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1950 SILVERLEAF CIR; ; CBC2020-0040; Permit
cr'city' of Carlsbad Permit No: CBC2020-0040 Status: Closed - Finaled Applied: 01/31/2020 Issued: 07/06/2020 Finaled Close Out: Inspector: PBurn Final Inspection: 02/08/2021 Building Permit Finaled Commercial Permit Print Date: 02/08/2021 Job Address: 1950 SILVERLEAF CIR, CARLSBAD, CA 92009-8410 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel #: 2550121600 Track #: Valuation: $578,014.32 Lot #: Occupancy Group: Project #: #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check U: Plan Check U: Project Title: Description: LAKESIDE COMMONS: 8,931 SF DINING ROOM RENOVATION Applicant: Property Owner: KAVIN WARD CONTINUING LIFE COMMUNITIES LLC 1950 SILVERLEAF CIR 1940 LEVANTE ST CARLSBAD, CA 92009-8410 CARLSBAD, CA 92009 (760) 802-1337 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $2,274.00 BUILDING PLAN CHECK FEE (BLDG) $1,223.46 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $242.00 FIRE A-2 & A-3 Occupancies - TI $628.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $104.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $24.00 STRONG MOTION-COMMERCIAL $161.84 Total Fees: $4,832.30 Total Payments To Date: $4,832.30 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check ('"C Est. Value PC Deposit I t 22. 44, Date - - 2 iobAddress I951 LveA.Laf e.in.. Suite: APN: Tenant Name: L A e+ t, CT/Project #: Lot U:________ Occupancy: Construction Type: Fire Sprinklers)/ no Air Conditioning: (D/ no BRIEF DESCRIPTION OF WORK: 0 Addition/New: New SF and Use, __New SF and Use, Deck SF, _________ Patio Cover SF (not including flatwork) B"Tenant Improvement: F931 SF, Existing Use V, es ttL14tkProposed Use R-P,,r~,JZL~ SF, Existing Use Proposed Use 0 Pool/Spa: SF Additional Gas or Electrical Features? Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No 0 Plumbing/Mechanical/Electrical Only: D Other: APPLICANT (PRIMARY) PROPERTY OWNER / Name: k'.Av- J AXY4 Name: 4/ (4th r1ij Address: 05 $;Lus.te Address: 4 41 50 S;LvLe44 e'*.. City: Citt56Ab State:A Zip: 2.067 City: CAL6AJ State: CA Zip: 926'1 Phone: 74ra -,'AZ-1337 qff*- 9562- Email:Email: 2 C . C4. Email: 1ti -rk-p LE#.J3ft. . o DESIGN PROFESSIONAL Name: K'T Address: 11911 Vdj 914,tl%..4,J LI City: 7AV1,J State:1A Zip: 92..I'( Phone: 9'f'1 -5' - 133 Email: 62. KiV.Co- Architect State License: C Vill Ot L. CONTRACTOR BUSINESS Name: Address: City: - State: Zip: Phone: - Email: State License: Bus. License:________________ (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/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 301 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 live hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIding@carlsbadCa.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORI(ERS'COMPENSATION DECLARATION: / hearby affirm under penalty of perjury one of the following declarations: 0 I 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. i have and will maintain worker's 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 Company Name: Policy No. Expiration Date: 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 California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil 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: D14GENT DATE: (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Low for the following reason: O 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 sate (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). fi I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 1711 am exempt under Section Business and Professions Code For this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address/ phone / type of work): OWNER SIGNATURE: "-v 'AGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: 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). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 0 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. 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 Cli's' OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINSTSAIO CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5,0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 U$Fm Building Code). APPLICANT SIGNATURE: 4.,—... t(Jm_J" DATE: /Vt 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: 8uiIdingCarIsbadCa.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 01/31/2020 Owner: CONTINUING LIFE COMMUNITIES LLC Work Class: Tenant Improvement Issue Date: 07/06/2020 Subdivision: CARLSBAD TCT#92-08 GREEN VALLEY Status: Closed - Finaled Expiration Date: 05/18/2021 Address: 1950 SILVERLEAF CIR IVR Number: 24582 CARLSBAD, CA 92009-8410 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Monday, February 8, 2021 Page 4 of 4 Permit Type: BLDG-Commercial Application Date: 01/31/2020 Owner: CONTINUING LIFE COMMUNITIES LLC Work Class: Tenant Improvement Issue Date: 07/06/2020 Subdivision: CARLSBAD TCT#92-08 GREEN VALLEY Status: Closed - Finaled Expiration Date: 05/18/2021 Address: 1950 SILVERLEAF CIR IVR Number: 24582 CARLSBAD, CA 92009-8410 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency No superintendent on site No BLDG-85 T-Bar, Ceiling 144050.2020 Failed Chris Renfro Reinspection incomplete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency No superintendent on site 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 11/19/2020 11/19/2020 BLDG-18 Exterior 144282-2020 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-85 T-Bar, Ceiling 144247.2020 Passed Chris Renfro Complete Grids, Overhead 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 12/24/2020 12/24/2020 BLDG-Final Inspection 146998-2020 Partial Pass Chris Renfro Reinspection incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO granted for final inspection pending No exterior doors installed, signage throughout - TI completed, and final paperwork, tiite#24 lighting, test and balance reports and all necessary final paperwork BLDG-Plumbing Final • Yes BLDG-Mechanical Final • Yes BLDG-Structural Final Yes BLDG-Electrical Final • Yes 02108/2021 02108/2021 BLDG-Final inspection 150049-2021 Passed Chris Renfro Complete Monday, February 8, 2021 Page 3 of 4 Permit Type: BLDG-Commercial Application Date: 01/31/2020 Owner: CONTINUING LIFE COMMUNITIES LLC Work Class: Tenant Improvement Issue Date: 07/06/2020 Subdivision: CARLSBAD TCT#92-08 GREEN VALLEY Status: Closed - Finaled Expiration Date: 05/18/2021 Address: 1950 SILVERLEAF CIR IVR Number: 24582 CARLSBAD, CA 92009-8410 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Building Deficiency Rough combo Partial Pass on walls only No BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) . BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/13/2020 10/13/2020 BLDG-17 Interior 140787.2020 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency October 13, 2020: (virtual inspection). Yes 1. Drywall type and nailing pattern, interior drywall scope of work-approved. 11/02/2020 11/0212020 BLDG-84 Rough . 142715.2020 Partial Pass Chris Renfro Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency Rough combo Partial Pass on hard lids No only, double check mechanical contractor for cooking vents. No smoke test inspection completed prior to wrap BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 . Yes Rough-Ducts-Dampers 11/13/2020 11/13/2020 BLDG-85T-Bar, Ceiling 143730.2020 Cancelled Chris Renfro Reinspection Incomplete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency 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 11/18/2020 11/18/2020 BLDG-17 Interior 144051-2020 . Failed Chris Renfro Reinspection Incomplete Lath/Drywall Monday, February 8, 2021 Page 2 of 4 Building Permit Inspection History Finaled (~'City of Carlsbad Permit Type: BLDG-Commercial Application Date: 01/31/2020 Owner: CONTINUING LIFE COMMUNITIES LLC Work Class: Tenant Improvement Issue Date: 07/06/2020 Subdivision: CARLSBAD TCT#92-08 GREEN VALLEY Status: Closed - Finaled Expiration Date: 05/18/2021 Address: 1950 SILVERLEAF CIR IVR Number: 24582 CARLSBAD, CA 92009-8410 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/03/2020 08/03/2020 BLDG-21 134527.2020 Partial Pass Paul Burnette Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/04/2020 08/04/2020 BLDG-24 Rough/Topout 134605-2020 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/27/2020 08/27/2020 BLDG-11 136645-2020 Passed Tony Alvarado Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency August 27, 2020: Footing: isolated pad footings quantity (3) steel column plates with 3/4" inch thru-bolts/anchor bolts-approved. Verified deputy inspector report, filed in city records. Passed Yes Complete 09/23/2020 09/23/2020 BLDG-43 Air 139085-2020 Failed Paul Burnette Reinspection Incomplete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-84 Rough 139084-2020 Failed Paul Burnette Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 09/29/2020 09/29/2020 BLDG-84 Rough 139541-2020 Combo(14,24,34,44) Partial Pass Chris Renfro No No No No No Reinspection Incomplete Monday, February 8, 2021 Page 1 of 4 MARSV ISPEC TION INC. A Special Inspection Company Cell Ph. 619-339-3331 • Email:inarsiIisp@mac;cth' .. .. 'S - -. . .. . Inspection Report . ....... Project Name PIJC S / Page 1 of / Repo # Project Address /t'JQ _3> /,,i _J,- (?'//- Architect File Engineer (O-i/JiS'__________/ DSA# Contractor: '7- i4 i# __-. , Other: INSPECTION MATERIAL SAMPLING.. :QTY .MATERIAL-DESCRIPTION . INSPECTION CHECKLIST _Stctural Steel : . H.S. Bolts . . .. Bolts ç— ians/Specs _Masonry Prisms —Conc. PSI .#'Clearances Concrete Mortar/Grout Grout PSI "Positions _Fireproofing Conc., Cylinders Mortar PSI ________ Sizes _Epoxy Fireproof _Sfel ,4 2._7__//Q .~ Laps Shear Wall Other Elect/Wire _Consolidation Other Other _Fireproof / Torque Ft Lbs Other _Other. — ,72r4t,//P" _Other. _Other _Other Other_____________— Other__________7__/3 Other LI '1ai Weld 0Ultra Sonic Test LI r -EpoxAnchors - El Concrete Placement 1 Observed Welding By Certified Welders LI Rebar LI Shear Wall Nailing 2 All Welds D'S'ile Pass Fillets LI Full Pen Groove Welds P. 11eld r 0 Continuous QPodic 3 Process Used L1FAW LI SMAW - - / - / --/ CERTIFICATION OF COMPLIANCE All reported work unless otherwise noted complies with approved plans specifications and applicable sections of the building codes This report covers the locations of the work in and does not constitute opinion or project control Inspector Date lnsp:Date: .. . . 1:. -l..&a' 'Day Day 2: . /( Day3:. . . bay 4, Day 5-- Time Start: Time Stop EsGil A SAFEbuiCornpany /APPLICANT DATE: 5/20/2020 URIS. JURISDICTION: CarlsbaJ PLAN CHECK #.: CBC2020-0040 SET: II PROJECT ADDRESS: 1950 Silverleaf Cir. PROJECT NAME: Lakeside Commons Dining Tenant Improvement El 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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. El 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. EsGil staff did advise the applicant that the plan check has been completed. Person contacted K yin Ward Date contacted :S[2017O (byV) Mail Telephone Fax In Person Telephone #: 760-802-1337 Email: kward@continuinglife.com 1. REMARKS: The K, ID, and LD sheets require signature of person responsible for their design By: Steven Miller Enclosures: EsGil 5/20/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I EsG11 A SAFEbuILt Company DATE: 2/18/2020 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2020-0040 SET: I PROJECT ADDRESS: 1950 Silverleaf Cir. APPLICANT 1:1 JURIS. PROJECT NAME: Lakeside Commons Dining Tenant Improvement The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil 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: Kavin Ward Telephone #: 760-802-1337 Date contacted: (by: ) Email: kward@continuinglife.com Mail Telephone Fax In Person III REMARKS: By: Jason Pasiut Enclosures: EsGil 2/4/2020 4 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2020-0040 2/18/2020 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2020-0040 JURISDICTION: Carlsbad OCCUPANCY: A-2 USE: Restaurant TYPE OF CONSTRUCTION: 1-A ACTUAL AREA: 8,931sf ALLOWABLE FLOOR AREA: complies STORIES: 1 HEIGHT: unchanged SPRINKLERS?: YES OCCUPANT LOAD: 455 DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 1/31/2020 ESGIL CORPORATION: 2/4/2020 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Jason Pasiut COMPLETED: 2/18/2020 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2019 CBC, which adopts the 2018 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 2018 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Is Carlsbad CBC2020-0040 2/18/2020 (DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2020-0040 PREPARED BY: Jason Pasiut DATE: 2/18/2020 BUILDING ADDRESS: 1950 Silverleaf Cir. BUILDING OCCUPANCY: A-2 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI 8931 64.72 578,014 Air Conditioning Fire Sprinklers TOTAL VALUE 578,014 Jurisdiction Code Icb Ordinance 1997 UBC Building Permit Fee Ld I FF au: 1997 UBC. Plan Check Fee I hi lI Type of Review: Wo Complete Review r Structural Only .r Repetitive Fee Repeats F I- Other r Hourly 1Hr.@* EsGil Fee F I $1,478=27 Comments: Sheet 1 of 1 949.752.1612 15 Studebaker Mike Houshmand, Vice President C42283 Exp. Date 3/31/2020 Irvine, CA The attached calculations are valid only when bearing original or 92618 electronic signature of Mike Houshmand, Hereon. SINCE 1960 A TRUSTED PARTNER IN INNOVATION, DUALITY a SERVICE STRUCTURAL CALCULATIONS (A Restaurant) Lakeside Dinning Restaurant Remodel Carlsbad, County of San Diego, CA 00 ON (o0. -. -..I '.. N LI) '- -- QL() I LI) N Gouvis Job No.: 64897 4/20/2020 Architect KTGY Group, Inc. Restrictive Notice: These designs, calculations, and specifications are the exclusive property of Gouvis Engineering Consulting Group. They are the subject of copyright and other legal protection. They may be used only by their intended recipient and only for the project depicted herein. No part of these calculations are to be copied, transferred, reproduced, nor can they be used, in whole or in part, by any other person or for any other project or structure, without the prior express written consent of Gouvis Engineering Consulting Group. © 2017 Gouvis Engineering Consulting Group Inc. - All Rights Reserved www.gouvisgroup.com Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Punted: 21 JAN 2020, 11:07AM Steel Beam File C:\Users\MSAMMA-1\D0CUME-1\ENERcA-1\64897.ec6 Software copyright ENERcALc, INC. 1983-2019, Build:12.I9.11.30 lLic. #: KW-06000093 eI.1flYA1oI1[eII$l:lI[c DESCRIPTION: BEAM #1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: CBC 2019 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.04375) Lr(O.025) 0(0.2275) Lr(0.13) HSS10x6x1/2 HSS1Ox6x1/2 Span = 10.750 ft Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: 0 = 0.0350, Lr = 0.020 ksf, Tributary Width = 1.250 ft Load for Span Number 2 Uniform Load: D = 0.0350, Lr = 0.020 ksf, Tributary Width = 6.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.042: 1 Maximum Shear Stress Ratio = 0.016:1 Section used for this span HSS10x6x1/2 Section used for this span HSS10x6x1/2 Ma: Applied 3.251 k-ft Va : Applied 1.625 k Mn I Omega : Allowable 77.246 k-ft Vn/Omega : Allowable 103.507 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 10.750ft Location of maximum on span 10.750 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transint Deflection 0.005 in Ratio= 19,849>=360 Max Upward Transient Deflection -0.001 in Ratio = 101352 >=360 Max Downward Total Deflection 0.012 in Ratio = 7824 >=240. Max Upward Total Deflection -0.002 in Ratio = 61891 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnxlomega +D+H Dsgn. L= 10.75 ft 1 0.029 0.011 0.46 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 Dsgn. L r 4.00 ft 2 0.029 0.011 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 'D+L+H Dsgn. L = 10.75 ft 1 0.029 0.011 0.46 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 Dsgn. L= 4.00 ft 2 0.029 0.011 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 +D+Lr+H Dsgn. L = 10.75 ft 1 0.042 0.016 0.46 -3.25 3.25 129.00 77.25 1.00 1.00 1.63 172.86 103.51 Dsgn. L r 4.00 ft 2 0.042 0.016 -3.25 3.25 129.00 77.25 1.00 1.00 1.63 172.86 103.51 +D+5+H Dsgn. L = 10.75 ft 1 0.029 0.011 0.46 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 Dsgn.L = 4.00 ft 2 0.029 0.011 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 +D+0.750Lr+0.750L+H Dsgn. L= 10.75 ft 1 0.039 0.014 0.46 -2.99 2.99 129.00 77.25 1.00 1.00 1.50 172.86 103.51 Dsgn. L= 4.00 ft 2 0.039 0.014 -2.99 2.99 129.00 77.25 1.00 1.00 1.50 172.86 103.51 +D+0.750L407505+H Dsgn.L = 10.75 ft 1 0.029 0.011 0.46 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 Dsgn. L= 4.00 ft 2 0.029 0.011 -2.21 2.21 24 of 129.00 77.25 1.00 1.00 1.11 172.86 103.51 +D+0.60W+H Page 1 . Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM Steel Beam File=C:\Users\MSAMMA-1\DOCUME--1\ENERCA--1\64897.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 Lic. #: KW-06000093 GOUVIS ENGINEERING DESCRIPTION: BEAM #1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxiOmega Cb Rm Va Max Vnx VmdOmega Dsgn. L= 10.75 ft 1 0.029 0.011 0.46 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 Dsgn. Lr 4.00 ft 2 0.029 0.011 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 +D+O.70E+H Dsgn. L = 10.75 ft 1 0.029 0.011 0.46 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 Dsgn. L = 4.00 ft 2 0.029 0.011 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 +D+0.750Lr+0.750L+0.450W+H Dsgn.L = 10.75 ft 1 0.039 0.014 0.46 -2.99 2.99 129.00 77.25 1.00 1.00 1.50 172.86 103.51 Dsgn. L= 4.00 ft 2 0.039 0.014 -2.99 2.99 129.00 77.25 1.00 1.00 1.50 172.86 103.51 +D+0.750L+0.750S+0.450W+H Dsgn. L= 10.75 ft 1 0.029 0.011 0.46 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 Dsgn.L = 4.00 ft 2 0.029 0.011 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 +D+0.750L+0.7505+0.5250E+H Dsgn.L = 10.75 ft 1 0.029 0.011 0.46 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 Dsgn. L = 4.00 ft 2 0.029 0.011 -2.21 2.21 129.00 77.25 1.00 1.00 1.11 172.86 103.51 +0.60D+0.60W+0.60H Dsgn. L = 10.75 ft 1 0.017 0.006 0.28 -1.33 1.33 129.00 77.25 1.00 1.00 0.66 172.86 103.51 Dsgn. L = 4.00 ft 2 0.017 0.006 -1.33 1.33 129.00 77.25 1.00 1.00 0.66 172.86 103.51 +0.600+0.70E+0.60H Dsgn.L 10.75ff 1 0.017 0.006 0.28 -1.33 1.33 129.00 77.25 1.00 1.00 0.66 172.86 103.51 Dsgn.L = 4.00 ft 2 0.017 0.006 -1.33 1.33 129.00 77.25 1.00 1.00 0.66 172.86 103.51 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. + Dell Location in Span D Only 1 0.0005 2.494 +O+Lr+H -0.0021 8.213 +D+Lr+H 2 0.0123 4.000 0.0000 8.213 Vertical Reactions Support notation : Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.330 2.560 Overall MiNimum 0.038 0.751 +D+H 0.292 1.809 +D+L+H 0.292 1.809 +O+Lr+H 0.330 2.560 +D+S+H 0.292 1.809 +D+0.750Lr+0.750L+H 0.320 2.372 +D+0.750L+0.750S+H 0.292 1.809 +D+0.60W+H 0.292 1.809 +D+0.70E+H 0.292 1.809 +D+0.750Lr+0.750L+0.450W+H 0.320 2.372 +D+0.750L+0.7505+0.450W+H 0.292 1.809 +D+0.750L+0.7505+0.5250E+H 0.292 1.809 +0.60D+0.60W+0.60H 0.175 1.085 +0.60D+0.70E+0.601-I 0.175 1.085 O Only 0.292 1.809 Lr Only 0.038 0.751 L Only SOnly - WOnly EOnly H Only Page 2of24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM Steel Beam FiIeC:\Users\MSAMMA-1\DOCUME-1ENERcA-l\64897.ec6 Software copyright ENERCALc, INC. 1983-2019, Build: 12.19.11.30 . I DESCRIPTION: BEAM #2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: CBC 2019 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.2275) Lr(O.1 3) HSS10x6x1/2 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0350, Lr = 0.020 ksf, Tributary Width = 6.50 ft DESIGN SUMMARY IFlIsX Maximum Bending Stress Ratio = 0.072: 1 Maximum Shear Stress Ratio = 0.021 : Section used for this span HSS10x6x1/2 Section used for this span HSS10x6x1/2 Ma: Applied 5.600k-ft Va: Applied 2.133 k Mn I Omega : Allowable 77.246 k-ft Vn/Omega : Allowable 103.507 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 5.250 ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 17,494 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.023 in Ratio = 5597 >=240, Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/omega Cb Rm Va Max Vnx VnJ0mega +D+H Dsgn. L = 10.50 ft 1 0.049 0.014 3.81 3.81 129.00 77.25 1.00 1.00 1.45 172.86 103.51 +D+L+H Dsgn. L= 10.50 ft 1 0.049 0.014 3.81 3.81 129.00 77.25 1.00 1.00 1.45 172.86 103.51 +D+Lr+H Dsgn. L = 10.50 ft 1 0.072 0.021 5.60 5.60 129.00 77.25 1.00 1.00 2.13 172.86 103.51 +D+S+H Dsgn. L = 10.50 It 1 0.049 0.014 3.81 3.81 129.00 77.25 1.00 1.00 1.45 172.86 103.51 +D+0.750Lr+0.750L+H Dsgn. Lr 10.50 ft 1 0.067 0.019 5.15 5.15 129.00 77.25 1.00 1.00 1.96 172.86 103.51 +D+0.750L+0.750S+H Dsgn.L = 10.50 ft 1 0.049 0.014 3.81 3.81 129.00 77.25 1.00 1.00 1.45 172.86 103.51 +D+O.6OW+H Dsgn. Lr 10.50 ft 1 0.049 0.014 3.81 3.81 129.00 77.25 1.00 1.00 1.45 172.86 103.51 +D+0.70E+H Dsgn. L: 10.50 ft 1 0.049 0.014 3.81 3.81 129.00 77.25 1.00 1.00 1.45 172.86 103.51 +D+0,750Lr+0.750L+0.450W+H Dsgn. L= 10.50 ft 1 0.067 0.019 5.15 5.15 129.00 77.25 1.00 1.00 1.96 172.86 103.51 +D+0.750L+0.750S+0.450W+H Dsgn.Lr 10.50ft 1 0.049 0.014 3.81 3.81 129.00 77.25 1.00 1.00 1.45 172.86 103.51 +D+0.750L+0.750S+0,5250E+H Dsgn. L= 10.50 ft 1 0.049 0.014 3.81 3.81 129.00 77.25 1.00 1.00 1.45 172.86 103.51 +0.609+0.60W+0.60H Page 3 of 24 Dsgn. L 10.50 ft 1 0.030 0.008 2.29 2.29 129.00 77.25 1.00 1.00 0.87 172.86 103.51 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Punted: 21 JAN 2020, 11:07Ar File C:\User&MSAMMA-1\DOCUME-1\ENERcA-1\64897.ec6 Steel Beam Software copyright ENERcALc, INC. 1983-2019, Build:12.I9.11.30 I lit f4'1tEsIu1uIIIIIuJ* GOUVIS ENGINEERING DESCRIPTION: BEAM #2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnJOmega +0.60D+O.70E+0.60H Dsgn. L = 10.50 ft 1 0.030 0.008 2.29 2.29 129.00 77.25 1.00 1.00 0.87 172.86 103.51 Overall Maximum Deflections Load Combination Span Max. V Defi Location in Span Load Combination Max. °+ Deft Location in Span +D+Lr+H 1 0.0225 5.280 . 0.0000 0.000 Vertical Reactions Support notation : Far left is 41 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 2.133 2.133 Overall MINimum 0.683 0.683 +D+H 1.451 1.451 +D+L+H 1.451 1.451 +D+Lr+H 2.133 2.133 +D+S+H 1.451 1.451 +D+0.750Lr+0.750L+H 1.963 1.963 +D+0.750L+0.7505+H 1.451 1.451 +D+0.60W+H 1.451 1.451 +D+0.70E+H 1.451 1.451 +D+0.750Lr+0.750L+0.450W+H 1.963 1.963 +D+0.750L+0.7505+0.450W+H 1.451 1.451 +D+0.750L+0.7505+0.5250E+H 1.451 1.451 +0.60D+0.60W+0.60H 0.871 0.871 +0.60D+0.70E+0.60H 0.871 0.871 DOnly 1.451 1.451 LrOnly 0.683 0.683 LOnly S Only WOnly EOnly H Only Page 4 of 24.. Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM Steel Beam File = c:\users\MSAMMA-1\DOcuME-1lENERcA-l\64897.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 I DESCRIPTION: BEAM #3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: CBC 2019 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.45)1Lr0.68) D(1.81) LrO.75) D(O.07) L.r(0.04) I D(O.07) Lr(O.04) HSS10x6x1/2 HSS10x6x1/2 Span 10.0 ft Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: 0 = 0.0350, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) Point Load: 0 = 1.450, Lr = 0.680k @ 10.0 ft, (BM. #2) Load(s) for Span Number 2 Point Load: 0 = 1.810, Lr = 0.750k @2.50 ft, (BM. #1) Uniform Load: D = 0.0350, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.089: 1 Maximum Shear Stress Ratio = 0.035: 1 Section used for this span HSS10x6x1/2 Section used for this span HSS10x6x1/2 Ma: Applied 6.896 k-ft Va : Applied 3.614 k Mn /Omega: Allowable 77.246k-ft Vn/Omega : Allowable 103.507 k Load Combination +D+Lr+H Load Combination +0+Lr+H Location of maximum on span 10.000 ft Location of maximum on span 10.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 10,379 >=360 Max Upward Transient Deflection -0.003 in Ratio = 43,548 >=360 Max Downward Total Deflection 0.019 in Ratio = 3131 >=240. Max Upward Total Deflection -0.009 in Ratio = 13905 >240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnxlomega 'D+H Dsgn.L= 10.00 ft I 0.063 0.024 0.05 -4.90 4.90 129.00 77.25 1.00 1.00 2.53 172.86 103.51 Dsgn. L = 2.50 ft 2 0.063 0.020 -4.90 4.90 129.00 77.25 1.00 1.00 2.11 172.86 103.51 +0+L+H Dsgn.L = 10.00 ft 1 0.063 0.024 0.05 -4.90 4.90 129.00 77.25 1.00 1.00 2.53 172.86 103.51 Dsgn.L= 2.50 It 2 0.063 0.020 -4.90 4.90 129.00 77.25 1.00 1.00 2.11 172.86 103.51 +0+Lr+H Dsgn.L= 10.00 It 1 0.089 0.035 0.03 -6.90 6.90 129.00 77.25 1.00 1.00 3.61 172.86 103.51 Dsgn.L = 2.50 ft 2 0.089 0.029 -6.90 6.90 129.00 77.25 1.00 1.00 2.96 172.86 103.51 Dsgn.L = 10.00 It 1. 0.063 0.024 0.05 4.90 4.90 129.00 77.25 1.00 1.00 2.53 172.86 103.51 Dsgn.L = 2.50 ft 2 0.063 0.020 -4.90 4.90 129.00 77.25 1.00 1.00 2.11 172.86 103.51 +D+0.750Lr+0.750L+H Page 5 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM Steel Beam FiIec:\Users\MSAMMA-1\D0cUME-1\ENERCA-1\64897.ec6 . Software copyright ENERcALC, INC. 1983-2019, Build: 12.19.11.30 I ei1Ik'AtI11[c1II li[cI DESCRIPTION: BEAM #3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 10.00 ft 1 0.083 0.032 0.04 -6.40 6.40 129.00 77.25 1.00 1.00 3.34 172.86 103.51 Dsgn. L = 2.50 ft 2 0.083 0.027 -6.40 6.40 129.00 77.25 1.00 1.00 2.74 172.86 103.51 +D+0.750L+0.7505+H Dsgn. L = 10.00 ft 1 0.063 0.024 0.05 -4.90 4.90 129.00 77.25 1.00 1.00 2.53 172.86 103.51 Dsgn. L= 2.50 ft 2 0.063 0.020 -4.90 4.90 129.00 77.25 1.00 1.00 2.11 172.86 103.51 +D+O.60W+H Dsgn. L= 110.00 ft 1 0.063 0.024 0.05 -4.90 4.90 129.00 77.25 1.00 1.00 2.53 172.86 103.51 Dsgn. L = 2.50 It 2 0.063 0.020 -4.90 4.90 129.00 77.25 1.00 1.00 2.11 172.86 103.51 +D+0.70E+H Dsgn. L= 10.00 ft 1 0.063 0.024 0.05 -4.90 4.90 129.00 77.25 1.00 1.00 2.53 172.86 103.51 Dsgn. L = 2.50 ft 2 0.063 0.020 -4.90 4.90 129.00 77.25 1.00 1.00 2.11 172.86 103.51 +D+0.750Lr+0.750L+0.450W+H Dsgn.L 10.00ff 1 0.083 0.032 0.04 -6.40 6.40 129.00 77.25 1.00 1.00 3.34 172.86 103.51 Dsgn. L= 2.50 ft 2 0.083 0.027 -6.40 6.40 129.00 77.25 1.00 1.00 2.74 172.86 103.51 +D+0.750L+0.7505+0.450W+H Dsgn. L = 10.0011 1 0.063 0.024 0.05 -4.90 4.90 129.00 77.25 1.00 1.00 2.53 172.86 103.51 Dsgn. L = 2.50 ft 2 0.063 0.020 -4.90 4.90 129.00 77.25 1.00 1.00 2.11 172.86 103.51 +D+0.750L+0.7505+0.5250E+H Dsgn. L = 10.0011 1 0.063 0.024 0.05 -4.90 4.90 129.00 77.25 1.00 1.00 2.53 172.86 103.51 Dsgn. L = 2.50 It 2 0.063 0.020 -4.90 4.90 129.00 77.25 1.00 1.00 2.11 172.86 103.51 +0.60D+0.60W+0.60H Dsgn. L = 10.00 ft 1 0.038 0.015 0.03 -2.94 2.94 129.00 77.25 1.00 1.00 1.52 172.86 103.51 Dsgn. L= 2.50 ft 2 0.038 0.012 -2.94 2.94 129.00 77.25 1.00 1.00 1.26 172.86 103.51 +0.60D+0.70E+0.60H Dsgn.L= 10.00ff 1 0.038 0.015 0.03 -2.94 2.94 129.00 77.25 1.00 1.00 1.52 172.86 103.51 Dsgn. L= 2.50 ft 2 0.038 0.012 -2.94 2.94 129.00 77.25 1.00 1.00 1.26 172.86 103.51 Overall Maximum Deflections Load Combination Span Max. '- Deft Location in Span Load Combination Max. +" Deft Location in Span 1 0.0000 0.000 +D+Lr+H -0.0086 6.440 +D+Lr+H 2 0.0192 2.500 0.0000 6.440 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.105 6.571 Overall MiNimum -0.000 1.930 +D+H 0.105 4.641 +D+L+H 0.105 4.641 +D+Lr+H 0.105 6.571 +D+S+H 0.105 4.641 +D+0.750Lr+0.750L+H 0.105 6.089 +D+0.750L+0.750S+H 0.105 4.641 +0+0.60W+H 0.105 4.641 +D+0.70E+H 0.105 4.641 +D+0.750Lr+0.750L+0.450W+H 0.105 6.089 +D+0.750L+0.750S+0.450W+H 0.105 4.641 +D+0.750L+0.7505+0.5250E+H 0.105 4.641 +0.600+0.60W+0.60H 0.063 2.785 +0.600+0.70E+0.60H 0.063 2.785 D Only 0.105 4.641 LrOnly -0.000 1.930 LOfty S Only WOnly EOnly HOnly Page 6 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM D Frame File C:\Users\MSAMMA-1\OOCUME-1\ENERCA-1\64897,ec6 Software copyright ENERCALC, INC. 1983-2019, Build: 12.19.11.30 . I Description : M.F. #1 Joints... Joint Joint Coordinates Joint Label X V X Translational Restraint Y Translational Restraint Z Rotational Restraint Tern ft ft deg 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 10.50 0 3 12.0 10.50 0 4 12,0 0.0 Fixed Fixed Fixed 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label - - I Joint J Joint Length I End J End ft x y z (rotation) x y z (rotation) A Column 1 2 10.500 Fixed Fixed Pinned Fixed Fixed Fixed B Beam 2 3 12.000 Fixed Fixed Fixed Fixed Fixed Fixed C Column 3 4 10.500 Fixed Fixed Fixed Fixed Fixed Pinned Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb A 10.500 10.500 1.00 1.00 Internal Internal B 12.000 12.000 1.00 1.00 Internal Internal C 10.500 10.500 1.00 . 1.00 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1,00 Steel 29,000.00 0.490 0.000007 50.00 Member Sections... Prop Label Group Tag Material Area Depth Width lxx lyy Default Group Default 1.0 in"2 0.0 in 0.0 in 1.0 in' 4 1.0 in4 HSS10x6x1/2 Beam Steel 13.50 inA2 10.0 in 6.0 in 171.0 inA4 76.80 inA4 HSS6x6x1/2 Column Steel 9.740 in'2 6.0 in 6.0 in 48.30 inA4 48.30 in Joint Loads.... Note: Loads labeled Global Y act downward (in -Y direction) Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 2 Global X I 1.80 k Member Distributed Loads.... Note: Loads labeled Global Y' act downward (in -Y ctio diren) Member Load Load Extents I Load Magnitude Label Direction I Start End ft Dead Roof Live Live Snow Seismic Wind Earth D t.ioDai r u.0 atari wag: u.]u U.iU k/ft 12.0 End Mag: 0.210 0.120 k/ft Stress/Strength Load Combinations CBC 2019 Load Combination Cd 0.2*Sds* Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 1,15 1.0 1.0 1.0 +D+0,750Lr+0750L+R 1.25 1.0 0.750 0.750 1.0 i-D+0,750L+0,7505+H 1.15 1.0 0.750 0.750 1.0 +D+0,60W+H 1.6 1.0 0.60 1.0 Page 7 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM 2-D Frame File c:\users\MsAMMA-vOOcuME-1\ENERcA-1\64897.ec6 Software copyright ENERCALC, INC. 1983-2019, 8uild:12.19.11.30 +D+0.70E+H 0.9 1.0 . 1.0 +D+0,750Lr+0,750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0,450W+H 1.6 1.0 0.750 0.750 0.450 1.0 Stress/Strength Load Combinations •CBC 2019 Load Combination . Cd 0.2*Sds* I-you l..VUOL VII actors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+0.750L+0,750S+0,5250E+H 1.15 1.0 0.750 0.750 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +0.60D+0,70E+0.60H 0.9 0.60 0.60 Automatically Apply 100% of member self-weiqht as D in the -Global Y direction. Reaction Load Combinations CBC 2019 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 i-D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 . 1.0 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+I-$ 1.0 0.60 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.75OLr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0,750L+0,750S+0,5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.600+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 DOnly 1.0 Lr Only 1.0 LOnly 1.0 SOnly 1.0 WOnly 1.0 EOnly 1.0 HOnly . 1.0 Page 8 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM 2 D Frame FiIerC:\Users\.MSAMMA1D0CUME.1\ENERCA1\64897.ec6 . - I Software coovriaht ENERCALC. INC. 1983-2019. Build:12.I9.11.30 Deflection Load Combinations CBC 2019 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 ' 1.0 +D+0,750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0,750L+0,750S+H 1.0 0.750 0.750 1.0 +D+0,60W+H 1.0 0.60 1.0 +D+0.70E+H 1.0 0,70 1.0 +D+0,750Lr+0,750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0,450W+H 1.0 0.750 0,750 0.450 1.0 +D+0,750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0,60D+0.60W+0.60H 0.60 ' 0.60 0.60 +0,600+0.70E+0.60H 0.60 0.70 0.60 DOnly 1.0 Lr Only 1.0 LOnly 1.0 SOnly 1.0 WOnly 1.0- E Only 1.0 HOnlv 1.0 Joint Displacements by Load Combination Joint Displacements Joint Label Load Combination X V Z . in in Radians -i U Univ (JO U.0 0.0 2 0 Only .0000140 -0.000562 -0.000296 3 0 Only -.0000140 -0.000562 0.000296 4 0 Only 0.0 0.0 0.0 1 +D+Lr 0.0 0.0 0.0 2 +D+Lr .0000230 -0.000883 -0.000465 3 +D+Lr -.0000230 -0.000883 0.000465 4 +D+Lr 0.0 0.0 0.0 1 +D+0.750Lr 0.0 0.0 0.0 2 +D+0.750Lr .0000210 -0.000803 -0.000423 3 +D+0.750Lr -.0000210 -0.000803 0.000423 4 +D+0.750Lr 0.0 0.0 0.0 1 +D+0.70E 0.0 0.0 0.0 2 +D+0.70E 03493 -.000070 -0.000687 3 +D+0.70E 0.3490 -0.001054 -.0000950 4 +D+0.70E 0.0 0.0 0.0 1 +D+0,5250E 0.0 0.0 0.0 2 +D+0.5250E 0.2620 -0.000193 -0,000589 3 +D+0,5250E 0.2618 -0.000931 .0000030 4 +D+0.5250E 0.0 0.0 0.0 1 +0.600 0.0 0.0 0.0 2 +0.60D .0000090 -0.000337 -0.000178 3 +0,600 -.0000090 -0.000337 0.000178 4 +0.60D 0.0 0.0 0.0 1 +0,60D+0.70E 0.0 0.0 0.0 2 +0.60D+0,70E 0.3493 0.000155 -0.000569 3 +0.60D+0.70E 0.3490 -0.000829 -0.000213 4 +0.600+0.70E 0.0 0.0 0.0 1 Lr Only 0.0 0.0 0.0 2 Lr Only .0000080 -0.000321 -0.000169 3 Lr Only -.0000080 -0.000321 0.000169 4 Lr Only 0.0 0.0 0.0 E Only I 0.0 0.0 0.0 Page 9 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM Software copyriqht ENERCALC. INC. 1983-2019, Build:12.I9.11.30 . I 2-D Frame File=C:\UserslMSAMMA-1\DOCUME--1\ENERCA'-1\64897.ec6 E Only I 0.4990 0.000703 -0.000559 Page 10 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM 2-D Frame File C:\UsersMSAMMA-1\DOCUME-1\ENERCA-1164897,ec6 . I Software copyriqht ENERCALC, INC. 1983-2019, Build: 12.I 9.11.30 Point Displacements by Load Combination Joint Displacements Joint Label Load Combination X Y Z in in Radians 3 E Only 0.4987 -0.000703 -0.000558 4 1 E Only 1 0.0 0.0 0.0 Joint Reactions by Load Combination: Joint Reactions Joint Label Load Combination X V Z k k k-ft 1 D Only 0.07828 1.260 2 DOnly 3 DOnly 4 D Only -0.07828 1.260 1 +D+Lr 0.1230 1.980 2 +D+Lr 3 +D+Lr 4 +D+Lr -0.1230 1.980 1 +D+0.750Lr 0.1118 1.80 2 +D+0.750Lr 3 +D+0.750Lr 4 +D+0.750Lr -0.1118 1.80 1 +D+0.70E -0.5519 0.1575 2 +D+0.70E 3 +D+0.70E 4 +D+0.70E -0.7081 2.363 1 +D+0.5250E -0.3943 0.4331 2 +D+0,5250E 3 +D+0,5250E 4 +D+0.5250E -0.5507 2.087 1 +0.60D 0.04697 0.7560 2 +0,60D 3 +0.60D 4 +0.60D -0.04697 0.7560 1 +0.60D+0.70E -0.5832 -0.3465 2 +0.600+0,70E 3 +0.60D+0.70E 4 +0,600+0.70E -0.6768 1.859 1 Lr Only 0.04473 0.720 2 Lr Only 3 Lr Only 4 Lr Only -0.04473 0.720 1 E Only -0.9002 -1.575 2 EOnly 3 EOnly 4 E Only -0.8998 1.575 Member End Forces by Load Combination: Member Load Combination Joint" I " End Forces Joint " J " End Forces Label Axial k Shear Is Moment k-ft Axial k Shear k Moment k-ft a 0.0 0.0 0.0 0.0 0.0 0.0 b 0.0 0.0 0.0 0.0 0.0 0.0 C 0.0 0.0 0.0 0.0 0.0 0.0 a Lr Only 0.720 -0.04473 0.0 -0.720 0.04473 -0.4697 b Lr Only 0.04473 0.720 0.4697 -0.04473 0.720 -0.4697 c Lr Only 0.720 0.04473 0.4697 -0.720 -0.04473 0.0 a +0.750Lr 0.540 -0.03355 0.0 -0.540 0.03355 -0.3522 b +0.750Lr 0.03355 0.540 0.3522 -0.03355 0.540 -0.3522 C +0.750Lr 0.540 0.03355 0.3522 -0.540 -0.03355 0.0 Page 11 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM 2-D Frame FileC:\UsersMSAMMA-1\DOCUME-1\ENERCA--1\64897.ec6 I Software copyright ENERcALC, INC. 1983-2019, Build:12.19.11.30 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from I" Joint Moment Dist from l Joint Shear Dist from I Joint A -0.540k 0.0 ft 0.4697k-ft 10.50 ft -0.03355k 0.0 It Max +0.75OLr Lr Only +0.75OLr A -0.720k 0.0 ft 0.007189k-ft 0.2143 ft -0.04473k 0.0 ft Min LrOnly +0.75OLr LrOnly B -0.03355k 0.0 ft 0.4697k-ft 12.0 ft 0.720k 0.0 ft Max +0.75OLr LrOnly LrOnly B -0.04473k 0.0 ft -1.689k-ft 5.878 ft -0.720 k 12.0 ft Min LrOnly LrOnly LrOnly C -0.540k 0.0 ft 0.4697k-ft 0.0 ft 0.04473k 0.0 ft Max +0750Lr . LrOnly LrOnly C -0.720k 0.0 ft 0.007189k-ft 10.286 ft 0.03355k 0.0 ft Min Lr Only #0.75OLr +0.75OLr Member Stress Checks... Stress Checks per AISC 360-16 & NDS 2018 Member Section Material I Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (if) Load Combination Ratio Status Dist (ft) Column Steel LrOnly 0.011 PASS 10.50 LrOnly 0.001 PASS 0,00 Beam Steel LrOnly 0.016 PASS 5.88 Lr Only 0.005 PASS 12.00 Column Steel LrOnly 0.011 PASS 0.00 LrOnly 0.001 PASS 0,00 Page 120f24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Punted: 21 JAN 2020, 11:07AM File= C:\UsersMSAMMA'-1lD0CUME-1ENERCA-1\64897,ec6 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . I 2-D Frame t , 2 3 Page 130f24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM General Footing File C:\Users\MSAMMA-1\DOCUME-1\ENERCA-1\64897ec6 Software copyright ENERCAIC, INC. 1983-2019, Build:12.I9.11.30 DESCRIPTION: --None— Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : CBC 2019 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,155.92 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use fig wt for stability, moments & shears : Yes = ksf Add Pedestal Wt for Soil Pressure : No i when max. length or width s greater than = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 24.0 in Pedestal dimensions px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars - 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a h a # Bars required within zone n/a # Bars required on each side of zone n/a X4SOdOLOOtk,9'Z Applied Loads D Lr L S W E H P: Column Load = 4.65 1.930 OB : Overburden = ksf M-xx = M-zz = V-x = V-z = k Page 14 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Printed: 21 JAN 2020, 11:07AM File= c:\users\MsAMMA-1\DocuME1\ENERcA-1\64897,ec6 General Footing Software copyright ENERcALc, INC. 1983-2019, Build:12.I9.11.30 I ult4'i'.EII.iIIIIi1I1* GOUVIS ENGINEERING DESCRIPTION: --None- DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9675 Soil Bearing 1.935 ksf 2.0 ksf +U+Lr+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding- Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01904 Z Flexure (+X) 1.084 k-ft/ft 56.894 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.01904 Z Flexure (-X) 1.084 k-ft/ft 56.894 k-ft/ft +1.20D+1,60Lr+050L+160H PASS 0.01904 X Flexure (+Z) 1.084 k-ft/ft 56.894 k-ft/ft +1.20D+1,60Lr+0.50L+1,60H PASS 0.01904 X Flexure (-Z) 1.084 k-ft/ft 56.894 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 1.109 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Results Soil Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 2.0 n/a 0.0 1.453 1.453 n/a n/a 0.727 X-X, +D+L+H 2.0 n/a 0.0 1.453 1.453 n/a n/a 0.727 X-X, +D+Lr+H 2.0 n/a 0.0 1.935 1.935 n/a n/a 0.968 X-X, +D+S+H 2.0 n/a 0.0 1.453 1.453 n/a n/a 0.727 X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.814 1.814 n/a n/a 0.907 X-X, +D+0.750L+0.750S+H 2.0 n/a 0.0 1.453 1.453 n/a n/a 0.727 X-X, +D+0.60W+H 2.0 n/a 0.0 1.453 1.453 n/a n/a 0.727 X-X, +D+0.70E+H 2.0 n/a 0.0 1.453 1.453 n/a n/a 0.727 X-X, +D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.814 1.814 n/a n/a 0.907 X-X, +D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.453 1.453 n/a n/a 0.727 X-X, +D+0.750L+0,7505+0.5250E+H 2.0 n/a 0.0 1,453 1.453 n/a n/a 0.727 X-X, +0.60D+0.60W+0.60H 2.0 n/a 0.0 0.8715 0.8715 n/a n/a 0.436 X-X, +0.60D+0.70E+0.60H 2.0 n/a 0.0 0.8715 0.8715 n/a n/a 0.436 Z-Z, +D+H 2.0 0.0 n/a n/a n/a 1.453 1.453 0.727 Z-Z, +D+L+H 2.0 0.0 n/a n/a n/a 1.453 1.453 0.727 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a n/a 1.935 1.935 0.968 Z-Z, +D+s+H 2.0 0.0 n/a n/a n/a 1.453 1.453 0.727 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.814 1.814 0.907 Z-Z, +D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.453 1.453 0.727 Z-Z, +D+0.60W+H 2.0 0.0 n/a n/a n/a 1.453 1.453 0.727 Z-Z, +D+0.70E+I-1 2.0 0.0 n/a n/a n/a 1.453 1.453 0.727 Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.814 1.814 0.907 Z-Z, +D+0.750L+0.7505+0.450W+H 2.0 0.0 n/a n/a n/a 1.453 1.453 0.727 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.453 1.453 0.727 Z-Z, +0,600+0,60W+0,60H 2.0 0.0 n/a n/a n/a 0.8715 0.8715 0.436 Z-Z, +0,60D+0,70E+060H 2.0 0.0 n/a n/a n/a 0.8715 0.8715 0.436 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Page 15of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Punted: 21 JAN 2020, 11:07AM G enera 00 Ifl g File C:\Users\MSAMMA'1uDQClJME1\ENERCA_1\64897.ec6 Lic. Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 eI1IkTAFoIENGINEERING DESCRIPTION: --None-- Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhiMn Status k-ft Surface in°2 InA2 in°2 k-ft X-X, +1.40D+1.60H 0,8138 +Z Bottom 0.5184 Min Temp % 0.620 56.894 OK X-X,+1.40D+1.60H 0,8138 -Z Bottom 0.5184 Min Temp % 0.620 56.894 OK X-X, +1,20D+0.50Lr+1,60L+1.60H 0,8181 +Z Bottom 0.5184 Min Temp % 0.620 56.894 OK X-X, +1.20D+0.50Lr+1.60L'-1.60H 0.8181 -Z Bottom 0.5184 Min Temp % 0.620 56.894 OK X-X, +1,200+160L+0.50S+1,60H 0.6975 +Z Bottom 0.5184 Min Temp% 0.620 56.894 OK X-X, +1,20D+1,60L+0.50S+1.60H 0.6975 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK X-X, +1.20D+1,60Lri-0.50L+1.60H 1.084 +Z Bottom 0.5184 Min Temp% 0.620 56.894 OK X-X, +1,20D+1,60Lr+0,50L+1.60H 1.084 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK X-X, +1.200+1.60Lr+0.50W+1.60H 1.084 +Z Bottom 0.5184 Min Temp % 0.620 56.894 OK X-X, +1.20D+1,60Lr+0,50W+1.60H 1.084 -Z Bottom 0.5184 Min Temp % 0.620 56.894 OK X-X, +1.20D+0.50L+1.60S+1,60H 0.6975 +Z Bottom 0.5184 Min Temp% 0.620 56.894 OK X-X, +1,20D+0,50L+1,60S+1 .601-I 0.6975 -Z Bottom 0.5184 Min Temp % 0.620 56.894 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.6975 +Z Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK X-X, +1,20D+1.60S+0.50W+1,60H 0.6975 -Z Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK X-X, +1,20D+0,50Lr+0,50L+W+1,60H 0.8181 +Z Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK X-X, +1,20D0.50Lr+0,50L+W+1,60H 0.8181 -Z Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.6975 +Z Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK X-X, +1.20D+0.50L'-0.50S+W+1.60H 0.6975 -Z Bottom 0.5184 Min Temp % 0.620 56.894 OK X-X, +1,20D+0,50L+0,70S+E+1,60H 0.6975 +Z Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK X-X, +1,20D+0.50L+0.70St-E+1.60H 0,6975 -Z Bottom 0,5184 Min Temp % 0.620 56.894 OK X-X, +0,90D+W'i-0,90H 0.5231 +Z Bottom 0.5184 Min Temp % 0.620 56,894 OK X-X, +0,90D+Wi-0,90H 0.5231 -Z Bottom 0.5184 Min Temp % 0.620 56,894 OK X-X, +0.90D+E+0,90H 0.5231 +Z Bottom 0.5184 Min Temp % 0.620 56.894 OK X-X, +0.90D+E+0,90H 0.5231 -Z Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +1,40D+1,60H 0.8138 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +1.40D+1.60H 0.8138 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +1.20D+0.50Lr+1,60L+1,60H 0.8181 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +1,20D+0,50Lr+1.60L+1,60H 0.8181 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +1.20D+1.60L+0.50S+1,60H 0.6975 -X Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK Z-Z, +1,20D+1,60L+050S+160H 0.6975 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK Z-Z, +1.20D+1.60Lr+0,50L+1,60H 1.084 -X Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK Z-Z, +1.20D+1.60Lr+0.50Li-1,60H 1.084 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 1.084 -X Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK Z-Z, -'-1.20D+1.60Lr+0.50W+1.60H 1.084 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK Z-Z, +1,20D+0,50L'i-1,60S+1,60H 0.6975 -X Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK Z-Z, -'-1.200+0.50L+1.60S+1.60H 0.6975 +X Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK Z-Z, +1,200+1.60S+0,50W+1,60H 0.6975 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, i-1.200+1.60S+0,50W+1,60H 0.6975 i-X Bottom 0.5184 Min Temp ¼ 0.620 56.894 OK Z-Z, +1,200+0.50Lr+0.50L's-W's-1.60H 0.8181 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +1,20D+0,50Lr+0,50L+W+1,60H 0,8181 +X Bottom 0.5184 Min Temp % 0.620 56,894 OK Z-Z, +1,20D+0,50L+0,50S+W+160H 0.6975 -X Bottom 0,5184 Min Temp % 0.620 56.894 OK Z-Z, +1,20D+0.50L+0,50S+W+160H 0.6975 +X Bottom 0,5184 Min Temp % 0.620 56.894 OK Z-Z, +1,20D+0,50L+0,70S+E+1.60H 0.6975 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +1,20D+0,50L+0.70S+E+1,60H 0.6975 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +0.90D+W+0.90H 0.5231 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +0.90D+W+0.90H 0.5231 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +0.90D+E+0.90H 0.5231 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK Z-Z, +0.90Di-E+0,90H 0.5231 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1,40D+1,60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50Lr+1,60L+1,60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1,200+1.60L+0.50S+1,60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60Lr+0.50L+1,60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1,60Lr+0.50W+1,60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1,20D+0,50Li-1,60S+1,60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1,20D+1,60S+0,50W+1,60H 0.00 psi 0.00 psi 0.00 psi OMO psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50Lr+0,50L+W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L+0,50S+W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1,20De0,50L+0,70S+E+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.90D'i-W'i-0,90H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Page 16of24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: Punted: 21 JAN 2020, 11:07AM . General eraFooting File C:\Users\MSAMMA-1\DOCUME-1\ENERCA-1\64897.ec6 Lic. #: kw--06000093 Software copyright ENERcALc, INC. 1983-2019, Build:12.1 9.11.30 GOUVIS ENGINEERING DESCRIPTION: --None- One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.900+E+0.90H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 01< Two-Way "Punching' Shear All units k Load Combination.,. Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 0.83 psi 164.32psi 0.005067 OK +1.20D+0.50Lr+1.60L+1,60H 0.84 psi 164.32psi 0.005094 OK +1.20D+1.60L+0.50S+1.60H 0.71 psi 164.32psi 0.004343 OK +1.20D+1.60Lr+0,50L+1,60H 1.11 psi 164.32psi 0.006746 OK +1.20D+1,60Lr+0,50W+1,60H 1.11 psi 164.32psi 0.006746 . OK +1,20D+0,50L+1,60S+1,60H 0.71 psi 164.32psi 0.004343 OK +1.20D+1.60S+0.50W+1.60H 0.71 psi 164.32psi 0.004343 OK +1.20D+0.50Lr+0.50L+W+1,60H 0.84 psi 164.32psi 0.005094 OK +1.20D+0.50L+0.50S+W+1.60H 0.71 psi 164.32psi 0.004343 OK +1,20D+0.50L+0,705+E+1.60H 0.71 psi 164,32p5i 0.004343 OK +0,90D+W+0,90H 0.54 psi 164.32psi 0.003257 OK +0.90D+E+0.90H 0.54 psi 164.32psi 0.003257 OK Page 17 of 24 GouvIsOngifleering SHEET consultrng group, inc. qk&mduour 0th year JOB NO . CLIENT PLAN NO: DATE Checking Support for Suspended Kitchen Hoods & MAU Partial Existing Struct Plan / Critical Beam with most additional load [4] / I Wl4x3(lC) 11W14x22 (11 4D - WI4x22 (I4)./' .8. ... I / (1\ .................................- ...... // - - - - - I ,. ................ - . o : denotes gravity support ! point of Unistrut to existing - - . WlOxI2 •lOxt(6) Wxbream Ir ..• + . [ i L .JJJ'- - .0cat10n of proposed Hoods.................. \ W1Oxl7 (61 WIOxI7 (6).."W18,c48 ,- -- ------.WOxl Mx2 Sc. SC sc -SC (2 T l9 I - I /• / -------: denotes P1000 Unistrut, Wl4x3 (18) w2: typ (4) places 1 V -J. denotes P1 000 Unistrut .-:................. .. .............................-........-: .....................................................................................................................- ..diagonal brace to existing Section from Kicthen Dwgs, Sheet 5 metal deck with conc .............................. (T .. 000Utwt, .Weight of Hood per Specifications (taken from Kitchen .. - . — - -l--iro- -:sEam . dwgs sheetK7): 5ed DETAIL 'A' ALL - .2PF 1100 INF RMATION - - - .FI HOOD -I- HOOD TAG ANGIN TYPE TYI VGHT (I II 1 0065 CprQte Solo Filter j I ..NQtf (2) hoods occur Weight of MAU 1 per Specifications ! DecriptiónIArrangement...................................................................... I.Mi ....ty 0j Unit Weight b. - iG 112 1420 it 1,237 I GTL ROO HER 81' FC iTLIN! OF ,G0AUGT HOOD BY. F.0 SEE SHOP PRAHIHO FOR EXACT See next several caic pages for check of anchorage of NON COMBUSTIBLE BUILVIN& YOALL c MAU 1 and Kitchen Hoods APPLICABLE COVES) 5 LOAD SCARIMS STRIIC.IURE (SEE ARCH. .AHING FOR EXALT DETAILS) WAD tmlsmrby - For Check of existing W14x22 beam supporting new MUA 1 DETAIL DESH STRUCTURALEWSIICER and kitchen hoods, the following loads were taken from ®ST. vru. P AS existing w9 s: op SPORrPOINTSEE lop................... DR.A1N6S FOR EXACT LOCATIONS GENERAL STRUCThRAL NOTES. 16 PSF, E?IHAVST DUCT P0TH APPROVED SHAPT (SC TO PROVIDE FIRERATEDSHAFTAT MAKE L AIR I DESIGN CRITERIA MDIOR T P%TS AS RGIIREO BY CODES ... I.OR LOCAL ISO -.J CODE OF RECOR 1997 WifiON, UNIFORM BiWiNG CODE. 14 GA &ALV BACKIHO BY & DESIGN LOADS ......... . ........................................................ MAIN ROOF: . D.L. - 34 PSF LL - 20 PSF EXHAUST HOOD / SUPPORT DETAIL SLOPING ROOF 2ND FLOOR. : ft: ouvisenijiieeriuij consulting group.tnc. project Lakeside Commons Dining by RR sheet no. location Carlsbad, CA I date 14/20/2020 I client KTGY Group, Inc. job no. 64897 MECHANICAL UNIT ANCHORAGE [MAU-1] (Based on USGS and 2010 ASCE 7 Standard) Wind - ASCE 7-10 Sec 29.5.1 Sds= 1.210 g Fh = qh*GCr*Af Sd1= 0.546 g qh = 26.33 psf GCr= 1.9 Unit Series: MAU-1 Greenheck lG-112-F120 Af= 37.5sf Unit height= 48.1 inch includes 12 curb Fh= 1874 lbs Unit width= 52.6 inch I Fh Governed I Unit length= 112.1 inch Unit dead load(Wp)= 1237 lbs Unit live load= 0 lbs SEISMIC - ASCE 7-10 Sec 13.3.1 Fp = 0.4.aP;sds.wP(1+2*Z,h) (ASCE EQ. 13.3-1) Rp= 6.0 (ASCE table 13.6-1) ap= 2.5 (ASCE table 13.6-1) 1p= 1.0 (ASCE sec 13.1.3) WP= 1237 lbs 1+2(z/h) = 3 Fp= 748.4 lbs omega = 2.5 Fp-max = 1.6*Sds*I*Wp 2395 lbs Fp * omega need not be greater than Fp-max Load combinations using strengthdesign (CBC sec 1605.2) Load Combination DL LL Eh or W Ev Sds Total Horiz Total Vert LC1 (eq. 16-1) 1.4 0 0 0 1 0 1732 LC2 (eq. 16-2) 1.2 1.6 0 0 1 0 1484 LC3 (eq. 16-5) 1.2 0.5 1 299 1 1874 1784 LC4 (eq. 16-7) 0.9 0 1 299 1 1874 1413 LCS (eq. 16-1) 1.4 0 0 0 -1 0 1732 LC6 (eq. 16-2) 1.2 1.6 0 0 -1 0 1484 LC7 (eq. 16-5) 1.2 0.5 1 -299 -1 1874 1185 LC8 (eq. 16-7) 0.9 0 1 -299 -1 1874 814 note: Ev=0.2*Sds*D Page 19 of 24 ii IL 407 lbs 857 lbs Gouviseu!Jiueeriug consulting group, Inc. project Lakeside Commons Dining by RR sheet no. J location Carlsbad, CA I date 4/20/2020 I client KTGV Group, Inc. job no. 64897 Note: For maximum tension load, consider Ev is in the opposite direction of the gravity. Mot=total horizontal*unit height/2 Mot= 45062 lb.in T/C= Mot/ unit width T/C= 857 lbs Vertical Reaction= Total Vertical/2 Vertical Reaction= 407 lbs Net omega tension = Vertical Rea ctionT/C*omega Net omega tension = -1736 lbs CHECK ANCHORGE FOR PULLOUT Page 20 of 24 Gouvlseugioeeriog consulting group, Inc. project Lakeside Commons Dining by RR sheet no. location ICarlsbad, CA date 14/20/2020 I client KTGY Group, Inc. job no. 64897 Note: for maximum compression load, consider Ev is in the same direction of the gravity 1874 lbs 1784 lbs 892 lbs 892 lbs 857 lbs it 857 lbs Mot=total horizontal*unit height/2 Mot= 45062 lbs-in T/C= Mot/ unit width T/C= 857 lbs Vertical Reaction= Total Vertical/2 Vertical Reaction= 892 lbs Net Omega Compression = Vertical Reaction+T/C * omega Net Omega Compression= 3034 lbs (compression) Design Values: Tension Omega Force= -1736 Therefore, use 1/2 diam Hilti KB-TZ w/ 3.1/4 embed to concrete Compression Force= 3034 slab each corner Page 21 of 24 Gouvlseftfjiuleoriog consulting group, inc. project Chist Cathedral by RR sheet no. location Carlsbad, CA I. date 4/20/2020 client KTGY Group, Inc. job no. 64897 MECHANICAL UNIT ANCHORAGE [Kitchen Hoods] (Based on USGS and 2010 ASCE 7 Standard) Wind - ASCE 7-10 Sec 29.5.1 Sds= 1.21 g INoWind I Sd1= 0.546 g Unit Series: Kitchen Hoods Unit dead load(Wp)= 413 lbs Unit live load= 0 lbs SEISMIC - ASCE 7-10 Sec 13.3.1 Fp = 0.4*ap Sds *WP (*/h) (ASCE EQ. 13.3-1) Rp/Ip Rp= 2.5 Suspended Vibration Isolated System (ASCE table 13.6-1) ap= 2.5 (ASCE table 13.6-1) 1p= 1.0 (ASCE sec 13.1.3) WP= 413 lbs 1+2(z/h) = 2.0 hanging from underside of metal deck w/ conc Fp= 399.8 lbs Omega = 2.5 Load combinations using strength design (CBC sec 1605.2) Load Combination DL LL Eh or W Ev Sds Total Horiz Total Veil LC1 (eq. 16-1) 1.4 0 0 0 1 0 578 LC2 (eq. 16-2) 1.2 1.6 0 0 1 0 496 LC3 (eq. 16-5) 1.2 0.5 1 100 1 400 596 LC4 (eq. 16-7) 0.9 0 1 100 1 400 472 LCS (eq. 16-1) 1.4 0 0 0 -1 0 578 LC6 (eq. 16-2) 1.2 1.6 0 0 -1 0 496 LC7 (eq. 16-5) 1.2 0.5 1 -100 -1 400 396 LC8 (eq. 16-7) 0.9 0 1 -100 -1 400 272 note: Ev=0.2*Sds*D Design Values: # of Anchors Pullout Force, N*omega= 1489ff / 4 = 3724 Brace Force, V*omega= 999ff / 4 = 2504 Therefore, use 1/2 dia. M.B. at each corner Page 22 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: File= K:\Calcs\64897\structural\wood'164897.ec6 Steel Beam Software copyright ENERcALc, INC. 1983-2020, Build:12.20.2.28 DESCRIPTION: (E) W14X22 StI supporting (N) MUA-1 and (N) Kitchen Hoods [#4] CODE REFERENCES Calculations per AlSC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: 0 = 0.0750, L = 0.040 ksf, Tributary Width = 8.0 ft, (Floor_P) Point Load: 0 = 0.3130 k @ 2.0 ft, (MUA-1 Corner Load) Point Load: D = 0.210 k @0.750 ft, (Kitchen Hood P1) Point Load: D = 0.210 k @5.0 ft, (Kitchen Hood 132) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.746: 1 Maximum Shear Stress Ratio = 0.178 :1 Section used for this span W14x22 Section used for this span W14x22 Ma : Applied 61.755k-ft Va : Applied 11.233 k Mn I Omega: Allowable 82.834 k-ft VnlOmega : Allowable 63.020 k Load Combination +D+L Load Combination +0+L Location of maximum on span 11.434ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.351 in Ratio = 786 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.026 in Ratio = 269 >=180. Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnxl0mega Cb Rm Va Max Vnx Vn0mega 0 Only Dsgn.L= 23.00 ft 1 0.490 0.120 40.60 40.60 138.33 82.83 1.00 1.00 7.55 94.53 63.02 +D+L Dsgn. L = 23.00 ft 1 0.746 0.178 61.76 61.76 138.33 82.83 1.00 1.00 11.23 94.53 63.02 #D+0.750L Dsgn.L= 23.0011 1 0.682 0.164 56.47 56.47 138.33 82.83 1.00 1.00 10.31 94.53 63.02 +0.60D Dsgn.L= 23.00 ft 1 0.294 0.072 24.36 24.36 138.33 82.83 1.00 1.00 4.53 94.53 63.02 Overall Maximum Deflections Load Combination Span Max. '-" Defi Location in Span Load Combination Max. + Defi Location in Span +D+L 1 1.0259 11.500 0.0000 0.000 Page 23 of 24 Project Title: Lakeside Clubhouse Engineer: Project ID: 64897 Project Descr: [Steel Beam File = K:\calcs\64897lstwcturaI\wood\64897.ec6 Software covriht ENERCALC. INC. 1983-2020. Build: 12.20.2.28 . I DESCRIPTION: (E) W14X22 Sti supporting (N) MUA-1 and (N) Kitchen Hoods [#4] Maximum Deflections for Load Combinations Load Combination Span Max. Downward Deft Location in Span Span Max. Upward Defi Location in Span D Only 1 0.6752 11.500 0.0000 0.000 +D+L 1 1.0259 11.500 0.0000 0.000 +D+0.750L 1 0.9382 11.500 0.0000 0.000 +0.60D 1 0.4051 11.500 0.0000 0.000 L Only 1 0.3507 11.566 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.233 10.660 Overall MiNimum 3.680 3.680 D Only 7.553 6.980 +D+L 11.233 10.660 +D+0.750L 10.313 9.740 +0.60D 4.532 4.188 L Only 3.680 3.680 Steel Section Properties : W14x22 Depth 13.700 in lxx 199.00 mM J 0.208 mM Web Thick 0.230 in S xx 29.00 inA3 Cw 314.00 inA6 Flange Width 5.000 in R xx 5.540 in Flange Thick 0.335 in Zx 33.200 inA3 Area = 6.490 inA2 1 y 7.000 in44 Weight 22.000 p11 S yy 2.800 inA3 Wno 16.700 in2 Kdesign = 0.735 in R yy 1.040 in Sw r 7.000 inA4 Ki 0.750 in Zy = 4.390 in A3 Of = 5.340 in13 rts 1.270 in Ow 16.100 inA3 Yc9 = 6.850 in Page 24 of 24 E Is JUL 01 2020 cc CITy ELISEROTHS&itb -'E;ountp Of ' a n 1tEO AMYHARBERT Director Assistant Director DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION P.O. BOX 129261, SAN DIEGO, CA 92112.9261 Phone: (858) 505.6659 FAX: (858) 505-6824 1 (800) 253.9933 www.sdcdeh.org PLAN APPROVAL SHEET DBA: La Costa Glen Carlsbad DATE: 6/09/2020 SITE: 1950 Silverleaf Cir, Carlsbad, CA 92009 PC #: DEH2019-FAMD-007479 BUSINESS OWNER: Rick Aschenbrenner Plans are approved contingent upon the following: 2) Changes to equipment layout, menu, or application must be submitted for approval. Changes made without approval will make the olan aroval null and void. Obtain local Building Department and all applicable agencies permits 4) All food and utensil-related equipment shall be certified to applicable sanitation standards by an ANSI accredited testing agency. 5) Upon completion of 50%-80% of construction, call (858) 505-6660 to schedule a mid-inspection. In lieu of a plumbing inspection by DEH, ensure that the plumbing is constructed to these standards: Floor sinks shall be installed ½ exposed and equipped with an appropriate grill cover if no access is provided for cleaning. Drain lines shall slope ¼" per foot, shall not exceed 15' in length and shall terminate a minimum of I" above the floor sink with a legal air gap or otherwise approved by the enforcing agency. Drain lines shall not intersect walkways or door ways. C. No condensate drainage of any kind can drain to the mop sink. 3-compartment sinks, preparation sinks, dump sinks, and any other plumbed equipment must drain indirect to a floor sink. Grease traps/interceptors, if required by the local waste water authority must be located outside of the food preparation, food storage, or warewashing areas. Floor surfaces must be sloped 1:50 to required floor drains. Conduits of all types shall be installed within walls as practicable. When otherwise installed, they shall be mounted or enclosed in a chase so as to facilitate cleaning. 6) Owners and/or operators must pass an approved and accredited Food Safety Certification course. Proof of successful completion of this course is to be furnished at the final inspection. 7) All equipment is to be in place and functional. At the time when the final inspection is requested, the facility shall have all utilities operational and all refrigeration shall have an ambient air temperature of 38'F or below and shall be equipped with a thermometer accurate to +1- 2F in the warmest section of the unit. 8) Seal all cracks, gaps and crevices in counters, cabinets, around metal flashing, sink backsplashes, around pipes and conduits with silicone sealant. Plans reviewed by: Ryan Yanda, REHS Email flueqsdcounty.ca.gov AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE MID AND FINAL INSPECTIONS. A FINAL INSPECTION MUST BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS FOOD ESTABLISHMENT. "Environmental and public health through leadership, partnership and science" (City of Carlsbad CLIMATE ACTION PLAN' CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE 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 + Decks I •:• PME (w/o panel upgrade) + Pool . 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. .4 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 ordirances. Refer to the building application webpage and download the latest form. Application Information Project Name/Building Permit No.: BP No..- ('J3C20 - LA - Property Address/APN: o s C.. LL4 f .Ls ZOo ¶ Applicant Name/Co.: Applicant Address: / ,. 5.LLC Contact Phone: Contact Email: %0-oz - /337 d Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address:, Contact Email: Applicant Signature: ' Date: 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, ach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet $-\\ Construction Type Complete Section(s) I Notes: A high-rise residential building is 4 or more stories, including a LI Residential Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use LI New construction 2A, 3A, 1B, 2B, 3B 4A LI Additions and alterations: LI BPV < $60,000 N/A N/A All residential additions and alterations LI BPV ~: $60,000 1A 4A 4A 1-2 family dwellings and townhouses with attached garages LI Electrical service panel upgrade only only *Multi-family dwellings only where interior finishes are removed LI BPV 2: $200,000 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed rJ L onresidential 0 New construction 1 B, 2B, 3B, 4B and 5 Alterations: BPV ~: $200,000 or additions ;~ 1,000 1B, 5 souare feet LI BPV ~t$1,000,000 1B, 2B, 5 Building alterations of 75% existing gross floor area 0 ~! 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV $200,000 CAP Ordinance Compliance Checklist Item Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) sections 18.21 .155 and 18.30.190, and the California Grderi Building Standards Code (CALGreen) for more information when completing this section. A.F1 Residential addition or alteration ~ $60,000 building permit valuation. El N/A_____________________________ See CMC section 18.30i90. - - El Exception Home energy score ~: 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements Before 1978 Select one: El Duct sealing 0 Attic insulation 0 Cool roof 0 Attic insulation 1978 and later Select one: El Lighting package 0 Water heating Package Between 1978 and 1991 Select one: El Duát sealing 0 Attic insulation 0 Cool roof 1992 and later Select one: 0 Lighting package 0 Water heating package B. Nonresidential* new construction or alterations ~ $200,000 building permit valuation, or additions ? 1,000 square feet. ' • 0 N/A_________________________ Updated 8/15/2019 2 City oCarlsbad Climate Action Plan Consistency Checklist / See CMC 18.21 .155 and CALGreen Appendix A5, Division A5.2 - Energy Efficiency. /A5.203.1.1 Choose one: 0 .1 Outdoor lighting 0.2 Warehouse dock seal doors / 0 .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) 0 N/A______________________________ / D.4 Daylight design PAFs 0 .5 Exhaust air heat recovery . A5.203.1.2.1 Chooseone as applicable: 0 .95 Energy budget 0.90 Energy budget 0 N/A______________________________ A5.211.1 IJ On-site renewable energy o N/A______________________________ A5.211.3 0 Green power (if offered by local utility provider, 50% minimum renewable sources) 0 N/A A5.212.1 0 Elevators and escalators 0 N/A A5.213.i 0 Steel framing El N/A___________________________ * Includes hotels/motels and high-rise residential buildings For alterations ~ $1000000 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 LI Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (26 below) instead. 2) If project includes installatioh of an electric heat pump water heater pursuant to CMC 18.30.150(B) (high-rise residential) or 18.30.170(B) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional sheets if necessary) CFA #d.u. Calculated kWdc* Exception Total System Size: kWdc 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. R Nonresidential new construction or alterations ~$1,000,000 BPV 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: 0 Gross Floor Area (GFA) Method GFA: Mm. System Size: - kWdc O If 10,000sf. Enter: 5 kWdc O If 2: 10,000sf. calculate: 15 kWdc x (GFA/10,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. 0 Time- Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist '-4 Annual TDV Energy use:*** x.80= Mm. system size: kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A Residential and hotel/motel new construction Please refer to CIVIC sections 18.30.150 and 18.30.170 when completing this section. 0 For systems serving individual dwelling units choose one: Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise:- residential only) 2 Heat pump water heater AND PV system .3 kWdc larger than required in CIVIC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) 0 Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher O Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors 0 Exception: 0 For systems serving multiple dwelling units, install a central water-heating system with all of the following: Gas or propane water heating system O Recirculation system per CIVIC 18.30.150(B) (high-rise residential, hotel/motel) or CIVIC 18.30.170(B) (low- rise residential) O Solar water heating system that is either: .20 solar savings fraction 0 .15 solar savings fraction, plus drain water heat recovery 0 Exception: B. LII Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. 0 Water heating system derives at least 40% of its energy from one of the following (attach documentation): 0 Solar-thermal 0 Photovoltaics 0 Recovered energy 0 Water heating system is (choose one): 0 Heat pump water heater 0 Electric resistance water heater(s) DSolar water heating system with .40 solar savings fraction 0 Exception: Updated 8/15/2019 4 City of. Carlsbad Climate Action Plan Consistency Checklist 0. 4. Electric Vehicle Charging .4. [Ii] Residential New construction and major alterations* Please refer to Carlsbad Ordinance CIVIC section 18.21 .140 when completing this section. LI One and two-family residential dwelling or townhouse with attached garage: 0 One EVSE Ready parking space required LI Exception: 0 Multi-family residential: 1 LI Exception Total Parking Spaces. Proposed I EVSE Spaces Capable Ready Installed Total 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.") *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~! $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~! $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electncal, and/or plumbing systems are proposed. B. D Nonresidential new construction (includes hotels/motels) LI Exception Total Parking Spaces Proposed EVSE Spaces Capable Ready . InstalEed:= Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0-9 1 10-25 2 . 26-50 4 2 51-75 6 3 76-100 9 . 5 101-150 12 6 151-200 17 9 0 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 8/15/2019 1 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. LLjransportation Demand Management (TDM): Nonresidential ONLY I An approved Transportation Demand Management (TOM) 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 TOM plan based on the permit details. Employee ADT Estimation for Various Commercial Uses Use first 1,000 s.f. 1000 s.f.1 Office (al )2 - I 20 I 13 11 11 4.5 Restaurant . RetaiI3 - 8 Industrial 4 3.5 Manufacturing 4 3 4 1 Warehousing 1 Unless otherwise noted; rates estimated from ITE Trip Generation Manual, lOthEdition 2 For all office uses, use SANDAG rate of 20 ADT/1 000 sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. 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 First 1,000 sf= 8ADT 9,334 sf - 1,000 sf = 8,334 sf (8,334 sf / 1,000 x 4.5) + 8 = 46 Employee ADT Acknowledgment: I acknowledge that the plans submitted maybe subject to the City of Casbad's Transportation Demand Management Ordinance. I agree to be contact' q should my permit require a TOM plan and understand that an appuZyed TOM plan is a condition of permit issuance. Applicant Signature: _ —A~ 0 Date:/3/-ô Person other than Applicant to be contacted for TOM compliance (if applicable): Name (Printed): Phone Number: Email Address: Updated 8/15/2019 6 .(city of Building Permit Finaled Carlsbad Revision Permit Print Date: 02/17/2021 Permit No: PREV2020-0158 Job Address: 1950 SILVERLEAF dR1 CARLSBAD, CA 92009-8410 Status: Closed 2 Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revis Parcel #: 2550121600 Track #: Applied: 11/20/2020 Valuation: $0.00 Lot #: Issued: 01/02/2021 Occupancy Group: Project t: Finaled Close Out: 02/10/2021 #of Dwelling Units: Plan U: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check U: CBC2020-0040 Inspector: PBurn Plan Check U: Final Inspection: Project Title: Description: LAKESIDE COMMONS: MODIFY OCCUPANT LOAD FACTOR Applicant: Property Owner: KAVIN WARD CONTINUING LIFE COMMUNITIES LLC 1950 SILVERLEAF CIR 1940 LEVANTE ST CARLSBAD, CA 92009-8410 CARLSBAD, CA 92009 (760) 802-1337 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 FIRE Plan Review Per Hour - Office Hours $204.00 Total Fees: $239.00 Total Payments To Date: $239.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number C SC cR0O -no 90 Plan Revision Number cV2O2OI5 Project Address J ¶50 'Lve,L&,4 ,z_ General Scope of Revision/Deferred Submittal: QLApA.JT 10AXI 4T4. c:OA 7,3 jT is CALcuLA+Eb CONTACT INFORMATION: Name l,)Avtr Phone '7(pO-20c2 1337 Fax 7o-7o/-- (e(7 Address 1951) ,'Lv-,'LeA-c "- City_tA,LsI'iJ Zip_9 01)9 Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Li Plans 0 Calculations Li Soils Li Energy Li Other 2. Describe revisions in' detail 3. List. page(s) where each revision is shown LOA-4 VA2EP WAS Ok- aOO F. 4. Does this. revision, in any way, alter the exterior of the project? Li Yes E1 No Does this revision add ANY new floor area (s)? Li Yes Z No Does this revision affect any fire related issues? Yes Li No Is this a complete set? Li Yes Z No Signature_i-- AJ4_-Q Date // / Z 1635 Faraday Avenue, Carlsbad, CA 92008 ?ti: 760-602- 2719 f: 760-602-8558 EEMakbuilclirig@carlsbadca.gov wwwcarlsbadca.gov V EsGil A SAFEbuitt'Company DATE: 12/01/2020 X APPLICANT JURIS. JURISDICTION: Carlsbad i2P sJ 2c 3 ic PLAN CHECK #.: CBC2020-0040 SET: REV2 PROJECT ADDRESS: 1950 Silverleaf Cir. PROJECT NAME: Lakeside Commons Dining Tenant Improvement The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. EJ 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. El The planstransmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Lii 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. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Kavin Ward Telephone #: 760-802-1337 Date contacted: 1211 120 (by: K) Email: kwardcontinuinglife.com Mail Telephone Fax In Person Lii REMARKS: By: Steven Miller Enclosures: EsGil 12/01 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 < 4IQ CITY OF CARLSBAD FIRE PREVENTION BUILDING PLAN CHECK FIRE PREVENTION BUREAU FIRE DEPARTMENT 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE 5/12/20 PROJECT NAME: LA COSTA GLEN - DINING ROOM RENOVATION PLAN CHECK NO: CBC2020-0040 ADDRESS: 1950 SILVERLEAF CR This plan check review is complete and has been APPROVED by the FIRE PREVENTION Division. By: DENNIS GRUBB & ASSOCIATES A Final Inspection by the FIRE PREVENTION Division is required Z Yes fl No * *PLEASE BE ADVISED: THIS TRANSMITTAL IS FOR THE PURPOSES OF ISSUING A BUILDING PERMIT AND DOES NOT CONSTITUTE REVIEW NOR APPROVAL OF ANY FIRE PROTECTION SYSTEMS AS THOSE ARE REQUIRED TO BE SUBMITTED THRU A SEPARATE FIRE PREVENTION PERMIT** This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Dennis Grubb & Associates 951-772-0007 dennis@dgassocates.org