The URL can be used to link to this page

Home My WebLink About1905 ASTON AVE; 100; CBC2018-0204; Permit/ ccity of Carlsbad Commercial Permit I - Print Date: 09/04/2018 . Permit No: CBC2018-0204 Job Address: 1905 Aston Ave, 100 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2121201300 Lot U: Applied: 04/13/2018 Valuation: $667,883.60 .• Reference U: Issued: 05/17/2018 Occupancy Group: ' Construction Type: Permit - Finaled: U Dwelling Units: - .'. Bathrooms: Inspector: PBurn - Bedrooms: . - Orig. Plan Check U: Final - - Plan Check U: Inspection: 9/4/2018 1:21:29PM - f Project Title: Description: FULL SWING: 14,360 SF OFFICE TO OFFICE TI ON FIRST & SECOND FLOOR -. Applicant: -- .. . Owner: - NUWAN RANASINGHE A AND M CAPRE ASTON LLC -r Po Box 3802 619-299-0011 - - . RANCHO SANTA FE, CA 92067-3802 BUILDING PERMIT FEE ($2000+) -. .. . - $2,541.00 -. - BUILDING PLAN CHECK FEE (BLDG) . $1,778.70 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $242.00 - GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION - ' $170.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $104.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $124.00 5B1473 GREEN BUILDING STATE STANDARDS F $27.00 -STRONG MOTION-COMMERCIAL $187.01 Total Fees: $5,173.71 - Total Payments To Date: $5,173.71 Balance Due: $0.00 \ -Pleáse take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exaction.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. if you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section ' 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY toany 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. - - , . -- • - . 1 •, •• . . ,:. - '1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.gov " '•, . FOL%IG APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: QPLANNING EJENGINEERING EJBUILDING EJFIRE OHEALTH EJHAZMATIAPCD Building Permit Application Plan Check NoL32...2.01€ -02.04 Est. Value 3 iity of . 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 I Plan Ck. Deposit iii' s a email: buildingcarlsbadca.gov Date q— — i IswppP I www.carlsbadca.gov JOB ADDRESS 1905 Aston Ave, Carlsbad CA 92008 SUITE#/SPACE#/UNIT# . 100 APN 1 212 - 120 - 13 - 00 CT/PROJECT # LOT # PHASE # # BATHROOMS TENANT BUSINESS NAME - CONSTR. TYPE 0CC. GROUP I #OFUNrrs I#BEDROOMS too DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 3 NEW TENANT IMPROVEMENT IN AN EXISTING SHELL SPACE ON THE FIRST AND SECOND FLOOR OF A 2-STORY COMMERCIAL BUILDING. WORK ON 1ST FLOOR INCLUDES JNEW INTERIOR PARTITIONS FOR OFFICE SPACES AND GOLF SIMULATORS. WORK ON 2ND FLOOR INCLUDES NEW NON-STRUCTURAL CURBS. '/' EXISTING USE , . PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS OFFICE OFFICE YESD#. NOE YESNOE YESENOE APPLICANT NAME NUWAN RANASINGHE PROPERTY OWNER NAME PrimaryContact ALVAREZ AND MARSAL CAPITAL LLC ADDRESS - . - "- ADDRESS -. 3900 FIFTH AVE SUITE 290 2276 E. MAPLE AVENUE CITY . - - -. - . STATE ZIP CITY STATE ZIP SAN DIEGO CA 92103 EL SEGUNDO CA 90245 PHONE. . u.,. . -. FAX . - - PHONE . . FAX . ' 619-299-0011 619-299-5544 310-975-2661 EMAIL •. . - NUWAN@DPDESIGNINC.COM EMAIL -- MCITRON@AMCAPITALRE.COM DESIGN PROFESSIONAL . DONALD PITMAN DESIGN CONTRACTOR BUS. NAME TRI VISTA ADDRESS- • - . . - 3900 FIFTH AVE SUITE 290 ADDRESS 116 MARKET PLACE CITY . . ... .. STATE ZIP CITY STATE ZIP .. . SAN DIEGO CA 92103 ESCONDIDO CA 92029 PHONE.. . . ,_ '. .. FAX PHONE . FAX 619-299-0011 619-299-5544 760-497-0053 EMAIL . . • EMAIL . * DONALD@DPDESIGNINC.COM DAWN@TRIVISTACORP.COM - . STATE LIC. # STATE LIC.# 680561 CLASS CITY BUS. LIC.# LO~ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law jChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). ' -• Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations: ElI have'and will maintain a certificate of consent to self.insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. have and will maintainworkers' compensation, as required by Section 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 Co.2ev,, 'i" :t,i 50 to 0 (P (ottjf)p I'tV Policy No. 2-192 3 C7' 'O€2 Expiration Dale________________ This section need not be completed if the permitis for one hundred dollars ($100) or less. [J Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California.. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, dam S vided for in Section 3706 of the Labor code, Interest and attorney's fees. .CONTRACTORSIGNATURE ,f _._- . DATE I hereby affirm (halt am exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's . License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for ' sale, If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Conti'aclor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). lam exempt under Section Business and Professions Code for this reason: 1 I personally plan to provide the major labor and materials for construction of the proposed property Improvement IYes INo I (have / have not) signed an application for a building permit for the proposed work. . .3. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number):'- 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (Include name! address! phone I contractors license number) , 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone I type of work) ..PROPERTY OWNER SIGNATURE ' . . DAGENT DATE lb ¶7)OO 8U(?O®(t) 000 0 Ø'OAOOlJg Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? LjYes I No -, Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? L_ves U,' No Is the facility to be constructed wthin 1,000 feet of the outer boundary of a school site? LtYes F No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. O03000 W130000 00300V I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name - LendesAddress - - - -- -- A@QIOG? CO01?O0O@O®(ZJ ' I certify that i have read the application and state that the above lnformation is correctand that the infomralion on the planslsaccurate. I agree to comply with all City ordinances and State Im relating tnbuitdingconstruction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of thisCode shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such peiTnitorif the bald or a such permit is suspended or abandoned at any time after the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANTS SIGNATURE r .>,/ / DATE :. .- . STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF ViOCCUPAN CY NL(C omm ercial .cai... I' :- Fax (760) 602-8560, Email buiIdingtcar1sbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. -, - CO#: (Office Use Only) CONTACTNAMEj------- __ . -- -- OCCUPANTNAME ADDRESS -- - BUILDINGADDRESS - ---- -------------- ----- -- - -- CITY I STATE ZIP CITY STATE Carlsbad CA PHONE - FAX r - - --------------- EMAIL - - - - -a---- BUS. UC. No. -..- - DWVERY OPTIONS ] PICK UP: CONTACT (Listed above) C OCCUPANT (Usted above) - -. CONTRACTOR (On Pg. 1) - ASSOCIATED CB =MAIL TO: CONTACT (Listed above) D OCCUPANT (Usted above) -• DCONTRACTOR (On Pg. i) - --- -----------OCCUPANTS - - -- ----.-- - - NO CHANGE IN USE/ NO CONSTRUCTION jMAlL/ FAX TOOTHER: L_- - CHANGE OF USE/ NO CONSTRUCTION APPLICANT'S SIGNATURE' DATE -F 0 77777-7.7 011, f1j oUL 0 Permit Type BLDGLCornmercial " Application Date: 04/13/2018 Owner: A AND M CAPRE ASTON LLC r 4. Work Class:' ,.TenantIthprovement Issue Date: 05/17/2018 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: ' 'Closed - Finaled., Expiration Date: 02/12/2019 Address: 1905 Aston Ave. 100 - Carlsbad, CA 92008-7393 '' IVR Number: 10720 Scheduled' Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete -Date Start Date 06/06/2018 • 06/06/2018 BLDG-14 . 060163.2018 Partial Pass Paul Burnette Reinspection I Incomplete - Frame/Steel/Bolting! ' / • Welding (Decks) • S. - Checklist Item z COMMENTS Passed ' 5 .. BLDG-Building Deficiency No 06/15/2018 06/15/2018 BLDG-14 -' 061124-2018 . Failed Paul Burnette Reinspection .Complete - -.' Frame/Steel/Bolting! Welding (Decks) . . - Checklist Item COMMENTS Passed - . ,. BLDG-Building Deficiency No -S - - .•,' .5-. 5. BLDG-21 - , 061125-2018 Passed Paul Burnette S . Complete Underground/Underf loor Plumbing . Checklist Item COMMENTS Passed '" ' - BLDG-Building Deficiency ' 1 . Yes S 5_ 5•" 07/10/2018 '1BLDG-17 interior . 063487.2018 .07/10/2018 Partial Pass Paul Burnette Reinspection - Incomplete - Lath/Drywall . Checklist Item COMMENTS Passed BLDG-Building Deficiency No 07/18/2018 07/18!2018 BLDG-14 064347-2018 - , Partial Pass Chris Renfro Reinspection Incomplete - Frame/Steel/Bolting! '.Welding (Decks) Checklist Item - COMMENTS Passed : '(BLDG-Building Deficiency Inspected rough framing of ceiling in West Yes - . ••,4 - ' side room. OK to drywall and tape. I - . 08/16/2018 - 08/16/2018w BLDG-Final . 067049-2018 Failed Paul Burnette Reinspection Complete . . , lnspectiont -- - . 5, •• . •5 - - '.-. ChecklistItem ' . COMMENTS Passed - BLDG-Building Deficiency . No - - -:, •. • BLDG-Plumbing Final - No . . . - -'5- •' ' -' ' - BLDG-Mechanical Final ' - No - . . - , , - ,-•, ' - BLDG-Structural Final , No • - - - BLDG-Electrical Final ' . No - --. .-,- '09/04/2018 09/04/2018-- ,. BLDG-Final- 068974-2018 Passed Paul Burnette Complete - - - -: Inspection . -, . • - 5 .1, . , 5 -' - 5'1' '" - -5 5 • Checklist Item . COMMENTS . Passed • S ' • - • . .•. - BLDG-Building Deficiency No . • - , 5 S BLDG-Plumbing Final • . - . - - • No - -. •• •• .' BLDG-Mechanical Final - - - - No = ••, BLDG Structural Final No - BLDG-Electrical Final . - / No a . _•. 4 '5 -. - I • • • -. - - - 5__• • - 5-,.., - September 04, 2018 - -. -5... - • ,. - Page1of2 - : INSPECTION REPORT 3, . .•. .. PROJECT NAME Full Swing INSPECTION MATERIAL IDENTIFICATION ADDRESS 15 Aston Ave. -, U CONCRETE CONC. MIX NO. & Win - Carlsbad, Ca. 0 REINF. STEEL GROUT MIX NO. & lb/in2 S - ARCHITECT, -Donald Pitman Design, Inc.' 0 MASONRY MORTAR TYPE & lb/in2 . -. ENGINEER' AM Engineering . P.T. CONCRETE REINF. STEEL GR./SIZE I - CONTRACTOR.,- Vista Const. : IJ FIELD WELDING STRUCTURAL STEEL A36 and A500 . • • OTHER San Diego Steel Solutions - 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 8-02-201,8 0 BATCH PLANT MASONRY BLOCK - PLAN FILE/OTHER -. 0 EXP. ANCHOR OTHER BLDG PERMIT/OTHER CBC2018 0204 0 OTHER - - MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0. REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. 1 observed the field eIding at the indoor shed structure as noted below. Certified welders: Modesto Portillo and Gilberto Raya using the FCAW process. Filler metal: Lincoln-Electric, E71T-8, .072", NR-232. Base metals: ASTM A36 plates and A500 HSS columns and beams. • '3 Completed weld: 1/4" fillet weld all around connecting the HSS column to the 10x10x5/8" base plate per det.3/S1.0 at each of (8) columns. 1/4" fillet weld (1) side connecting the 6x4x1/4" sandwich plates to the face of the HSS rafters. 3/16' fillet weld in the (V) . position and flare bevel T.&B. connecting the HSS intersecting members to these sandwich plates per det.3/S1.0 at each of (12) locations. PJP groove welds on top and fillet or flare bevel other (3) sides connecting the HSS roof members to the HSS columns. Edge welds all around connecting the column cap plates. Flare bevel stich welds connecting the longitudinal cap plates to the HSS roof members. Upon visual inspection the welds are of sufficient size per plan details and quality per AWS D1.1 standards. STRUCTURAL STEEL ERECTION & WELDING IS COMPLETE. No discrepancies were bbserved or noted. All work is subject to City of Carlsbad approval. -. -• • . Tvo. at Column to base nlate. Tvo. at roof members to column. Tvo. at sandwich nlates. - Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME -Craig Bechtel CERTIFICATION NO. AWSCWI16O92121 . SIGNATURE ;., Cm 118M1211 'QCiE9/11/2019] '•:• '..i, -- EsG il 't., A SAFEbuiLtCompany iiAT5/ 10/2018 D APPLICANT IJ JURIS. 1 JURISDICTION: Carlsbad PLAN CHECK # CBC2018-0204 SET II PROJECT ADDRESS 1905 Aston Ave #100 I,' •'• •' - ROJECT NAME: Full Swing Tenant Improvement The plans transmitted herewith have been corrected where necessary and substantially, comply with the jurisdiction's building codes The plank transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building ... - - ' department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck ' The c1ck list transmitted herewith is for your information. The plans are being held at EsGil = until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person '.. e 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. EsGil staff did advise the,applicant that the plan check has been completed. - Person contacted. .. Telephone #. ' i-Date contacted /b Email ' Maii Telephone Fax In Person E1. Dr-:RA AVS: nPasiut - Enclosures: - 5/4/2018 sapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576' EsG i l A SAFEbuilt'Company DATE: 4/24/2018 0 APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0204 SET: I PROJECT ADDRESS: 19O5 Aston Ave#100 PROJECT NAME Full Swing Tenant Improvement H The piang 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 H . - codes when minor deficiencies identified below are resolved and checked by building :. department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list 1 t and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at EsGil until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to: Nuwan Ranasinghe EsGil staff did not advise the applicant that the plan check has been completed EsGil staff did advise the applicant that the plan check has been completed. ' -Person'contacted: Nuwan Ranasinghe Telephone #: 619-299-0011 Date contacted: 2.4' (by ,.) Email: nuwan@dpdesigninc.com Ma \)(teIephone Fax In Person REMAKS H - By: Jason Pasiut Enclosures: - EsGil 4/16/2018 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 4 *' ' 'Caflsbad CBC2018-0204 '. 4i24/2018 # f• - *4.- PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS CBC20 18-0204 OCCUPANCY: B TYPE OF CONSTRUCTION: JIB ALcOWABLE FLOOR AREA:. within ,. * -.. SPRINKLERS?: YES REMARKS: - DATEPLANS RECEIVED BY JURISDICTION: 4113/2018 DATElNITIAL PLAN REVIEW COMPLETED: 4/24/2018 JURISDICTION: Carlsbad USE: Golf Simulator ACTUAL AREA: 28,710 , FOREWORD (PLEASE READ) * This p1an review is limited to the technical requirements contained in the California version Of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. :You may have other corrections based on laws and ordinances enforced by the Planning ;. Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. -, Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of ..anystate, couhtyorcity law. . -- To speed up the recheck process, please note on this list (or a copy) where each -. correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. t. -4..: . . • . 4 - . ' .• . . 4 , I . • , 4 _.4 ;',-,. • . '4.-. ,-:•.• :.. .. 4. .4 ,• . 1 - - • Carlsbad CBC2018-0204 4/24/2018 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, Ehgineering and Fire Departments until review by EsGil is complete. - . ACCESSIBILITY 1. Please show that the existing men's and women's restrooms have at least one compartment that meets the requirements for maneuvering space with end- opening doors per 11B-604.8.1.1.3. • - P n'/@o(,nowIo- •:. 59 rnTh rim wti dosel. 1499 •orcbt in door 6 Mill VAII rno/rnrd Water C 0891 5 s-inn ©.wall moun led 36 in 914 f42 1 5422 waMrcioaet -g portion ot AL 48 min. 1219' -48MIn - • - 8P8C9 (b) ma? u,ann - ou&5w?ngwtg irt-avL-4uig doot door FIGIJREIIS 6048113 MANEUVERING SPACE WITH END-OPENING DOOR / 2 Please show that the open bistro has a counter space available to a mobility disabled person - a. Where dining surfaces are provided for the consumption of food and drink, - at least 5% of the seating spaces and standing spaces at the dining surfaces shall comply with 11 B-902 .4_'• ' - 4- -• 1' - • • - Carlsbad CBC2018-0204 4/24/2018 Show a clear floor space of 30" x 48" for forward approach with knee and toe clearances per 11 B-306. The tops of dining surfaces shall be 28" minimum and 34" maximum. Where food or drink is served for consumption at a counter exceeding 34 inches in height, a portion of the main counter 60 inches minimum in length shall be provided in compliance with Section 11B-902.3. 3. Show on the plans the proposal for meeting the requirements of 11 B-219 for assistive listening devices within the assembly I conference rooms -1 a) Show location of sign stating, Assistive listening system available" at or near the assembly area Show that the number of receivers provided equals 4% of the seating available but not less than two Show that 25% of the receivers, but not less than two, are hearing - aid compatible unless exempted. Show the location of the devices within 50' distance of the viewing area if provided within a specific area. Describe whether the system is permanent or portable. - 4. 4-: - 4. . Show that detectable warnings, 36" deep and extending the full width of the curb • ramp, are to be installed at the transition from sidewalk to access isle, per Section •- I -- . - , 11 B-705. Only approved DSA/AC detectable warning products and directional surfaces shall be installed. Section 11 B-705.3. STRUCTURAL 5. Show on the plans how the installation of new mechanical equipment on the roof will meet the seismic design requirements of ASCE 13.2.1 general design, 13.4 - - -- anchorage, and applicable section of 13.6 unless exempted by 13.1.4. - 6. Show on the plans that the existing structural framing is sufficient to support the . weight of the new RTU being installed. CIVIC 303.8. 7.. A GFCI protected receptacle outlet is required within 25 feet and on the same level as the mechanical equipment (heating, air-conditioning, and refrigeration .. - •- equipment). Please include on the plans. NEC 210.63. : • __e- •' k : - * . r - Carlsbad CBC2018-0204 - 4/24/2018 8 Please provide the structural calculations related to the shed roofs The calculations on sheet S1.0 call-out details on a sheet D-i which is not in the plans Please clarify. END OF REVIEW To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation - page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Ll Yes Ii No - I 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 Jason Pasiut at Esgil Thank you 1• I C , I.; - c ) - - - -. - Carlsbad CBC2018-0204 S 4/24/2018 (DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE . JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0204 PREPARED BY Jason Pasiut DATE 4/24/2018 BUILDING ADDRESS: 1905 Aston Ave #100 1.. BUILDING OCCUPANCY: B BUILDING PORTION AREA (S q. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 14360 46.51 667,884 Air Conditioning Fire Sprinklers TOTAL VALUE 667,884 - Jurisdiction Code cb By Ordinance 1997 UBC Buildinq Permit Fee I I ;-1957U BC Pl(n Check Fee I I * Type of Review'.EI Complete Review 0 Structural Only ¶5, D ' Repetitive Fee 0 Other Repeats Hourly Hr. @ * .4 . EsGil Fee 448-52 Comments - Sheet 1 of 1 4 4 • •. -. . , - S -- S - 4. . - -• r - - AM EIW(NEERS .Consulting structural engineers 325 W. 3rd Ave. Suite 205 • Escondido, CA. 92025 V V, Phone (760) 741-7306 Fax (760) 738-8364 IV - fl V V STRUCTURAL CALCULATIONS 11 PROJECT NAME 1905 Aston Full Swing PROJECT NO 2018025 - CLIENT ,r Trivista Inc / V This signature is to be a wet I DESIGNED V signature not acopy . I . APPROVED : 4i .1 BY : A. M. DATE SIGNED 4/32?21 I DATE April, 2018 • •, V ,, V sslIi1 I V V V• V , V V I V V 0. 571 UA QFC Olt( 020 p jØ( -- 2o/v25 1 AMENOItlEERS Consulting Structural Engineers 325W. 3rd Ave., Suite 205, Escondido, CA. 92025 Phone (760) 741-7306 Fax (760) 738-8364 I ItkI ('ITI P. I :.1 .- _•_;;- 4, - -4- * ..- -,- • I fl A M ENGINEERS Consulting Structural Engineers JOB SHEET NO. z OF - CALCULATED BY DATE (760) 741-7306 J44_;_JL t .1 - -- _- •---- ----V -H-- - -. II lilt DL71 CLL 4-- ........................ +1 . .. - -. t22 -- - -'-- t4fl±ft ............. pill F±}± ........................,. ------- T. t l4 ................................. :.i..4........L.L . irL - ± - i Tfff -F : 4. LLL. ii :zrt J: r -.-----------1---_ J.LiTT I I - - ., • . I --------------j---- 4 'iri - - - •--•----_,-----,---,- _ -- _L. •.L I - .f--I L..--------- - ------ irTHrrHn±H . •----.------- -- & X— A M ENGINEERS ConsultinQ Structural Enineers ç - iI( SHEET NO. 3 OF CALCULATED BY DATE (760) 741-7306 I/c IkL E1< ii/' 3 H - - - LJELc .E4e14 sL. 3E1' Ttf 57s7 t: H rao -' - - - T/ /J - TYI - - - - - NM Engineers:PijectTiUe: -(,( 5w,- C- 325 W. 3Rd. Ave., Suite 205 . Engineer: ProjectiD: Escondido, CA. 92025 Project Descr: ' (760)741-7306 •._ ••. : 'Single story interior frame Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II' All Buildings and other structures except those listed as Category I, lii, and IV ASCE 7-10, Page 2, Table 1.5-1 - Seismic Importance Factor 1 ASCE 7-10, Page 5, Table 1.5-2 Gndded Ss & Sivalues ASCE 710 Standard ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: Latitude 33.158 deg North = 1.14 S, Urpo uie = tie = 04469 g tOsecresponse Location Carisbad CA 92008 Site Class, Site Coeff and Design Category Site Classification "0" Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 - Site Coefficients Fa & Fv Fa = 1.03 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.55 - Maximum Considered Earthquake Acceleration S M$ = Fa • Ss = 1.205 ASCE 7-10 Eq. 11.4-1 .S=Fv.S1 = 0.694 14SCEI.10 Eq. 11.42 ,'. 7 Design Spectral Acceleration s DS= S W3 = 0.804 ASCE 7-10 Eq. 11.4-3 Df S Mi2'3 = 0.463 ASCE 7-10 Eq. 11.4-4 Seismic Design Category . D SI >r 0.75 ASCE 7-10 Table 11.6-I & -2 Resisting System ASCE 710 Table 12.2-1 Basic Seismic Force Resisting System... Moment Resisting Frame Systems Ordinary steel moment frames........... . . esponse Mbdcation Coeent R 3.0 BiiMlng hL: System Ovestrength Factor 'Wo" = 3.00 Category 'A & B" Limit No Limit Category 'C' Limit: No Limit - Deflection Amplification Factor 'Cd 3.00 CaO V Limit. Not Permitted h . NOTE! See ASCE 7-10 for all applicable footnotes. Category "E" Limit Not Permitted h - Category "F" Limit: Not Permitted i Lateral Force Procedure ASCE 710 Section 12.8.2 Equivalent Lateral Force Procedure The "Eauivatent.Laterat Force Procedure" is being used according to -the orovisions of ASCE 7-10 12.8 :. :'•• -.:.: ;.• Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems - 'Ct "value 0.020 "hn ': Height from base to highest level 15.0 ft x 'value - = 0.75 "Ta'Approximate fundemental period using Eq. 12.8-7 : Ta Ct * (ha 'x) 0.152 sec "TL': Long-period transition period per ASCE 7-10 Maps 22-12-> 22-16 8.000 sec Building Period "Ta' Calculated from Approximate Method selected 0.152 sec "Cs Response Coefficient ASCE 7 10 S6CtiOfi 12811 - ...-" Short Period Design Spectral Response - = 0.804 From Eq. 12.8-2, Preliminary Cs 0.230 - - ." •. R": Response Modification Factor 3.50 From Eq. 12.8-3 & 12.8-4, Cs need not exceed = 0.867 I": Seismic importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than 0.035 -. •, Cs :Seismic Response Coefficient 0.2296 Seismic Base Shear ASCE 710 Section 12.8 .1 Cs 0.2296 from 12.8.1.1 W (see Sum Wi below) 0.00 k Seismic Base Shear J -Cs.W= 0.00k - - 'c. "r 'AM Engineers: roect Tide: -4.At ';1j, 325W. 3Rd. Ave., Suite 205 Engineer: ---i-- Project ID: Escondido, CA. 92025 Project Descr: ; (760)741-7306 Title Block Line 6 Printed: 30 APR 2018, 3:17PM - File - C \Users'.AdmIn\DOcUME-1\ENERCA-1tuasw-1 eismuc ase ear ENERCALC INC iftk4 'U' ECO 1983-2017 Build 10171210 Ver1O171210 SCE 7-10 Section 12.8.3 * k : hx exponent based on Ta 1.00 - Table of building Weights by Floor Level... - • - . Level # Wi : Weight Hi: Height (WI * Hi-k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment Sum Wi = 0.00 k Sum Wi * Hi 0.00 k-ft Total Base Shear = 0.00 k - . . Base Moment r 0.0 k-ft Diaphragm Forces Seismic Design Category B to F ASCE 7 10 12.10.1.1 v : Level # WI FL Sum FL Sum WI Fox. Calcd Fpx Uri. Fpx Max Fçui Dsri. Force - ............................Weight at level of diaphragm and bther structure elements attached to it. - . Fi ............................Design Lateral Force applied at the level. Sum Fi .........................Sum of "Lat. Force" of current level plus all levels above MIN Reqd Force 0 Level .........0.20 * S o * Wpx -. MAX Req'd Force 0 Level ........0.40 * s ol * Wpx Fpx: Design Force 0 Level .......Wpx * SUM(x->n) Fl / SUM(x->n) wi, x = Current level, n = Top Level - - . . I - A . I * , 1 - - ',• . .., . * .. ,,.-•, - w, • • • - . - • -•? • • I- A M ENGINEERS Consultina Structural Enaineers JOB 410II1625 SHEET NO. OF CALCULATED BY DATE (760) 741-7306 zzx I 5 Z ........................ - - .....- -t-k-i-.-. .......................................... --4----1--H--H .. . 4 ............................. l • -. . .: ............... -: • • - . . . S - - - - -- - 1 :WJti 4 .- - ............................................. ...,...... . - .........-1..,-.. •....... - S..-'. -- •. •. S.. •., .... 3 42: - 7 -S.-- .5.- ........... S.. ..............4. .r -5-S.- ........... .. S.. - .5- ..................---•-• i .--. S-i ..............--5-----•• -S ......................•- -"-r---t----- - Si-' 5, -S. .........--5-- ..... Page7 - ersane: (Build 6.08.0. by Di.41 C1 Co. - Page ' General Info Item Model Name Steel Moment Frame .6b #2018025J Compan Vl-ffingitt ers Enginee - A Notes Units - --Iten Value Length ft Dimension in Force ki - Linear Force kip/il - Momen kip-fl - Linear Momen kip-ft/fd Surface Pressur - _ - lb/ft_ TranslationalDisplacemen - RotationalDisplacemen ra -Temperatur F __ Modulu kip/in" Weight Densityl lb/ft"3 - -Reinforcement Are4 in" -Stres lb/in' NodalTranslationalSprin lb/in --Nodal Rotational_Sprin -.lbin/ra Lime Translational Sprml Surface Translational Sprinp kip/in"3 Materials Units: Young's Modulus (E), fc, fj, fys [kip/in2]; Weight Density (Wc) [lb/ft-"3]; - Thermal Coefficient (Tc) [1/F] - - No. Lbel E Poissoo.Ratio. Nv4 r4 f4 f. N. 11 Defaul4 29000.0001 0.31 489.c 0.0 3.000r 60.0001 60.0001 Sections' - . -. Units: lz, l, J [m M]; A, Ay, Az [in A2] - No Labe 12 ly Al A' A - 1 - Defaul 1.00 log LO 1.00j .1.OQ 1.0 H554X6X1/ 11.10 20.90 23.6 4.31 2.15 2.1 3 HSS4X4X1/ 7.80 7.80 12.8 3.371 1.69 1.6 4 HSS6X4XI/ 20.90 11.10 23.6 . 4.301 2.15 2.15 .' Nodes -, Units: Cóordrnates X, Y, Z (ft] - Members . Units: Angle [deg]; Length [ft] - Release flag: 1=eleased.0=noi released Start-OZ][End-OZ][Start-OY][Bnd-OY] Nonlinear flag: 0=1inear, 1'tension only, 2=compression only . * - . . No Node-1 Node_2f Section Materiaj Local Crackin Length Release Nonlinearj file:///.C:/IJsers/Admin/Documents/Full~/~2OSwing.htm 4/30/2018 No.. No.!, . - '4 • 1 - 0.00 0.00 0.00 21 0.001 10.00 0.0 3 20.00 14.00 0.00 41 20.ocl 0.00 0.00 Nodd Di[ Dy l Del Do,il Dot] Doj II 0.000e-t-0001 0.000e+0001 0.000e+00 0.000e+0001 0.000e+000 -8.197e-003] 2] 8.154e-001I -2.192e-0041 0.000e+0001 0.000e+000I 0.000e+000] -3.991e-003] - . 3 .S -004j -.0t3-00 o.Qoo+c1oJ 1 4 . 1:200e-00J -3:090e-0-10 0000e+00€$ €.00e+004 0000t00 -7.122 G 'Load Combination 3: Combination _DL+Sei mic VersaFrame (Build 608.0) by Digi.tal Caiial Corp 11 11 21 31 11 0.0( A 231 41 11 0.0( '. 31 31 41 41 11 0.0( Supports Units: Forced Displacements Dx. Dy. Dz [nj; Dox.Doy. Doz (rad1 Nodal Loads Units: Force jkipJ; Moment fkip-ft].: Direction: 0X.. IY.. 2Z. 3=OX. 4=0Y. 50Z 4' ****$******S*** LOAD CASE - [Seismic ]************* 4. Nodel Direction Value 31 0 0.340 Point Loads Units: Force [kip]; Moment[kip-fl]; Coord-Sys: Loca1''0, Globall; Direction: 0'X, 1=Y 2=Z, 30X, 40Y, 5"07° .. ........ - Nodal Displacements Units: Displacements Dx, Dy, Dz [in]; Dox, Doy, Doz [rad] Load Combination 2: AISC I 4-ASD DL+LL -'2qzc i.000l 10.001 0000l / Nodel Flag Dx Dy Del Doel Doyl Do ii 111000 0.000 0.000 0.00cl 0.00 0.000 0.00 -. •- 41 111000 0.000 0.000 0.0001 0.0001 0.000 0.00 Node Dx Dy D4 Do Doy Do -4262e-01 0.00Oc-t'0O? 0.000c-#0001 O.00Oc-tOO -8.503c-003 1.034e+04 -1.274e-0' 0:000e+0 0.000e+0041 0.000e+00 -8.848e-00 3 1.034e+000T -2.353e-003 0.000e+001 0.000e+0001 0.000e+0001 2.656e-003 2.332e-010I -7.177e-010 0.000e+oocl 0.000e+0001 0.000e+000 -1.056e-00 Support Reactions., 'S Units: Force Reactions Rx, Ry, Rz [kip]; Moment Reactions Rox, Roy, Roz [kip-ft] Load Combination 2: AISCI4-ASD DL+LL Load Combination 3: Combination DL+Seismic I-- ' Member End Forces . and Momen1 Units: Force F; Fy, Fz [kip]; Moment Mx, My, Mz [kip-ft] Load Combination 2: AJSCI4-ASD DL+LL .Nod .i4 Ro4 RovJ Ro2 _ 000 41 -0.568[ 1.7471_0.0001_ i. _0:0001_'0:0001 0f' 0.0001_.0.0001_o. Nod4 -Rx[ R ii -0.132j _Rel_Roel_Ro 41 -0.2921 0.179_O.00I_O.O0I_0.000_0.' 0.752_0.0001_0.0001_0.000_0.00( Member1 Nodel Fx (AxiaI)Fy (Major Shear)' Fz (Minor Shear)1 Mx (Torsion) My (Minoi1 Moment)I Mz (Majorl Moment) 1. I 1.031 0.0fl 0.00 0.00 0.0001 0.001 file://tC lUsersfAdmthiDocuments/Fu1l%20Sw1ng htm 4/30/2018 .. .,.. :1sa'e (Build 608.0) by Digital Canal Corp . Load Combination 3: Combination DL+Seismic d 113 a zS Page •i F' 2 -1.037 -0.011 0.00 0.000 0.000 -0.10 2 -0.214 1.015 0.00 0.00 0.000 -0.108 3 -0.214 -1.824 0.00 0.00 0.000 -7.946 3 3 -1.747 0.568 0.00 0.000 0.000 -7.94 -1.747 0.568 - 0.00 0.00 0.000 0.00 Meinb 7od .xiat) .Yz.(i'jnor'SJenr. rsn MII Moment) Mz(Majo Moment) -0.179 0.132 0.00 0.00 0.000 0.00 -0.179 0.132 0.00 0.000 0.000 1.32 • - 0.095 0.201 0.00c 0.00 0.000 1.32 3 0.095 -0.748 0.00 0.00' 0.000 -4.088 3 3 -0.7521 0.2921 0.00q 0.000 0.000 -4.08 -0.7521 0.2921 O.00Q O.00q 0.000 0.00 1 Unit Load Effects Resistance Ratio ' Load Combination Distance (ft) Axial kips 1 7466 12 152 0 1437 AISCI4 ASD_DL+LL 0 Bending-X ft-kips -8.053 21.282 -0.378 AISCI4-ASD_DL+LL 0 Bending V ft kips 0 0000 16093 0 0000 AISC14 ASD_DL+LL 0 Interaction - - - 0.4502 AJSCI4-ASD_DL+LL 0 4. .Sheár-X.. -. - . kips . -' :0.0000.".' . '27.634 ," ' 0.0000 -- '' - '' : .'' :, - .'- - :- Shear-Y kips 0.5676 44.376 0.0128 AISCI4-ASD DL+LL 14 Total Dell X in 0'.0000, 0.7000 0 0000 0 Total Dell-V in 0.2848 0.7000 0.4069 AISCI4-ASD_DL+LL 5.95 Live.Defl X in 0;00.00'. 0 4667 00000 'Li 11ea-Y i.. .0.248 0.4667 . 0.l04 ASCDIM.L 5:95 CRITICAL STRESS DETAILS FOR MEMBER 3 Section Name: HSS6X4XI/4 Status: OK 1--- - SELECTED LOAD COMBINATIONS ' . Load Combinati on :'AISCI4.ASD.:DL-I-LL ...., Combination_DL+Seismic Code Check Total Live Dependent Conditional x.y..'..x... ' .. x x x 4 'U .3' Job #2018025: Steel Check Report Project:: Full Swing (C:\Users\Admin\Documents) Company: A M Engineers Description: User: AM Date: 04130/2018 02:59 PM Software: Digital Canal VersaFrame - Code Check Results (ASD14) CRITICAL STRESS SUMMARY ID Section Name Status Governing Criteria Stress Ratio Load Combination Distance (ft) HSS4X4X1/4 OK Live D eflection Y 0.19-43 Combination_DL+Seismic 5 7500 CRITICAL STRESS DETAILS FOR MEMBER 2; Section Name: HSS6X4X1/4 Status: OK Unit Load Effects Resistance Ratio Load Combination Distance (ft) Axial kips 0 2140 27967 00077 AISC14 ASDDL+LL 204 Bending-X ft-kips -7.974 21.282 -0.375 A1SC14-ASD DL+LL 20.4 Bending V '11-kip' 0 0000 16093 0 0000 AISCI4 ASD_DL+LL 204 Interaction - - - 0.3785 AISCI4-ASD_DL+LL 20.4 Shear X kips 0.0000 .-27.'634-. 0 0000 .Shear-,Y 1fps -1224 44.376 0.0411 ALSCI4-ASD_DL+LL 20.4. Total befl X In 0 0000 .1 .0198 0 0000 Total Dell-V in 0.6230 1.0198 0.6109 AISCI4-ASD_DL+LL 9.18 Live'DeOX-.: "..' in: ' 0.0000 . .0.6799' _' 0.0000- .-. ____''-'.:..-: _'--- ."-:0...' Live Dell-V in 0.6230 0.6799 0.9164 AISCI4-ASD_DL+LL 9.18 - - (d). Y:Axis Yielding - Description - (ft-kips)...... -. -.' . (e). Y-Axis Flange Local Buckling Description Formula Value Code b /t 2275 TableB4 1b 1.12 (E/ F)°' 26.97 Table B4. lb - r-.1.40.(E / F,)°' :3172 Table B4 lb Formula Value Code 2688 F71 S .Steel Check Report for Full Swing Job #2018025 Page Design Procedure for Member 2 14SS6X4XI/4 1, , Designed according to .4ISC ASD 141/i Edition (2010) - critical /0(1(1 effect at distance 20.3961 feet tinder load co,nbinario,, 41SC14-ASD_DL+LL "INPUT - " PROPERTIES: k(ü): •. 4.3 4 .. 1. S(i: .. 6.96- 20.9 . t(in)-- . 0.233 . I . :S(in3) 5.56 .d (in) 6 K: I -. .Z,(in3). . 8.53 2.2 .t, (in)... 0.233 L (in) 244.8 ..Z.(iñ) - - 6.45 1.61 k(in) . 0.466 L, (in) 24.4.8 .. -. .. 23.6 (iñ) 0 .L(in) . 2.8 __________ 0 yo (in) 0 C 0 x, (m) 2 C, I Welded No 0 y, (in) 3 C,, 1 F, (ksi) 50 LOAD EFFECTS-. I . P (kips) M (ft-kips) M,. (ft-kips) V5 (kips) V (kips) 0.214 . -7.946 -0 -0 -1.824 , 1• SOLUTION . '.I.;- CHECK AXIAL STRENGTH (a). Flexural & Local Buckling :- Axial Capacity: P = l 5,k = 46.7 kips: P5 = P,,/) = 27.97 kips 2. CHECK FLEXURALSTRENGTH X-Axis Yielding ' Description Formula Value . Code :.M(11-kips)5.-;-.- ......•.,. ...., --M-FZ5 .- . ::-3.54. -F7I X-Axis Flange Local Buckling Description Formula Value Code h551 /t 2275 TableB416 - Ap 2.42 (E/F,)°' 58.28 Table B4.lb 5.~70..(E 3373 Table, Mn- Web is compact, Mn = 35.54 F7.3.(a) Description F.Qr%vJ.a VqLu.e Code KL/r max(KL /r KL,/r) 152 Q. for _tubes _and _HSSQ =_1.0 _______________ ________________________________________________________ ___________ ____________________ Section is compact Qj = I I E7.2 Q , QQo I E7 F F5 E'r2 /(KL/r)' 1238 E34 - F. (ksi) . (for QF,IF>2.25) F =0.8771`c 10.86 E7-3 Description Formula Value Code b5 /t 1417 TablcB4 1 s. 1.12 (E / F)°-' 26.97 Table B4.Ib -. 1.4ocEl-yfl 3372 TableB41b M5 Flange is compact, M. = M1 35.54 F7.2.(a) -. .'. C:\Users\Adntin\Documents 04/30/2018 .5-, . :-• - . Steel Check Report for -Full Sii.ng Job 2018025 page 3 Mn Flange is compact, M. = Mp 26.88 I 1 (c) Y-Axic Web I.ocl fltieklinp Description Formula Value Code h5a/t 1417 Tab1eB4lb .42 .' X;, -- - .' ,. . . •. 5.70 (ElF,.) 1373 'Table B4.lb M4 Web is compact, M. = M 26.88 Flexural Capacity Strong Axis: M,, = 35.54 ft-kips: Ivl = M,,K) = 21.28 ft-kips Flexural Capacity -Weak Axis: M4 = 26.88 fi-kips: M. = MIQ = 16.09 ft-kips 3. CHECK AXIAL AND FLEXURAL INTERACTION Description Formula Value Code P (kips) - P El it2 / (tffN( K4)L)' 9986 A-8-5 B1, 131 =CO3/(l - CPr/Pci) >= 1.0 1.003 A-8-3 7.974. A 8 1 1cly (kips) Pely = El -,Y' / (MIN(1, K.)Ly)2 53.04 A85 B1, = C,,,/ (1 oP / P01,) >=1.0 1 006 A 8 3 M, (ft-kips) 131 M -0 Axial and Flexural Interaction: for PIP. <0:20: P/(2?,,) + ( M,.JMC,+ M,,,,/M,,.) = 0:3785(HI-lb) Note: I). Moment magnification factor B1 is conservatively applied o overall moment Moment magnification factor B, is assumed to have been taken care of by P-Delta Analysis o=l.6 AXIAL-FLEXURAL INTERACTION STA TUS: OK 4. CHECK SHEAR STRENGTH Description Formula ]j Value Code k k=50 J 50 G5P. C, C,=J .J00 G2-3 a A A =2h,,,t whereh541 d_3t 247 05 V,4 = 0.6 FVA,VCV 74.11 G2-1 Description Formula Value Code k k=50 50 05 C, C4 = 1 1.00 02-3 ____ =2b,t b-3t.......'- . . 154 .--., .-. ::. - G5 -.......... Va. V,,,=0:6FAX- 46:f 024 V,,2 =V1) = 44.38 V,,=-1.824 V,,/V,,,=0.0411 SHEAR-YSTATUS: OK V,,, = V1Q = 27.63 .4 vr,ivc.,=o SHEAR-XSTATUS: - OK 5. CHECK TOTAL LOAD DEFLECTIONS (Load Combination: 6. - Not Applicable, Ay - Default) Dri Formula L/240 Value 1.02 Code Not Applicable 1.02 T Not Applicable 4 04/30/2018 . Allowable t - L1240 esc ption Allowable Note: &(At) / x(AU.) = 0.00 / 1.02 = 0.00 TOTAL LOAD DEFLECTION-XSTA TUS: OK 'y(Aci.) / vtA1l.) = 0.62 /1.02 = 0.61 C:\Uàers\Admin\Documerits Note: 0.00 / 0.68 = 0.00 LIVE LOAD DEFLEcTJON-XsTATfJS: OK v(Act) / LAII) = 0.62 / 0.68 = 0.92 - LIVE LOAD DEFLECTION-YSTATUS:. OK Al • .: .. - • F,. - Description Formula . - Value Code Allowable A L/360 068 Not Applicable Allowable A. . L1360 0.68 Not Applicable . :,Steel Check Report for Full Sung Job #2018025 Page TOTAL LOAD DEFLECTION- YSTATUS. OK - 6. CHECK LIVE LOAD DEFLECTIONS (Load Combination: 6. - Not Applicable, Ay - Default) Steel Check Report for FuiII' Swing Job #2018025 Page ç Design Procedure for Member 3: HSS6X4XI/4 - . Designed according w AISCASD 141h Edition (2010) cr/rical load effect at distance 0Jèet under load combination .4 !SC14-ASD_DL+LL ,. INPUT PROPERTIES: -A(in), . ' 4.3 . b(ii.. ;. 4 ,. K~i '.. 3.02. :SUn5).... &96 1.1011) "1 20.9 tt (in)T . 0.233 K. I S(in3) . 5.56 :J.(jn4)' .. 11.1 .. 'd.(in). 6 .- • 1 Z(in3). 8.53 2.2 -' '. t(iñ) •:. 0.233 . L(in) 168 . Z(iti3) 6.45 1.61 .,k (in) . 0.466 L, (in)'- 168 .:J(in4) 23.6 'xo(in)' __• 0 ..'Li, (in) 168 0 ' _.yo (in)__' 0 . _Ci,_ 0 xi, (in) 2 C I Welded No 0 yt,a_(in) 3 C I Fy (ksi) 50 LOAD EFFECTS. P (kips) .. M (ft-kips) M (ft-kips) V (kips) V. (kips) 1.747 . . -7.946 -0 -0 0.5676 -. SOLUTION I. CHECK AXIAL STRENGTH (a. Flexural & Local Bucklina Description Forw.uJ. Vlw Code KL / r max(KL I r __K)L,J I r) 2306 Q for tubes and HSS Q_1.0 1 Section is __'., .'..• .,E7.2:,.:.. Q % 1 E7 F F=Ei't2 /(KL/r)2 5.382 E34 Fm (ksi)' (forQF5>2.25)Fm_0.877F 4.72 E73 'Axial Capacity: PFm A20.29kips: P=P/)= 12.15 kips Wariiag: KUr exceeds limits recornme.ec'etl kv 11SC 2. CHECK FLEXURAL STRENGTH (a). X-Axis Yielding Description Formula Value Code ..!*.M. (ft-kips) • .,' .. • '..: '.M = F,, Z. . ' . . .. . . . ' 35.54'. . F7-1-. (b).X-Axis Flange Local Buckling (c). X-Axii Web Local Buckling ' ' Description . Formula Value Code bIt '2275 Tab1eB41b 2.42(E/F.)°5 58.28 Table B4.lb 5_70(E/F)°5 1373 Table 84 lb M. Web is compact, M,,= NIP 35.54 1 F7.3.(a) -. (d). Y-Axis Yielding ,, L Description . Formula Value Code M9,,=F,,Z,,,''. ' '.. ' . ' ,'%, 26.88' ' • . . : , F7-I ... (a). Y-Axjs Fugc Lo cUjg. Description ' Formula Value Code '. ., -'.- . :. 1 /t' , -, .•.. •....' , 22.75 . . .: Table B4.1 - • - . ' C:\tisers\Admin\Documents 04/30/2018 Description Formula Value I Code _I b/ t 14.17 Table B4 I 1.12(E/F)5 26.97 Table B4. lb 1_40(E/F5)°5 33_72 Table 84 lb M Flange is compact, M.=M 35.54 F7.2.(a) ,Axial and Flexural Interaction: for PIP,, <0.20: P,/(2P) + ( M,,/M,,, + M,/M,,,) = 0.4502 (HI-lb ) Note: - . I). Moment magnification factor B2 is conservatively applied to overall moment 2). Moment magnification factor B2 is assumed to have been taken care of by P-Delta Analysis 3). c= 1.6 AXIAL-FLEXURAL INTERACTION STATUS. OK 4. CHECK.SHEARSTRENGTH -4 Description Value k k=50 'Sot G5 C,; C.=1 1.00 A - _Formula A =2h,t whereh 2 d _3t 247 _Code _G2-3 GS V,,, V,,, =0.6 FVA,VCV 74.11 _G2-1 - Steel Check Report for Full Swing Job 420BD25 Page - (c). V-Axis Web Local Buckling - 1.12 (E / F)°'5 26.97 Table B4.lb / 1 40 (E / F,)°5 33 72 Table 134.1b.4 .- - M Flange is compact, M = M 26.88 Description. FormiiJa Value Code 1417 TableB4 lb - 2.42 (El F75 58.28 Table 84.lb 570(E/F)° 1373 Table134lb M Web is compact, Mn = M 26.88 Flexural Capacity -Strong Axis: M,,, 35.54 ft-kips: = M,,/Q = 21.28 ft-kips -, Ffexuraf Capacity - Weak Axis: M, = 26.88 ft-bps: W1,. = M,17 = 16.09 fl-bps 3 . CHECK AXIAL AND FLEXURAL INTERACTION Description Formula Value Code - P 1 (lops) P = El i 21(MIN(l K )L)2 211 9 A-8-5 - B1 cP, / P,1,) >= 1.0 1.013 A-8-3 :... -. -131,M,,, -8053- A-84:.- -P,,, (lops) P ly ,, = E17 2 / (MrN(1, K)L,.)2 112.6 A-8-5 B1 =C,,,,,i(1 M,,.(ft-kips) B,M- -0 A-8-1 Description Formula Value _Code GS C, C.G2-3..- whereb52 b3t L54 G5 V,,, .V,,,_=0.6 FVAWCV 46.15 _G2-1 V,,,=V,,/c?=44.38 V0=0.5676 .V /V=0.0l279 SHEAR-YSTATUS: -OK -. V,,, = Vn,IQ = 27.63 -vrx=-0 - SHEAR-XSTA TUS: OK 5. CHECK TOTAL LOAD DEFLECTIONS (Load Combination: A. - Not Applicable, A - Default) Description Formula Ailowabl A L1240 I. - Allowable A, - L/240 Note: (Act.) / Ax(.jl.) 0.00 / 0.70 = 0.00 ' 'C:\tlsers\Adxain\Documents Value 0J0..•. 0.70 04/30/2018 . ______________________________________________________________ ' - ________ Steel Check Report for Full Swing Job #201802 Page & •.ç. TOTAL LOAD DEFLECTION-XSTA TUS: OK : YA / L(AIl.) = 0.28 /0.70 = 0.41 TOTAL LOAD DEFLECTION YSTA TUS OK 6. CHECK LIVE LOAD DEFLECTIONS (Load Combination: A. - Not Applicable, A., - Default) Note: ' '/x(Aa.)/xA1L)O.00/O.47O.00 LiVELOADDEFLECTION-XSTATUS: OK 1ACI.)/ LAJL) = 0.28 / 0.47 = 0.61 LIVE LOAD DEFLECTION-YSTA TUS: OK . - .',• . . .. - * . _.-_.,• -. • . t-} I : . a *- • . H •- .. ' C:\Users\Admin\Documents 04/30/2018 L. Description Formula Value Code A11oab1e 1J360 47 Not Appbcable Allowable i, L1360 0.47 Not Applicable JOB A M ENGINEERS SHEET NO. [)-i OF Consulting Structural Engineers CALCULATED BY DATE (760) 741-7306 I - - - ............................-- 4 .4 . 4 -, 7t: j1T: Ti lI ft p•; - - - - r '-tIlI l -n- ff--I ---,---.--.4..-4- '-I---4---4- - --- I ii L1 - -1 -LA, ....... JILL _ ::—~01-2 : H'm: -- . -59 . - ,. . - . - ----------------. . 4 - . - -.--L--.- ------ - - .---: -_L__. .111 'Ii 11 \'\ IT -_ J L - E:±tit 1 i02sS4 I; r --7 - ftHtiji: CT -L TT -IEE 71 .i r:-4 -- SAN DIEGO REGIONAL OFFICE USE ONLY HAZARDOUS MATERIALSPLAN CHECK # occe QUESTIONNAIRE BP DATE I I Business Name' Business Contact Telephone # .'FULL SWING DEBRA AITKEN 858-242-7706 Project Address City State Zip Code APN# : 1905 ASTON AVENUE CARLSBAD CA 92008 212-120-13-00•' Mailing Address City State Zip Code Plan File# 3900 FIFTH AVENUE SUITE 290 SAN DIEGO CA 92103 Project Contact Applicant E-mail Telephone # NUWAN RANASINGHE NUWANDPDESIGNINC.COM 619-299-0011 The following questions represent the facility's activities, NOT the specific project description. F-PWN rur iJ -,ir u iv.ii. - rI ,%j ivii IML ijUVIuJI. jurMu. I I uJrI; (FIUL reguureu TUE pruIeILs witniri me L.ILy UI oan Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: . Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases .. - 6. Oxidizers 10. Cryogenics 14. Other Health Hazards •, ' 3" Flammable/Combustible Liquids 7. Pyrophoncs 11. Highly Toxic or Toxic Materials 15. 'None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives Call (858) 505-6700 prior to the issuance of a building permit. - FEES ARE REQUIRED - Project Completion Date: Expected Date of Occupancy: iYES . NO - . (for new construction or remodeling projects) - Is your business listed on the reverse side of this form? (check all that apply). 2. 0 ..DO Will your business dispose of Hazardous Substances or Medical Waste in any amount? ',3.' 0 ,DQ Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 'IN Will your business use an existing or install an underground storage tank? "0 LN Will your business store or handle Regulated Substances (CalARP)? 7:D DO Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? ,8. 0, Do Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San. Diego, CA 92131 aocdcomo(cDsdcountv.ca.ciov (858) 586-2650). [*No stamp required if Qi Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended .,to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive, requirements contact APCD. Residences are typically exempt, except - those with more than one building" on the property; single buildings with more than four 1, dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. ["Excludes garages & small outbuildings.] YES NO 1.' .0 0 Will the project disturb 160 squae feet or more of existing building materials? ' ,D . 0 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demoIition ,,. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? . . .0 . 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification - ,' . may be required 10 working days prior to commencing asbestos removal. 0 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permfts.Ddf) for typical equipment requiring an APCD permit. 6 , 0 ' 0. (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school Briefly describe business activities: Briefly describe proposed project: GOLF SIMULATOR PRODUCTION AND SALES G LF.$*IULATOR PRODUCTION AND SALES I declare under penalty of perjury that to the best of my knowledge and belief e r s m herein are true and correct. ' IVIM4 3'/NqNP- Name of Owner or Authorized Agent Signature of er4'Authori ent Date - FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL U ONLY: BY: . . . DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY % COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD • I, .' ,* :'• -. . .- . . . ... . ,'A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. NM 9171 (08/15) -' County of San Diego - DEH - Hazardous Materials Division If the answer to any of the Diego, CA 92123. CalARP Exempt Date Initials El CalARP Required Date Initials CalARP Complete Date • Initials City of Caflsbdd. - Pint Date 09/05/2018 Permit No PREV2018-0175 Job Address: 105 Aston Ave, 100 Permit Type: BLDG-Permit Revision Work Class: Commercial Permit ReviE Status: Closed - Finaled ,Parcel No: 2121201300 Lot #: Applied: 06/26/2018 Valuation: $0.001. Reference #: Issued: 07/06/2018 Occupancy,Group: Construction Type Permit 09/05/2018 Finaled: #Dwelling Units: - Bathrooms: Inspector: PBurn. Bedrooms: -. . Orig. Plan Check #: CBC2018-0204 Final 1•• . Plan Check #: Inspection: . PràjectTitle: Dèscriptioñ: / FULL SWING: REVISIONOF 3 INTERIOR SHED STRUCTURES INTO ONE SINGLE STRUCTURE t Applicant: - T.• * . ;;Owner: : :.NUWANRANASINGHE -• -. .- A AND M CAPRE ASTON LLC . - . ._.. Po Box 3802 619-299-0011 • -. . - RANCHO SANTA FE, CA 92067-3802 1 • FEE. AMOUNT. BUILDINGPLAN CHECK ADMIN FEE . ..,.$35.00 MANUAL BUILDING PLAN CHECK FEE $90.001. Total Fees $ 1,25.00'.Total Payments To Date $ 125.00 Balance Due $0.00 - .- - -: 4- - .1 ..- •, - 4/ S - - - - • ,. Building Division . - • 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services DEFERRED SUBMITTAL Building Division Faraday Avenue 1635 Fa APPLICATION 760-602-2719 B-I 5 www.carlsbadca.gov .'Original Plan Check Number CBC2018-0204 Plan Revision Number f eyo,g - f Project Address 1905 ASTON AVENUE SUITE 100 CARLSBAD CA 92008 General Scope of Revision/Deferred Submittal: REVISION OF 3 INTERIOR SHED STRUCTURES INTO ONE SINGLE STRUCTURE. CONTACT INFORMATION .Narne_NUWANRANASINGHE Phone 619-299-0011 Fax 619-299-5544 Address 3900 FIFTH AVENUE SUITE 290 city SAN DIEGO Zip 92103 Email Address NUWAN@DPDESIGNINC COM Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 . Elements revised Plans E Calculations Soils LI Energy Other 2. - Describe revisions in detail 3. List page(s) where each revision is shown REVISED 3 SEPARATE SHED STRUCTURES INTO 1 LARGER STRUCTURE A1.1,A1.4,A1.5,A4.2,S1.0 REMOVED PLASTIC LAMINATE CURBS BEHIND GOLF SIMULATORS All, A1.4, A1.5, A4.2, S1.0 REMOVED 2 COMPUTER ROOMS AT GOLD SIMULATORS A1.1,A1.4,A15,E1.0,E2.0 Doe this revision, in any way, alter the exterior of the project? EJ Yes lxi No .5. Does this revision add ANY new floor area (s)? EJ Yes RX No 6.. Does this revision affect any fire related issues? El Yes j No Is this a complete t? sR No 'Signature Date 1635 Faraday Avenue, Carlsbad, CA 2008 Ph: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov, www.cansoaaca.gov I p. EsGil A SAFEbuiItCompany DATE .7/3/2018 . ~~J P'LICANT . V V URIS. ,-'JURISDICTION ClbicIJ : PLAN CHECK #.: CBC2018-0204.rev SET: I V / V. PROJECT,ADDRESS: 1905 Aston Ave. #100 ,. PROJECT NAME Full Swing Revision .The kians transmitted herewith have been corrected where necessary and substantially comply V with the jurisdiction's building codes. . V The plans transmitted herewith will substantially comply with the jurisdiction's - . codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list .and should be corrected and resubmitted for a complete recheck. V V LI -"The check list transmitted herewith is for your information. The plans are being held at EsGil r until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person ., The applicant's copy of the check list has been sent to EsGil staff did not advise the applicant that the plan check has been completed I . EsGil staff did advise the applicant that the plan check has been completed. V ,VV• . 'V - .Person contacted:, Telephone #: . 'Date contacted - (bpp Email Mail Telephone Fax In Person V V , REMARKS PREV2018-0175 By Jason Pasiut Enclosures EsGil k 6/28/2018 -.... V ' . . Chesapeake Drive Suite 208 • San Diego, California 92123 • (858)560-1468 • Fax(858)560-1576 4 ' Car1sbad CBC2018-0204.rev 7/3/2018 . (DO NOTPAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE T JURISDICTION: Carlsbad . PLAN CHECK #.: CBC2018-0204.rev r ' . PREPARED BY: Jason Pasiut DATE: 7/3/2018 BUILDING ADDRESS: 1905 Aston Ave. #100 4. BUILDING OCCUPANCY: B - : ..., BUILDING PORTION . AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Hourly review Air Conditioning Fire Sprinklers -TOTAL VALUE Jurisdiction Code #N/A 1997 UBC Building Permit Fee yJ I I 1997UBCPn Check Fee I I Type of Review El Complete Review El Structural Only D Repetitive Fee El Other Repeats Hourly 1 Hr. @ * EsGul Fee $90.00 I $90 001 * Based on hourly rate • . - t•• . - - Comments: - Sheet lofi - -- '-.:.. . . -• .- . . -:• - - -- -•- . .4 . -. . . . - •. -.- -. * __,._._ , • . - . - . ( OOW :/r city o Carlsbad -Print Date: 09/05/2018 Permit No: PREV2018-0186 ".16b Address: 1905 Aston Ave, 100 :permit Type:, : BLDG-Permit Revision .. Work Class: Commercial Permit Revi Status: Closed - Finaled PrceI No: . 2121201300 . Lot U: Applied: 07/06/2018 ,VaIuation:. $0.00 . Reference U: Issued: Occupancy Group . , Construction Type Permit 09/05/2018 Finaled: U Dwelling Units ,. Bathrooms Inspector PBurn -' Bedrooms:',., Orig. Plan Check U: CBC2018-0204 Final . Plan Check U: Inspection: -Project Title. bescriotion:' FULL SWING: REVISION TO STRUCTURAL FRAMING AT SHED STRUCTURE _1 - Applicant: Owner: NUWAN RANASINGHE .,' A AND M CAPRE ASTON LLC A - . Po Box 3802 .619-299-0011 . .. RANCHO SANTA FE; CA. 92067-3802 FEE,. BUILDING PLAN CHECK ADMIN FEE MANUALBUILDlNG PLAN CHECK FEE Total Fees $ 147.50 Total Payments To Date $ 147.50 Balance Due AMOUNT, $35.00 - $112.50 $0.00 - - S 1 ......-:• I. 'p 4 . .- L . I .- . * 1 .. ,c t •_-$ -- • . .- --- ...-- ;- . p.- .1 • . - . . ,'_ . . . - ,. V - . .,. • --I , •- p. l' Building Division 1635 Faraday Avenue,Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560f www.carlsbadca.gov . . . -- ..- 4.- PLAN CHECK REVISION OR Development Service's. jCityof DEFERRED SUBMITTAL Building Division 1 APPLICATION 1635 Faraday Avenue 760-602-2719 h.4UI[I.JU.L B15 www.carlsbadca.gov Original Plan Check Number - Plan Revision Number evc2ij Y- ÔJ Project Address_1 /9 S' ñf7VAJ (),4 GeneraiScope of.Revision/Deferred Submittal: 2 /iLfI(A1J ,4T s/ev srJ-t'-: 4 7Dc' CONTACT INFORMATION: H I I • I - Name _Af/Lt)4'J. P-4A/4r/A"f/g Phone /7. Z-?9 0/1 Fax______________ Address Ob ffpt4 Sul re 29C) City Wt/J)fc4O Zip 72( EmailAddress Original plans plans prepared by an architect or engineer, revisions must be signed & stamped by that person.. 1. Elements revised ,Plans "K—Calculations LI Soils liii Energy LI Other. $ S . Describe revisions in detail List page(s) where each revision is shown. .4iQf7f ,'& __S64079 jV(SDir_&" cW4 _c7t4r ,v i. 0,0wjArMI'j 'I- 4. Does this revision in any way, alter the exterior of the project? LII Yes 'FNo 5 Does this revisibn add ANY new floor area(s)? L Yes )'No Does th revision affect any fire related issues? Yes 1No Is thia complete et? Yes No .-Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 : 760-602- 2719 f: 760-602-8558 Email: build ing@carIsbadca.go/ www.carlsbadca.cov - 2 - EsG11 A SAFEbuitf Company DATE , 7/13/2018 U APPLICANT 'URIS. - J.uRlSDIcTlorçl47 . PLAN.CHECK#.: CBC2018-0204.rev SET: I 2 - PROJECT ADDRESS: 1905 Aston Ave. #100 PROJECT NAME Full Swing Revision 2 :The plans transmitted herewith have been corrected where necessary and substantially comply with-the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building -. department staff. - The plans transmitted herewith have significant deficiencies identified on the enclosed check list• y and should be corrected and resubmitted for a complete recheck ' The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. J71 cOpy of the check list is enclosed for the jurisdiction to forward to the applicant ,The applicant's contact person. -. The aplicant's copy of the check list has been sent to ..1•- . 4 .' 4 .. •••• - EsGil staff dud not advise the applicant that the plan check has been completed EsGil staff did advise the applicant that the plan check has been completed .. -Person contacted. ,- Telephone #:': 4-. - •1 \.- I ) -- -: Date contacted: . (bJ) Email: Mail Telephone Fax Inerson REMARKS - By Jason Pasiut Enclosures a EsGil 7/10/2018 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 .-,.' i._••• I • -. - . - - PLAN CHECK #.: CBC2018-0204.rev. DATE: 7/13/2018 -• Carlsbad CBC2018-0204.rev . 7/13/2018 'k [DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad - I PREPARED BY: Jason Pasiut BUILDING ADDRESS: 1905 Aston Ave. #100 :'• BUILDING OCCUPANCY: B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Hourly Review t5 •. ____________ - _____________ ______________ - Air Conditioning Fire Sprinklers TOTAL VALUE - - -.- Jurisdiction Code #N/A 5. .. -1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee - Type fReviev: - ' Complete Review - U Other H. U Structural Only 1 - .[_j Repetitive i-ee 1 V Repeats Hourly 1 jHr. @ * I -•- .' .EsGiI Fee $90.00 Based on hourly rate .. -. -, - • -. Comments a - I $90001 Sheet 1 of 1 DESIGNED BY : A. M. DATE: April, 2018 V PREV20I8-0186 1905 ASTON AVE #100 FULL SWING: REVISION TO STRUCTURAL FRAMING AT SHED STRUCTURE 2121201300 CBC2018-0204 7/6/2018 PREV20I 8-0186 t, ) $ENBiNEERS Consulting structural engineers - 325W. 3rd Ave., Suite 205 • Escondido, CA. 92025 Phone (760) 741-7306 • Fax (760) 738-8364 . . STRUCTURAL CALCULATIONS PROJECT NAME 1905 Aston Full Swing OJCTNO. : . 2018025 CLIENT Trivista Inc. . : -- .. -y - -- - I -: This signature is to be a wet signature not a copy APPROVED I DATE SIGNED :ESS OF C 114 t 16 .1 .4 A I C ---. . :0 2,olgta Consulting Structural Engineers 325 W. 3rd Ave., Suite 205, Escondido, CA. 92025 - Phone (760) 741-7306 Fax (760) 738-8364 * DESIGN CRITERIA ft -ft Roofing 2.0 psf Rafters 2.0 psf Slope Adj. 1.0 psf Misc. 5.0 psf LL= 20 psf •.. Seismic: Seismic Design Category:D Soils: Brg.=1500psf Gonc.rete: fc25OD -psi •:.for'ftjfl9 fldb fc=3000 'psi 'for trudtur61 slaAb Reinforc.: Fy=60000 psi for #5 and grater . * . Fy=40000 psi for #4 and smaller gt&dtd?tubutac'ons ASTM A501, or ASTM A53, type E grade B for circular sections ASTM A572 grade 50 for all other sections. Welding should conform.to AWS 01-1. All welding shall be done by electric arc process using approved rods and performed by certified welders. All fabricator. The approved fabricator must submit a certificate of compliance in accordance with C.B.C. All field welding requires continuous special inspection and all shop welding requires periodic special inspection. C.B.C. 2016 edition • , ,'••"' - '• * - - - '-*-•..-..- ,, • /5 \5S JOB AM ENGINEERS SHEET NO. OF . Consulting _Structural _Engineers CALCULATED BY DATE (760) 741-7306 -, - 4: -. 1 .• 1, . Ø - wall dIn ension CL 4 . êimiiltordims .•' ',.., :._J ._....-...-- % .;•:-;-::z'. -41.• .. ccndaryslmulato/% u'i4c4",14 _....s1mu1at0r dim '4 • . ? . . . . . /CD fnJator .: _..l x . I I fl QA \f 4L 5- 4 / -ç .::::::.::.::..::. &,.......:..'.:.t: .. 0 g a 4 * Ott pt ep ,<4 Ali 3,- :kill Engjindm 325 W. 3Rd. Ave., Suite 205 a . Escondido, CA. 92025 (760)74 1-7306 çtA 5k21r 6 Engineer: Project Descr Project ID: Calculations per ASCE 7-10 Risk Category of Building or Other Structure II All Buildings and other structures except those listed as Category I Ill and IV ASCE 710 Page 2 Table 15-1 " Seimlc Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7101141 Max. Ground Motions, 5% Damping: Latitude = 33.158 deg North ¼ 1 i.cn%thti 11) eg'dla S1 = 04469 9 1.0 sec response Location: Carlsbad, CA 92008 1 Site Classification "0: Shear Wave Velocity 600tol,200ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1 ASCE 710 Table 1144 & 114-2. (using straight-line Interpolation (mm table values) - Fv = 1.55 V Maximum Considered Earthquake Acceleration S = Fa Ss = 1.205 im ASCE 1-10 Eq 11.4-1 4 S = F S1 = 094 iSCE 740 Eq 114-2 Design Spectral Acceleration S S 2l3 = 0804 ASCE 7 10 Eq 114-3, 'V S S MI213of = 0.463 q 114-4 ASCE 710 Eq. Seismic Design Category = D SI > 075 ASCE 710 Table 11 .6-1 & 2 ASCE 710 Table 12.2-1 Basic Seismic Force Resisting System.. Moment Resisting Frame Systems V V - 1 Ordinary steel moment frames._.. ' espoflse MoffcatIon Coefflcfen( R = 3.80 System Overstrength Factor Wa 300 Category A B Limit No Limit category V & Limit Deflection Amplification Factor Cd = 300 Category g Urnit Not Permitt d h NOTE! See ASCE 7-10 for all applicable footnotes. Category E Umit Not Permitted h V •. Category ¶ Umit Not Permitted I V V ASCE 710 Section 1282 s. Equivalent Lateral Force Procedure • 5 The EauiMa1entLataraLFrcePmcedure rs.belna irs.edac1ng10 The nrornsions of ASCE? II) 12.8 Use ASCE 1287 Structure Type for Building Period Calculation: All Other Structural Systems Ct value 0.020 hn Height from base to highest level = 150 ft x value , = 075 • Ta Approximate fundamental period using Eq. 12.8-7 : V Ta = Ct (hn Ax) 0.152 sec • • V -TL*: Long-perlod Mansition period per ASCE 7-10 Maps 22-12 22-16 8.000 sec V V V V Building Pofod Ta Calculated from Approximate Method selected = 0.152 sec - 4 V A3CE 7-17J 3eotI$i2.&f.TV . V NEAR _1 a S Short Period Design spectralResponse • 0.804 From Eq. 12,8-2, Preliminary Cs = 0.230 R Response Modificahon Factor = 350 From Eq 12.8-3 & 1284 Cs need not exceed = 0.867 ••• l°:SeImic Importance Factor .. . = I From Eq. 12.8-5&12.86, Cs not be less than = 0.035 - Cs Seismic Response Coefficient 0.2296 IN ASCE 710 SectIon 1281 'V Cs = 0.2296 from 12.8.1.1 W(seeSumWibelow) = 0.00k ,• V 0O Vt •7 P .' •, , V 4 1'- - V• V••4V ' V 4 .AMEnginèer —i.LO. Jt#- 325W. 3Rd. Ave., Suite 205 Eng1neér. Project ID: -) 5 ; Escondido, CA. 92025 Project Desci: hUe Block Line 6 (760) 741-7306 3:11PM MOS N! WON WE 110 n128.3 Table of building Weights by Floor Level .; . Level 3l Wi : Weight Hi: Height (WI * HiAk) Cvx FxCvx * V Sum Story Shear Sum Story Moment Sum WI = 0.00 k Sum WI * HI = 0.00 k-ft Total Base Shear = 6.00 k . .. * •• Base Moment = 0.0 k-ft ASCE 7101210 ii FL SuFi Suzü Fp Caied Fox. Mist Fpx Max. Fpx. Dsgp..Form Wpx ............... ........... etatieve(ofdiaphragm an6otherscture erementi aWachedth . Fi................................ Design Lateral Force applied at the level. Sum Fl ...........................Sum of 'Lat. Force of current level plus all levels above MIN Req'd Force @ Level .........0.20 *S I Wpx tvtAX Reqd Force @ Level ........0.40 * s i aWpx . - Fpx: Design Force @ Leve.........Wpx SUM(x->n) Fl I SUM(x->n) wi, x Current level, n = lop Level . - . .. - . - .... , - •- fr- - .., fr - .• . . • - - .-.. - .• ., / 1. 3 i1c c4ctJ4'. I c41 Ft'" '*- r___ cskctDt /iV 1Wi1 AM ENGINEERS LnX UUU Consulting Structural Engineers (760) 741-7306 JOB SHEET NO. OF - CALCULATED BY - DATE •- • - •v 1O Rstofru Siving ,4f- I ENPUT Contents • General: [General Info] [Units] [Materials] [Sections] [Load Cases] [Load Combinations] . Geometry: [Nodes] [Members] [Supports] Loads odaLLoadPont1dsjinLoadsJ OUTPUT Contents Nodal: [Nodal Displacements] [Support Reactions] Members: [Member End Forces] Model Nam .-. ,•-.•- • , ••I.• • . I Lengti _________________ 44 Forc4 Id ________________________ ON Momen4 - Surface Pressur .lblft"Z Rotational D isplacemen4 rad - • Modulus ________ __________________________ - ldin"2 - • • Reinforcement Are jn"2J Nodal Translational.Snth " -• ••''••'••••_4• ••••• ••-• •• --• •• Line Translational Sprin ONE fiffi,i ki tin" I lhfu - •• - •• '-• - • • • I- •- •- - N I. • • • • - 4 .- •• - -••. • • • Se • 1- - -4 p • -••I'• - ••:• • • • •• • -: • I ••,- ••• • - ••-• • I. • • I -• p Materials Units: Youngs Modulus (E), fc, fy, fys [ldp/inA2j; Weight Density (We) [lblft"3]; Thermal Coefficient (Tc) [1/fl M Him T Defaulq oO.00 or4 Sections Units: Iz, ly, J [mM]; A, Ay, Az [in"2] LIII AI1 Wi, Load Cases Load Combinations Nodes Units: Coordinates X Y, Z [ft] Aston uT Swing t41 Members Units: Angle [deg]; Length [ft] Release flag: 1=released, O=not released; [Start-Ond-OZ][Start-OY][End-Oy] Wo -gag- 44keir, 4i ly;2' iii Supports Units: Forced Displacements Dx, Dy, Dz [b]; Do; Doy, Doz [red] Nodal Loads Units: Force (dp1 Moment Udp-ft Direction: O=X. l=Y. 2=Z.3=0)(. 4=OY,5=OZ LOAD CASE [Default]*************** *********$***** ,LOAD CASE LOAD CASE [Seismic ]*************** Nodal Displacements Umts Displacements Dx, Dy, Dz [in], Dox Doy, Doz [rad] Load Combination 1 Default .5 , .5.,, S.•-. - -5,.. S 5, 5 . -1.517e-010 - 0.000e+000 0.000e+00 0.000e+00 3.230e-003 -3.715e-00 -2.388e-0 0.000e+00 0.000e+00 0.000e+000l 6.463e-004 5 -3.71 le-0011 -1.057e-003 0.000e+0O 0.000e+00 O.00Oe+OOO OO cj .069e-ON 0.000e+0O -2.678e-01O O.000e+000 O.000e+OO O.000e+OO 3.283e-003 11.41010- IN't 'S - : • f5 Aston 1 Swing ,4ç: Point Loads -. Units: Force [kip]; Moment [ldp-ft]; Coord-Sys: Local=O, Globall; Direction: i=Y, 2=Z, 3=O)ç 4Y, 5Z Units Force Dap/ft] Coord Sys Local=O Global"l Direction OX l=Y 2=Z ***************LOAD CASE- [Default ]**$************ -t 5' 5- .5 5 - LOAD CASE [LL_Live]*************** ; Load Combination 2: AISC14-ASD_DL+LL •.' ,, • I 0.000e+000j -8.472e-010 O.00Oe+OOO alum O.00Oe+OOO O.00Oe+OOO 4.567e-0031 LL -3.717e-001I 2.985e-003 O.00Oe+OOO 0.000e+0003 0.000e+000I 3.324e-0031 .'•--- :- ________________________________________________________ 0 - 7 0.000e+0001 -1.813e-009 0.000e+000 O.000e+O00 O.000e+O0 2.958e-0031 - 1 0.000e'-0OO -1.001e-01 0.000e+000 eOG 1- V324 -4A -1.143e-003 0.000e+00 ____________ 3.853e-0Ol Z 4 -2.895e-01 0.000e+00 7 0.000e+000 .-i:: ' Support Reactions - Units toice 1eacns tç ky, 1z [apJ Momeaikewffais kox koy koz t1a4 - . load Combination 1: Default V 4 - V - : Load Combination 2: AISC14-ASD DL-4-LL t U V••• S Load Combination 3: AISCI4-ASDDL+Sejsmjc I - VV Units: Force F; Fy, Fz [kip]; Moment Mx, My, Mz[kip-ft] Load Combination 1: Default -' V V -0.06 0.191 0.00 0.000 0.00 • -0.93 - , -4-• o -0.909 3 5 - -0.14 cV. 0.195 0.00 0.00 0.00 4 6 -0.209 IN 0.086 0.00 0.00 0.00 -0.73 5 •• -0.81 -0.073 0.00 0.0 0.00 0.00 •, .tot uwWg ç - 'Load Combination 3: A1SC14-ASDDL+Sejsmjc ;% VV V • :- V :.:(V • : uU swirg t4 F \. .- 81: 6 -0.701l -0.06T o.o o.00 o.00 0.00 0.18 I 7 -0.061 0.00(o.00 0.00 o.00 F' • 1AS1M112tL 1 1 -2.57 -0.16 -0.16 0.00 0.00 0.00 0.00 --2.261, 1.20 0.00 0.0 0.00 r , 3 5 -0.21 1.36 - 1.412 O.Oco 0.000-0.00, -4.72 00 0.00 0.000 rt () 0.000 -4.86 -0.308 -0.04 -0.091 0.00 0.00 MW 0.0 0.00 0.00 0.00q 0.00 0.0001 5 7 -5.51 -5.39 \.. 8 -2.29 0.03 ;MON-M . 0.0 0.00 0.0001 0.0001 Load Combination 3: AISCI4-ASDDL+Seismjc 1 'r2 -0.304 0.05 0.00 0.00 0.00 0.00 3A 0.00 . .0.00 00.00 . 0.67 3 5 r -0.412 0.104 0.006 0.000 0.00 -0.091 - 6 -0.32 INN M -0.07 0.071 0.00 0.00 0.00 0.000 0.00 0.47 - 5 7 -0.880, 0.006 0.00 8 -0.635 0.083 0.00 0.00 0.000 0.00 - - 4 ID Section Name Status Governing Criteria Stress I Load Combination Distance 3 HSS6X4X1/4 OK Axial-Bendin 0.2255 AISC14-ASD DL+LL 0.0000 øi 6 . HSS4X6XI/4 OK -Axial-Bending J_0.4861 AISCI4-ASDDL+LL . 13.500 -1w_.fm Load Combination . Code Check Total Live Dependent I Conditional AISC14-ASD DL+LL x x x - I 5 Asioii UtSw M t 1 '. ": -. p.'.. I, '. Steel Check Report Project:: Full Swing MF-1 (C:\UserMdmln\Documents) Company: .Desapon:User Date: .• 0110512018 10:52 AM Software: Digital Canal VersaFrame Code Check Results (ASD14) . - 'CRITICAL STRESS SUMMARY - .!t '' CRITICAL STRESS DETAILS FOR MEMBER 2 Section Name: HSS6X4X1/4. . Status: OK .... .. _______ .. • .7. -. . 'Vnit - 'Load ReiStance Ra'tio Effects LóaCom15inatlon ' bistance ON I 8end1n2-X ft-kips -4.067 21.282 -0.191 AISC14-ASD DL+LL 18 Interaction - - - 0.1934 AISC14-ASD DL+LL 18 1510 ON Shear-Y kips -1.405 44.376 0.0317 AISC14-ASD DL+LL 18 ç At O00c 0OOtLi I4( .9 Total fldl-V - in 0.2004 0.9000 02227 AISCI4-A&) DL+LL - ______ F-0 jm - - Live Defl-Y - in 0.2004 0.6000 0.3340 1 AISC14-ASD DL+LL - 8.55 CRITICAL STRESS DETAILS FOR MEMBER 5 -.. Section Name: flSS4X6XIJ4 Status: OK Unit Load Resistance Ratio Load Combination Distance. ___________ Effects 1 1 __________ - 510 dW1 G9U.i 14.1093 A14-A . #ØO0 c> 4W Interaction - - - 0.4611 AISC14-ASD DL+LL nwl~- 0100 - 13. 37$%'- 011 -. - Shear-Y- kips 0.0774 27.634 0.0028 AISC14-ASD DL+Seismic . 13. ZQ:o0 $( O.00 Total Defl-Y in 0,0656 0.6750 0.0971 - A1SC14-ASD DL+Seismic 7.76 OØ 0O Live Defl-Y I 0.0656 1 0.4500 0.1457 1 AISC14-ASD_DL+Seismic - - Descrtlon Formula • Value Code - - - - - - 2.42 - - 58.28 Table B4.lb M.- Web is compact, M = M9 35.54 F7.3(a) (C). X-Axis Web Local Buckling . -, ••1 Description - - - Formula . - - Value. - Code - - - 1.12 (E / F)°5 26.97 Table B4ib - (d). Y-Axis Yielding - - Description -I •• - - ¶. '(e). Y-Axis Flange Local Buckling 4 ,.1 Design Procedure for Member 2: HSS6X4X1I4 Designed according to AJSC ASI) 14th Edition (2010) Critical load effect at distance 18 feet under load combination A1SC14-ASD_DL+LL Ii AstoffJ.all Swg,1 .-' - - INPUT . PROPERTIES: 4.3 6.96 209 0.233 1 556 111 6 1 853 22 0.233 . 216 645 1.61 0.466 216 - f 236 0 0 ' 0 0 0 2 1 No 0 )rh 3 1 so Pkips) s) 0.1 677 SOLUTION cmck AXIAL STRENGTH (a). 'Flexural & Local Buckling sctiItlu .Vo1nnñ -Vfft cote for tubes and HSS ( = 1.0 4 NMI 4Yothc 99 94 1 E7 _ Fa (ksi) (for QF1F0 > 2.25) Fa = 0.877 F 13.95 E73 - I - --- -,.-Axial Capacity:P=FA=59.97kips: P=PJc)=35.91 kips : •, 'A - . (a). X-Axis Yielding • -• , (a). • I - •• Description I Formula I Value I Code • (b) X Axis Flange Local Buckling Description - - - Formula I Value - Code NMI NMr- NMI' - • - 26.97 - - TabIeB4.tb. • - M • Flange is compact, M. M I 3554 F7.2.(a) - -- C:\6sers \Admin\Document.s 07/05/2018 • 'S. : s xi1I Sig.M - )obO8O25 c I M Flange is compact, M = M I 26.88 I I . - . (c): YAJ Web LOcalBuckling' L . Web is compact, M,. = M M Flexural - Strong Axis: M. = 35.54 ft-kips: M M.10) = 21.28 ft-kips .Flexural Capacity - Weak Axis: M11 26.88 ft-kips: M = M,/c? = 16.09 ft-kips 'i Description , Formula Value Code . B,k =C,/(1 - cP/P 1,)>= 1.0 1.002 __________ A-8-3 _______ __________ P1 (kips) P0 = EI,i / (MIN(l, K,,)L)2 68.09 0117 A-8-5 TF REVo4 -O A-8-1 131 1v, •. . 1). Moment magnification factor B is conservatively applied to overall moment 2). Moment magnification factor B2 is assumed to have been taken care of by P-Delta Analysis c= 1.6 - AXIAL-FLEXURAL INTERACTJONSTAT1JS: OK 4. 'CHECK HEAR STRENGTH I - Description I Formula Value I Code . L $ >r I • C,1 C=-1 1.00 (32-3 v, -• I V,, = 0.6 FVAWCV 74.11 G2-1 - I Description Formula Value Code c C. Cv=1 . 1.00 G2-3 V,,, 0.6 FAWCV 46.15 G- Ng S.' S.-S • . - . • . . . - = V,IQ = 44.38 - - k V,=-l.405 - - . •- . - V,,/V,=0.03165 - •S.• - - SHEAR-YSTATUS: - OK. .V=V,1,IQ=27.63• . - V. • • • S - S • _v==o.._.• --V • . .. . - - •: - - '• SHEAR-XSTATUS: OK S . • * , - 5. CHECK TOTAL LOAD DEFLECTIONS (Load Combination: A - Not Applicable, A, - AISC14-ASD_DL+LL) Description I Formula I Value I. Code - Allowable A, 11240 0.90 Not Applicable S NOIC . - - AA.) / AM) = 0.00/0.90 = 0.00 - TOTAL LOAD DEFLECfION-X STATUS: OK - . . S C:\Users\Adm.in\Docwnents 07/05/2018 • -, 5 I Description Formula Value I Code 2. S 5W21- kY t. 26.88 1 h5.05 Aik~i Pau h. TOTAL LOAD DEFLECTION-YSTATUS: OK 6. CHECK LIVE LOAD DEFLECTIONS '(Load Combination: A. - Not Applicable, Ay - AISC14-ASD_DL+LL) Description I Formula Value I Code Allowable A, L1360 0.60 Not Applicable Design Procedure for Member 5 HSS4X6XI/4 D&gnedaccor&ng toALSCASD 141!: EdItion (2010) - Critical load effect at distance 13.5 feet under load combination AJSCI4-ASD_L)L+LL INPUT , PROPERTIES: 43 6 r76 5.56 111 0.233 302 696 209 4 1 645 M.'f 161 J-4 0.233 162 853 22 0.466 162 236 ft - 0 162 2-- 0 0 1 fl 0 3 No -O 2 1 50 P (kips) M (ft-kips) - 5.51 -0.6635 SOLUTION L CHECK AXIAL STRENGTW (a). Flexural & Local Buckling Description . Pormai Códè Vaire 01 77, for tubes and HSS 1.0 4 El Fa(kSj) (for QFJFe>2.25) F0 = 0.877 F 5.076 E73 Axial Capacity P:FcrA'2183 kips: P =PJO=l307kips t. (a). X-Axis Yielding Description I Fe : (b). X-Axis Flange Local Buckling Description Formula Value Code _ ____ __________ 26.97 Table B4.lb • . Flange is compact, M = M1, - 26.88 F7.2.(a) - (c): X-Axis Web Local Buckling 'Description Formula . Value Code ________________ 2.42(E/Ff5 - - - .58.28 Table B4.lb 270 TO Web is compact, M = M., 26.88 - F7.3.(a) M ' . (d). Y-Axis Yielding -. . - • • Description I Fe - - -•--• - (e). Y-Axis Flange Local Buckling Description - Formula . - Value Code - I Mam ' • - - • ••.- . - • 1.12(E/F,) 26.97 Table 84. lb . -, - C:\Users\Admin\Documents • . 07/05/2018 AliaigMI1 RIM -. .. ' M Cc). - Y-Axis Web Local Buckling I Flange is compact, K = M.) I 35.54 I Description Formula j Value I. Code 58.28 Table B4.lb I 2.42(E/F)6 M.I Web is compact, M. = M9 35.54 I • . .FlexuralCapacity - StrongAxis: M26.88ft-ldps: M. MIQ=16.09ft-kips FlexuralCapacity- Weak Axis: M y 35.54 ft-kips: M'M/Q =21.28 ft-kips Description Formula Value Code - B1 -. B1=CI(1 - cP/P)>= 1.0 1.079 A-8-3 P, (kips) P11= EIi 2 / (MIN(1, K)L,1)2 227.9 A-85 Mn (ft-kips) - B1 M -0 A-8-1 Axa1antCxurbte, ?/?G4 MjJM M bNote: - 1). Moment magnification factor B1 is conservatively applied to overall moment .2). Moment magnification factor B2 is assumed to have been taken care of by P-Delta Analysis 3):.c1.6 : - • •- INTERACTION STATUS. OK 4. CHECK SHEAR STRENGTH I • Description I Formula Value I Code I Cv I Cv = 1 1 1:00 1 G2-3 V,, - Vny = 0.6 FyAwCv 46.15 024 Description Formula I Value I Code I = 1 I 1.00 I 02-3 I n. Ef - V • • V=0.6FAC f 74.11 1 02-1 I a't _.,, •- . • . . .y=vSQ=27.63 : - V1,=-0.04915 -• . ...........V1 IVy = 0.001779 • • SHEAR-YSTATUS: OK • •.:.. V€=V/O=44.38 - v== •'• • , - -V,x/Vcx=O SHEAR-XSTATUS OK ,,. . • - .- .., . S. CHECK TOTAL LOAD DEFLECIONS (Load Combination: A, - Not Applicable, A,, - AISC14-ASD_DL+Seismlc) ._ ,• . Note: - A/,) / A4AIL) = 0.00/0.68 = 0.00 TOTAL WAD DEFLECTION-XSrATUS: OK r . - - .• - - - - C:\Users\Admin\Docu,nents. 07/05/2018 - I Description I Formula I Value I Code Allowable A. 1J240 • OR 0.68 Not Applicable ': .• 4 . '-.• '• 4 4' 4 S 67/66/261.9 . isiflSwiiig M-1 .AL)/AycAn.)'O.O7IO.68O.1O TOTAL LOAD DEFLECTION-YSTATUS: OK 6. CHECK LIVE LOAD DEFLECFIONS (Load Combination: A - Not Applicable, Ay - AISC14-ASD_DL+Seismic) I Description Formula I Value Code AMowb1e Ay 1J360 10.45 Not Apfic1e 14L, •t - 2. 4 . 1S Aston FtM Swing MF-2 Jóbr# 2182S -. . General: [General Info] [Units] [Materials] [Sections] [Load Cases] [Load Combinations] :• Geometry: [Nodes] [Members] [Supports] Loads: jNodal Loads) .jPoint Loads) jiJne Loads) NJTPUT. Contents Nodal: [Nodal Displacements] [Support Reactions] - Members: [Member End Forces] General InfO * - Model Nam ROOM EngineerRM - •-: ::- Lentl 4ITt ki . . Foro -. mom en kip-f4 Surface Pressur lb/fr' - - Rotational Dis lacemen - • Modulus . .rad Id fin" • - Reinforcement Are ink' Z: NodalTranslational spring • • Line Translational S lhhn Ed /in"2 • - • -• -: Materials • • . • 4 - .! I :UYoung's Modulus (E),fc , s fldp/in"2]; Weight Density (We) [lb/ft"3]; - • Thermal Coefficient (Tc) [I/Fl 111 HER I I Defaulj~ 29000.000 0.31 48! 4* •• - • •. 2 - • - - _*• -- ••, - 4 •*• . - ' -. • • - • • -• • '• •• - 'SI • - • - £ - .1 - - • •• •• - - -v • ••• '1. 5 ' • - - • I•• : '' -•• • -- ., • - . 2 ••.;:.•.•• - • ,-I4 • - • 4 '• £ • •• • . 218fl5 -' - - -4 : ' -•i • : . . . •i:s .' - ... H - Sections .- * . - Units: Iz, ly, J [rn'4]- A, Ay, Az [in'2] 01 011 ME .. • ,:Load Cases • . * - 7, •-, .. Load Combinations ' Nodes .. -. .' ; Units: CdordinatesX,Y,Z[ft] .- ••\4_' ,* . • 3. .r•-, .• 4S - .•• . - t• - . Merubers ............................ *' •, •-• • - -• p 'Uthts: Angle [deg];Length[R] i ... .' - ., .• PYJ Releise'Mir .1ese'4 elease& Nonhnear flag O=hnear, l--tension only, 2=compression only .;-.. - 4 •. 't • ,,. " 4 . --., • 21. . p. I - MOM I iXiIiIf - - killll) -'i 'III, RON •.,, Supports - -t Units: Forced Displacements Dx,Dy, Dz [in]; Do; Dop, Doz [red] ., * -k -4,- * •• •• - .- . .4 -• • * - , ,.• • . . • 4.- * •- * - - •• .-. ** -.-•- •H, •••t r - •- .1. ,,••_ ..-,•-'- .4 -p ADS M-~ •. Nodal Loads Units: Force fldp]; Moment [kip-ft]; Direction: O=X, 1=Y, 2'Z, 3=0X, 40Y, 5'OZ ******$********LOAJ CASE - [Seismic ]**************S 31 __L4L7 Point Loads Units: Force [kip]; Moment [kip-ft]; Coord-Sys: LocalO, Global=1; Direction: O=X, 1Y, 2Z, 30X, 4=OY, 5--OZ - *******S******* LOAD CASE - Line Loads Units: Force [kip/ft]; Coord-Sys: Locál=O, Glóba1=1; Direction: 0X, 1Y, 2=Z Units: Displacements Dx, Dy, Dz [in]; Do; Doy, Doz [rad] Load Combination 1: Default-DL+LL XIIiIiIIIII) IXI'ITIIIII) IX'II'I!I!I!. Ri l'I'iI wr1IIIi'. êXtIIiIIIIII) IX,ItisIJsII IXIIIIsIII' MY Load Combination 2: Combination_DL+Seismic I IX$I'IIIIIII 'XIIII's1Ii) IXIIII,,,s. 1! Ell j:III1,II)I Ic:iii IX$iIIliIIIiI) g. WIN sxsi'i ,x VAM IXillis) ''I'I') .'•• 4 !- •• '4' . - 5/ . ,-. ii5 Asón Swing Mf-2 : & Support Reactions Units: Force Reactions Rx, Ry, Rz [kijl; Moment Reactions Rox, Roy, Roz [kip-ft] Load Combination 1: Default-DL+LL i'Load Combination 2: Combination_DL+Seismic -; -.5 - :-- Member End Forces and Moments Units: Force Fx, Fy, Fz [ldp]; Moment M*, My, Mz [kip-ft] :Load Cmbination 1: Default-DL+LL o28O25 - :-. '5•• .5 •. 4 RNONI iF I INN 745 1 IXII! I I1 'J IN IIp3 3.41 I Milk '5 S 'S •ç•',' - '• - -- • 'S -. - •S::S - I - S_S • - • S - • .5 - -.'- • - - .5--- 4 't-••' I - -, 5._ S • ------------------------------------- 5 ,:- -, - •. - 5- '_5--5-;. ,5 • • S •••';'.5• -Ts ••, :- t. 4;'•;.-.:54- S.S5-5 5 -, ••,4 ?• •" - 5- 5 5 5- ••. -- j:--'- •..• - -- 5-; - _'•5• - 5 . 5 •.-5- . 5 ,, - ,.t _•i 5-, p - • ' • •', •5g - :- •. .- • - ' -• -_.-•-;• •.:•; 44.S4 5 4, -. .5- -. • -4 •5)•5- •-•.•• • .5- 5-55 -_S..., ••, S - - :'- - •.- . ,5-. ,,g' • 4* ''' •-. . , - 5- 4 P.. LS Ason Li&Sw&ng MV-2 Job # 28025 • Steel Check Report -. Project: Full swing MF-2 (C:\UsersAdmInDocumnts) Company: Desciptien:.., 'User Date: 07/05/1018 11:02 AM - Software: Digital Canal VersaPrame Code Check Results (ASD14) ; CRITICAL STRESS SUMMARY I EDI Section Name L Status [Governing Criteria [ Stress [ Load Combination I Distance I Unit Load Resistance Ratio Load Combination Distance Effects ______________________ (ft) MAN L Bendlng-X 114cips 14,635 33.184 0.4410 ut.+LL 608 Interaction - - - 0.4424 Default-DL+LL 6.08 th 34 Shear-Y . kips -3.545 61.119 0.0580 Default-DL+LL 18.4 10 ~103 Total Defl-Y in 0.5837 0.9220 0.6331 Default-DL+LL 8.3 £i1n Dor OiC 0 0000ij 910 Live Defl-Y in 0.5837 0.6146 0.9497 Defauit-DL+LL - 8.3 -S. Section Name: HSS6X4XIJ4 Status: OK Unit - Load Effects Resistance Ratio Load Combination Distance (ft) 443 O9 Bendlng-X ft -kips -12.293 21.282 -0.578 Default-DL+LL 0 0.7762 Default-DL+LL 0 Interaction - - - 0.0200 ______________________________________ Sftear-Y • • ps 0.8887 44.376 • J35 Total Defl-Y in 0.3999 0.6750 0.5924 Default-DL+LL 5.74 • Live Defl-Y in 0.3999 0.4500 0.8886 Default-DL+LL 5.74 - . SELECTED LOAD COMBINATIONS - - -, - . 5- ., 5 •. 4 S -• • • ---V- • . - r - •• 4 55•.'_ .•'• ,I. • -. • .0 - - - - • , •• -. . 5 - • ,- - . - - -. -;.•5 I -- -:' - P . - • •• • .. CRITICAL STRESS DETAILS FOR MEMBER 2 Seètion Name HSS8X4X1/4 Status: OK 4 - - Lo ad Combination I Code Check I Total I Live I Dependent I Conditional • x - x - x - -- - I ' (j) M (ft-kips) M (ft-kips) V (kips) L 01225 1462 -O -0 SOLUTION ' 1. CHECK AXIAL STRENGTH • .. Flexural & Local Buckling .. . . - . Axial Capacity: PFA7403kips PPJfl4433kips ,. 2EniR1.aENaH (a) X Axis Yielding I Description I Formula I Value I Code - X-Axis Flange Local Buckling Dscrfptlom Forrnvle Va*b Code ROM M"M for.tubes and HSS 1.0 QI9 1 El jog F i) (for QF 0> 2,25) F 0.877 F 14.13 E7-3 905An1Swiig MF2 Design Procedure for Member 2 HSS8X4X1I4 Designed according to AISCASD 1411 Edition (2010) Critical load effect at distance 60849 feet under load combination Default-DL+LL INPUT PROPERTIES: F • 524 4 1 104 - 425 0.233 1 721 144 8 1 133 285 0.233 2213 82 166 0.466 2213 V? 1(w) 353 *oid 0 flJ 2213 0 0 1 S . 2 1 No 0 MEMO -O 4 1 50 I - DescritLon I Formula Value Code - rMM R,l7* - L12E/F' 26.97 - Tab1eB4.lb M Flange is compact, M = M 55.42 F7.2.(a) Description Formula Value - Code ROOM MINIM 2-42 (El 58.28 Table B4. lb Web is compact, M. =M, 55.42 F7.3.(a) - - (c)X-Axis Web Local Bucking Formula Value I Code (d) Y-Axis Yielding -- Description I ME - (e). Y-Axis Flange Local Buckling - DescrIptIon ,- Formula Value I Code I z; ffL 4 1.12 (E I26.97I Table B4.lb ç: C: \Users\Admin\Dócunients 07/05/2018 '1 - TMMO-F40 Swiig dF-2 :b#s I •. M,, I M,, = M - (M - FY-S,) (3.57(b/t)(F/E)° -4) I 31.51 F772 (c' Y-AyiC WA T niI 1,w1e1ino Description I Formula Value Code 2.42 '01 RE '' 14 12`00' LAW MN MZA M. I Web is compact M = M I 34.17 '.Flexural Capacity -strong Axis: M,,,=55.4211-kips: Mc"M,,J(33.18ft-kips FlexuralCapacity-Weak Axis: 14=31.51 ft-kips: M,=M,1Ic) = 18,87 ft-kips A. LAr- flAL. Description Formula Value Code B11, B11,=C,,.,,/(l - cxPl/P,,b,)>= 1.0 1.001 A-8-3 P,,1, = EI,7 2 I (MlN(1, K,)L,)2 84.18 A8.5 P,,1, (kips) - M, (ft-kips) B11M., -O A-8-1 ula Value Code S CV= 1.00 62-3 NNIN ON PIN M - OPENS Vu, Vu, 0.6 102.07 G24 Description Formula Value Code OWN _V_ RONNIE, f 717" 46.15 (12-1 L Descrlption J.Formula value-.......J Code ; Allowable AY - S L1240 0.92 I Not Applicable .Note: - - /&AIL)'O.O0/0.92=0.00 - TOTAL LOAD DEFLECTION-XSTATUS: OK - - -f A,Aa)/tMt)=0.58/0.92=0.63 "C:\Usrs\Adrnin\Doduments - - 07/05/2018 - - '4'. • Ax1iiPIe,cuiá é1Ôf1ii. f P/PC <o2O P/(2P+( 4 M,/M,)= 424t('Ws4bJWthe: I ' - " 1). Moment magnification factor B1 is conservatively applied to overall moment Moment magnification factor B is assumed to have been taken care of by P-Delta Analysis a=1.6 AXIAL-FLEKUR.4L INTERACTIONSTATUS: OK 4. CHECK SHEAR STRENGTH r -ffiN NO m - Description Fo - V,,1 V.,, = 0,6 FYAWCV 4 (.. 4. .4 . V,,,/O=61.12 V,,=1.935 ''- V,,/V,='O.O3166 SHEAR-YSTATUS: OK '-.. V,,=V.,Ic1=27.63 4..' TX ' 4VtX/Vcx 0 -. - 4 SHEAR-XSTATUS: OK. .. ' 4 , . l, 5. CHECK TOTAL LOAD DEFLECTIONS (Load Comblnath;n: is,, - Not Applicable, , - Default-DL+LL) PR .WSAWirASVVj7Rg;M2 TOTAL LOAD .DEFLECfION-YSTATUS: OK 6. CHECK LIVE LOAD DEFLECFIONS (Load Combination: A - Not Applicable, A. - Default-DL+LL) Description Formula Value Code Allowable 1.1360 0.61 Not Applicable - :.. .4' 4 INPUT PROPERTIES: Design Procedure for Member 3: HSS6X4XI/4 Designed according to A!SCASD 14111 Edition (2010) Critical load effect at distance Ofeet under load combination Default-DL+LL 4) 4- 3OZ 209 [ 0.233 . 1 in4 556 111 Fd 6 1 853 22 0.233 162 1 645 161 ' Ic 0.466 0010 "1 M- 162 - 23.6 0 162 MA 0 0 1 0 2 1 No 0 1so P (laps) M (ft-kips) 3.434 - -12 - - ,SOLUTION -. 1. CHECK AXIAL STRENGTH V (a). Flexural & Local Buckling Descrlpthm Frnnml. V 4cSC -Z for tubes and HSS Q 1.0 Q Q!Qa 1 El - Fc(kSi) (for QF)F4>2.25) Fcr0.877 F0 5.076 E73 Axial Capacity P FA2183 kips: P0 =PJc)=1307kips -'. •- -i'- .: - I Warniur KU,- exceeds frntitc recsmmendedhy AtC -. 2. CHECK FLEXURAL STRENGTH V - * (a. X-Axis Yielding I' - Description I Fo an (b). X-Axis Fl 1 - - I - M. ge Local Buckling Description - Formula Value Code - - V 1.12(E/FY-26.97 TableB4.lb - ______ - Flange iscopact,M=M 35.54 F7.2.(a) Description Formula Value Code (c). X-Axis Web Local Buckling XP - . 2.42 (El F,)° 58.28 Table B4.Ib ___________ - M. - Web is compact, M = M0 35.54 - F7.3.(a) - - - . (d). Y-Axis Yielding 'V Description Formula Value I Code . C: \Users\Adxnin\Documents - 07/05/2018 I - I FAX,YA I 46.15 I 02-1 V. V,, = 0.8887. . C ' V,, I V, 0.02003 SA*-fSIAUS' im ' V,,=V,,,/Q=27.63 . ., V,/V,=0 .. SREAR-XST14T(JS: OK -, S. CHECK TOTAL LOAD DEFLECTIONS (Load Combination; A. - Not Applicable, , - Default-DL+LL) Note: F L)/W0.00/0.680.00 _. C:\Users\Adnin\Documents on Formula I I . Value I Code I C, I C, V,. 0.6 1.00. 1 02-3 : '• "':. -J% ... Descripti 07/05/2018 :4 1' O5 A iá1I Sving -2 n' ob#2002$ AP 1.12 (E1F1)°5 c 26.97 31 Table B4.lb abIB44 Flange is compact, M = M9 Description YoTfl*th Valbe Code - 2.42 (E /Fr Xp 58.28 Table B4.lb M Web is compact, M. ' fr . 'Vin Y-Axis Web Local Buckling FlexuralCapacity -StrongAxis: M35.54ft-kips: MM,JQ'2128fl-kips Fle)dkw - Wk A,s: M k 26,s: M M/(2 G9flk,s 3. CHECK AXIAL AND FLEXURAL INTERACTION Description Formula Value Code p' 11 - aP:/Pei,)>= 1.0 1.025 A83 Poly (kips) P,1 .=E1,7v2 /(I'fIN(1,K)I1)2 121.1 A-8-5 3.x1 - M (ft-kips) B1 M, -O A-8-1 Axial and Flexural Interaction: for P,/PC >= 0.20: P/PC + 8/9 (MJMa+ M0/Mq,) = 0.7762 (HI-la) Note: - 1). Moment magnification factor B1 is conservatively applied to overall moment 2). Moment magnification factor B2 is assumed to have been taken care of by P-Delta Analysis . 3). a =1.6 AXL4L-FLEXURAL INTERACTIONSTATUS: OK - r .4. Description Formula Value Code 1.00 02-3 L4 V,,1 V,, = 0.6 FVAWCV 74.11 02-1 L95 b USWIig iW 2 TOTAL LOAD DEFLECTION-X STATUS: OK Ay(A1L)/IAU.)0.4OIO.680.59 TOTAL LOAD DEFLECTION- YSTATUS: OK 6. CHECK LIVE LOAD DEFLECIIONS (Load Combination: A. - Not Applicable, A, - Default-DIifLL) r Description I Formula .1 Value Code 0.45 SI Not Applicable I Allowable A, j 11360