 3.338 0.856 47.8 800S200-54 0.0566 50 0.726 2.47 6.573 1.643 3.009 0.357 0.701 6.573 1.499 44.87 37.37 2091 2091 0.775 4.663 -1.265 0.804 3.338 0.856 40.7 800S200-68 0.0713 33 0.907 3.09 8.140 2.035 2.996 0.435 0.692 8.140 2.035 45.292 41.79 4221 3367 1.537 5.712 -1.248 0.796 3.319 0.859 47.0 800S200-68 0.0713 50 0.907 3.09 8.140 2.035 2.996 0.435 0.692 8.140 1.964 65.21 I 54.70 4221 3367 1.537 5.712 -1.248 0.796 3.319 0.859 38.4 800S200-97 0.1017 33 1.271 4.32 11.203 2.801 2.969 0.576 0.673 11.203 2.801 65.12 1 65.12 8843 4824 4.381 7.684 -1.214 0.777 3.278 0.863 45.5 800S200-97 0.1017 50 1.271 4.32 11.203 2.801 2.969 0.576 0.673 11.203 2.801 96.63 I 89.76 10885 5938 4.381 7.684 -1.214 0.777 3.278 0.863 37.2 800S200-118 0.1242 33 1.531 5.21 13.316 3.329 2.949 0.665 0.659 13.316 3.329 79.78 2 79.78 11341 4971 7.872 8.981 -1.188 0.764 3.247 0.866 44.6 800S200-118 0.1242 50 1.531 5.21 13.316 3.329 2.949 0.665 0.659 13.316 3.329 117.95' 117.55 16235 7115 7.872 8.981 -1.188 0.764 3.247 0.866 36.5 'Web height-to-thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. 'Allowable moment indudes cold wonl-of forming. See Table Notes on page 7. • LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2016 CBC/ ASCE 7-16 Ch. 13: Seismic Design of Nonstructural Components Equipment Name: Rooftop Mech Unit !Raised Platfrom 1. Equipment Properties Unit Parameters Unit Height (H) = Unit Length (L) = Unit Width (W) = Curb Height = hcg = Rt,,= R1xx = Anchorage Quantity Anchor Spacing: NA,.= NA,,= ec,.. = ec,, = Shared Corner Points? NA,o1• = 66.75 in 51.00 In 30.13 in 0.00 in 33.38 in 15.06 in 25.50 in Corners 2 Anchors 2 Anchors 2.B4in -1.25in YES 4 Anchors X- H y I y H Curb 68 81 462 - 5161 California Ave, Ste 100 Irvine, CA 92617 P: 949.261.1001 F:949.261.1190 Hcg ,$-Center of Gravity T V C -X • LPA 5161 California Ave, Ste 100 Irvine, CA 92617 P: 949.261.1001 F:949.261.1190 Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2016 CBC/ ASCE 7-16 Ch. 13: Seismic Design of Nonstructural Components Equipment Name: Rooftop Mech Unit jRaised Platfrom II 2. Seismic Loading 13.3.1 Seismic Design Force, F • Component Parameters z= h= (z/h) = Seslmic Parameters Sos= Wp= Ip= p= (l = Horizontal Force, F • Fp-min = Governing Force, F • Vertical Force, Ev E.,= 2.50 6.00 10 10 1.000 0.865 g 750.0 lb 1.00 1.00 1.00 0.2 Sos WP= Overturning Moment, due to F• Tension Cases M011r,)O(= Movr,yy = (0.9-0.2s05)D-pE 1932 lb-in -1527 lb-in II Compression Cases Movr,Xll = Movr,yy = (1.2+0.2s05)D-pE -5972 lb-in -12504 lb-in Component Amplification Factor (Table 13.5-1 or 13.6-1) Component Response Factor (Table 13.5-1 or 13.6-1) Elevation of Component Attachment Roof Attachment Ratio of Component Elevation to Roof Elevation Short Period Spectral Acceleration (Section 11.4.4) Weight of Nonstructural Component Importance Factor (Section 13.1.3) Permitted to be taken as 1.0 (Section 13.3.1) Overstrength Factor (Table 13.6-1) 0.433 W, [Eqn. 13.3-1] 0.260 w, 1.384 w, 0.433 w, 324.4 lb 0.173 w, XO (Used In Design] 129.8 lb (Used In Design] (Governs] MAX(pF, *h,.-(0.9W,-E,)*(R1 ,,-eeyy) ,pF, *h,.-(0.9W,-E,) *(W-R1 ,,-eeyy)) MAX(pF, *h,0-(0.9W,-E,) * (R1 u•ec,.) ,pF, *h,.-(0.9W0-E,) *(L-R1 u-ec,.)) MAX(pF p *h,,-(1.2w, + E.,)* (R1 ,,-ec,,),pF, *h,,-(1.2w, + E,) * (W-R1 ,,-eeyy)) MAX(pF P *hcg-(1 .2Wp + Ev)*(A1 yy-ecyy),pF p *hcg·(1 .2Wp + Ev)* (L-R1 yy·8Cyy)) LPA Architecture I P!anning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2016 CBC/ ASCE 7-16 Ch. 13: Seismic Design of Nonstructural Components Equipment Name: Rooftop Mech Unit !Raised Platfrom 3. Axial Demand Tension Loads from Overturning T ""'·~ = 29.60344828 T""'·" = -16.85301724 Ii Compression Loads from Overturning T""'.~ = -91.52155172 Tovr,yy = ·137.9780172 M""',~ I [(W-2*eeyy)(NA,,)] M,,.,yy / [(L-2*ec,.)(NAyy)] M""'-~ I [(W-2'eeyy)(NA,,)] M""'·" I [(L-2'ec,.)(NAyy)] Consider Load Applied in Any Horizontal Direction 45.31 in 32.63 in Area Moment of Inertia and Crttical Load Angle (L-2'ec,.) (W-2'eeyy) ■ ■ . , lyy = [2NA,x(2NA,x + 2) l (d•)' 3(2NAxx -2) + (2NAyy -4) 2 l;,oc = 1064.4 in4/in2 [2NA,,(2NA,,,, + 2) l (d')' +(2NA -4) -3(2NAyy -2) ,, 2 0.624 rad 35.75° Reactions For Anchorage Design Tension Due to Load Applied in Any Direction 68.13473014 Compression Due to Load Applied in Any Direction 461.8847301 y ' ■ ■ I I y 5161 California Ave, Ste 100 Irvine, CA 92617 P: 949.261.1001 F: 949.26U 190 -■ •• ' ,,,,. '' -$-___,. ~ ..... ■ --X ■ ■ I .. 7f Tension Due to Eccentricity Pie= 0 ( ( Rlyy -1) dz (Rl,, -½) d1) -(0.9W, -E,) + I + I xx yy Compression Due to Eccentricity Pee= 0 Resultant Tension, P1r = 68.13473014 ~esultant Compression, Per = 461.8847301 • LPA Architecture I Planning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2016 CBC/ ASCE 7-16 Ch. 13: Seismic Design of Nonstructural Components Equipment Name: Rooftop Mech Unit !Raised Platfrom 4. Shear Demand 11 Shear In Anchors Due to F • Load Vapplled = 81.09375 Torsional Effects on Bolt Shear _!i:_ ·I NAtotal ■ ■ ■ ■' ■ y I ' 5161 California Ave, Ste 100 Irvine, CA 92617 P: 949.261.1001 F: 949.261.1190 ■ -■ •• 1 ,, ~--, ... ■ ---X ■ ■ ■ Torsional Moment, due to F, ' +-----~,--~~-------+ w F, x (MAX(Rl,,,,, W -Rl,,,,) -2 y a.a lb-in a.a lb-in L Fp x (MAX(Rlxx,L-Rlxr)-2 Bolt Shear, due to Torsional Moment a MAX[ Mtx, M, % l Rlyy -ecyy '(L -R1yy -ecyy) NArx Va,w = a MAX [ Mt,yy ' Mt,Yy l Rlxx -ecrx (L -Rlxx -ecn-) NA,,,, Consider Load Applied In Any Horizontal Direction Polar Moment of Inertia of Bolt Group 3117.6 in,. Shear Due to Load Apllied in Any Direction 81.09375 81.09375 Resultant Shear In Anchor Points v~ = 81.09375 Vyy = 81.09375 .3__+ Fp xABs(f-R1yy)dz NA total Zip ~ + Fp x ABS (i-Rlxx) d1 NAtotal 2/p , LPA Architecture l Planning I Interior Design I Landscape Architecture I Engineering I Graphics Floor Mounted Non-Structural Component Anchorage (LRFD) 2016 CBC/ ASCE 7-16 Ch. 13: Seismic Design of Nonstructural Components Equipment Name: Rooftop Mech Unit jRaised Platfrom 5. Seismic Resu Its jj Factor of Safety for Variation in Unit Weight and Rigidity Resultant Demand per Anchor Pglnt @ Strength Maximum Tension Maximum Shear Maximum Compression 68.1 81.09375 461.9 1.00 5161 California Ave, Ste 100 Irvine, CA 92617 P: 949.261.1001 F:949.261.1190 Ccityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants Identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool A If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. A Details on CAP ordinance requirements are available on the city's website. A A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. ~ -' -,. --. . l-, ' ' . Project Name/Building Permit No.: State Street Commons BP No.: ce;c202n-02.93: Property Address/APN: 27 42 State Street, APN: 203-181-19-00 Applicant Name/Co.: Laura Andrews/LPA, Inc. ApplicantAddress: 1600 National Ave. Contact Phone: 619-929-3958 Contact Email: landrews@lpadesignstudios.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature: -q__,.-~~=~-=-------Date: 8/3/2020 B-50 Page 1 of 6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheeti $ 5 s{p) d} 3 , _,,:--- A high-rise resldenUal building Is 4 or more stories, including a D ResldenUal Low-rise High-rise mixed-use building In which at least 20% of its condlUoned floor area Is residential use □ New construction 2A, 3A, 1B,2B, 4A 3B,4A □ Additions and alterations: □ BPV < $60,000 N/A N/A All residential additions and alterations □ BPV .1: $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only *Multi-family dwellings only where interior finishes are removed □ BPV .1: $200,000 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 0 NonresldenUal □ New construction 1B, 2B, 3B, 4B and 5 I 0 AltP.ratlon~· ( IXl BPV .1: $200,000 or additions .1: 1,000 square feet 1B, 5 ----__, □ BPV .1: $1,000,000 1B, 2B, 5 Building alterations of .1: 75% existing gross floor area □ .1: 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV .1: $200,000 Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Buiding Standards Code (CALGreen) for more information when completing this section. A D Residential addition or alteration~ $60,000 building permit valuation. □ NIA _________ _ See CMC section 18.30.190. D Exception: Home energy score :!: 7 (attach certification) Year Built Single.family Requirements Multi-family Requirements D Before 1978 Select one: □ Duct sealina □ Attic insulation □Cool roof D Attic insulation □ 1978 and later Select one: □ Lighting package D Water heating Package □ Between 1978 and 1991 Select one: D Duct sealinQ □ Attic insulation □Cool roof Select one: □ 1992 and later □ Lighting package □Water heating package B. 0 Nonresidential* new construction or alterations ii: $200,000 building permit valuation, or additions ii: 1,000 square feet □ N/A Updated 8/15/2019 I 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division A5.2-Energy Efficiency. AS.203.1.1 Choose one: □ .1 Outdoor lighting □ .2 Warehouse dock seal doors □ .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) □ .4 Daylight design PAFs □ 5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: 0 .95 Energy budget □ .90 Energy budget A5.211.1 .. □ On-site renewable energy AS.211.3° Elf Green power (if offered by local utility provider, 50% minimum renewable sources) AS.212.1 0 Elevators and escalators AS.213.1 0 N/A □ NIA 0 NIA □ NIA Existing oatdoo, liglitiilg, 110 wa,elioase doors, standard office use of building, and PAF and Exhaust air heat recovery is not required by Title-24. Building core and shell (under separate permit) meet reouiremeots for AS 203 1 1 Not provided at this building as a utility for tenants or for this tenant improvement by building ownership as part of building shell. □ N/A 0 Steel framing □ NIA • Includes hotelshnotels and high-rise residential buildings .. For alterations ;i: $1,000,000 BPV and affecting> 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit appilcatlons submitted after 111120). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) Hlgh-rfse residential buildings are subject to nonresidential photovoltaic requirement (28 below) Instead. 2) If project Includes Installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), Increase system size by .3kWdc If PV offset option Is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x#d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception □ □ □ □ kWdc 8. 0 Nonresidential new construction or alterations ~$1,000,000 8PV and affecting ~75% existing floor area, or addition that Increases roof area by :!!2,000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA) Method GFA: □ If< 1 0,000s.f. Enter: 5 kWdc Min. System Size: □If~ 1 0,000s.f. calculate: 15 kWdc x (GFA/10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/2019 3 { City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:"* ______ x .80= Min. system size: _____ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Resldentlal and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. □For systems serving Individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multlple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .1 5 solar savings fraction, plus drain water heat recovery □Exception: B. D Nonresldentlal new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of Its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy □Water heating system is (choose one): 0 Heat pump water heater 0 Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A D Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when com letln this section. One and two-family residential dwelling or townhouse with attached garage: Done EVSE Ready parking space required D Exception : D Multi-family residential· D Exception · Total Parking Spaces EVSESpaces Proposed Capable I Readv I I I Calculations: Total EVSE spaces = .10 x Total parking (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces -EVSE Installed (EVSE other may be "Capable,• "Ready" or "Installed.") Installed I Total I 'Major alterations are: (1) for one and two-famUy dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or lndude an electrical service panel upgrade; (2) for m~tifamlly dwellings (three units or more without attached garages), alterations have a building permt valuation~ $200,000, interior finishes are removed and significant site work and upgrades to sbuctural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (Includes hotels/motels) D Exception · Total Parking Spaces EVSE Spaces Proposed Cacable I Readv I Installed I Total 10 2 I 5 I 1 I 8 Calculation-Refer to the table below· Total Number of Parkino Soaces provided Numberof reauired EV Soaces Number of reauired EVSE Installed Spaces □ 0-9 1 1 10-25 2 1 26-50 4 2 51-75 6 3 76-100 9 5 □ 101-150 12 6 n 151-200 17 9 n 201 and over 10 oercent of total 50 oercent of Reauired EV Soaces Updated 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. @ Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TDM plan. If TDM is applicable to your permit, staff will contact the applicant to develop a site-specific TDM plan based on the permit details. Office (all)2 20 Restaurant 11 Retai13 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10'hEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Acknowledgment: Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TDM plan and understand that an approved TDM plan is a condition of permit issuance. Applicant Signature: _________________ _ Date: _____ _ Person other than Applicant to be contacted for TDM compliance (If applicable): Name (Printed): __ B_re_n_d_a_n_F_o_ot_e ___________ _ Phone Number: 619-840-7721 Email Address: brendan@fabricinvestments.com Updated 8/15/2019 6 Business Name WBGames Project Address 2742 State Street Mailing Address SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE Business Contact Rasa Bauza City Carlsbad Commercial Real Estate Office-3400 Riverside Or., Suite 800 City Burbank Project Contact Laura Andrews OFFICE USE ONLY RECORD 10 # _________________ 1 PLAN CHECK# _________________ 1 State CA State CA Telephone# 818.977.2720 Zip Code 92008 Zip Code 91505 Telephone# 619-929-3958 BP DATE APN# 203-181-19-00 Plan File# Occupancy Rating: Faclllty's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 14. Other Health Hazards ! 15. None ofThese. j 4. Flammable Solids 8. Unstable Reactives 12. Radioactives 1. 2. 3. 4. 5. 6. 7. 8. Expected Date of Occupancy: (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). WIU your business dispose of Hazardous Substances or Medical Waste In any amount? WIii your business store or handle Hazardous Substances In quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? IX) Will your business store or handle carcinogens/reproductive toxins In any quantity? IX) WIii your business use an existing or install an underground storage tank? IXI WIii your business store or handle Regulated Substances (CalARP)? IX) WIii your business use or Install a Hazardous Waste Tank System (Title 22, Article 10)? llCI Will your business store petroleum In tanks or containers at your facility with a total facility storage capacity equal to or realer than 1 320 allons? California's Above round Petroleum Stora e Act . 0 CalARP Exempt Date Initials 0 CalARP Required Date lnlllals 0 Cal~RP.. Complete Dale lnlllals Al L RI O · Any YES• answer requires a stamp from APCD 10124 Old Grove Road, San Diego, A 9 131 apcdcomp@sdcounty.ca.gov 6-. o stamp requ red If 01 Yes .ID.!t 03 Yes Arni 04-06 No). The following questions are Intended to Identify the majority of air pollution Issues at the planning stage. Projects may require additional measures not Identified by these questions. For comprehensive requirements contact APCD. Residences are typlcaHy exempt, except -those with more than one building• on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. rExcludes garages & small outbuildings.) 1. 2. 3. YES NO IX! D □ IXI 00 D WIii the project disturb 160 square feet or more of existing building materials? Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 4. □ Iii (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, wHI the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 5 . 6. D D IXI WIii the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/infolfacts/permits.pdf) for typical equipment requiring an APCD permit. Kl (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda Briefly describe business activities: Briefly describe proposed project: Office, video game designing Tenant improvement of approximately 11,900 s.f. I declare under penalty or perjury that to the best of my knowledge and belief t responses made herein are true and correct. 08 I 03 / 2020 Name of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. _______________________________ _ BY· DATE· I EXl!MPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILOING PERMrr BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO' APCD COUNTY-HMO APCD COUNTY-HMO APCD :\.\on Cor,t, ~¢ "'o,., q_O ._ Reviewed Q < 0ll2ZlU -A!.f ~ ~ Date/Initials 8 ~,, Q~ <').. Of 58(\ . . •A stamp m this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other perm1tt1ng requirements may still apply . HM-9171 (08/15) County or San Diego -DEH -Hazardous Materials Division I Date:8/3/2020 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Business Name: WB Games -------------------- Street Address: 27 42 State Street, Carlsbad Email Address: landrews@lpadesignstudios.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) I ✓ I Check all below that are present at your facility: o Acid Cleaning o Assembly o Automotive Repair o Battery Manufacturing o Biofuel Manufacturing o Biotech Laboratory o Bulk Chemical Storage o Car Wash o Chemical Manufacturing o Chemical Purification o Dental Offices • Dental Schools • Dental Clinics o Dry Cleaning o Electrical Component Manufacturing o Fertilizer Manufacturing o Film/X-ray Processing o Food Processing o Glass Manufacturing o Industrial Laundry o Ink Manufacturing o Laboratory o Machining/Milling o Membrane manufacturing (i.e. water filter membranes) o Metal Casting/Forming o Metal Fabrication o Metal Finishing • Electroplating • Electroless Plating • Anodizing • Coating (i.e. phosphating) • Chemical Etching/Milling • Printed Circuit Board Manufacturing o Metal Powders Forming o Nutritional Supplement/Vitamin Manufacturing o Painting/Finishing o Paint Manufacturing o Personal Care Products Manufacturing o Pesticide Manufacturing/ Packaging o Pharmaceutical Manufacturing (including precursors) o Porcelain Enameling o Power Generation o Print Shop o Research and Development o Rubber Manufacturing o Semiconductor Manufacturing o Soap/Detergent Manufacturing o Waste Treatment/Storage New Business? Yes({]NoO SIC Code(s) if known: ______ Date operation began/will begin: 51112020 Tenant Improvement? Yes~No[J If yes, briefly describe improvement: _________________ _ Commercial office space for video game design. Description of operations generating wastewater (discharged to sewer, hauled or evaporated): __________ _ None Estimated volume of industrial wastewater to be discharged (gal/ day): __________________ _ List haza rdous wastes generated (type/volume):_N_o_n_e ________________________ _ Have you applied for a Wastewater Discharge Permit from the Encina Wast ewater Authority? YesO Date: ____ No[{] Page 1 of 2 • ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i.e., they only discharge sanitary wastewater with no pollutants exceeding any loca l limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. o Automobile Detailers o Hotels/Motels (no laundry) o Barber/Beauty Shops o Laundromats o Business/Sales Offices o Libraries o Cleaning Services o Medical Offices (no x-ray developing) o Carpet/Upholstery o Mortuaries o Childcare Facilities o Museums o Churches o Nail Salons o Community Centers o Nursing Homes o Consulting Services o Office Buildings (no process flow) o Contractors o Optical Services o Counseling Services o Pest Control Services (no pesticide repackaging for sale) o Educational Services (no auto repair/film developing) o Pet Boarding/Grooming Facilities o Financial Institutions/Services o Postal Services (no car wash/auto repair) o Fitness Centers o Public Storage Facilities o Gas Stations (no car wash/auto repair) o Restaurants/Bars o Grocery Stores (no film developing) o Retail/Wholesale Stores (no auto repair/film developing) o Residential based Businesses o Theaters (Movie/Live) CERTIFICATION STATEMENT I certify that the information above is true and correct to the best of my knowledge. Signature: ~ Print Name: Laura Andrews DATE: 8/3/2020 Facility Contact:_T_r_a_c_y_T_h_o_r_n _____ _ Title: ______________ _ ENCINA WASTEWATER AUTHORITY 6200 AVENIDA ENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Page 2 of 2 Ccicyof Carlsbad CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov INSTRUCTIONS: The following certificate shall be included on the title sheet of all building plans: CLIMATE ACTION PLAN ICAP) COMPLIANCE The following demonstrates project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version: 1. ENERGY EFFICIENCY APPLICABLE: j YESfNO Complies with CMC 18.30.190 & 18.21.155 fv::lNn --Existing Structure, year built: 1921/redeveloped 2019 Prepared Energy Audit? Yesffi2] Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOLTAIC SYSTEM APPLICABLE: YESJNoj Complies with CMC section 18.30.130 and 2019 California Energy Code section 150.l(c)14 Yes /No Required Provided Size of PY system (kWdc): Sizing PV by load calculations If by Load Calculations: Total calculated electrical load: 80% of load: Hardship Requested Hardship Approved Yes/No Yes/No Yes/No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: YESE) Complies with CMC sections 18.30.150 and 18.30.170? Yes /No Alternative Source: □ Electric □ Passive Solar Hardship Requested Hardship Approved 4. ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: Complies with CMC section 18.21.140? Panel Upgrade? Yes/No Yes/No YE~ Yes /No Yes/No Required Provided Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved 5. TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TDM Report on file with city? Yes/No Yes/No YES Yes/ no Yes/ no