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HomeMy WebLinkAbout1161 CHESTNUT AVE; ; CBR2018-2283; PermitCARLSBAD, CA 92008-2512 Work Class Single Family Detached Track U: Lot U: Project U: ¶p ___ V2018:0063) Plan U: Construction Type:VB Orig. Plan Check U: Plan Check U: Status: Closed - Finaled Applied: 08/31/2018 Issued: 10/04/2019 Finaled Close Out: Inspector: PBurn Final Inspection: 04/27/2021 rc ity of Building Permit Finaled Carlsbad Residential Permit Print Date: 04/27/2021 Permit No: CBR2018-2283 Job Address: 1161 CHESTNUT AVE, Permit Type: BLDG-Residential Parcel #: 2052109600 Valuation: $568,121.41 Occupancy Group: R-3 #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: CHESTNUT AVENUE RESIDENCE Description: GOLDMAN: 3508 SF 2-STORY RESIDENCE / 232 SF DECK / 572 SF GARAGE Applicant: Property Owner: WRIGHT DESIGN GOLDMAN IRWIN AND KIMBERLY SAMUEL WRIGHT 339 5 CALLE GRANDE 2911 STATE ST, #A ORANGE, CA 92869 CARLSBAD, CA 92008-2338 (760) 720-7631 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $2,244.00 BUILDING PLAN CHECK FEE (BLDG) $1,564.50 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $96.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MANUAL BUILDING PLAN CHECK FEE $6.30 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $110.00 PARK IN-LIEU FEES SF DETACHED & DUPLEX: NW $7,649.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $224.00 PUBLIC FACILITIES FEES - outside CFD $19,884.25 5B1473 GREEN BUILDING STATE STANDARDS FEE $23.00 SDCWA SYSTEM CAPACITY CHARGE 3/4" Displacement $5,267.00 SEWER CONNECTION FEE (General Capacity all areas) $982.00 STRONG MOTION-RESIDENTIAL $73.86 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 TRAFFIC IMPACT Residential Single Fam. Outside CFD $3,820.00 WATER METER FEE 1" Displacement (P) $282.00 WATER SERVICE CONNECTION FEE 3/4" DISPLACEMENT (P) $6,111.00 WATER TREATMENT CAPACITY CHARGE 3/4" Displacement $146.00 Total Fees: $48,958.91 Total Payments To Date: $48,958.91 Balance Due: $0.00 Building Division Page 1 of 2 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check Q)Rot- 6 13 Est. Value PC Deposit Deposit Date Job Address (k( /JL1 Suite: APN: .Z.O . CT/Project #: Lot #: Fire Sprinklers: yes / no Air Conditioning: yes / no BRIEF DESCRIPTION OF WORK: Addition/New: 3S 0 New SF-- Deck SF, Z 5 Patio SF, ' 7 'i- Garage SF Is this to create an Accessory Dwelling Unit? Yes New Fireplace? No, if yes how many? LI Remodel: SF of affected area Is the area a conversion or change of use? Yes /No LI Pool/Spa: SF Additional Gas or Electrical Features? LI Solar: KW, ______ Modules, Mounted: Roof/Ground, Tilt: Yes! No, RMA: Yes! No, Battery: Yes! No Panel Upgrade: Yes / No LI Reroof: LI Plumbing/Mechanical/Electrical Only: LI Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: 3 J -' '_c'-. Name: 4 'J- (.-_X CL—O-4 ' Address: StZt—. '. E— Jk Address: Q r E.t °'-> City:i v State: C._Zip: 9 City: State: C. Zip: Iz.7O9— Phone: ~%- r-tC Phone: Email: IA ts -r .jc e P-op.'c:, * DESIGN PROFESSIONAL Name: Address: City: Phone: Email: Architect State License: CONTRACTOR BUSINESS Name: Address: State: Zip: 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 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-i Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: / hearby affirm under penalty of perjury one of the following declaations: 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. 0 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: IJ 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 p,ovided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: LI AGENT DATE: (OPTION 13 ): OWNER-BUILDER DECLARATION: / hereby affirm that / am exempt from Contractor's License Law 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 sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improe for the purpose of sale). 0 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 or suci projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I 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 improverrent, 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 ccordinate, supervise and provide the major work (include name / address! phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work ndicated (include name / address! phone! type of work): OWNER SIGNATURE: A LJAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for Ihe 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? CI Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or ai quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school ite? 0 Yes 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 cn 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 inspect on purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND E> PENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'(Y deep and demolition or con ;truction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Officialjder the provisions of this Code shall expire by limitation and bacone iull and void if the building or work authorized by such permit is not commenced within 180 days fro the date of su permit or if the uilding or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 d (Section 106.'tJnj/d?uilding Code). APPLICANT SIGNATURE:I-A44,J.L .('t9- DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-271 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-i Page 2 of 2 Rev. 06/18 (OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 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: 11 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 $100,000.00, in addition the to the cost of compensation es as provided for in Section 3706 of the Labor Code, interest and attorney's fees. I CONTRACTOR SIGNATURE: O"7 VJ/$T DATE: ic:. &Q '' (OPTION B ): OWNER-BUILDER DECLARATION: 4)1 I hereby affirm that I am exempt from Contractor's License Law for the following &, 10, as owner of the property or my employees with wages as their sole compensation, will do the work and th4re is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who buildsr 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 —00%, ear of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). s owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The to owner 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). II I 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 11 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 nt cted (h ed he f 10 persons to provide the work indicated (include name / address / phone / type of work): JOWNER SIGNATURE: '—_1JAGENT DATE:___________ 7 CONSTRUCTIONLENDING AGENCY,IF ANY: 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 THEFOLLOWINGSECTIONFORNON-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? C3 Yes ID No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? ID Yes ID No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? ID Yes ID 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 CITY OF CARLSBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID 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 stones 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 f he date of 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 d (Section 1L44 orm Buildi Code). APPLICANT SIGNATURE: _ DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcarIsbadca.ov B-i Page 2 of 2 Rev. 06/18 (city of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check Est. Value PC Deposit Date Job Address /1(11 f!w171i11r Suite: APN: lo 15 - 7—to -G.cO CT/Project #:CgR2OI 223 Lot #:________ Fire Sprinklers: yes / no Air Conditioning no BRIEF DESCRIPTION OF WORK: W'/ k'E 6711Jc-pa&) I'Addition/ Living SF,c O&' Deck SF, qg Patio SF, 5T7.....Garage SF Is this to create an Accessory Dwelling Unit? Yes New Fireplace? Yes / No, if yes how many? LI Remodel: SF of affected area Is the area a conversion or change of use? Yes / No Pool/Spa: SF Additional Gas or Electrical Features? o Solar: KW, ______ Modules, Mounted: Roof! Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes / No Panel Upgrade: Yes / No I. El Reroof: U Plumbing/Mechanical/Electrical Only: U Other: APPLICANT (PRIMARY CONTACT) Name: Address: /0 f.!- Pyi- fi-Li City: c'ym - AW'l StateA-zip:27 Phone: 7/ 4 'c,f Email: (1\.Q?,.) pi c1 PROPERTY OWNER Name: -T`l7-'PJ w'.) Address: 8/0 DyIZ. RD City: A State:C.A_Zip: YZ70-5- Phone: 7/:/ Email: Lfl.A j .Reid pivioc DESIGN PROFESSIONAL Name: Address: City: Phone: Email: Architect State License: State:Zip: CONTRACTOR BUSINSSS Azi? C 1 &ç Name: )2yA'J J4AT01') Address: City: •rUc4D State: C24._Zip:2OOtV Phone: 7&O e7Z Email: C/ I.) &41A;L,W,'Y 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 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.ov B-i Page 1 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 08/31/2018 Owner: TRUST GOLDMAN IRWIN AND KIMBERLY Work Class: Single Family Detached Issue Date: 10/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 10/04/2021 Address: 1161 CHESTNUT AVE IVR Number: 13637 CARLSBAD CA 92008-2512 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Plumbing Final April 27, 2021: Yes No building deficiencies. Final structural, electrical, plumbing, and mechanical work, per structural and architectural plans and design specifications-approved. Verified final third-party special for/deputy inspector reports-approved. Waste management Final receipts and documentation Verified-, Approved. BLDG-Mechanical Final April 27, 2021: . Yes No building deficiencies. Final structural, electrical, plumbing, and mechanical work, per structural and architectural plans and design specifications-approved. Verified final third-party special for/deputy inspector reports-approved. ( Waste management Final receipts and documentation Verified-Approved. BLDG-Structural Final April 27, 2021: Yes No building deficiencies. Final structural, electrical, plumbing, and mechanical work, per structural and architectural plans and design specifications-approved. Verified final third-party special for/deputy inspector reports-approved. Waste management Final receipts and documentation Verified-Approved. BLDG-Electrical Final April 27, 2021: Yes No building deficiencies. Final structural, electrical, plumbing, and mechanical work, per structural and architectural plans and design specifications-approved. Verified final third-party special for/deputy inspector reports-approved. Waste management Final receipts and documentation Verified-Approved. Tuesday, April 27, 2021 Page 7 of 7 Permit Type: BLDG-Residential Application Date: 08/31/2018 Owner: TRUST GOLDMAN IRWIN AND KIMBERLY Work Class: Single Family Detached Issue Date: 10/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 10/04/2021 Address: 1161 CHESTNUT AVE IVR Number: 13637 CARLSBAD CA 92008-2512 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-33 Service 139770-2020 Passed Tony Alvarado Complete Change/Upgrade Checklist Item COMMENTS Passed. BLDG-Building Deficiency October 1 2020: (virtual inspection). Yes 1. New electrical service panel for NSFD, bonded to Ufer ground and additional ground rod- approved for electrical meter release to SDGE. 04/05/2021 04/05/2021 * BLDG-84 Rough 154220-2021 Partial Pass Chris Renfro Reinspection Incomplete Cornbo(14,24,34,44) :. ., .. . .............-. Checklist Item COMMENTS Passed BLDG-14 Final inspection pending all department sign Yes Frame-Steel-Bolting-Welding offs, main electrical panel labeled up, GFCI (Decks) on kitchen counter top, and all final paperwork BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 . . Yes Rough-Ducts-Dampers 04/27/2021 04/27/2021 BLDG-Final Inspection 155948-2021 Passed Tony Alvarado Complete Tuesday, April 27, 2021 - Page 6 of 7 Permit Type: BLDG-Residential Application Date: 08/31/2018 Owner: TRUST GOLDMAN IRWIN AND KIMBERLY Work Class: Single Family Detached Issue Date: 10/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 10/04/2021 Address: 1161 CHESTNUT AVE IVR Number: 13637 CARLSBAD CA 92008-2512 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 07/08/2020 07/08/2020 BLDG-16 Insulation 132165-2020 Passed - Tony Alvarado - Complete 07/16/2020 07/16/2020 BLDG-11 133048.2020 Passed Tony Alvarado Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Garage stemwall only No Final soils report report required. BLDG-Building Deficiency July 16, 2020: Yes 1. Garage slab reinforcement steel rebar (only), per engineered plans and specifications-approved. 07/31/2020 07/31/2020 BLDG-17 Interior 134350-2020 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Interior "Drywall' only, no shower/tub lath Yes ready. Dbl. ck. screws spacing at garage lid. 08/27/2020 08/27/2020 BLDG-82 Drywall, 136806-2020 Passed Peter Dreibelbis Complete Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-17 Interior Lath-Drywall No BLDG-18 Exterior Lath and - No Drywall BLDG-23 Gas-Test-Repairs No 10/01/2020 10/01/2020 BLDG-17 Interior 139769-2020 Passed Tony Alvarado Complete Lath/Drywall -- - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Interior "Drywall" only, no shower/tub lath Yes ready. Dbl. ck. screws spacing at garage lid. BLDG-Building Deficiency October 1, 2020: (virtual inspection). Yes 1. (4)-interior bathroom LATH inspections at tub and shower enclosures-approved. Tuesday, April 27, 2021 Page 5 of 7 Permit Type: BLDG-Residential Application Date: 08/31/2018 Owner: TRUST GOLDMAN IRWIN AND KIMBERLY Work Class: Single Family Detached Issue Date: 10/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 10/04/2021 Address: 1161 CHESTNUT AVE IVR Number: 13637 CARLSBAD, CA 92008-2512 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 06/12/2020 06/12/2020 BLDG-15 Roof/ReRoof 130025-2020 Failed Paul Burnette Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok to cover; height cert. required. No BLDG-23 130027-2020 Failed Paul Burnette Reinspection Incomplete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG 24 Rough/Topout 130026-2020 Failed Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG 27 Shower 130029-2020 Failed Paul Burnette Reinspection Incomplete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency S No BLDG-44 130032-2020 Failed Paul Burnette Reinspection Incomplete Rough/Ducts/Dampers S Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/18/2020 06/18/2020 BLDG-84 Rough 130427-2020 Failed Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) . . 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 06/25/2020 06/25/2020 BLDG-84 Rough 131074-2020 Partial Pass Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Tuesday, April 27, 2021 Page 4 of 7 Permit Type: BLDG-Residential Application Date: 08/31/2018 Owner: TRUST GOLDMAN IRWIN AND KIMBERLY Work Class: Single Family Detached Issue Date: 10/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 10/04/2021 Address: 1161 CHESTNUT AVE CARLSBAD, CA 92008-2512 IVR Number: 13637 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-12 Steel/Bond 111843-2019 Partial Pass Luke Storno Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Final soils report report required. No BLDG-31 111844-2019 Partial Pass Luke Storno Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS . Passed BLDG-Building Deficiency Work not ready No Final soils report report required. 12/31/2019 12/31/2019 BLDG-13 Shear 115070.2019 Failed Luke Storno Reinspection Incomplete Panels/HD (Ok to wrap) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Work not ready No BLDG-14 115071-2019 Passed Luke Storno Complete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Floor sheathing No 01/21/2020 01/21/2020 BLDG-13 Shear 116888.2020 Failed Luke Storno Reinspection Incomplete Panels/HD (ok to wrap) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Missing third-party report No BLDG-15 Roof/ReRoof 116889-2020 Partial Pass Luke Storno - Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok to cover; height cert. required. No 01/24/2020 01/24/2020 BLDG-13 Shear 117440-2020 Passed Paul York Complete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Missing third-party report Yes 04/30/2020 04/30/2020 BLDG-21 126163.2020 Passed Peter Dreibelbis Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Water service Yes Tuesday, April 27, 2021 -Page 3 of 7 Permit Type: BLDG-Residential Application Date: 08/31/2018 Owner: TRUST GOLDMAN IRWIN AND KIMBERLY Work Class: Single Family Detached Issue Date: 10/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 10/04/2021 Address: 1161 CHESTNUT AVE IVR Number: 13637 CARLSBAD CA 92008-2512 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 11/08/2019 11/08/2019 BLDG-22 Sewer/Water 110304-2019 Passed Peter Dreibelbis Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/14/2019 11/14/2019 BLDG-11 I10663-2019 Cancelled Paul York Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Garage stemwall only No BLDG-12 Steel/Bond 110664.2019 Cancelled Paul York Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 11/18/2019 11/18/2019 BLDG-11 111126.2019 Failed Luke Storno Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Garage stemwall only No BLDG-12 Steel/Bond 111127.2019 Failed Luke Storno Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-31 111128.2019 Failed Luke Storno Reinspection Incomplete Underground/Conduit - - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not ready No 11/19/2019 11/19/2019 BLDG-14 -- 111395.2019 Failed Luke Storno Reinspection Incomplete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 11/22/2019 11/22/2019 BLDG-11 111842.2019 Partial Pass Luke Storno Reinspection Incomplete Foundation/Ftg/Piers (Rebar) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Garage stemwall only No Final soils report report required. Tuesday, April 27, 2021 Page 2 of 7 Building Permit Inspection History Finaled city of Carlsbad Permit Type: BLDG-Residential Application Date: 08/31/2Q18 Owner: TRUST GOLDMAN IRWIN AND KIMBERLY Work Class: Single Family Detached Issue Date: 10/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 10/04/2021 Address:, 1161 CHESTNUT AVE IVR Number: 13637 CARLSBAD, CA 92008-2512 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 10/15/2019 10/11/2019 BLDG-SW-Pre-Con 107285-2019 ' Partial Pass Paul York Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/21/2019 10/21/2019 BLDG-11 108124-2019 Failed Paul York Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/23/2019 10/23/2019 BLDG-11 108348-2019 Partial Pass Luke Storno Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/29/2019 10/29/2019 BLDG-11 109085-2019 Failed Luke Storno Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/31/2019 10/31/2019 BLDG-24 Rough/Topout 109397-2019 Failed , Luke Storno Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 11/01/2019 11/01/2019 BLDG-11 109571-2019 Partial Pass Luke Storno Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Garage stemwall only No BLDG-24 Rough/Topout 109528-2019 Passed Luke Storno Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 11/05/2019 11/05/2019 BLDG-11 109759-2019 Cancelled Luke Storno Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Garage stemwall only No Tuesday, April 27, 2021 Page 1 of 7 November 19, 2019 City of Carlsbad Building Department RE: FORM BOARD CERTIFICATION - 1161 CHESTNUT AVENUE - DWG 511-2A On November 19, 2019 I surveyed the location of the form boards for the above referenced project. The survey shots verify that the form-boalds for this residence are located in conformance with the plans and within the allowable set-backs from property lines. Please contact me if there should be questions or comments. 8219 X p.3131I_ 1*11 Sincerely, John P. Strohminger, PLS 8219 Date 760-3854410 635 Via Columbia, Vista, CA 92081 www.pacificoverland.com 4 rH GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING GROUNDWATER • ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OF FOUNDATIONS DATE: 109M TIME: T:'oo M'% CLIENT: (5o kV' JOB NO. 17 -I17/' PROJECT NAME: i' oc1moi OkO(& PROJECT ADDRESS: It&I +fl(4f jç1A C4 /f1e footing excavations listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The cast-in-place drilled friction piles listed below penetrated material for which the allowable supporting capacities recommended in the foundation report are applicable. The piles were excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Plans. The excavations for the cast-in-place belied piers listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The excavations were at least as large as specified on the Foundation Plans. The driven piles listed below were observed to be driven to the specified lengths and/or El driving resistances to obtain the supporting capacities recommended in the foundation report. Based upon observations, it is our opinion that the foundation recoA n/1frPresented in the report of the foundation investigation, Job No. !11'7'1 , date'° /(are not) aoplich dated '3 1 1Pe1 e conditions observed. Foundation Plans by J'(( were used as a reference for our observations. 0 NOTE: 1 The observations reported above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design. 2 Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete. 3 The opinions and recommendations presented in this report were based upon our observa tions and are presented in accordance with generally accepted professional engineering practice. We make no other warranty, either expre_Qr implied. BY_____________ 7420 Trade St. San Diego, Ca. 92121 . (858-7222. FAX: (858) 549-1604 M99CS001128 11/15 Gho strider inc. Any Where Any Time Taylor: 760-473-5052 Around the World, Around the Clock Sean: 858-212-5660 P.O. Box 1120 Fallbrook, CA 92088 E-mail, twghostrider01yahoo.com E-mail, ghostriderinc©hotmail.com DAILY INSPECTION REPORT CLIENT Irwin Coidman PROJECT New Residence DATE 11/22/2019 ADDRESS 1161 Chestnut Avenue ARCHITECT Wright Design CITY Carlsbad, CA 92008 2911 State St. Carlsbad, Ca 92008 JOB# Ghostrider, Inc. ENGINEER David Thomas Engineering BUILDING PERMIT/DSA/OSHPD# CBR20182283 3525 Del Mar Heights Rd. #331 San Diego, Ca 92130 PLAN FILE# Not Applicable CONTRACTOR Owner- twaashton21@gmail.com, W.O.# Not Applicable ryanashton23@gmail.com IINSPECTION SAMPLES 4i Footing Rebar Rebar: Gr/Type: 4* A-615/Grade 60 Approved Plans Available Slab-N-Grade Rebar Anchor Bolts: 4* 5/8" Dia. Rebar Clearances Per Plans Holdowns: # 5/8" Dia. & 7/8" Dia. Rebar Positions Per Plans Strong Wall: 4* HFX 18X10 Rebar Sizes Per Plans Rebar Laps Per Plans Weather Sunny Bright Safety Gear: Hardhats,Glasse REMARKS: Inspected remaining rebar for footings and slab-on-grade on project as shown on approved plans (S3). Rebar was found to be of grade, size and in conformity with approved drawings for project. Holdowns and anchor bolts are per plan and secured in place. Strongwall anchorage and reinforcement is in place and secure. Work on project is ongoing. Schedules on S2 nil CERTIFICATION OF COMPLIANCE: To the best of our knowledge, oil of the reported work, unless otiLL..... ,.JI1.,... I J,.$Md plans, specifications and applicable sections of the building codes. For this report to be valid it must have a final report, signed by the special inspector, stating "Final Report of inspection and material testing,'. Without offal report this document is Invalid. This report covers the locations of the work reported only and doesn't constitute engineering opinion or project control. Time in: Time out: Signature . ' Taylor White Authorization: THE DEPUTYS A.W.S. & I.C.C. & San Diego 1287: This is not a government form. The Federal, State, County and City seals only signify that inspections are conducted under Federal. state, County and City Codes (2013, C.B. C.). This document is not used for advertising, marketing or promotions. This document is used to convey compliance with the Codes. Ghostnder, Inc. 01-2008. Rev. (18) 9/2015 'hostrider inc. Any Where Any Time P1 760-473-5052 Around the World, Around the Clock Fax 619-367-5791 P.O. Box 1120 Fallbrook, CA 92088 E-mail, twghostrider01yahoo.com E-mail, ghostriderinc@hotmail.com ON REPORT CLIENT Steve & Emily Toth DATE 12/10/2019 ARCHITECT Jon Mehnert C13334 ENGINEER Wynn Engineering, Inc. 27351 Valley Center Rd. Valley Center, Ca 92082 CONTRACTOR Mike Groble PROJECT Toth Residence ADDRESS 6378 Paseo Potrero CITY Carlsbad, CA 92009 JOB St Ghostrider. Inc. BUILDING PERMIT/DSA/OSHPD# CBR2019-0704 PLAN FILE # Not Applicable W. 0. St Not Applicable lINSPECTION SAMPLES QTY. Epoxy Doweling Concrete, PSI: # Unknown/Existing Approved Plans Not Available Epoxy Type: St Simpson SET-XP (ESR 2508) Compressed Air Blow,Brush,Blow Batch Number: St 1000031146, Exp. 02/2021 Bottle Brush Nylon 1/2" Dia. Rebar: Gr/Type: St A-615/Grade 40 Edge Distance Approved Weather Sunny Bright Safety Gear: Hardhats,Glasse REMARKS: Inspected epoxy doweling of existing slab-on-grade & new to existing footing intersections as shown on approved drawings for project (Near Gridline G/Sheet 3). Contractor used #4 rebar. Contractor drilled 5/8" Dia. X 8" deep holes for footings and 5/8" Dia. X 6" deep holes for slab-on-grade. Holes were cleaned with clean dry compressed air and a nylon bottle brush. Contractor filled holes with epoxy and installed rebar. Details: 23/D3 & 28/D3 CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. For this report to be valid it must have afinal report, signed by the special inspector, stating "Final Report of inspection and material testing". Iflithout aflnai report this document Is Invalid. This report covers the locations of the work reported only and doesn't constitute engineering opinion or project control. Time in: Time out: Signatul 11 Taylor White Authorization: THE DEPUTYS A.W.S. & I. CC & San Diego 1287: This is not a government /arm. The Federal, State, County and City seals only signify that inspections are conducted under Federal, State, County and City Codes (2013, C.B.C.). This document Is not used for advertising., marketing or Promotions. This document is used to convey compliance with the Codes. Ghostrlder, Inc. 01-2008. Rev. (18) 9/2015 E GEOCON S FOUNDATION OBSERVATION REPORT PROJECT NAME: ESI)CC '" PROJECT NO. - V '3 72 PA LOCATION: APPROVAL / PERMIT NOS: 372 Rs Po+r o DATE I_->- /1:2 / 2_.L7,g VFOtAT 14 N —1PE 5TTENSfO 070+ o ADDITIONAL OBSERVATION REQUIRED lS14tBSTANTlAL CONFORMANCE S PURPOSE OF OBSERVATION I(Check soil conditions exposed are similar to those expected . V •• i'6,eck footing excavations extend to minimum depth recommended in soil report V fheck footings have been extended to an appropriate bearing strata 0 Other 'APPLICABLE SOILREPORT TITLE r /J4k /TJ.df 637-! ,2o :::: I L -r c DATE 1. SOIL REPORT RECOMMENDATIONS BASED ON lIExpansion Condition 0 Very Low (0-20) 0 Low (21-50) 15dMedium (51-90) 0 High (91 130) 0 Very High (>130) - V V Fill Geometry f "-'-- • V V , V V •. 0. 0thei,:.. 'MINIMUM'FOUNDATION RECOMMENDATIONS: Footing Depth: 0 12 Inches 0 18 Inches l-24 Inches OTHER: Footing Reinforcement: V No.4 T&B, 0 2-No.4 T&B 0 2:No.5 T& 137, OTHER-s/ 0 i;i - Interior Slab Reinforcement: 'D 6x6-10/10 0 6x6-6/6 0 No.3@24 Inches 0 No.3@18 Inches Eeisøëd V FOUNDATION CATEGORY: V V V V V V V VV V V DNA V V V V V V V •• OBSjRVATIONS: VVVErSubstantial conformance with Soil Report. V ;"Substantial conformance with Foundation Plans. Identify: V /1-ILI11L&.,- t S V ; I COMMENTS: NOTE: FOOTING EXCAVATIONS SHOULD BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING -CONCRETE AND THE SOIL MOISTURE CONTENT SHOULD BE MAINTAINED: V V FIELD COPIES TO V GEOCON REPRESENTATIVE V V V /-f/c V J/(,/ /7AJL)T GHOSTRIDER INC. Any Where Any Time Taylor: 760-473-5052 Around the World, Around the Clock Sean: 858-212-5660 P.O. Box 1120 Fallbrook, CA 92088 E-mail, twghostrider01yahoo.com E-mail, ghostriderinchotmail.com CLIENT Irwin Coidman PROJECT New Residence DATE 1/22/2020 ADDRESS 1161 Chestnut Avenue ARCHITECT Wright Design CITY Carlsbad, CA 92008 2911 State St. Carlsbad, Ca 92008 JOB# Ghostrider, Inc. ENGINEER David Thomas Engineering BUILDING PERMIT/DSA/OSHPD# CBR2018-2283 3525 Del Mar Heights Rd. #331 San Diego, Ca 92130 PLAN FILE # Not Applicable CONTRACTOR Owner- twaashton21@gmail.com, W. 0. # Not Applicable ryanashton23@gmail.com IltJI[.]i ISAMPLES IQTY. u:Ia:luL1 Shear Panel System Nails: # 8d & lOd Approved Plans Available Plywood: # OSB Boundary Nailing # 2, 3, 4" Edge Nailing # 2, 3, 4" Field Nailing # 12" Weather Sunny Bright Safety Gear: Hardhats,Glasse REMARKS: Inspected Shear systems on first and second floor. All anchor bolts and holdowns are in place as shown on approver drawings for project. Work on project is ongoing. CERTIFICATION OF COMPUANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved ns, cations and applicable sections of the building codes. For this report to be valid it must have afinal report, signed by the special inspector, stating "Final Report a ns on and material testing'. Wlthoutaflnal report this document is invalid. This report covers the locations of the work reported only and doesn't constitute eng nee or project control. Time in: Time out: Taylor White Authorization: THE DEPUTYS A.W.S. & I.C.C. & San Diego 1287: This Is not a government form. The Federal. State. County and City seals only signify that inspections are conducted under Federal, State, County and City coaes (2013, C. B. C.). This document is not used for advertising, marketing or promotions. This document Is used to convey compliance with the Codes, Ghostrlder, Inc. 01-2008. Rev. (18) 9/2015 RESIDENTIAL GRADING INSPECTION CHECKLIST FOR COMMERCIAL PARTIAL SITE RELEASE PROJECT INSPECTOR: 'S&1_tlil& MI1tZ-D06//.-_. DATE: '/Z 3/! PROJECT ID FL2O1E - OQO 5 GRADING PERMIT NO. (1Z. zo P),-(- I Z LOTS REQUESTED FOR RELEASE: N/A NOT APPLICABLE = COMPLETE 0 = Incomplete or unacceptable 1st 2nd. 4f /) 1. Site access to requested lot/lots adequate and logically grouped including-lots used 11 for storage. (J 74..._ 2. Site erosion control measures installed, including planted basins. 3. Site security and fencing for separation of construction activity and the public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. V (Single family home exempt) 5 31,4H x 11" site plan (attachment) showing requested building lot/lots. 6. Compaction report from soils engineer submitted including slopes. / 7. EOW certification of work done with finished pad elevations matching plan V elevations of specific lots to be released and certification fetter that basins are constructed as per approved plans. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. iV -- 9. Fully functional fire hydrants within 350 feet of building combustibles. 10. Retaining walls installed. Slope landscape proceeding as per approved plan. 11. Type II TC-1 stabilized construction entrance for all lots used for storage and site egress. I'J /ç 12. On-site underground utilities installed and stubbed out to property line. /jl 4 13. Streets are based paved, including curb and gutters. 1/ Partial release of grading for the above stated lots is approved forthe purpose of building permit issuance. Issuance of building permits is still subject to all normal city requirements required pursuant to the building permit process. LII Partial release of the site is denied for the following reasons: Project ,Date Municipal Projects Manager tDate Public Works Construction Management & Inspection 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2780 I 760-438-4178 fax EsGil A SAFEbuittCornpany DATE: 8/01/2019 APPLICANT JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2018-2283 SET: HI PROJECT ADDRESS: 1161 CHESTNUT AVENUE PROJECT NAME: NEW SFD FOR GOLDMAN The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's BUILDING codes. The plans transmitted herewith will substantially comply with the jurisdiction's BUILDING 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: SAM WRIGHT 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: SAM Telephone #: 760 213 1460 Date contacted: ._- (by: Email: WRIGHTHAUS@ROADRUNNER.COM Mail Telephone Fax In Person REMARKS: Please have the designer to eliminate the BBQ per his request. By: Bert Domingo Enclosures: EsGil 7/31/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 L111 DATE: 12/20/2018 JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2018-2283 E s Gil A SAFEbuittCompany SET: II 0 APPLICANT U JURIS. LI ULJ LflT..1,J LH) JUL 31 2019 PROJECT ADDRESS: 1161 CHESTNUT AVENUE CiTy G Z .T •• UL• . PROJECT NAME: NEW SFD FOR GOLDMAN Eli The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: SAM WRIGHT LII 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: SAM Telephone #: 760 213 1460 Date contacted: (by: ) Email: WRIGHTHAUS@ROADRUNNER.COM Mail Telephone Fax In Person LII REMARKS: By: Bert Domingo Enclosures: EsGil 12/13/2018 , Jr -f--- 7 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBR2018-2283 12/20/2018 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS Please make all corrections, as requested in the correction list. Submit FOUR new " complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be checked on the final i Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). This will be checked on the final. MECHANICAL Please provide listing information for the outdoor cooking appliance, to verify clearance to combustibles and overhead protection. If this is an unlisted E.i appliance, it cannot be installed beneath a combustible overhead. CIVIC Section 921.0. The only way to have the BBQ could be approved by our mechanical engineer is to have a hood above the appliance. CARLSBAD CBR2018-2283 12/20/2018 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes D No/ The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGil. Thank you. EsGil A SAFEbuilt'Compmny DATE: 9/14/2018 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2018-2283 SET: I PROJECT ADDRESS: 1161 CHESTNUT AVENUE PROJECT NAME: NEW SFD FOR GOLDMAN I1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmittedfor 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. The applicant's copy of the check list has been sent to: SAM WRIGHT LI 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: SAM Telephone #: 760 213 1460 Date co . L( (by:) ) Email: WRIGHTHAUS@ROADRUNNER.COM Mail Telephone Fax In Person LI REMAR By: Bert Domingo Enclosures: EsGil 9/5/2018 9320 ChesapeakeDrive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBR20 18-2283 9/14/2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2018-2283 JURISDICTION: CARLSBAD PROJECT ADDRESS: 1161 CHESTNUT AVENUE FLOOR AREA: STORIES: HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 9/14/2018 DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/5/2018 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, 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 ordinance 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. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD CBR20 18-2283 9/14/2018 PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). GENERAL RESIDENTIAL REQUIREMENTS Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing in doors. Please see door 3. ROOFS/DECKS/BALCONIES Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage. CBC Section 2304.12.2.5, as amended by emergency building standards. CARLSBAD CBR20 18-2283 9/14/2018 7. Specify on the plans the following information for the deck/balcony surfacing materials, per Section Ri 06.1 .1: Manufacturer's name and product name/number. ICC approval number, or equal. 8. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas maybe used, as documented on the energy forms. Section RA4.2.1. 9. Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: If the insulation is air-permeable and it is installed directly below the roof sheathing with rigid board or sheet insulation with a minimum R-4 value installed above the roof sheathing. (or) If the insulation is air-impermeable and it is in direct contact with the underside of the roof sheathing. (or) If two layers of insulation are installed below the roof sheathing: An air- impermeable layer in direct contact with the underside of the roof sheathing and an additional layer of air permeable insulation installed directly under the air- impermeable insulation. 10. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of airspace shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. ii. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to 1/4'J maximum openings. Section R806.1. FOUNDATION REQUIREMENTS 12. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. CARLSBAD CBR2018-2283 9/14/2018 MECHANICAL Please provide listing information for the outdoor cooking appliance, to verify clearance to combustibles and overhead protection. If this is an unlisted appliance, it cannot be installed beneath a combustible overhead. CIVIC Section 921.0. PLUMBING Show water heater size (lst hour rating), type, and location on plans. Note: For both new dwellings and additions the Energy Standards (150.0(n)) requires a gas input rating of 200,000 Btu for both tank and instantaneous gas water heaters. (Also) Provide a gas piping design for the gas system. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). MISCELLANEOUS If deferred, please include the stairs system and the glass guardrail in the items to be deferred shown on the cover sheet.. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes E3 No L3 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGil. Thank you. S CARLSBAD CBR20 18-2283 9/14/2018 [DO NOT PAY—' THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: CBR2018-2283 PREPARED BY: Bert Domingo DATE: 9/14/2018 BUILDING ADDRESS: 1161 CHESTNUT AVENUE BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) HOUSE 3508 14176 497,294 DECK 408 20.03 8,172 PATIO 232 12.33 2,861 GARAGE 572 36.98 21,153 Air Conditioning 3508 5.39 18,908 Fire Sprinklers 4720 4.01 18,927 TOTAL VALUE 5679315 Jurisdiction Code ICB 113y Ordinance 1997 (JBC Building Permit Fee Jj 1997 UBC Plan Check Fee I'iI Type of Review: Ei Complete Review LI Structural Only D Other 0 Repetitive Fee Repeats 0 Hourly EsGil Fee F I $1,367.171 Comments: In add itióñ to th& $ /hr.) for thCaI&een review. additional fee-of $ is due ( hour@ Sheet 1 of 1 David Thomas Engineering, A.P.C. Structural Engineering Services Structural Calculations (Proposed Custom Home) Project Chestnut Residence / 18140 1161 Chestnut Avenue Carlsbad, California 92008 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 Mailing: 3525 Del Mar Heights Road, #331, San Diego, California 92130 Physical: 12625 High Bluff Drive, Suite 106, San Diego, California 92130 Office Phone: (858) 201-3072 Cell Phone: (858) 336-9902 Website: www.dtengsd.com Email: david@dtengsd.com Job Chestnut Residence 18140 Sheet No. 1 of T 'a zft1 David Thomas Engineering Calculated by DT_ Date TABLE OF CONTENTS PAGE 1. PROJECT SCOPE / DESIGN CRITERIA ............. . ...... .................................... .._______ 2. DESIGN LOADS.......................................................................................... 3. VERTICAL ANALYSIS: HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.) ..... VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ...................... - 4. LATERAL ANALYSIS: SEISMIC/WIND LOADING ANALYSIS & LATERAL DISTRIBUTION ........... (o9 -7 LATERAL LOAD-RESISTING DESIGN: 16 I SHEAR WALL DESIGN.............................................................. 1 II CANTILEVERED STEEL COLUMN ELEMENTS ............................. 76.1 _76.3 III STEEL MOMENT FRAMES ......................... ............................. - IV. ...................................................... - 5. FOUNDATION DESIGN: CONTINUOUS & SPREAD FOOTINGS .................................................. 11 RETAINING WALLS .......................................................................... CONCRETE GRADE BEAMS ............................................................... - DEEPENED CONCRETE PIERS/CAISSONS .......................................... 77.1-77.2 E .......................................... __ _ 6. SCHEDULES: SHEAR WALL SCHEDULE ................................................................... HOLD DOWN SCHEDULE.................................................................... SPREAD FOOTING SCHEDULE ........................................................ Job Chestnut Residence 18140 TDFLEE Sheet No. 2 of 510 ___________ Calculated by DT Date - David Thomas Engineering PROJECT SCOPE Provide vertical and lateral load calculations for a proposed two-story single family residence with attached two- car garage at 1161 Chestnut Ave., Carlsbad, California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of conventional stick-frame, and the foundation system to consist of a conventional slab-on-grade with deepened perimeter footings. A soils report was provided for this project. Therefore, the foundation design will be based on the allowable soils bearing capacity and other recommended soil values as specified in the soils report prepared for this project. David Thomas Engineering makes no representations concerning the suitability of the soils and/or allowable soil values recommended by the soils engineer. These calculations have been prepared for the exclusive use of Irwin Goldman and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, David Thomas Engineering should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. DESIGN CRITERIA SUMMARY GOVERNING CODE: 2016 C.B.C. CONCRETE: f'c = 2500 PSI (MIN.), NO SPECIAL INSPECTION REQ'D, (U.N.O.) MASONRY: ASTM C90, I'm = 1500 PSI, SPECIAL INSPECTION REQ'D, (U.N.O.) REINFORCING STEEL: ASTM A615, Fy =60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, Fy =50 KSI (ALL W' SHAPES, ONLY) ASTM A36, Fy =36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy =46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy =35 KSI (STRUCTURAL PIPES) SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2012 NDS. E.W.P.: BOISE-CASCADE: BCI-JOIST (ICC-ESR-1 336), VERSA-LAM (ICC-ESR-1 040) GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOIL: SOILS REPORT BY: GeotechnicalExploration,Inc. DATED: 08 February _2018 ALLOWABLE BEARING PRESSURE =1,500PSF ACTIVE SOIL PRESSURE (CANTILEVER) = 38 PCF ACTIVE SOIL PRESSURE (RESTRAINED) = _56 PCF PASSIVE SOIL PRESSURE = 200 PCF COEFFICIENT OF FRICTION =0.35 Job Chestnut Residence18140 Sheet No. 3_of___RID ________ Calculated by DT Date David Thomas Engineering DESIGN LOADS CASE I CASE II MATERIAL: \NATErRoo - ROOF SLOPE: DEAD LOAD: ROOFING MATERIAL ............................................................................O.O PSF PSF SHEATHING...................................................................................................1.5 1.5 RAFTERS/C.J. (or) TRUSSES .........................................................................4.0 4.0 INSULATION....................................................................................................1.5 1.5 DRYWALL........................................................................................................2.5 2.5 OTHER (ELEC., MECH., MISC.) ......................................................................0.5_ 0.5 TOTAL DEAD LOAD: '20 .0 PSF .0 PSF LIVE LOAD: '2-0_.0PSF .0PSF TOTAL LOAD: 40.0 PSF .0 PSF FLOOR DECK FLOOR MATERIAL: 1II4. DEAD LOAD: FLOORINGFINISH .............................................................................................PSF PSF LT. WEIGHT CONCRETE (_in.) ................................................................ .- SHEATHING...................................................................................................2.0 2.0 JOISTS..............................................................................................................3.5 3.5 DRYWALL.........................................................................................................2.5 2.5 OTHER (ELEC., MECH., MISC.)........................................................................3.0 3.0 TOTAL DEAD LOAD: W.0 PSF ?0.0 PSF LIVE LOAD: 40.0 PSF 60.0 PSF TOTAL LOAD: 71D .0 PSF 0.0 PSF EXTERIOR WALL FINISH: TUCCO STUDS..............................................................................................................1.0 PSF 1.0 PSF DRYWALL.......................................................................................................2.5 2.5 INSULATION ....................................................................................................1.5 1.5 EXTERIOR FINISH ......................................................................................(0.0 .0 OTHER................................................................................................................1.0 1.0 TOTAL LOAD: 1. .0 PSF .0 PSF INTERIOR WALL STUDS.................................................................................................................................1.0 PSF DRYWALL............................................................................................................................5.0 OTHER......................................................................................................................................1.0 TOTAL LOAD: •i,o PSF Job Chestnut Residence 18140_ Sheet No. 4ç of sb ___________ David Thomas Engineering Calculated by DT Date Beam Design DESIGN LEVEL: APP'- F-OOF F'44 LABEL: SPAN =FT. WI = (4 ')'( / ) -o r&F)(-) (c4 i-s) W2 = tj P1 = P2 USE: (9 X 71- GRADE: C: — ALT: GRADE: C: w 7'o" RL I? lbs. RR= I 1 7-Ta lbs VMAX 1 .2-) Q_lbs. (fi ksi MmAx = 410 ft-lbs. IREQ'D = - in LABEL: jq? - ;- SPAN = 0 FT. WI = (40 ?S) ((j2! (9) 11. () w2= 2-2>S IN11f P1 = P2 = RL I'12- lbs. RR I,7)2- lbs USE: &X 19 I7fL GRADE: ii I C: VMAX = _10 lbs. E = ksi ALT: GRADE: C: MMAX = 29S° ft-lbs. IREQD = lfl LABEL: L'?_ SPAN 2 FT. \Ih w1=(%° rcr)(ih' e7 7-0 'r w2=(0 \4 (41D ?f)J 0 P2 = USE: X t 1k RADE: 71, D C: — ALT: GRADE: C: cr Lot' RL = C'4 lbs. RR 9c- lbs VMAX L4~O_IbS E = 2,000 ksi Mx,47ftibS.lREa'Din A _/ DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 I) E Cell: (856) 336-9902 daviddtengsd.com Wood Beam Description : RB-I CODE' REFERENCES Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 , Project Descr: Sheet 05 of Printed: 27 AUG 2018, 1:07PM INC. 1983-2018, Bultd:10.18.8.15 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1350.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 1,350.0 psi Ebend- xx 1 ,600.0ks1 Fc - PI 925.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-1 Fv 170.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced 021 6x6 Span = 7.0 ft Applied Loads '' ' ' ' ' . ' Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.020, Lr = 0.020 ksf, Tributary Width 9.150 ft Uniform Load: D = 0.010 ksf, Tributary Width = 2.150 ft DESIGN SUMMARY. :.. , Maximum Bending Stress Ratio 0.619 1 Maximum Shear Stress Ratio = 0.282 :1 Section used for this span 6x6 Section used for this span 6x6 fb : Actual = 1,044.50 psi fv: Actual = 59.90 psi FS : Allowable = 1,687.50psi Fv : Allowable = 212.50 psi Load Combination +D+Lr+H Load Combination Location of maximum on span 3.500ft Location of maximum on span = 6.566 ft Span it where maximum occurs = Span it 1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.082 in Ratio= 1030>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.175 in Ratio= 478 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 MäximumForces '& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C i Cr Cm C CL M lb Pb V fv Pv 0.00 0.0.0 0.00 0.00 Length =7.oft 1 0.460 0.210 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.29 559.43 1215.00 0.65 32.08 153.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.414 0.189 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.29 559.43 1350.00 0.65 32.08 170.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.619 0.282 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.41 1,044.50 1687.50 1.21 59.90 212.50 +0*S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.360 0.164 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.29 559.43 1552.50 0.65 32.08 195.50 4090.75OLT4O.750L9M 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ...DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858)201-3072 Project ID: 18140 I Cell: (856) 336-9902 Project Descr: Sheet of ______ .1L. davicIdtengsd.com .....www.dtenqsd.com Printed: 27 AUG 2018, 1:07PM W d B . . . File= E:EgnytoShare DTETEA1\öROJ-1\2O18\lB140 WENGINE'-1\Ctibiul Residence.ec6 oo. earn . . . . : . . Soft eóop*ihtENERCA1C, INC. 1983-2018, 8uild:10.18.8.15 Description: RB-i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cl Cr Cm C CL M lb Pb F'v Length = 7.0 ft 1 0.547 0.249 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.13 923.23 1687.50 1.07 52.95 212.50 '0+0.750L+0.750S#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.360 0.164 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.29 559.43 1552.50 0.65 32.08 195.50 't'0*0.60W*f 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.259 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 559.43 2160.00 0.65 32.08 272.00 +D40,70E4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.259 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 559.43 2160.00 0.65 32.08 272.00 *Os0.750Lr+0.750L40,450W-+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.427 0.195 1,60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 923.23 2160.00 1.07 52.95 272,00 +O40,750L40.750S40,450W'+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.259 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 559.43 2160.00 0.65 32.08 272.00 +040,750L90,750S'0.5250E4H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 70ft 1 0.259 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 559.43 2160.00 0.65 32.08 272.00 40.60D+060W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.155 0.071 1.60 1.000 1.00 1.00 1,00 1.00 1.00 0.78 335.66 2160.00 0.39 19,25 272.00 40.60D4070E40,60H 1.000 1.00 1,00 1,00 1.00 1.00 0,00 0.00 0.00 0.00 Length =7.oft 1 0.155 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 335.66 2160.00 0.39 19.25 272.00 Ovéràll Maximum Deflections Load Combination Span Max. -' Defi Location in Span Load Combination Max. -s- Deft Location In Span 1 0.1755 3.526 0.0000 0.000 Vertical Reactions . . ... . Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.379 1.379 Overall MiNimum 0.641 0.641 0.739 0.739 4D4FI 0.739 0.739 1.379 1.379 +O+S-+H 0.739 0.739 'O-.0,750Lr40,750L'+H 1.219 1.219 40+0.750L40.750S#1 0.739 0.739 +O+0,60W41 0.739 0.739 +0+0.70E*i 0.739 0.739 -'Os0.750Lr-'0.750L-.0.450W*i 1.219 1.219 40+0.750L40.750540,450W4fl 0.739 0.739 'O40.750L0.750S40,5250E-*I 0.739 0.739 40.60D40.60W40.60H 0.443 0.443 -.0,60D-+0,70E40.60H 0.443 0.443 D Only 0.739 0.739 LrOnty 0.641 0.641 L Only S Only W Only E Only H Only DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david©dlengsd.com www.dtenasd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet '1 of Printed: 27 AUG 2018, 1:06PM Wood Beam File= E:tEnyte St \DTETEA-1\0-PR0J-1\2018\1814e-1ENGlNE-1\chsstnutRe&dence.ec6 j Software copyright ENERCALC. INC. 1983-2018, 8u11d:10.18.8.15 Description: RB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1350.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 1350.0 psi Ebend- xx 1600.0 ksi Fc - Pril 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-1 Fv 170.0psi Ft 675.0 psi Density 31.20pcf Beam Bracing Completely Unbraced D(0.045) 6x6 Span = 9.0 11 APplied Loads : Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to toads Uniform Load: 0 = 0.020, Lr = 0.020 ksf, Tributary Width = 6,0 It Uniform Load: D = 0.010 ksf, Tributary Width 4.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7571 Maximum Shear Stress Ratio = 0.277 :1 Section used for this span 6x6 Section used for this span 6x6 fb : Actual 1277.49psi fv : Actual 58.88 psi FB : Allowable = 1,687.50ps1 Fv: Allowable = 212.50 psi Load Combination +0+t.r+H Load Combination +D*Lr+H Location of maximum on span = 4.500 ft Location of maximum on span = 8.573 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio = 739 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.355 in Ratio = 304 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C Cr Cm C t CL M lb Fb V fv FY *O4 0.00 0.00 0.00 0.00 Length =9.oft 1 0.619 0.226 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.74 751.69 1215.00 0.70 34.65 153.00 '.OL#I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =9.Oft 1 0.557 0.204 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.74 751.69 1350.00 0.70 34.65 170.00 O-'4..r#i 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0ft 1 0.757 0.277 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.95 1277.49 1687.50 1.19 58.88 212.50 +O-.S#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.Oft 1 0.484 0.177 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.74 751.69 1552.50 0.70 34.65 195.50 'sO-.0.750Lr-.0.750L.fl 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC IL Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 daviddtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 o Project Descr: Sheet ó of Printed: 27 AUG 2018, 1:06PM Wood Beam File= Siftwarecopydqht ENERCALC, INC. 1983-2018, 6ui1d:10.18.8.15 Description: RB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C j Cr Cm C CL M lb Pb V fv F'v Length =9.oft 1 0.679 0.249 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.65 1,146.04 1687.50 1.07 52.83 212.50 4040.750L40,750S*1 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length 9.0R 1 0,484 0.177 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.74 751.69 1552.50 0,70 34,65 195.50 +040.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =9.0ft 1 0.348 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.74 751.69 2160.00 0.70 34.65 272.00 +00,70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.0ft 1 0.348 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.74 751,69 2160.00 0.70 34.65 272.00 '0.0,750Lr'+0.750L'*0.450W'+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0,00 0.00 Length =9.Oft 1 0.531 0.194 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 1,146.04 2160.00 1,07 52.83 272.00 40'+0.750L+0.750S'+0.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.348 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.74 751.69 2160.00 0.70 34.65 272.00 4040.750L40.750540.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length 9.Qft 1 0.348 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.74 751.69 2160.00 0.70 34.65 272.00 '0.60D40.60W'.0.60N 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 It 1 0.209 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 451.02 2160.00 0.42 20.79 272.00 +0.60D+0.70E'+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.oft 1 0.209 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 451.02 2160.00 0.42 20.79 272.00 Overall Maximum Deflections. Load Combination Span Max. - Dell Location in Span Load Combination Max. +' Dell Location in Span 904341 1 0.3548 4.533 0.0000 0.000 Vertical ReaçtioAs Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.312 1.312 Overall MiNimum 0.540 0.540 4041 0.772 0.772 '.0+L4 0.772 0.772 404341 1.312 1.312 40+8*1 0.772 0.772 4090.750Lr"0.750L#1 1.177 1.177 4040.750L40,750S41 0.772 0.772 40#0.60W#1 0.772 0.772 90.70E41 0.772 0.772 +040,750Lr40.750L40,450W41 1.177 1,177 0+0,750L"0.750S-.0.450W41 0.772 0.772 "00.750L'0.750S40,5250E".H 0.772 0.772 40.60D40.60W40.60H 0.463 0.463 40.60D0.70E*0.60H 0.463 0.463 D Only 0.772 0.772 LrOnly 0.540 0.540 L Only S Only WOnly E Only H Only DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 davldd(engsd.com www.dtenasd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 i Project Descr: Sheet ' of Printed: 27 AUG 2018, 1:09PM W d B = E:lEgnyte\SharedlDTETEA-I\O-PROJ-V2O18\18140-1\ENGlNE-i\Chesthut Residen.ec6 oo earn Soflwacecopyslght ENERCALC, INC. 1983-2018, Buitd:1018.8.15 Description: RB-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb .- 3100 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3100 psi Ebend-xx 2000ks1 Fc - Pill 3000 psi Eminbend - xx 530120482ksi Wood Species : Boise Cascade Fc - Perp 750 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285 psi Ft 1950 psi Density 41.75pcf Beam Bracing : Completely Unbraced 5.25x11.875 5.25x1 1.875 = 3.50 ft .......................Span Span = 5.50 ft . . Applied Loads : . . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: 0 = 0.030, Li = 0.020 ksf, Tributary Width = 10.50 ft Uniform Load: D = 0.030, Is = 0.020 ksf, Tributary Width = 7.0 ft Load for Span Number 2 Uniform Load: D = 0.030, Lr = 0.020 ksf, Tributary Width = 10.50 ft Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 7.0 ft DESIGN SUMMARY. Maximum Bending Stress Ratio = 0.139 1 Maximum Shear Stress Ratio = 0.165 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb : Actual = 531 .99ps1 fv : Actual = 58.92 psi FB: Allowable = 3,832.80 psi Fv: Allowable = 356.25 psi Load Combination +04.r+H, LL Comb Run (L*) Load Combination 40+Lr41, LL Comb Run (LL) Location of maximum on span 0.000ft Location of maximum on span 3.500 ft Span # where maximum occurs = Span #2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection . 0.024 in Ratio = 3500 >=360 Max Upward Transient Deflection -0.010 in Ratio = 8386>=360 Max Downward Total Deflection 0.048 in Ratio = 1760 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C C w C j . Cr Cm C t CL Moment Values M lb Pb V Shear Values fv Pv *O*H 0.00 0.00 0.00 0,00 Length =3.501t 1 0.116 0.135 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.33 323.50 2777.40 1.44 34.66 256.50 Length = 5.50 ft 2 0.117 0.135 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 2769.24 1.44 3466 256.50 .O+L+H, LL Comb Run (1.) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.105 0.122 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3084.30 1.44 34.66 285.00 . D .. DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858)201-3072 E Cell: (858) 336-9902 daviddtengsd.com www.dtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project 0escr Sheet i of Printed: 27 AUG 2018, 1:09PM w . 00 earn . FOe = Residence.ec6; . . .. . Software copyrightENERCALC, INC. 1983-2018,Build:10.18.8.15 Description: RB-3 Load Combination Max Stress Ratios - Moment Values * Shear Values Segment Length Span # M V Cd CFN C1 Cr Cm C t CL M lb Pb V tv Pv Length = 5.50 ft 2 0.105 0.122 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3073.99 1.44 34.66 285.00 404.41,LL Comb Run (L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.105 0.122 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3084.30 1.44 34.66 285.00 Length 5.50ft 2 0.105 0.122 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3073.99 1.44 34.66 285.00 404*1, LL Comb Ru.n (LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.105 0.122 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3084,30 1.44 34.66 285.00 Length = 5.50 ft 2 0.105 0.122 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3073.99 1.44 34.66 285.00 s0+Lr41, Ii Comb Run (1.) 1.000 1.00 1.00 1.00 1.00 0,99 0.00 0.00 0.00 0.00 Length =3.50ft 1 0.084 0.139 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3849,90 2.06 49.54 356.25 Length = 5.50 ft 2 0.084 0.139 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3832,80 2.06 49.54 356.25 9011.r*l, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =3.50fi 1 0.138 0.152 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.47 . 531.99 3849.90 2.25 54.20 356.25 Length 5.50ft 2 0.139 0.152 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.47 531.99 3832.80 1.83 54.20 356.25 +04Lr*l, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =3.50ft 1 0.138 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.47 531.99 3849.90 2.45 58.92 356.25 Length = 5.50 ft 2 0.139 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.47 531.99 3832.80 2.45 58.92 356.25 *0+544 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.091 0.106 1.15 1,000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3543.95 1.44 34.66 327,75 Length = 5.50 ft 2 0.092 0.106 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3529.82 1.44 34.66 327.75 *0*0.750Lr*O.750L41,LL Comb R' 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.084 0.129 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3849.90 1.90 45.82 356.25 Length = 5.50 ft 2 0.084 0.129 1.25 1.000 1.00 1.00 1,00 1.00 0.99 3,33 323.50 3832.80 1.90 45.82 356.25 *0*0.750Lr*0.750L*4, LL Comb Ri 1.000 1.00 1.00 1,00 1.00 0.99 0.00 0,00 0.00 0.00 Length = 3.50 ft 1 0.125 0.137 1.25 1,000 1.00 1.00 1.00 1.00 0.99 4.93 479.86 3849.90 2.03 48.89 356.25 Length = 5.50 ft 2 0.125 0.137 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.93 479.86 3832.80 1.73 48.89 356.25 's040.750ts40.750L44,LL Comb R 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =3.5014 1 0.125 0.148 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.93 479.86 3849.90 2.20 52.85 356.25 Length = 5.50 ft 2 0.125 0.148 125 1.000 1.00 1.00 1.00 1.00 0.99 4.93 479.86 3832.80 2.20 52.85 356.25 +0*0,750L*0.750S*I, LL Comb RL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 3.50ft 1 0.091 0.106 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3543.95 1.44 34.66 327.75 Length 5.50ft 2 0.092 0.106 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3529.82 1.44 34.66 327.75 00.750L0.750S*I, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 3,50ft 1 0.091 0.106 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3,33 323.50 3543.95 1.44 34.66 327.75 Length = 5.50 ft 2 0.092 0.106 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3529.82 1.44 34.66 327.75 '00.750L0.750SH,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.091 0.106 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3,33 323.50 3543.95 1.44 34.66 327.75 Length 5.50ft 2 0.092 0.106 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 3529.82 1.44 34.66 327.75 *0+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 3.50ft 1 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4917.52 1.44 34.66 456.00 Length =5.50ft 2 0.066 0.076 1,60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4886.98 1.44 34.66 456.00 *0*0.70E-+1-f 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4917.52 1.44 34.66 456.00 Length = 5.5014 2 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3,33 323.50 4886.98 1.44 34.66 456.00 i040.7501j90.750L40.450W+H, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =3.5014 1 0.066 0.100 1,60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4917.52 1.90 45.82 456.00 Length = 5.50 ft 2 0.066 0.100 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4886.98 1.90 45.82 456.00 D0.750Lr*0.750L*0.450W*I, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =3.50ft 1 0.098 0.107 1.60 1,000 1.00 1.00 1.00 1.00 0.99 4.93 479.86 4917.52 2.03 48.89 456.00 Length =5.5014 2 0.098 0.107 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4,93 479.86 4886.98 1.73 48.89 456.00 400.750Lr*0.750L'+0.450W*H, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =3.5014 1 0.098 0.116 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.93 479.86 4917.52 2.20 52.85 456.00 Length = 5.50 ft 2 0.098 0.116 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.93 479.86 4886,98 2.20 52.85 456,00 0*0.750L+0.750S0.450W41, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 3.50ft 1 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4917.52 1.44 34.66 456.00 Length = 5.50 ft 2 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4886.98 1.44 34.66 456.00 *0*0.750L.0.750S*0,450W#l, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4917.52 1.44 34.66 456.00 Length =5.50f4 2 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4886.98 1.44 34.66 456.00 +0#0,750L*0.750S*0,450W44, Ii 1.000 1.00 1.00 1.00 1.00 0.99 0,00 0.00 0.00 0.00 Length = 3.50 ft 1 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4917.52 1.44 34.66 456.00 THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858)201-3072 Project ID: 18140 Project Descr: Sheet of 1II I L1E Cell: Cell: (658) 336-9902 davtddtengsd.com www.dtengsd.com Printed: 27 AUG 2018, 1:09PM - r,w earn 00 . . . File E:tEgnyteShareiDTETEA-1\0-PROJ'-fl2018\18140--1\ENGlt4E-'1\Chesthut Residence.ec6 . . . . Software copyright ENERCALC, INC. 1983-2018, Buitd:10.18.8.15 ---- Licensee;: DAVID,THOMAS.ENGI Description: RB-3 Load Combination Max Stress Ratios Moment Values - Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C CL M - lb Pb Vfv F'v Length =5,50ft 2 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4686.98 1.44 34.66 456.00 4040.750L40.750S40.5250E-IH, LL 1,000 1.00 1.00 1.00 1.00 0,99 0.00 0,00 0,00 0.00 Length =3.50ft 1 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4917.52 1.44 34.66 456.00 Length =5.50ft 2 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4886.98 1.44 34.66 456.00 +0"0.750L40.750S40.5250E-*l, U. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4917.52 1.44 34.66 456.00 Length 5.50ft 2 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4886.98 1.44 34.66 456.00 .t040.750L40.750S+0.5250E41, LL 1,000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =3.50ft 1 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4917.52 1.44 34.66 456,00 Length 5.50ft 2 0.066 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.33 323.50 4886.98 1.4.4 34,66 456.00 .0.60D"0.60W40.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =3501t 1 0.039 0.046 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.00 194.10 4917.52 0.86 20.80 456.00 Length = 5.50 ft 2 0.040 0.046 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.00 194.10 4886.98 0.86 20.80 456.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 3.50ft 1 0.039 0.046 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.00 194.10 4917.52 0.86 20.80 456.00 Length =5.50ft 2 0.040 0.046 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.00 194.10 4886.98 0.86 20.80 456.00 Overall Maximum Defléctiöns Load Combination Span Max. - Dell Location In Span Load Combination Max. s-s' Dell Location in Span +O+Lr#l, LL Comb Run (Li) 1 0.0477 0.000 0.0000 0.000 LrOnlyLL Comb Run (1) 2 0.0047 3.318 .D4lJ-*I,IL Comb Run (L) -0.0064 1.905 Vertical Reactions . . . . . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 6.384 1.659 Overall MINimum 2.577 0.573 4041 3.807 0.696 4D+14I, IL Comb Run (IL) 3.807 0.696 40k#l, LL Comb Run (1) 3.807 0.696 4041.41, LL Comb Run (LL) 3.807 0.696 40-tLr+H, LL Comb Run (1) 4.769 1.659 904Lr+H, LL Comb Run (II 5.421 0.306 404141, IL. Comb Run (IL) 6.384 1.269 3.807 0.696 +0s0.750Ir+0.750L41, LL Comb Run (' 4.528 1.418 -'040.750Lr'0.750L-*t, LL Comb Run (L 5.018 0.404 4040.750Ir40.750L141, LL Comb Run (L 5.739 1.126 +040.750L40.750841, LL Comb Run ('L 3.807 0.696 '0+0.750L+0.750S41, LL Comb Run (L* 3.807 0.696 4040.750L40.750S41, LL Comb Run (II 3.807 0.696 4040.60 W#1 3.807 0.696 "040.70E'+H 3.807 0.696 -04750Lr40.750L40,450W4j, LL Comb 4.528 1.418 4040.750Ir40.750L+0.450W41, LL Comb 5.018 0.404 'e040.750Lr40.7501.+0.450W41, U. Comb 5.739 1.126 40'.0.750L-i0.750S'.0.450W41, IL Comb 3.807 0.696 404.750140.750S'0.450W-*I, LL Comb 3.807 0.696 -'040750L-.0.750S.0.450W41, LI. Comb 3.807 0.696 .0'0.750L-.0.750S40.5250E4$, IL Comb 3.807 0.696 4040.750L40.7505405250E44, LL Comb 3.807 0.696 +D"0.750L40.750S405250E41, U. Comb 3.807 0.696 40.60040.60W40.60H 2.284 0.418 -.0.60D-'0.70E'.0.60H 2.284 0.418 D Only 3.807 0.696 Lr Only, LL Comb Run (L) 0.963 0.963 Lr Only, LL Comb Run (L) 1.615 0390 Li Only, IL Comb Run (IL) 2.577 0.573 I Only, IL Comb Run (1.) L Only, LL Comb Run (L) I Only, IL Comb Run (U.) DAVID THOMAS ENGINEERING, APC TE\ Office: (858) 201-3072 Structural Engineering Services Cell: (858) 336-9902 david©dtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet of Printed: 27 AUG 2018, 1:09PM Wood Beam' File Software copyright ENERCALC, INC. 1983-2018, Build:10,18.8.15 Description: R8-3 Vertical Reactions Support notation : Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Support 3 W Only E Only H Only RL lbs. RR = 41 7 70 lbs VMAX1', lbs. E= ksi : LjT:) David Thomas Engineering Job Chestnut Residence 18140 Sheet No. _of RD ______________ Calculated by DT Date DESIGN LEVEL: P_r Beam Design LD0F_FRM4 r)lCxLABEL: 4 SPAN = 0 F T. w1= (4bF)) zv w2=?r)(z.c1)-) b = (o ?s -) ( 132, ci 7° (c~ ?'K USE: Thi(7/&_V'Lkfrl GRADE: 3 C: ALT: GRADE: C: MMAXIl2T) ft-lbs. 'REQD = Ifl4 LABEL: -e?-_e, SPAN = R- _FT. WI = W2 = pi= (- ' &4) r1 1:Ica 1_011 - P2 = RL = ?,5% lbs. RR= _DO lbs USE: GRADE: l C: VMAX = _______lbs. E = ,0 010 ksi ALT: GRADE: C: Mx = I1,4 C) ft-lbs. IREQ'D = - in LABEL: SPAN = FT. WI = W2 = P1 = P2 RL= lbs. RR = lbs USE: GRADE: C: ______ VMAX = _______ lbs. E = ksl ALT: GRADE: C: MMAX = ft-lbs. lREQ'D = In4 ...DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence L Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet 14 of david@dtengsd.com ...........www.dtengsd.com Printed: 27 AUG 2018, 1:30PM Wood Beam . . . File = E:lEgnylelShaiedlDTETEA-1l0-PROJ-1\2018\1814O---1lENGlNE-1\Cteslnut Residence.ec6. i Software copyiiht ENERCALC, INC. 1983-2018, Build: 10.I&&15 . Description: RBA CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb -4- 3,100.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 3.100.0 psi Ebend-xx 2,000.0ks1 Fc - PrIl 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species : Boise Cascade Fc - Peip 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950,0 psi Density 41 .750 pcf Beam Bracing: Completely Unbraced 135) D(O.2025) Lr(O.1 7x11.875 X 7x11.875 X 7x11.875 Span = 4.0 ft , Span = 6.0 ft , Span = 20.0 ft Applied Loads . . . . . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.030, Li = 0.020 ksf, Tributary Width = 6.750 ft Uniform Load: D = 0.030, Li = 0.020 ksf, Tributary Width = 6.750 ft Load for Span Number 2 Uniform Load: D = 0.020, Li = 0.020 ksf, Tributary Width = 6.750 ft Uniform Load: D = 0.030, Liz 0.020 ksf, Tributary Width = 6,750 ft Load for Span Number 3 Uniform Load: 0 = 0.020, Li = 0.020 ksf, Tributary Width = 13.50 ft .DES!GN'SUMMARY ... .. Maximum Bending Stress Ratio = 0.4231 Maximum Shear Stress Ratio = 0.317 : I Section used for this span 7x11.875 Section used for this span 7xl1.875 fb:Actual = 1,600.15psi fv:Actual = 113.00 psi FB : Allowable = 3,783.67 psi Fv : Allowable = 356.25 psi Load Combination +D+Lr-.1-1, LL Comb Run ('LL) Load Combination -'D+t.r#l, LL Comb Run (*LL) Location of maximum on span 0.000ft Location of maximum on span = 6.000 ft Span # where maximum occurs = Span #3 Span # where maximum occurs Span #2 Maximum Deflection Max Downward Transient Deflection 0.278 in Ratio= 861 >=360 Max Upward Transient Deflection -0.025 in Ratio = 2875 >=360 Max Downward Total Deflection 0.576 in Ratio = 416>=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FW C l Cr Cm C t CL M lb Pb -_v fvF'v 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.090 0.091 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 2782,12 1.30 23.42 256.50 Length =6.OIt 2 0,296 0.229 0.90 1.000 1.00 1,00 1.00 1.00 1.00 11.29 822.90 2777.88 3.26 58.78 256.50 DAVID THOMAS ENGINEERING Structural Engineering Services Engineer: David Thomas, S.E. LTE Office: (858) 201-3072 Project ID: 18140 APC Project Title: Chestnut Residence Cell: (858) 336-9902 Project Descr: Sheet 14 of david©dtengsd.com www.dtenqsd.com Printed: 27 AUG 2018, 1:30PM [od Beam File= E:\Egnyte\ShaDTETEk-1\0PR0J-1\2O18\l8l4O--llENGlNE--ltChestnutResIdence.e. Software copyright ENERCALC, INC. 1983-2018, Build:10.I8.8.15 Licendee.: DAVID THOMAS ENGINEERING, A.Fr7 ----- - Description: RBA Load Combination Max Stress Ratios Moment Values -Shear Values - Segment Length Span # M v C C FN C j Cr Cm C t C L M lb Pb V lv F'v Length = 20.0 ft 3 0.300 0.229 0.90 1.000 1.00 1.00 1.00 1.00 0,98 11.29 822.90 2147.47 3.26 58.78 256.50 O+l'sH, LL Comb Run ('t) 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.oft 1 0.081 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3090.22 1,30 23.42 285.00 Length =6.oft 2 0.267 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.29 822.90 3084.90 3.26 58.78 285,00 Length =20.Oft 3 0.270 0.206 1.00 1.000 1.00 1.00 1.00 1,00 0.98 11.29 822.90 3045.90 3.26 58.78 285.00 sO+{i+l, LL Comb Run (L) 1.000 1.00 1.00 1.00 1.00 0.98 0,00 0.00 0.00 0.00 Length =4,oft 1 0.081 0,082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3090.22 1.30 23.42 285.00 Length =6.oft 2 0.267 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.29 822.90 3084.90 3,26 58.78 285.00 Length =20.Oft 3 0.270 0.206 1.00 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3045.90 3,26 58.78 285.00 *D+1..*l, LL Comb Run (*LL) 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length r4.01t 1 0.081 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3090.22 1.30 23.42 285.00 Length =6.0ft 2 0.267 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.29 822.90 3084.90 3.26 58.78 285.00 Length =20.oft 3 0.270 0.206 1.00 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3045.90 3.26 58.78 285.00 +O.L'*f,LL Comb Run (L') 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.oft 1 0.081 0.082 1.00 1.000 1.00 1,00 1.00 1.00 1.00 3.43 250.18 3090.22 1.30 23.42 285.00 Length =6.oft 2 0.267 0.206 1.00 1.000 1,00 1.00 1.00 1.00 1.00 11.29 822.90 3084.90 3.26 58.78 285.00 Length =20.Oft 3 0.270 0.206 1.00 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3045.90 3.26 58.78 285.00 40+1*1, LL Comb Run (L*L) 1.000 1.00 1.00 1,00 1.00 0.98 0.00 0,00 0.00 0.00 Length =4.011 1 0.081 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3090.22 1,30 23.42 285.00 Length =6.01t 2 0.267 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.29 822.90 3084.90 3.26 58.78 285.00 Length =20.oft 3 0.270 0.206 1.00 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3045.90 3.26 58.78 285.00 +04141, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.081 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1,00 3.43 250.18 3090.22 1.30 23.42 285.00 Length =6.0ft 2 0.267 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11,29 822.90 3084.90 3.26 58.78 285.00 Length =20.oft 3 0.270 0.206 1.00 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3045.90 3.26 58.78 285.00 "04.41,LL Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.oft 1 0.081 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3090.22 1.30 23.42 285.00 Length =6.oft 2 0.267 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.29 822.90 3084.90 3.26 58.78 285.00 Length 20.oft 3 0.270 0.206 1.00 1.000 1.00 1.00 1.00 1.00 0.98 11,29 822.90 3045.90 3.26 58.78 285.00 s04.r41, LL Comb Run ('L) 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.065 0.099 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3859.50 1.96 35.28 356.25 Length =6.0ft 2 0.410 0.316 1.25 1.000 1.00 1.00 1.00 1.00 0.99 21,68 1,579.72 3850.89 6.25 112.75 356.25 Length =20.oft 3 0.418 0.316 1.25 1.000 1.00 1.00 1.00 1.00 0.98 21.68 1,579.72 3783.67 6.25 112.75 356.25 .04.r41,LL Comb Run (L) 1,000 1.00 1.00 1.00 1,00 0.98 0,00 0.00 0.00 0.00 Length =4.oft 1 0.065 0.066 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3859.50 1.30 23.42 356.25 Length =6.oft 2 0,219 0.166 1.25 1.000 1.00 1.00 1.00 1.00 0.99 11.57 843.34 3850.89 3.27 59.03 356.25 Length = 20.0 ft 3 0.223 0.166 1.25 1.000 1.00 1.00 1.00 1.00 0.98 11.57 843.34 3783.67 3.27 59.03 356.25 +D+Lr4l, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.065 0.066 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3,43 250,18 3859.50 1.30 23.42 356,25 Length =6.oft 2 0.416 0.317 1.25 1.000 1.00 1.00 1.00 1.00 0.99 21.96 1,600.15 3850.89 6.26 113.00 356,25 Length =20.oft 3 0.423 0.317 1.25 1.000 1.00 1.00 1.00 1.00 0.98 21.96 1,600.15 3783.67 6.26 113.00 356.25 '+041r*l, LL Comb Run (Lu) 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.106 0,107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.59 407.60 3859.50 2.11 38.15 358.25 Length =6.oft 2 0.209 0.164 1.25 1.000 1.00 1.00 1.00 1.00 0.99 11.04 804.74 3850.89 3.25 58.55 356.25 Length =20.oft 3 0.213 0.164 1.25 1.000 1.00 1.00 1.00 1.00 0.98 11.04 804.74 3783.67 3.25 58.55 356.25 '.0'.1'*l, ILL Comb Run (L1..) 1.000 1.00 tOO 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.oft 1 0.106 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.59 407.60 3859.50 2.11 38.15 356.25 Length =6.0ft 2 0.406 0.316 1.25 1.000 1.00 1.00 1.00 1.00 0.99 21.43 1,561.56 3850,89 6.24 112.53 356.25 Length =20.oft 3 0,413 0.316 1.25 1.000 1.00 1.00 1.00 1.00 0.98 21.43 1,561.56 3783.67 6.24 112.53 356.25 'O+Lr#l, U. Comb Run (LL1 1.000 1,00 1.00 1.00 1.00 098 0,00 0.00 0.00 0.00 Length =4.oft 1 0.106 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.59 407.60 3859.50 2.11 38.15 358.25 Length =6.0ft 2 0.214 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0,99 11.32 825.17 3850.89 3.26 58.80 356.25 Length =20.oft 3 0.218 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0.98 11.32 825.17 3783.67 3.26 58.80 356.25 +0'+lr*l, U Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.oft I 0.106 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.59 407.60 3859.50 2.11 38.15 356.25 Length =6.Oft 2 0.411 0.317 1.25 1.000 1.00 1.00 1.00 1.00 0.99 21.71 1,581,99 3850.89 6.25 112.78 356.25 Length =20.oft 3 0,418 0.317 1.25 1.000 1.00 1.00 1.00 1.00 0.98 21.71 1,581.99 3783.67 6.25 112.78 356.25 '10+841 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length =4.Ofl 1 0.070 0.071 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3,43 250.18 3551.95 1.30 23.42 327.75 Length =6.oft 2 0.232 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 3544,77 3.26 58.78 327.75 TL DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence . Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Project Descr: Sheet t- of Cell: (858) 336-9902 david©dtengsd.com www.dtenqsd.com Printed: 27 AUG 2018, 1:30PM Wood Beam . File = E:\Egnyte\Sha d\DTErEA-i\0-PR0J-1\2018\1814O-lENGNE-1\Chestjiut Residence.ec6. Soitware coayiiaht ENERCALC. INC. 1983-2018.Build:10.18.8.15 Description: RB4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C I Cr Cm C CL M lb Fb V lv Pv Length =20.Oft 3 0.236 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3490.09 3.26 58,78 327.75 040.750LrO.750L'+H,LL Comb R' 1.000 1.00 1,00 1.00 1.00 0,98 0,00 0.00 0.00 0.00 Length =4.0ft 1 0,065 0.077 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3859.50 1.52 27.47 356.25 Length 6.0ft 2 0.361 0.279 1.25 1.000 1.00 1.00 1.00 1.00 0.99 19.08 1,390.52 3850.89 5.50 99.26 356.25 Length =20.Oft 3 0.368 0.279 1.25 1.000 1.00 1.00 1.00 1.00 0.98 19.08 1,390.52 3783.67 5.50 99.26 356.25 .tD+0.750Lr40.750L#l,LL Comb R 1.000 1.00 1.00 1.00 1.00 0,98 0.00 0.00 0,00 0.00 Length =4.oft 1 0.065 0.066 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3859.50 1.30 23.42 356.25 Length =6.0ft 2 0.218 0.166 1.25 1.000 1.00 1.00 1.00 1.00 0.99 11.50 838.23 3850.89 3.27 58.97 356.25 Length = 20.0 It 3 0.222 0.166 1.25 1.000 1.00 1.00 1.00 1.00 0.98 11.50 838.23 3783,67 3.27 58.97 356.25 4040,750Lr+0.750L4H,LL Comb R' 1.000 1.00 1.00 1.00 1.00 0,98 0.00 0.00 0.00 0.00 Length 4.oft 1 0.065 0.066 1,25 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3859.50 1.30 23.42 356.25 Length =60ft 2 0.365 0.279 1.25 1.000 1.00 1.00 1.00 1.00 0.99 19.29 1,405.84 3850.89 5.51 99.45 356.25 Length = 20.0 ft 3 0.372 0.279 1.25 1.000 1.00 1.00 1.00 1.00 0.98 19.29 1,405.84 3783.67 5.51 99.45 356.25 4040.750Lr40.750L*1, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.oft 1 0.095 0.097 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.05 368.25 3859.50 1.91 34.47 356.25 Length 6.0ft 2 0.210 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0.99 11.10 809.28 3850.89 3.25 58.61 356.25 Length = 20.0 ft 3 0.214 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0.98 11.10 809.28 3783.67 3.25 58.61 356.25 l'D'+0.750Lr40.7501+H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0,00 0.00 Length =4.oft 1 0.095 0.097 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.05 368.25 3859.50 1.91 34.47 356.25 Length =6.oft 2 0.358 0.278 1.25 1.000 1.00 1.00 1.00 1.00 0.99 18.89 1,376,89 3850.89 5.49 99.09 356.25 Length = 20.0 ft 3 0.364 0.278 1.25 1.000 1.00 1.00 1.00 1.00 0.98 18.89 1,376.89 3783.67 5.49 99.09 356.25 s040.750Lr40.750L4H, IL Comb Ri 1.000 1.00 1,00 1,00 1.00 0.98 0,00 0.00 0.00 0.00 Length =4.oft 1 0.095 0.097 1.25 1.000 1.00 1,00 1.00 1,00 1.00 5.05 368.25 3859.50 1.91 34.47 356.25 Length =6.oft 2 0.214 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0.99 11.31 824.60 3850.89 3.26 58.80 356.25 Length =20.olt 3 0.218 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0.98 11.31 824.60 3783.67 3.26 58.80 356.25 4040.750Lr+0.75014H, IL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.oft 1 0.095 0.097 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.05 368.25 3859.50 1.91 34.47 356.25 Length =6.0ft 2 0.362 0.279 1.25 1.000 1,00 1.00 1.00 1.00 0.99 19.10 1,392.22 3850.89 5.50 99.28 356.25 Length =20.oft 3 0.368 0.279 1.25 1.000 1.00 1.00 1.00 1.00 0.98 19.10 1392.22 3783.67 5.50 99.28 356.25 #040.7501#0.750S44, IL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.070 0.071 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3551.95 1.30 23.42 327.75 Length =6.oft 2 0.232 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 3544.77 3.26 58.78 327.75 Length =20.Oft 3 0.236 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3490.09 3.26 58.78 327.75 D0.750L40.750S+H,LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length i4,oft 1 0.070 0.071 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3551.95 1.30 23.42 327.75 Length =6.0ft 2 0.232 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 3544.77 3.26 58.78 327.75 Length =20,oft 3 0.236 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3490.09 3.26 58.78 327.75 +O0.750L+0.750Sl-1, II Comb Ri 1.000 1,00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.011 1 0.070 0.071 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3551.95 1.30 23.42 327.75 Length =6.Ott 2 0.232 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 3544.77 3.26 58.78 327.75 Length =20.Oft 3 0.236 0.179 1.15 1,000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3490.09 3.26 58.78 327.75 +0.0.7501+0.750S41, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.070 0.071 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3551.95 1.30 23.42 327.75 Length =6.0ft 2 0.232 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 3544.77 3.26 58.78 327.75 Length =20.Oft 3 0.236 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3490.09 3.26 58.78 327.75 400,750L0.750S+H, II Comb Ri 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.oft 1 0.070 0.071 1.15 1,000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3551.95 1,30 23.42 327.75 Length =6.olt 2 0.232 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 3544.77 3.26 58.78 327.75 Length =20.Oft 3 0.236 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3490.09 3.26 58.78 327.75 40'+0.750140.750S4H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.oft 1 0.070 0.071 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3551.95 1.30 23.42 327.75 Length =6.0ft 2 0.232 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 3544.77 3.26 58.78 327.75 Length = 20.0 ft 3 0.236 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3490.09 3.26 58.78 327.75 +040,7501+0.750S41, LlComb Ri 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0,00 0.00 Length =4.Oft 1 0.070 0.071 1.15 1,000 1.00 1.00 1.00 1.00 1.00 3.43 250.18 3551.95 1.30 23.42 327.75 Length =6.Oft 2 0.232 0.179 1.15 1,000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 3544.77 3.26 58.78 327,75 Length =20.oft 3 0.236 0.179 1.15 1.000 1.00 1.00 1.00 1.00 0.98 11.29 822.90 3490.09 3.26 58.78 327.15 +040,60W'41 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934,08 1.30 23.42 456.00 Length =6.0ft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 T DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet Ii of________ daviddtengsd.com www Printed: 27 AUG 2018, 1:30PM Wood Beam File = E:\Egnyte\SharedlDTETEA-1\0-PRW-1t2018\18140--1IENGINE-ltChesthut Residence.ec Software copytightENERCAlC, INC. 1902018, Build:10.18.8.I5 Description: R84 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFW C1 Cr Cm C t C1 M lb Fb V lv F'v Length =20.oft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 'D.+070E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.0 It 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0,99 3.43 250.18 4934,08 1.30 23.42 456.00 Length 6.0ft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length 20.0ft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 40+0.750Lr40.750140.450W44, LL 1.000 1.00 1,00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.01t 1 0,051 0.060 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1.52 27.47 456.00 Length =6.oft 2 0.283 0.218 1.60 1.000 1.00 1.00 1.00 1.00 0.99 19.08 1,390.52 4919.23 5.50 99.26 456.00 Length 20.0ft 3 0.290 0.218 1.60 1.000 1,00 1.00 1.00 1.00 0.97 19.08 1,390.52 4791.88 5.50 99.26 456.00 s040.750Lr+0.750L40.450W#j, IL 1.000 1,00 1,00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1.30 23.42 456.00 Length =6.Oft 2 0.170 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.50 838.23 4919.23 3.27 58,97 456.00 Length =20.Oft 3 0.175 0.129 1.60 1,000 1.00 1.00 1.00 1.00 0.97 11.50 838.23 4791.88 3.27 58.97 456.00 4040.750Lr40.750L40.450W44, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length 4.oft 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1.30 23.42 456.00 Length =6.oft 2 0.286 0.218 1.60 1.000 1.00 1.00 1.00 1.00 0.99 19.29 1,405.84 4919.23 5.51 99.45 456.00 Length =20.oft 3 0.293 0.218 1.60 1.000 1.00 1.00 1.00 1.00 0.97 19.29 1,405.84 4791.88 5,51 99.45 456.00 4D0.750Lr'0.750L'0.450W*t, IL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.075 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.05 368.25 4934.08 1.91 3447 456.00 Length =6.Oft 2 0.165 0.129 1.60 1.000 1.00 1,00 1.00 1.00 0.99 11,10 809.28 4919.23 3.25 58.61 456.00 Length 20.0ft 3 0.169 0,129 1.50 1.000 1.00 1.00 1.00 1.00 0.97 11.10 809.28 4791.88 3.25 58.61 456.00 Os0.750Lr0.750Ls0.450WH, IL 1,000 1.00 1.00 1.00 1.00 0.97 0.00 0,00 0.00 0.00 Length =4.0 ft 1 0.075 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.05 368.25 4934.08 1.91 3.4.47 456.00 Length = 6.0 ft 2 0.280 0.217 1.60 1.000 1.00 1.00 1.00 1.00 0.99 18.89 1,376.89 4919.23 5.49 99.09 456.00 Length = 20.0 ft 3 0.287 0.217 1.60 1.000 1.00 1.00 1.00 1.00 0.97 18.89 1,376.89 4791.88 5.49 99.09 456.00 +O'0.750Lr40.7501'0.450W'+1-I, LL 1,000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length 4.oft 1 0.075 0.076 1.60 1,000 1.00 1.00 1.00 1.00 0.99 5.05 368.25 4934.08 1.91 34.47 456.00 Length =6.oft 2 0.168 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.31 824.60 4919.23 3.26 58.80 456.00 Length = 20.0 ft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.31 824.60 4791.88 3.26 58.80 456.00 4040,750Lr'+0.750L"0.450W'+H, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.075 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.05 368.25 4934.08 1.91 34.47 456.00 Length 6.0ft 2 0.283 0.218 1,60 1.000 1.00 1.00 1.00 1.00 0.99 19.10 1,392.22 4919.23 5.50 99.28 456.00 Length =20.oft 3 0.291 0.218 1.60 1.000 1.00 1.00 1.00 1.00 0.97 19.10 1,392.22 4791.88 5.50 99.28 456.00 90*0.750140.750S40,450W1+4, IL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 4,0 ft 1 0.051 0,051 1.60 1.000 1.00 1.00 1.00 1.00 0,99 3.43 250.18 4934.08 1.30 23.42 456.00 Length =6.oft 2 0.167 0.129 1,60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3,26 58.78 456.00 Length 20.0ft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 40'.0,750L40,7508*0,450W*H, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.oft 1 0,051 0.051 1.60 1.000 1.00 1.00 1.00 1,00 0.99 3,43 250.18 4934.08 1.30 23.42 456.00 Length =6.Oft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3,26 58.78 456.00 Length =20.oft 3 0.172 0.129 1.60 1,000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 4090.750L+0.750S'+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.051 0.051 1,60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1.30 23.42 456.00 Length =6.Oft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822,90 4919.23 3.26 58.78 456.00 Length = 20.0 ft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0,97 11.29 822.90 4791.88 3.26 58.78 456.00 'i.D+0.750L.0,750S40,450W'sH, IL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.051 0.051 1.60 1,000 1.00 1.00 1.00 1.00 0.99 3,43 250.18 4934.08 1.30 23.42 456.00 Length =6.0ft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length = 20.0 It 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0,97 11.29 822.90 4791.88 3.26 58.78 456.00 *0.0.750L+0.750S*0.450W'*l, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1.30 23.42 456.00 Length =6.oft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length =20.0ft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 .l'040,750L.40.750S.40,450W'+H, IL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.oft 1 0,051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 130 23.42 456.00 Length =6.0ft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length =20.oft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 4O.0.750140.750S'4'0.450W*t, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.oft 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3,43 250.18 4934.08 1.30 23.42 456.00 Length =6.oft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 LTE DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineeng Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet of david@dtengsd.com www.dtenpsd.com Printed: 27 AUG 2018, 1:30PM Wood Beam . . . . File = E:\EgnytelShare lDTETEA-lGPROJ-1\2018\18140-1lENGlNE-ltCtiestnut Residence.ec6 Softwareconyriaht ENERCALC. INC. 19812018, 8000,18.8.15 Description : RB4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C CL M lb F'b V iv F'v Length =20.oft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1,00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 "O0.750L+0.750S+0.5250E-*4, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.051 0,051 1.60 1.000 1.00 1,00 1.00 1.00 0.99 3.43 250,18 4934.08 1.30 23.42 456.00 Length 6.0ft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length =20.oft 3 0,172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 +0+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1.30 23.42 456.00 Length =6.oft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length =20.oft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 +0+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.oft 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1.30 23.42 456.00 Length 6.Oft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length =20.0ft 3 0.172 0.129 1.60 1,000 1,00 1,00 1.00 1.00 0.97 11.29 822.90 4791.88 3,26 58.78 456.00 +0+0.750L+0.750S+0.5250E*1, LL 1.000 1.00 1.00 1.00 1.00 0.97 0,00 0.00 0.00 0.00 Length =4.0ft 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1.30 23.42 456.00 Length 6.0ft 2 0.167 0.129 1.60 1,000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length =20.0ft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 +0+0.750L+0.750S+0.5250E*I, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =4.0f1 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1.30 23.42 456.00 Length =6.0ft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length =20.oft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 's0O,750L0.750S+0.5250E#l, LL 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0,00 0.00 0.00 Length =4,0ft 1 0.051 0.051 1.60 1.000 1.00 1.00. 1.00 1.00 0.99 3.43 250.18 4934.08 1.30 23.42 456.00 Length =6.oft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.29 822.90 4919.23 3.26 58.78 456.00 Length =20.0ft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0,97 11.29 822.90 4791.88 3.26 58.78 456.00 4040.750L40,750S40.5250E44, LL 1,000 1,00 1,00 1.00 1.00 0,97 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.051 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.43 250.18 4934.08 1,30 23.42 456.00 Length =6.oft 2 0.167 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0,99 11.29 822.90 4919.23 3.26 58.78 456.00 Length 20.0ft 3 0.172 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.29 822.90 4791.88 3.26 58.78 456.00 +0.60D+0,60W+0.60H 1.000 1.00 1.00 1.00 1.00 0,97 0.00 0.00 0.00 0.00 Length =4.01t 1 0.030 0.031 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.06 150.11 4934.09 0.78 14.05 456.00 Length =6.0ft 2 0.100 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.77 493.74 4919.23 1.96 35.27 456.00 Length =20.Oft 3 0.103 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.97 6.77 493.74 4791.88 1,96 35.27 456.00 .0.60D+0.70E460H 1.000 1.00 1.00 1.00 1.00 0,97 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.030 0,031 1.60 1.000 1,00 1.00 1.00 1.00 0.99 2.06 150.11 4934.08 0.78 14.05 455.00 Length =6.oft 2 0.100 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.77 493.74 4919.23 1.96 35.27 456.00 Length =20.oft 3 0.103 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.97 6.77 493.74 4791.88 1.96 35.27 456.00 Overall Maximum Deflectións Load Combination Span Max. '- Dell Location In Span Load Combination Max. + Defi location in Span +O-'Lr"+l, LL Comb Run (L*..) 1 0.1236 0.000 0.0000 0.000 2 0.0000 0.000 +04.r+H, LL Comb Run (L1) -0.0495 3.328 .0+1r*l, LL Comb Run (LL) 3 0.5763 11.092 0.0000 3.328 Vertical Reactions. • . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 0vera11 MAXimum 3,736 11.721 4.570 Overall MINimum 0.514 5.407 2.179 1.492 5.900 2.377 404LH, LL Comb Run (*1.) 1.492 5.900 2.377 404.44, IL Comb Run (*L*) 1.492 5.900 2,377 40+141, IL Comb Run (11) 1.492 5.900 2.377 +04.44, LL Comb Run (L") 1.492 5.900 2.377 404.44, LL Comb Run (L*L) 1.492 5.900 2.377 +0+1*1, LL Comb Run (LLJ 1.492 5.900 2.377 LL Comb Run (ILL) 1.492 5.900 2.377 404.r#I, LL Comb Run (DL) -0,239 10.850 4.557 +D4.r#4, LL Comb Run (I..) 2.255 6.771 2.363 -+04.r41,LL Comb Run (LL) 0.524 11.721 4.543 +04r41, LL Comb Run (L) 2.973 5.486 2.389 DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence TDE Structural Engineeng Services Engineer: David Thomas, SE. Office: (858) 201-3072 Project ID: 18140 Project Descr: Sheet of Cell: (858) 336-9902 david@dtengsd.com ........www.dtenqsd.com Printed: 27 AUG 2018, 1:30PM Wood Beam . File= E:lEgnyte\ShaDTETEA-1\0-PROJ-1201811814O---1\ENGINE-1\ChestnutResidence.ec6. Softeaie copyiigtit ENERCALC, INC. 1983-2018, Bujld:10.18.8.15 Liceh§ee:: DAVID THOMAS: ENG[ -.---- Descnplion: R134 Vertical Reactions . . Support notation: Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 D'+t.r'*I, LL Comb Run (L'L) 1.242 10.436 4.570 -___________________________ 'O+Lr'*t, LL Comb Run (LL) 3.736 6.357 2.375 +Oir'.H, LI. Comb Run (LIL) 2.006 11.307 4.556 1.492 5.900 2.377 4040.750Lr40.750I.4H, LL Comb Run ( 0.193 9.613 4.012 *00.750Lr-0.750L"H, LL Comb Run ( 2.064 6.553 2.366 +0+0.7501r40.750L41, LI. Comb Run ( 0.766 10.266 4.002 4O0.750Lr0,750L*I, LI. Comb Run (L 2.603 5,590 2.386 40+0.7501-r40.7501-4H, LL Comb Run (L 1.305 9.302 4.021 +0+0.750Lr40,750141, LL Comb Run (I. 3.175 6.243 2.375 4O+0.750Lr0,750L#I, IL Comb Run (L 1.877 9.955 4.011 40*0.750140,750844-I, LI. Comb Run (' 1.492 5.900 2.377 +0'0.750L'0.75054ff, LL Comb Run ('1 1.492 5.900 2,377 40'+0.750L'+0.7505-44-f, LI. Comb Run ('1 1.492 5.900 2.377 40'+0.750L40,750S*t, LL Comb Run (L' 1.492 5.900 2.377 00.750L0.750S41, LI. Comb Run (I.' 1.492 5.900 2.377 4040.750L+0.7505#1, LL Comb Run (LI. 1.492 5.900 2.377 4040.750L40.750S4H, LI. Comb Run (LL 1.492 5.900 2.377 4040.60W41 1.492 5.900 2.377 ++0,70E4I 1.492 5.900 2.377 +O+0.750Lr'+0.750Li0.450W4l, LI. Comb 0.193 9.613 4.012 4040,750Lr+0.7501'*0.450W41, LI. Comb 2.064 6.553 2,366 40'+0,750Lr40.750140.450W41, LI. Comb 0.765 10.266 4,002 4040,750Lr40.750L-f0.450W#I, U. Comb 2.603 5,590 2.386 +D.'0.750Lr4O.750L.0.450W+H, LL Comb 1.305 9.302 4.021 +O'+0.750Lr40.750L-0,450W44, LI. Comb 3.175 6.243 2.375 O0,750Lr0.750L40.450W4I, IL Comb 1.877 9.955 4.011 +00.750L40,750S'+0.450W41, LL Comb 1,492 5.900 2.377 4040,750L40,75094450W4H, LL Comb 1.492 5.900 2.377 +O'+0,750L40,750S+0.450W4, LI. Comb 1.492 5.900 2.377 +'+0.750L0,750S40,450W4I, LL Comb 1.492 5.900 2.377 440.750L40,750S.0,450W4l, LL Comb 1.492 5.900 2.377 40+0.750L40.750S+0.450W+H, LI. Comb 1.492 5.900 2.377 4D'+0,750L'.0.750S40,450WH, LI. Comb 1.492 5.900 2.377 -"D'0,750L.0.750S0.5250E4I, LI. Comb 1.492 5.900 2.377 #D'0.750L-40,750S40,5250E44, LI. Comb 1,492 5.900 2.377 +Ot0.750L40.750&'0.5250Es4-1, LI. Comb 1.492 5.900 2.377 +D'0.750L+0.750S+O.5250E4f, LL Comb 1.492 5.900 2.377 O"O.750L40.750S'0,5250E#1, LI. Comb 1.492 5.900 2.377 +O+0.750L0.750S40.5250Eeft, LI. Comb 1.492 5.900 2.377 +O't0.750140.750S40,5250E41, LI. Comb 1.492 5.900 2.377 40.60D40.60W40.60H 0.895 3.540 1.426 0.60D-.0.70E'0.60H 0.895 3.540 1.426 D Only 1.492 5.900 2.377 Lr Only, IL Comb Run ("L) -1.731 4.950 2.181 I.r Only, LL Comb Run ('L') 0.763 0.871 -0.014 Lr Only, IL Comb Run ('IL) -0.967 5.821 2.167 Lr Only, IL Comb Run (I.") 1.482 -0.414 0.012 Lr Only, LI. Comb Run (LL) -0.249 4.536 2.193 Lr Only, LI. Comb Run (IL') 2.245 0.457 -0.002 Lr Only, LI. Comb Run (ILL) 0.514 5.407 2.179 I. Only, LI. Comb Run ("I.) L Only, LI. Comb Run ('L) I. Only, LI. Comb Run ('LL) I. Only, LI. Comb Run (I") I. Only, LI. Comb Run (I.'L) I. Only, LI. Comb Run (LI.') I. Only, LL Comb Run (LLL) S Only W Only L1L DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 daviddtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 ,- Project Descr: Sheet it) of Printed: 27 AUG 2018, 1:30PM Wood Beam E:\Egnyte\Sha DTETEA-1-PROJ-120lB\1B140-1ENGINE-1\Chestnut Residence.ec6 Software convriuht ENERCALC. INC. 1983-2018, 8u11d:10.18.8.15 Description: RB4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Supportl Support2 Support Support4 H Only T DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet of Structural Engineering Services Engineer: David Thomas, SE. daviddtengsd.com .........www.dtengsd.com Printed: 27 AUG 2018, 2:05PM Wood Beam . . File=E:\Egnyte\SharedlDTETEA-'10-PROJ-l\2O18\18140--1lENGINE-l\Ches!nutResidence.ec6 Software copyright ENERCAIC, INC. 1983-2018, 8u11d:10.18.8.15 I Description: RB-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3100 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3100 psi Ebend- xx 2000 ksi Fc - Pril 3000 psi Eminbend -xx 530120482ksi Wood Species : Boise Cascade Fc - Perp 750 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285 psi Ft 1950 psi Density 41.75pc1 Beam Bracing : Completely Unbraced 0(2.377) ,Lr(2.193) 5.2501.875 Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 2.377, Lr = 2,193 k @3.0 ft, (RB-4) .. . . DESIGN SUMMARY .. _____________ . Maximum Bending Stress Ratio = 0.30a I Maximum Shear Stress Ratio = 0.259 : I Section used for this span 5.25x11.875 Section used for this span 5.25x41.875 fb:Actual = 1,114.90psi fv:Actual = 92.41 psi FB : Allowable 3,719.70psi Fv : Allowable = 356.25 psi Load Combination +D+Lr4-I Load Combination +D+Lr+H Location of maximum on span = 3.036ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.122 in Ratio = 1578 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.271 in Ratio = 707 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios M V C c FN C Cr 9044 Length = 16.0 ft 1 0.219 0.193 0.90 1.000 1.00 1.00 1.000 1.00 1.00 Length r 16.0 ft 1 0,198 0,174 1.00 1.000 1.00 1.00 40+1r41 1.000 1.00 1.00 Length 16.Oft 1 0.300 0,259 1.25 1.000 1.00 1.00 40+S#I 1.000 1.00 1.00 Length =16.Ott 1 0.173 0.151 1.15 1.000 1.00 1.00 4040.750Lr40.7501.4F1 1.000 1.00 1.00 Length =16.oft 1 0.265 0.229 1.25 1,000 1.00 .1.00 '0+0.750L+0.750SsH 1.000 1.00 1.00 Cm C t CL Moment Values M lb Pb V Shear Values fvFi 0.00 0.00 0.00 0.00 1.00 1.00 0.98 6.13 596.50 2722.05 2. 49,54 256.50 1.00 1.00 0.98 0,00 0.00 0,00 0.00 1.00 1.00 0.97 6.13 596,50 3012,12 2.06 49.54 285.00 1.00 1.00 0.97 0.00 0.00 0.00 0,00 1.00 1.00 0.96 11.46 1,114.90 3719.70 3.84 92.41 356,25 1.00 . 1.00 0.96 0.00 0.00 0.00 0.00 1.00 1.00 0.96 6.13 596.50 3440.02 2.06 49.54 327.75 1.00 1.00 0.96 0.00 0,00 0.00 0.00 1.00 1.00 0.96 10,13 985.30 3719.70 3.40 81.69 356.25 1.00 1.00 0.96 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 . Project ID: 18140 "2.2' ¶jb Cell: (858) 336-9902 Project Descr: Sheet of david@dtengsd.com www.dtengsd.com . Printed: 27 AUG 2018. 2:05PM Wood Beam . . . File = E:EgnytelShared'iDTETEA-1\0-PR0J-1\2O18\1814O---1\ENGlNE--1Cl1esthut Residence.ec6. Software copyright ENERCALC, INC. 1983-2018, Bild:10.1$.8.15 . I Description: RB-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment LengthSpan # M V Cd C EN C i CrC10 C I. CL M lb Fb v lv F'v Length= 16.0 It 1 0.173 0.151 1.15 1.000 1.00 1.00 1.00 1.00 0.96 6.13 596.50 3440.02 2.06 49.54 327.75 *0'+0,60W41 1.000 1.00 1,00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.128 0.109 1.60 1.000 1.00 1.00 1.00 1.00 0.94 6.13 596.50 4652.66 2,06 49.54 456.00 +090.70E4H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.128 0.109 1.60 1.000 1.00 1.00 1.00 1.00 0.94 6.13 596.50 4652.66 2.06 49.54 456.00 +0'.0,75OL+O,750L40,450W41 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length =16.oft 1 0.212 0.179 1.60 1.000 1.00 1,00 1.00 1.00 0.94 10.13 985.30 4652.66 3.40 81.69 456.00 040.750L+0.750S+0.450W#t 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length =16.Oft 1 0.128 0.109 1.60 1.000 1.00 1.00 1.00 1.00 0.94 6.13 596,50 4652.66 2.06 49.54 456.00 .+0.+0,7501*0,750S.+0,5250E41 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.128 0.109 1.60 1.000 1.00 1.00 1.00 1.00 0.94 6.13 596.50 4652.66 2.06 49.54 456.00 40,60D40,60W'0,60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.077 0.065 1.60 1.000 1.00 1.00 1,00 1.00 0.94 3.68 357.90 4652.66 1.24 29.72 456.00 40.60D+0.70E.0.60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.077 0.065 1.60 1,000 1.00 1.00 1.00 1.00 0.94 3.68 357.90 4652.66 1.24 29,72 456.00 Overall Maximum. Deflections Load Combination Span Max. - Deft Location in Span Load Combination Max. + Deft Location In Span 404.r+H 1 0.2714 7.007 0.0000 0.000 Vertical ReactiOns . . . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.858 1.001 Overall MiNimum 1.782 0.411 4044 2.076 0.590 2.076 0,590 3.858 1.001 2.076 0.590 +D40,750Lr'0,750L4H 3.412 0.899 4040.750L+0,750S#i 2.076 0.590 4040.60W+H 2.076 0.590 +0+0.70E44 2.076 0.590 4040.750Lr40.750L40.450W44 3.412 0.899 4040.750L40.750S40.450W#4 2.076 0.590 4040.750L40.750S40.5250E4f1 2.076 0.590 40,60D40,60W40.60H 1,246 0.354 460D40.70E40.60H 1.246 0.354 D Only 2.076 0.590 LrOnly 1.782 0.411 L Only S Only WOnty E Only H Only Job - Chestnut Residence 18140 Sheet No. 2-'? of QO _____________ Calculated by DT Date David Thomas Engineering Beam Design DESIGN LEVEL: SR' ROD f9-PM -& L LABEL: F' - SPAN = 0 FT. 7O N W2 = P1 = P2= USE: 14YL1'I 8VLA+4 GRADE: 3?1100 C: "it lull o RL = lbs. RR =__ lbs VmAx = 2, t00o lbs. E = 2,000 ksi ALT: GRADE: C: MMAX = I' ,1 ft-lbs. lREQD = in4 LABEL: .?J_ SPAN= _____FT. W2 = 1417 JT J,'A11 P1 P2 = Rt.=_lbs. RR t91 -tU lbs USE: ç9t/t__6 "Vl,A-M GRADE: 'Z',_1)0 C: lbs. E = 2,00 D ksi ALT: GRADE: C: MmAx = 2-'1 i5 ft-lbs. IREOD = - fl4 LABEL: SPAN= 2v7.FT. r1 \ ()+ (To s -n )+(o?sr(Io) ii'rP V'Iz f1I C (1 p) () 4o' __- _'. r (l,I 41 010 LP7 c(2,45LtF -1T1 2q r[(i )(,')( ()-) -)(, ) .$;,4 URL 20,(7 lbs. RR = 2-0, A0% lbs USE: \'4_I__t (., GRADE: 9, 'OC: — VMAx r lbs. E = 2-i,boO ksi ALT: GRADE: C: _____ MMAX=11I1_ft-lbs. 'REQ'D _____ fl4 DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858)201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet of davidcdtengsd.com .....wLdtenqsd.com Printed: 27 AUG 2018, 5:04PM Wood Beam . File= E:\Egnyte\Sha DTETEA-t\0-PROJ-1\2018\18140--l\ENGINE-1\Chestnut Resldence.ec67"T' Softwaie copyright ENERCAI.C, INC. 1983-2018, Buitd:10.18.8.15 I Description: FB-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material ProDerties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Beam Bracing : Completely Unbraced Fb + 3100 psi E: Modulus of Elasticity Eb- 3100 psi Ebend-xx 2000ks1 Fc - PrIl 3000 psi Eminbend - xx 530120482 ksi Fc - Perp 750 psi Fv 285 psi Ft 1950 psi Density 41.75pcf 14 5.25x1 1.875 F Span =16.oft •1 Applied Loads . . . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to toads Uniform Load: 0 = 0.030, Lr = 0.020 ksf, Tributary Width = 7.0 It DESIGN SUMMARY .• . Maximum Bending Stress Ratio = 0,3081 Maximum Shear Stress Ratio = 0.176 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb:Actual 1,145.49ps1 fv:Actual = 62.57 psi FB : Allowable 3,719.70psi Fv: Allowable 356.25 psi Load Combination +D+1r+H Load Combination +04.r+H Location of maximum on span = 8.000ft Location of maximum on span = 15.066 It Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.142 in Ratio = 1354>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.373 in Ratio = 515>=240 Max Upward Total Deflection 0.000 in Ratio = '0<240 Maximum Forces & Stresses for Load -Combinations Load Combination Max Strew Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V N F'v 4041 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.261 0.151 0.90 1.000 1.00 1.00 1.00 1.00 0.98 7.30 709.80 2722.05 1.61 38.77 256.50 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =16.Oft 1 0,236 0.136 1.00 1.000 1.00 1.00 1.00 1.00 0.97 7.30 709.80 3012.12 1,61 38.77 285.00 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.308 0.176 1.25 1.000 1.00 1.00 1.00 1.00 0.96 11.78 1,145.49 3719.70 2.60 62.57 356.25 "0+844 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.206 0.118 1.15 1.000 1.00 1.00 1.00 1.00 0.96 7.30 709.80 34.40.02 1.61 38.77 327.75 .4)'+0.750Lr+0750L41 1,000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length =16.oft 1 0.279 0.159 1.25 1.000 1.00 1.00 1.00 1.00 0.96 10.66 1,036.57 3719.70 2.35 56.62 356.25 '0"0.750L+0.750S44 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 L..I...... DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 I) B Cell: (858) 336-9902 david@dtengsd.com Project Title: Chestnut Residence Engineer: David Thomas S.E. Project ID: 18140 Project Descr: Sheet Printed: 27 AUG 2018, 5:04PM Wood. Beam File EAEgnyteShared\DTETEA-10-PR0J-I\2018\1814O-1\ENGINE--1\Chestnut Residence.ec6 SoftareoyriahtENERCALC, INC. 1983-2019, 8uild:10.18.8.15 Description: FBA Load Combination Max Stress Ratios Moment Values Shear Values SegmentLength Span# M V Cd CFN C' Cr Cm C1 CL M fo Pb V fv F'v Length = 16.0 ft 1 0.206 0.118 1.15 1.000 1.00 1.00 1.00 1,00 0.96 7.30 709.80 3440.02 1.61 38.77 327.75 .0+0.60W4H 1.000 1.00 1.00 1.00 1.00 0,96 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.153 0.085 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.30 709.80 4652,68 1.61 38.77 456.00 +040,70E*I 1,000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length =16.Oft 1 0.153 0.085 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.30 709.80 4652.66 1.61 38.77 456.00 O'.0,750Lr4O.750L40,450W4l 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length= 16.0 It 1 0.223 0.124 1.60 1.000 1.00 1.00 1.00 1.00 0.94 10.66 1,036.57 4652.66 2.35 56.62 456.00 +O40.750L40.750S0,450W4l 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0,00 0.00 Length =16.oft 1 0.153 0.085 1.60 1.000 1,00 1.00 1.00 1.00 0.94 7.30 709,80 4652,66 1.61 38.77 456.00 +O0.750L40.750S40.5250E4H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0,00 0.00 0.00 Length = 16.0 ft 1 0.153 0.085 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.30 709.80 4652.66 1.61 38.77 456.00 40,60040.60W40,60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0,00 Length= 16.0 ft 1 0.092 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.94 4.38 425.88 4652.66 0.97 23.26 456.00 '+0,60D'+0,706'+0,60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.092 0.051 1.60 1.000 1.00 1.00 1.00 1.00 0.94 4.38 425.88 4652.66 0.97 23.26 456.00 Overall Maximum Deflections Load Combination Span Max.'-! Deft Location in Span Load Combination Max. '+ Dell Location In Span +04,r+H 1 0.3726 8.058 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support I Support 2 Overall MAXimum 2.945 2.945 Overall MiNimum 1.120 1.120 1.825 1.825 O4L*I 1.825 1.825 2.945 2.945 1.825 1.825 'O40,750Lr0.750L41 2,665 2.665 +040,750L+0,750541-I 1.825 1.825 #040.60W+H 1.825 1.825 s'O'+0.70E4H 1.625 1.825 4040.750Lr40.750L+0,450W+tl 2.665 2.665 4D40.750L40.750540.450W#1 1.825 1.825 4O0,750L40.750S40,5250E#i 1.825 1,825 40.60D40,60W40,60H 1.095 1.095 +0.60D+0.70E+0.60H 1.095 1.095 D Only 1.825 1.825 LrOnly 1.120 1.120 LOnly S Only W Only E Only H Only TE DAVID THOMAS ENGINEERING, APC Structural Engineeng Services Office: (858) 201-3072 Cell: (858) 336-9902 davtd@dtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet 21.9 of Printed: 30 AUG 2018, 11:44AM Wood Beam . File = E:\EgnyteSha DTTEA-1PROJ-1\2Ot8\1814O--1\ENGlNE-1Cheatnut Residen.ec6 Software copyright ENERCALC, INC. 1983-2018, 8ui1d:10.18.1125 Description: FB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb 3,100.0 psi E Modulus of Elasticity Load Combination ASCE 7.10 Fb- 3100.0 psi Ebend-xx 2,000.0ksi Fc - Piil 3,000.0 psi Eminbend - xx 1 ,036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0399) L(O.0532 5.25x16 Span = 21.0 ft Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0070 ksf, Extent = 6.0 ->> 21.0 ft, Tdbutary Width = 9.0 ft Uniform Load: D = 0.020, is = 0.020 ksf, Extent = 6.0 ->> 21.0 It, Tributary Width = 13.0 ft Uniform Load: 0 = 0.030, L = 0.040 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY •: . Maximum Bending Stress Ratio = 0.4371 Maximum Shear Stress Ratio 0.273 :1 Section used for this span 5.25x16 Section used for this span 5.25x16 fb : Actual = 1,640.67 psi fv : Actual = 97.38 psi FB : Allowable = 3,753.10psi Fv: Allowable 356.25 psi Load Combination -'-D+Lr-'-H Load Combination +D+Lr+H Location of maximum on span = 11.266ft Location of maximum on span 19.697 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.260 in Ratio = 968 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.662 in Ratio = 380 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C C FN C i Cr Cm C CL Moment Values M fb Fb V Shear Values fv Fv +0*1 0,00 0.00 0.00 0.00 Length 21.Ott 1 0.368 0.229 0.90 0.969 1.00 1.00 1.00 1.00 1.00 18.54 993.17 2702.23 3.28 58,66 256.50 404.41 0,969 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.oft 1 0.383 0.236 1.00 0.969 1.00 1.00 1.00 1.00 1.00 21.46 1,149.64 3002.48 3.77 67.39 285.00 4041J4H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 It 1 0.437 0.273 1.25 0.969 1.00 1.00 1.00 1.00 1.00 30.63 1,640.67 3753.10 5.45 97.38 356.25 404841 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 LD J_AE Cell: (858) 336-9902 davIddtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 ,- Project Descr: Sheet fr1 of Printed: 30 AUG 2018. 11:44AM Wood Beam . . . = Residence.ec6. SoftarecopyiightENERcALC, INC. 1983-2018, 9uild:10.18.8.25 Description: FB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C Cr Cm C CL M fb F'b V fv Fy Length = 21.0 ft 1 0.288 0.179 1.15 0.969 1.00 1.00 1.00 1.00 1.00 18.54 993.17 3452.85 3,28 58.66 327,75 40'+0.750Lr#0.750L#4-1 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.oft 1 0.425 0.265 1.25 0.969 1.00 1.00 1.00 1.00 1.00 29.79 1,596.03 3753.10 5.28 94.25 356.25 +00.750L40.750S+l-1 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.oft 1 0.322 0.199 1.15 0.969 1.00 1.00 1.00 1.00 1.00 20.73 1,110.50 3452.85 3.65 65.21 327.75 4040.60W4fI 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length :21.oft 1 0.207 0.129 1,60 0.969 1.00 1.00 1.00 1.00 1.00 18,54 993.17 4803.96 3.28 58.66 456.00 +0+0.70E*I 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.207 0.129 1.60 0.969 1.00 1.00 1.00 1.00 1.00 18,54 993.17 4803.96 3.28 58.66 456.00 "0+0,750Lr0.750L+0,450W.4-1 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.0ft 1 0.332 0.207 1.60 0.969 1.00 1.00 1.00 1.00 1.00 29.79 1,596.03 4803.96 5.28 94.25 456.00 0+0.750L'0,750S+0.450W#1 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.231 0.143 1.60 0.969 1.00 1.00 1,00 1.00 1.00 20.73 1,110.50 4803.96 3.65 65.21 456.00 . 0+0.750L+0.750S+0.5250E4H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =21.oft 1 0.231 0.143 1.60 0.969 1.00 1.00 1.00 1,00 1.00 20.73 1,110.50 4803.96 3.65 65.21 456.00 0.60040.60W40.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.Oft 1 0.124 0.077 1.60 0.969 1.00 1.00 1.00 1.00 1.00 11.12 595.90 4803.96 1.97 35.19 456.00 +0.60D40.70E'0,60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21 .0 ft 1 0.124 0.077 1.60 0.969 1.00 1.00 1.00 1.00 1.00 11.12 595.90 4803.96 1.97 35.19 456.00 Overall Maximum Deflections Load Combination Span Max. '- Dell Location in Span Load Combination Max. + Dell Location in Span +0'+Lr4l 1 0.6625 10.807 0.0000 0.000 Vertical Reactions Support notaon : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 3.869 6.296 Overall MiNimum 0.559 0.559 4041 2.405 3,789 404L41 2.964 4.348 40Lr4H 3.798 6.296 40+S#1 S 2.405 3.789 l040.750Lr40,750L4H 3.869 6.089 4040,750L40.750541 2.824 4.208 #040.60W41 2.405 3.789 40'+0.70E41 2.405 3.789 4090.750Lr40.750L+0.450W4H 3.869 6.089 90+0,750L90,750540.450W4H 2.824 4.208 040.750L0.750S40.5250E4H 2.824 4.208 40.60.0.60W-.0.601-1 1,443 2.274 40,60D40.70E40.60H 1.443 2,274 D Only 2.405 3.789 Lr Only 1.393 2.507 L Only 0.559 0.559 S Only W Only EOnly H Only T E . Cell: (858) 336-9902 DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 e7 V Project Descr: Sheet of daviddtengsd.com ........www.dtengsd.com Printed: 27 AUG 2018, 5:22PM Steel Beam File= E:Egnyte\Sh edDTETEA-1\0-PROJ-1\2O18l814O-1\ENGINE-1\Clesthut Resldence.ec6. I Software copyiightENERCALC, INC. 1902018, Build:10.18.8.15 Description: FB.3 wl SEISMIC CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ITQJ 11TT . Span = 23.50 ft Applied Loads . . . . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.030 ksf, Tributary Width = 10.0 ft, (TOP-HUNG DOOR) Uniform Load: D = 0.0160 ksf, Tributary Width= 9.0 ft, (WALL ABOVE) Uniform Load: D =0.030, L 0.040 ksf, Tributary Width = 10.50 ft Uniform Load: D =0.020, Lr = 0.020 ksf, Extent= 9.0 ->> 14.50 ft, Tributary Width = 6.0 It, (UPPER ROOF) Uniform Load: 0 = 0.010 ksf, Extent = 9.0—>> 14.50 ft, Tributary Width 4.50 It, (UPPER ROOF STUCCO) Point Load: D =0.3650, Li = 0.2920 k 5.50 ft Point Load: D =0.7720, Lr = 0.540 k @ 9.0 ft, (RB-2) Point Load: E = 12.758 k @ 9.0 It, (SW. OVERTURNING) Point Load: 0 = 0.7720 Lr = 0.540k © 14.50 It, (RB-2) Point Load: E = -12.758k @ 14.50 It, (SW. OVERTURNING) Point Load: D = 3.704, Li = 2.507, L = 0.5586k @ 13.0 It, (FB-2) Point Load: D =1.825, Lr= 1.120k @13.0 ft, (FB-1) Point Load: D =0.3190, Li = 0.2450k @14.50 ft - ..DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Project Descr: Sheet '2.0 of 90 Cell: (858) 336-9902 daviddtengsd.com ...............www.dtenqsd.com Printed: 27 AUG 2018, 5:22PM Steel Beam . . . He= E:\Eg eShared\DTETEA-1\O-PROJ-1\20l8\18140-1\ENGlNE-1\Chesthut Resi(Fence.ecli Software copyiight ENERCALC, INC. 19812018, Build:10.18.11I5 I Description: FB-3 wl SEISMIC DESIGN SUMMARY Maximum Bending Stress Ratio = 0.414: 1 Section used for this span WI 2x96 Ma: Applied 151.719k-ft Mn I Omega: Allowable 366.766 k-ft Load Combination -D+0.750Lr0.750L'+H Location of maximum on span 12.959 ft Span # where maximum occurs Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs I1flhI.x 0.149 : 1 WI2x96 20.868 k 139.70 k +D-+0.750Lr+0.750L-*.H 23.500 ft Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for 0.131 in Ratio= 2,160>z350 -0.021 in Ratio= 13,701 '350 0.585 in Ratio = 482 >=240 0.000 in Ratio = 0 <240 Combinations Load Combination Max Stress Ratios Summary of Moment V ar Values Segment Length Span # M V Mrnax + Mmax - Ma Max Mnx Gb Rm VaMax VnxfOmega Dsgn. L = 23,50 ft 1 0.285 0.105 104.43 104.43 612.50 366.77 1.20 1.00 14.61 209.55 139.70 0+14+1 Dsgn. L= 23.50k 1 0.372 0.142 136.35 136.35 612.50 366,77 1.19 1.00 19.86 209.55 139.70 4041(4+1 Dsgn. L= 23.50ft 1 0.370 0.127 135.56 135.56 612.50 366.77 1.22 1.00 17.71 209,55 139.70 +04S4+1 Dsgn. L= 23.50k 1 0.285 0.105 104.43 104,43 612.50 366.77 1.20 1,00 14.61 209.55 139.70 -'0+0,750Lr+0.750L+H Dsgn. L = 23.50 ft 1 0,414 0.149 151.72 151.72 612.50 366.77 1.21 1.00 20,87 209.55 139.70 +0e0.750L0.750S4l Dsgn. L = 23.50 ft 1 0.350 0.133 128.37 128.37 612.50 366.77 1.19 1.00 18.55 209.55 139.70 +O+0.60W+H Dsgn. L = 23.50 It 1 0.285 0.105 104.43 104.43 612.50 366.77 1.20 1.00 14.61 209.55 139.70 +040,70E++1 Dsgn. L = 23.50 ft 1 0.300 0.116 110.18 110.18 612.50 366.77 1.25 1.00 16.23 209.55 139.70 -.0-0.70E41 Dsgn. L = 23.50 It 1 0.315 0.120 115,67 115.67 612.50 366.77 1.30 1.00 16.70 209.55 139.70 +040.750Lr40.750L40.450W4F1 Dsgn. L= 23.50k 1 0.414 0.149 151.72 151.72 612.50 366.77 1.21 1.00 20.87 209.55 139.70 40+0.750L+0.750S+0.450W41 Dsgn.L= 23.50k 1 0.350 0.133 128.37 128.37 612.50 366.77 1.19 1.00 18.55 209.55 139.70 0+0.750L+0.750S0.5250E4l Dsgn. L= 23.50f1 1 0.350 0.140 128.31 128.31 612.50 366.77 1.19 1.00 19.60 209.55 139.70 '0'0.750L0.750S-0.5250E4l Dsgn. L = 23.50k 1 0.368 0.144 134.84 134.84 612.50 366.77 1.24 1.00 20.11 209.55 139.70 +0.60D+0,60W+0.60H Dsgn. L= 23.50 ft 1 0.171 0.063 62.66 62.66 612.50 366.77 1.20 1.00 8.77 209,55 139.70 +0.60D+0.70E+0.60H Dsgn. L= 23.50k 1 0.201 0.076 73.63 73.63 612.50 366.77 1.35 1.00 10.58 209.55 139.70 .0.60D-0.70E+0.60H Dsgn. L= 23.50k 1 0.210 0,078 76.93 76.93 612.50 366.77 1.40 1.00 10.86 209.55 139.70 Overall Maximum Deflections. . Load Combination Span Max. - Deft Location in Span Load Combination Max. + Deft Location in Span 40'+0.750Lr+0.751+0.4.50W+l-1 1 0.5847 11.884 0.0000 0.000 Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 20.139 20.868 Overall MiNimum 2.808 2.986 +0+H 14.144 14.613 19.329 19.857 +O+1r41 16.952 17.709 14.144 14.613 +00.75O1x+0.750L4l 20.139 20.868 +00.750L+0.750S#I 18.033 18.546 +D+0.60W+H 14.144 14.613 +0+0.70E41 16.234 12.523 +0-0.70E+H 12.054 16.703 +0+0.750Lr+0.750t*0.450W+H 20.139 20.868 w DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 daviddtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 e~aProject Descr: Sheet of RD- Printed: 27 AUG 2018, 5:22PM I Steel Beam S rue uuyteuweuui It I Iw-rre.M IIU lOt lo I44J II3tIlC IW.4I0bUIUI Software copyright ENERCALC, INC. 1983-2018. Build:1O.18.8.15 Description: FB-3 wl SEISMIC Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support I Support 2 +0.+0.756L.+0.750 OW+H 18.033 18.546 +O.0.750L'+0.7508+0.5250E4( 19.600 16.978 +0-.0.750L-+0.750S-O.5250EiH 16.465 20.113 +0.60040.60W.0.60H 8.486 8.768 #0.60040.70E40.60H 10.577 6.678 40.60D-0.70E40.60H 6.396 10.858 DOnly 14.144 14.613 Lr Only 2.808 3.096 L Only 5.185 5,244 S Only W Only E Only 2.986 -2.986 E Only * -1.0 -2.986 2.986 H Only DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence / 7 Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Project Descr: Sheet ___ of Cell: (858) 336-9902 david@dtengsd.com ........www.dtengsd.com Printed: 27 AUG 2018, 5:21 PM Softare copyrihtC, INC. 192OlaOuiId:1O&5i Steel Beam . File E:\Egnyte\ShaiedtDTETEA-1\O-PROJ-1\.2018\18140--1IENGlNE-1\Chestnul Resid T Description: FB-3 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Mãteriál Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending TTIII.III:::TT L1 :.:: zi.: W12x96 Span = 23.50 ft Applied Loads . . . Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to toadinq Uniform Load: D = 0.030 ksf, Tributary Width = 10.0 ft, (TOP-HUNG DOOR) Uniform Load: D = 0.0160 ksf, Tributary Width = 9.0 ft, (WALL ABOVE) Uniform Load: D =0.030, L = 0.040 ksf, Tributary Width = 10.50 ft Uniform Load: D =0.020, Lr = 0.020 ksf, Extent = 9.0 —>> 14.50 It, Tributary Width = 6.0 It, (UPPER ROOF) Uniform Load: D = 0.010 ksf, Extent= 9.0 —>> 14.50 ft, Tributary Width = 4.50 ft, (UPPER ROOF STUCCO) Point Load: D = 0.3650, Lr = 0.2920 k @ 5.50 ft Point Load: D=0.7720, Lr = 0.540 k @9.0 It, (RB-2) Point Load: D=0.7720, Lr = 0.540 k @ 14.50 It, (RB-2) Point Load: D = 3.704, Lr = 2.507, L = 0.5586k @ 13.0 It, (FB-2) Point Load: D =1.825, Lr= 1,120k t 13.0 It, (FB-1) Point Load: D=0.3190, Lr 0.2450 k 14.50 ft DESIGN SUMMARY . . Maximum Bending Stress Ratio = 0.414: 1 Maximum Shear Stress Ratio Section used for this span WI 2x96 Section used for this span WI 2x96 Ma Applied 151.719k-ft . Va :Applied 20.868 k Mn / Omega : Allowable 366.766 k-ft Vn/Omega : Allowable 139.70 k Load Combination +D+0.750Lr40,750L+H Load Combination +040,750Lr40,750L+H Location of maximum on span 12.9591t Location of maximum on span 23.500 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.131 in Ratio = 2,160 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.585 in Ratio = 482 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence /f Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet 'Z ' of davidcdtengsd.com .........www.dtenqsd.com Printed: 27 AUG 2018, 5:21 PM [ Steel Beam . . File = E:\Egny eSh dDTETEA-1\0PROJ-1\2O18\1B140--1\ENGINE-l\Chesbiut Residenco.ec8 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.15 III Description: FB-3 Maximum _Forces _&_ Stresses _for _Load _Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of S Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mn0mega Cb Rm Va Max Vnx Dsgn. L= 23.50 It 1 0.285 0.105 104.43 104.43 612.50 366.77 1.20 1.00 14.61 209.55 139.70 sOsL+H Dsgn. Lr 23.50 ft 1 0,372 0.142 136.35 136.35 612.50 366.77 1.19 1.00 19.86 209.55 139.70 4O41J# Dsgn. L = 23.50 ft 1 0.370 0.127 135.56 135.56 612.50 366.77 1.22 1.00 17.71 209.55 139.70 4046+H Dsgn.L= 23.5011 1 0.285 0.105 104.43 104.43 612.50 366.77 1.20 1,00 14.61 209.55 139.70 .040,750Lr40.750L4j Dsgn. L = 23.50 ft 1 0.414 0.149 151,72 151.72 612.50 366.77 1.21 1.00 20.87 209.55 139.70 O40.750L+0,750S4 Dsgn.L = 23.50 It 1 0.350 0.133 128.37 128.37 612.50 366.77 1,19 1.00 18.55 209.55 139.70 +O.0.60W41 Dsgn. L = 23.50 It 1 0.285 0.105 10443 10443 612.50 366.77 1.20 1.00 14.61 209.55 139.70 O+0.70E41 Dsgn. L= 23.50 It 1 0.285 0.105 104.43 10443 612,50 366.77 1.20 1.00 14.61 209.55 139.70 io-0,70E41 Dsgn. L = 23.50 It 1 0.285 0.105 104.43 104.43 612.50 366.77 1.20 1.00 14.61 209.55 139.70 +0+0,750Lr40.750L+0,450W4f1 Dsgn. L= 23.50ff 1 0.414 0.149 151.72 151.72 612.50 366.77 1.21 1.00 20.87 209.55 139.70 4040.750L40.750S40.450W+H Dsgn. L = 23.50 ft 1 0.350 0.133 128.37 128.37 612.50 366.77 1.19 1.00 18.55 209.55 139.70 #040.750L+0.750S+0,5250E4 Dsgn.L = 23.50 ft 1 0.350 0.133 128.37 128.37 612.50 366.77 1.19 1.00 18.55 209.55 139.70 .0'+0.750L+0.750S-0.5250E+H Dsgn. L = 23.50 ft 1 0.350 0.133 128.37 128.37 612.50 366.77 1.19 1.00 18,55 209.55 139.70 "0.60040.60W40.60H Dsgn. L = 23.50 ft 1 0.171 0.063 62.66 62.66 612.50 366.77 1.20 1.00 8,77 209.55 139.70 40.60D+0.70E40.601-1 Dsgn. L = 23.50 It 1 0.171 0.063 62.66 62.66 612.50 366.77 1.20 1.00 8,77 209.55 139.70 '0.60D-0.70E'0.60H Dsgn. L = 23.50 ft 1 0.171 0.063 62.66 62.66 612.50 366.77 1.20 1.00 8.77 209.55 139.70 Overall Maximum. Deflections Load Combination Span Max. - Deft Location In Span Load Combination Max. +' Deft Location in Span O0,750Lr"0.750L'0.450W41 1 0.5847 11.884 0.0000 0.000 Vertical Reactions . . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 20.139 20.868 Overall MiNimum 2.808 3.096 14.144 14.613 40+L-*l 19.329 19.857 'O+Lr41 16.952 17.709 14,144 14.613 . 0+0.75OLr.0.750t4H 20.139 20.868 '4040.750L40.750S+H 18.033 18.546 40+0.60W44 14.144 14.613 'Os0.70E4.l 14.144 14.613 +O-0,70E4H 14.144 14.613 4040.750Lr+0.750L.0.450W41 20.139 20.868 #090.7501-40.7508+0.450i1`1 18.033 18.546 +O+0,750L0.7508+0,5250E's+j 18.033 18.546 +O+0.750L+0.750S-0.5250E*I 18.033 18.546 460D40,60W0.60H 8.486 8.768 +0,600i0.70E40,60H 8.486 8.768 '.0.60D.0.70E.60H 8.486 8.768 D Only 14.144 14.613 Lr Only 2.808 3.096 L Only 5.185 5.244 S Only WOnly EOnly E Only *..1.0 H Only pT(?,.c70 W L5 lbs. RR=_',11 lbs rz m-u VMAX = Ic4,4 lbs. E = DOD ksi Job Chestnut Residence 18140 Sheet No. 9717 of__ 20 _________ Calculated by DT Date David Thomas Engineering Beam Design DESIGN LEVEL: '?,HP PLODF= LABEL: f-4 SPAN = 4 0 FT. r7 I V.L, ('ic' rs)(2)z-) ? (-i 4- (-b FS, F)U2-') . ( (19) C\ôc' cc)-[enF-)C1') CI' CtiISO -,15 L oc) (2.)](1)(fl,cj~) 2,2\ (0 ps F 1 -2-) -L) z ' ______ USE: 1hlX( Lo't VVk\ GRADE: 7', f) C: - ALT: GRADE: C: MMA.X = -*,40ftlbs. 'REQ'D = in 4 LABEL: i_ SPAN = 2-is FT. 1' w.= + tt i1 f 01 'D S )(J,4hl')(c,('øLPiS 21 Fl-=D Let) +(4or)C4 .(J4)) lo,9 (40 1(1z4 (4 )(jl)"z)(2,)(4)14')RL= 422 lbs. RR t lbs 2- USE: 5tf*ti 2 .ct ' vA- GRADE: '),,lbO C: - VMAX = (3,14b lbs. E '2,000 ksi ALT: GRADE: C: MMAX = 25, ft-lbs. IREQ'!) = - fl4 LABEL: F% - U' SPAN '2-I .0 FT. 'j1 (i- pF'(f 7_) (jc t' V'1 ( ?.F-X4') +(Lo rSr) ') ( )•-- LDS F1 (V:I 44 CFr'-1-i- ( 4,1i L'1 R1=6rI lbs. RR= lbs USE: 7)(9 if VWrVV1 GRADE: l21rjo C: Vx r?,l1c lbs. E= 2OOO ksl ALT: GRADE: C: Mx=2,4!0ftlbs.lREQD - in THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. /4 ..DAVID / \ Office: (858) 201-3072 Project ID: 18140 RD Cell: (858) 336-9902 Project Descr: Sheet of daviddtengsd.com ....www.dtenpsd.com . Printed: 27 AUG 2018. 5:32PM Wood Beam . . File E:tEgnytet.Shared0TEtEA-10-PR0J-1\20lB\18140--1\ENGINE-1\Cheslnut Residence.ec6 . I Software copyright ENERCALC, INC. 1983.2018, $uitd:10.1&8.15 . I Description: F8.4 W/ SEISMIC CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 - Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 3100 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3100 psi Ebend- xx 2000 ksi Fc - Pill 3000 psi Eminbend - xx 330120482ksi Wood Species : Boise Cascade Fc - Perp 750 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285 psi Ft 1950 psi Density 41.75pcf Beam Bracing : Completely Unbraced Span = 13.50 ft Span = 20.50 ft 1' Applied Loads . . . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.030, L = 0.040 ksf, Tributary Width = 10.50 ft Point Load: D = 2.320, Li = 1,393, L = 0.5586 k @ 3.0 if, (1713-2) Point Load: D = 2.320, Li = 1,393, L = 0.5586 k @ 9.0 if, (FB-2) Point Load: D = 0.5903, Lr= 0.4112k @13.50 if, (RB-5) Point Load: 0=1.826, Lr= 1.458k@ 13.50 It Load for Span Number 2 Uniform Load: D = 0.030, L = 0.040 ksf, Tributary Width = 10.50 ft Uniform Load: D = 0.0070 ksf, Tributary Width = 9.0 ft Uniform Load: 0 = 0.030, L = 0.040 ksf, Tributary Width = 1.0 ft Point Load: 0 = 2.320, Li = 1.393, L = 0.5586 k @7.50 It, (FB-2) Point Load: 0=1.593, Lr= 1.225k@9.0ft Point Load: 0 = 2.436, Li = 0.840, L: 1.360k @ 16.50 ft Point Load: E = 13.615 k @9.0 if, (SW. OVERTURNING) Point Load: E = -13.615k @ 17.50 ft (S.W. OVERTURNING) Point Load: E = -13.615 k @0.0 It, (SW. OVERTURNING) Cm C C1 Moment Values M lb Pb 0.00 1.00 1.00 0.99 32.76 1,316.14 2665.03 1.00 1.00 0.98 32.76 1,316.14 2641.82 1,00 1.00 0.98 0.00 1.00 1.00 0.98 50.21 2,017.50 2955.29 1.00 1.00 0.97 50.21 2,017.50 2924.62 1.00 1.00 0.97 0.00 1.00 1.00 0.98 37.43 1,503.76 2955.29 1.00 1.00 0.97 37.43 1,503.76 2924.62 1.00 1.00 0.97 0.00 1.00 1.00 0,98 54.88 2,205.13 2955.29 1.00 1.00 0.97 54.88 2,205.13 2924.62 1.00 1.00 0.97 0.00 1.00 1,00 0.98 39.91 1,603.36 3674.03 1.00 1.00 0.96 39.91 1,603.36 3616.66 1.00 1.00 0.96 0.00 1.00 1.00 0.98 34.93 1,403.38 3674.03 1.00 1.00 0.96 34.93 1,403.38 3616.86 1.00 1.00 0.96 0.00 1.00 1.00 0.96 42.08 1,690.61 3674.03 1.00 1.00 0.96 42.06 1,690.61 3616.86 1.00 1.00 0.96 0.00 1.00 1.00 0.98 32.76 1,316.14 3387.80 1.00 1.00 0.97 32.76 1,316.14 3342.76 1.00 1.00 0.97 0.00 1.00 1.00 0.98 51.21 2,057.58 3674.03 1.00 1.00 0.96 51.21 2,057.58 3616.86 1.00 1.00 0.96 0.00 1.00 1.00 0.98 37.89 1,522.29 3674.03 1.00 tOO 0.96 37.89 1,522.29 3616.86 1.00 1.00 0.96 0.00 1.00 1.00 0.98 56.34 2,263.73 3674.03 1.00 1.00 0.96 56.34 2,263.73 3616.86 1.00 1.00 0.96 0.00 1.00 1.00 0.98 45.85 1,842.16 3387.80 1.00 1.00 0.97 45.65 1,842.16 3342.76 1.00 1.00 0.97 0.00 1.00 1.00 0.98 36.26 1,456.86 3387.80 1.00 1.00 0.97 36.26 1,456.86 3342.76 1.00 1.00 0.97 0.00 1.00 1.00 0.98 49,35 1,982.88 3387.80 1.00 1.00 0.97 49.35 1,982.88 3342.76 Shear Values V fv F'v 0.00 0.00 0.00 8.40 112.47 256.50 8.40 112.47 256.50 0.00 0.00 0.00 14.00 187.56 285.00 14,00 187.56 285.00 0,00 0.00 0.00 9.53 127.60 285.00 8.63 127.60 285.00 0.00 0.00 0.00 14.23 190.61 285.00 14.23 190.61 285.00 0.00 0.00 0.00 10.46 140.37 356.25 10.48 140.37 356,25 0.00 0,00 0.00 8.50 113.89 356.25 8.50 113.89 356.25 0.00 0.00 0.00 10.59 141.79 356.25 10.59 141.79 356,25 0.00 0.00 0,00 8.40 112,47 327.75 8.40 112.47 327.75 0.00 0,00 0.00 14.17 189.71 356.25 14.17 189.71 356.25 0.00 0.00 0,00 9.79 131.14 356.25 8.65 13114 35625 0.00 0.00 0.00 14.42 193.07 356.25 14.42 193.07 356.25 0.00 0.00 0.00 12.60 168.79 327.75 12.60 168.79 327.75 0.00 0.00 0.00 8.74 117.09 327.75 8.57 117.09 327.75 0.00 0.00 0.00 12.77 171.08 327.75 12.77 171.08 327.75 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david©dtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet of__________ Printed: 27 AUG 2018, 5:32PM Wood Beam he 9flyte\r1arearul I A-1u I'estaence.eco - Software copyriqht ENERCALC. INC. 1902018, Build:1018.8.15 Description: FBA w/SEISMIC DESIGN SUMMARY Maximum Bending Stress Ratio = 0.754 1 Section used for this span 7x16 tb:Actual = 2,205.13psi FB : Allowable = 2,924.62 psi Load Combination -.O+L+H, LL Comb Run (LL) Location of maximum on span = 0.000ft Span # where maximum occurs = Span #2 Maximum Shear Stress Ratio 0.669 :1 Section used for this span 7x16 fv:Actual 190.61 psi Fv : Allowable = 285.00 psi Load Combination +D+L+H, LL Comb Run (LL) Location of maximum on span = 13.500 ft. Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.305 in Ratio = 806 >=360 -0.305 in Ratio = 806 >.:360 0.763 in Ratio= 322 >=240 -0.128 in Ratio = 1264 '=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN C1 Cr Length= 13.50 ft 1 0.494 0.438 0,90 0.969 1.00 1,00 Length = 20.50 ft 2 0.498 0.438 0.90 0.969 1.00 1.00 *04.+H, IL Comb Run (L) 0.969 1.00 1.00 Length = 13.50 ft 1 0.683 0.658 1.00 0.969 1.00 1.00 Length =2050ft 2 0.690 0.658 1.00 0.969 1.00 1.00 404.41, LL Comb Run (L) 0.969 1.00 1.00 length: 13.50 ft 1 0.509 0.448 1.00 0.969 1.00 1.00 Length = 20.50 ft 2 0.514 0.448 1.00 0.969 1.00 1.00 404.41, LL Comb Run (IL) 0.969 1.00 1.00 Length = 1350 it 1 0.746 0.669 1.00 0.969 1.00 1.00 Length = 20.50 ft 2 0.754 0.669 1.00 0.969 1.00 1.00 +0-+1r41, LL Comb Run (L) 0.969 1.00 1.00 length: 13.50 ft 1 0.436 0.394 1,25 0.969 1.00 1.00 Length :20.50 ft 2 0.443 0.394 1.25 0,969 1.00 1.00 iO4.rdl, IL Comb Run (1*) 0.969 1.00 1.00 Length: 13.50 ft 1 0.382 0,320 1.25 0.969 1.00 1.00 Length = 20.50 ft 2 0.368 0.320 1.25 0.969 1.00 1.00 .+0+Lr41, IL Comb Run (LI) 0.969 1.00 1.00 Length = 13.50 ft 1 0.460 0.398 1.25 0.969 1.00 1.00 Length: 20.50 ft 2 0.467 0.398 1.25 0.969 1.00 1.00 0.969 1.00 1.00 Length :13,50f1 1 0,388 0.343 1.15 0.969 1,00 1.00 Length =20.501t 2 0.394 0.343 1.15 0,969 tOO tOO -.0+0,750Lr*0.7501'+H, LL Comb Ri 0,969 1.00 1.00 Length = 13.50 ft 1 0.560 0.533 1.25 0,969 1.00 1.00 Length = 20.50 ft 2 0.569 0.533 1.25 0.969 1.00 1.00 90*0.7501r40.7501#1, LL Comb Ri 0,969 1.00 1.00 Length = 13.50 ft 1 0.414 0,368 1.25 0,969 1.00 1.00 Length :20,50 It 2 0.421 0.368 1.25 0969 1.00 1.00 *0*0,750Lr+0750LH, IL Comb Ri 0.969 1.00 1.00 Length= 13.50 ft 1 0.616 0.542 1.25 0,969 1.00 1.00 Length =20.50ft 2 0.626 0.542 1.25 0.969 1.00 1.00 +0*0.7501+0,750S-*4, LL Comb Rr 0.969 1.00 1.00 Length= 13.50 ft 1 0.544 0.515 1.15 0.969 1.00 1.00 Length = 20.50 ft 2 0.551 0,515 1.15 0.969 1.00 1.00 ',.D*0.750L+0.750S*H, IL Comb Ri 0.969 1.00 1.00 Iength' 13,50 ft 1 0.430 0.357 1.15 0.969 1.00 1,00 Length = 20.50 ft 2 0,436 0.357 1.15 0.969 1.00 1.00 -.0*0.7501*0.750S-i+1, LL Comb RL 0.969 1.00 1.00 Length= 13.50 ft 1 0.585 0.522 1.15 0.969 1.00 1.00 Length = 20.50 ft 2 0,593 0.522 1.15 0.969 1.00 1.00 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 _____ Cell: (858) 336-9902 daviddtengsd.com I 1-1~ .. .. Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet 'I9 of Printed: 27 AUG 2018, 5:32PM Wood Beam File = INC. 1983-2018. Build:10,18.8.15 Description: FBA wl SEISMIC Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN ClCr Cm C( CL M fb F'b fv F'v sD-+0.60W+H 0.969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 13.50 It 1 0.282 0.247 1.60 0,969 1.00 1.00 1.00 1.00 0.97 32.76 1,316.14 4660.14 8.40 112.47 456.00 Length =20.50ft 2 0.290 0.247 1.60 0.969 1.00 1.00 1.00 1.00 0.94 32.76 1,316.14 4538.49 8,40 112.47 456.00 +0+0.70E+H 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 13.50 It 1 0.405 0.383 1.60 0.969 1.00 1.00 1.00 1.00 0.97 46.97 1,887.02 4660.14 13.04 174.68 456.00 Length 20.50ft 2 0.477 0.383 1.60 0.969 1.00 1.00 1.00 1.00 0.94 53.91 2,166.15 4538.49 13.04 174.68 456.00 +D-0.70E*I 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length 13.50 It 1 0.160 0.157 1.60 0.969 1.00 1.00 1,00 1.00 0.97 18.55 745.26 4660.14 5.34 71.47 456.00 Length =20.50ft 2 0.277 0.309 1.60 0.969 1.00 1.00 1.00 1.00 0.94 31.28 1,256.91 4538.49 10.52 140.83 456.00 4040.750Lr+0.750L.0.450W41, LL 0.969 1.00 1.00 1.00 1,00 0.94 0.00 0.00 0.00 0.00 Length= 13-50 ft I 0.442 0.416 1.60 0.969 1.00 1.00 1.00 1,00 0.97 51.21 2,057.58 4660.14 14.17 189.71 456.00 Length =20.50ft 2 0.453 0.416 1.60 0.969 1.00 1.00 1.00 1.00 0.94 51.21 2,057.58 4538.49 14,17 189.71 456.00 4040,750Lr40.750L-I0.450W#H, U.. 0,969 1.00 1.00 1.00 1,00 0.94 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.327 0.288 1.60 0.969 1.00 1.00 1.00 1.00 0.97 37.89 1,522.29 4660.14 9.79 131.14 456.00 Length = 20.50 It 2 0.335 0.288 1.60 0.969 1.00 1.00 1.00 1.00 0.94 37.69 1,522.29 4538.49 8.65 131.14 456.00 40+0,750Lr+0.750L40,450W41-I, LL 0,969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 13.50 It 1 0.486 0.423 1.60 0.969 1.00 1.00 1.00 1.00 0.97 56.34 2,263.73 4660.14 14.42 193.07 456.00 Length =20.50ft 2 0.499 0.423 1.60 0.969 1.00 1.00 1.00 1,00 0.94 56.34 2,263.73 4538,49 14.42 193.07 456.00 0'0.7501-0,750S'0.450W-'41, LL 0.969 1.00 1,00 1.00 1,00 0.94 0.00 0.00 0.00 0.00 Length= 13.50 It 1 0.395 0.370 1.60 0.969 1.00 1,00 1.00 1.00 0,97 45.85 1,842.16 4660.14 12.60 168.79 456.00 Length r20.50ft 2 0.406 0.370 1.60 0.969 1.00 1.00 1.00 1.00 0.94 45,85 1,842.16 4538.49 12.60 168.79 456.00 40'+0,750L'+0.750S40.450W#t, LL 0.969 1.00 1.00 1,00 1,00 0.94 0.00 0.00 0.00 0.00 Length =13.50ft 1 0.313 0.257 1.60 0.969 1.00 1.00 1,00 1.00 0.97 36.26 1,456.86 4660.14 8.74 117.09 456.00 Length 20.50ft 2 0.321 0.257 1.60 0.969 1.00 1.00 1.00 1.00 0.94 36.26 1,456.86 4538.49 8.57 117.09 456.00 -.D40.750L+0.750S-0.450W'+H, LL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length =13.50ft 1 0,425 0.375 1.60 0.969 1.00 1.00 1.00 1.00 0.97 49.35 1,982.88 4660.14 12.77 171.08 456.00 Length =20.50ft 2 0,437 0.375 1.60 0.969 1,00 1.00 1.00 1.00 0.94 49.35 1,982.88 4538.49 12.77 171.08 456.00 4040,750L40.750S40,5250E4H, LL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.487 0.472 1.60 0.969 1.00 1.00 1,00 1.00 0.97 56.51 2,270.32 4660.14 16.09 215.45 456.00 Length =20.50ft 2 0.542 0.472 1.60 0.969 1.00 1.00 1,00 1.00 0.94 61.19 2,458.46 4538.49 16.09 215.45 456.00 -i-0'.0.750L40.750S40,5250E4H, LL 0.969 1.00 1.00 1.00 1.00 0,94 0.00 0.00 0.00 0.00 Length =13.50ft 1 0.404 0.354 1.60 0.969 1.00 1.00 1.00 1.00 0.97 46.92 1,885.02 4660.14 12.05 161.42 456.00 Length =20.50ft 2 0,415 0.354 1.60 0.969 1.00 1.00 1.00 1.00 0.94 46,92 1,885.02 4538.49 12.05 161.42 456.00 -D-0.750L+0.750S+0.5250E-+H, LL 0.969 1.00 1.00 1.00 1.00 0.94 0,00 0.00 0,00 0.00 Length = 13.50 It 1 0.517 0.477 1.60 0.969 1.00 1.00 1.00 1.00 0.97 60.01 2,411.04 4660.14 16.26 217.73 456.00 Length =20.50ft 2 0.531 0.477 1.60 0.969 1.00 1.00 1.00 1.00 0.94 60.01 2,411.04 4538.49 16.26 217.73 456.00 +O-0,750L0.750S-0.5250E4H, LL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0,303 0.268 1,60 0.969 1.00 1.00 1.00 1.00 0.97 35,19 1,414.00 4660.14 9.12 122.13 456.00 Length =20.50ft 2 0.369 0.376 1.60 0.969 1.00 1.00 1.00 1.00 0,94 41,69 1,675.18 4538.49 12.79 171.32 456.00 .+0*0.750L40.750S0.5250E'4H, LL 0.969 1.00 1.00 1.00 1,00 0.94 0.00 0.00 0.00 0.00 Length= 13.50 ft 1 0.221 0.234 1.60 0,969 1.00 1.00 1.00 1,00 0.97 25.60 1,028.70 4660.14 7.95 106.52 456,00 Length =20.50ft 2 0.250 0.270 1.60 0.969 1.00 1.00 1,00 1.00 0.94 28.27 1,135.80 4538.49 9.18 122.99 456.00 4040.750L+0.750S-0.5250E4H, LL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0,00 0.00 0.00 Length =13.50ft 1 0.334 0.273 1.60 0.969 1.00 1.00 1.00 1.00 0.97 38.70 1,554.72 4660,14 9,29 124.42 456.00 Length =20,50ft 2 0.363 0.371 1.60 0.969 1.00 1.00 1.00 1.00 0.94 41.01 1,647.67 4538.49 12.62 169.03 456.00 +0,60D+0.60W+0,60H 0.969 1.00 1.00 1.00 too 0.94 0.00 0.00 0.00 0.00 Length =13.50ft 1 0.169 0.148 1,60 0.969 1.00 1.00 1.00 1.00 0.97 19.65 789.68 4660.14 5,04 67.48 456.00 Length =20.50ft 2 0,174 0.148 1.60 0.969 1.00 1.00 1.00 1.00 0.94 19.65 789.68 4538.49 5.04 67.48 456.00 "0.60D'0.70E40.60H 0.969 1.00 1.00 1.00 1.00 0.94 0,00 0.00 0.00 0.00 Length =13.50ft 1 0.292 0.284 1.60 0.969 1.00 1.00 1.00 1.00 0.97 33.86 1,360.56 4660.14 9.68 129.69 456.00 Length = 20,50 It 2 0.383 0.284 1.60 0.969 1.00 1,00 1.00 1.00 0.94 43.29 1,73944 4538.49 9,68 129.69 456.00 +0,60D-0,70E40,60H 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0,00 0.00 0.00 Length = 13.50 It 1 0.064 0.082 1.60 0.969 1.00 1.00 1.00 1.00 0.97 7.39 297.12 4660.14 2.78 37,24 456.00 Length = 20.50 ft 2 0,214 0.240 1.60 0.969 1.00 1.00 1.00 1.00 0.94 24.14 970.00 4538.49 8.17 109.38 456.00 Overall Maximum Deflections Load Combination Span Max. '..'Dell Location in Span Load Combination Max. + Dell Location in Span +40.750L40.750S-0,5250E4j, LL C 1 0.0653 3.620 'O-.0.750L40.750S+0,5250E41, LL C -0.1282 8.824 -'040,750L+0,750540.5250E'*I, LL C 2 0.7634 10.651 0.0000 8.824 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 daviddtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet of co Printed: 27 AUG 2018, 5:32PM Wood Beam i-ne = t:ntgnytenareouii i I A-1lu-vNw-1n4uisn1e14 1uNIlr1-'1UnesmuI i-esaencaeco. Software coytiht ENERCALC. INC. 1983-2018. 8uild:10.18.8.15 Description: FBA wl SEISMIC Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.869 31.232 13.781 Overall MINimum 1.504 5,476 6.635 2.497 18.203 6.426 40-f14'H, LL Comb Run (L) 1.204 25.682 11.588 +O't41, IL Comb Run (1*) 5.607 22.109 6,198 +D+L41, LL Comb Run (IL) 4.313 29.588 11.360 +D+Ir#l, LL Comb Run ('t) 1.967 20.816 7.801 -.O+Lr#+1, LL Comb Run (Li) 3.884 21.578 6.320 *O*Js'i+l, IL Comb Run (IL) 3.354 24,190 7.695 40+S-*I 2.497 18.203 6.426 -+O-+0.750Lr-+0.7501*1-1, LL Comb Run( 1.130 25,772 11.329 i0'.0,750Lr'+0,7501#l, LL Comb Run (1 5.869 23.663 6.175 -i'0-4750Lr'.0.7501-41, IL Comb Run (1 4.502 31.232 11.078 +0s0.7501+0.750S+41, LL Comb Run (1. 1.527 23.813 10.298 40'+0.7501'+0750S'+4-1, LL Comb Run (1 4.829 21.132 6.255 -.O+0.75014750S+H, IL Comb Run (LL 3.859 26.742 10.127 -4040.60W+H 2.497 18.203 6.426 #0-0,70E'+1 1.444 14.370 1.781 +O-0.70E+4-1 3.549 22.037 11.071 -'-O'0.750Lr"0.750L-.0.450W+H, IL Comb 1.130 25.772 11.329 4D0.750Lr40.750L+0.450W+H, LL Comb 5.869 23,663 6.175 4040750L140.750L-+0450W+H, IL Comb 4.502 31,232 11.078 4040.750L40.750540,450W4f1, LI Comb 1.527 23,813 10.298 40-40,750L-+0.7505-+0,450W+1-1, LL Comb 4.829 21.132 6.255 D'+0.750L40.750S.0.450W-.H, LL Comb 3.859 26,742 10.127 +0+0.750L+0.750&+0.5250E+H, LL Comb 0,738 20,938 6.814 -'O-+0750L-#0.750940.5250E41, LL Comb 4.040 18,257 2.771 -+0s0.7501-'0.750S-.0.5250E41, LL Comb 3.070 23.867 6.643 4O0.750L40.750S4I.5250E+H, LL Comb 2.316 26.688 13.781 -+0+0.750L-'0.750S-0.5250E41, LL Comb 5.618 24.007 9.738 -'0"0.750L-'0.7505-0.5250E-+fl, LL Comb 4.649 29.617 13.610 40,60D40.60W40.60H 1,498 10,922 3.855 +0.60D+0.70E+0.60H 0.446 7.089 -0.789 0.60D-0.70E-0,60H 2.551 14.755 8.500 0 Only 2.497 18,203 6.426 Lr Only, LL Comb Run (1) -0.530 2.613 1.375 Lr Only, LL Comb Run (L) 1,387 3.374 -0.106 Lr Only, LL Comb Run (LL) 0.857 5.987 1.269 LOnly, LL Comb Run (1..) -1.293 7.479 5.162 L Only, LL Comb Run (LI 3.110 3.905 -0.228 L Only, LL Comb Run (LL) 1.817 11.384 4.935 S Only W Only E Only -1504 -5.476 -6.635 E Only • -1.0 1.504 5.476 6.635 H Only DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet __________ of ____________ david@dtengsd.com tensd.com Printed: 27 AUG 2018, 5:33PM Wood Beam File= E:tEgnyIe1ShaDTErEA-1\0-PROJ-1t2018\18140-1IENGINE-ltChestnutResidence.ec6 Sof*arecovht ENERCALC. INC. 1983-2018, 8uild:10.18.8.15 Description : FB4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3,100.0psi Ebend-xx 2,000.Oksi Fc - Pill 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced Span = 13.50 ft Span = 20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.030, L = 0.040 ksf, Tributary Width = 10.50 ft Point Load: 0 = 2.320, Lr = 1.393, L = 0.5566k @ 3.0 if, (FB-2) Point Load: D = 2.320, Lr = 1.393, L = 0.5586k @ 9.0 It, (FB-2) Point Load: D = 0.5903, Lr = 0.4112k @ 13.50 It, (RB-5) Point Load: D= 1.826, Lr=1.458k©13.50ft Load for Span Number 2 Uniform Load: D = 0.030, L = 0.040 ksf, Tributary Width = 10.50 ft Uniform Load: D = 0.0070 ksf, Tributary Width = 9.0 ft Uniform Load: D = 0.030, L = 0.040 ksf, Tributary Width = 1.0 ft Point Load: D = 2.320, Lr = 1.393, L = 0.5586 k @ 7.50 ft, (FB-2) Point Load: D= 1.593, Lr = 1.225 k @ 9.0 ft Point Load: D = 2.436, Lr = 0.840, L 1.360 k @ 16.50 ft DESIGN SUMMARY. •. . . Maximum Bending Stress Ratio = 0.7541 . Maximum Shear Stress Ratio . = 0.669 : I Section used for this span 7x16 Section used for this span 7x16 Ib:Actual = 2,205.13 psi fv:Actual = 190.61 psi FB : Allowable = 2,924.63 psi Fv : Allowable = 285.00 psi Load Combination +O+L+H, LL Comb Run (LL) Load Combination +D-4+H, LL Comb Run (LL) Location of maximum on span = 0.000ft Location of maximum on span = 13.500 ft Span # where maximum occurs = Span #2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.303 in Ratio = 812 >=360 Max Upward Transient Deflection -0.074 in Ratio= 2179>=360 Max Downward Total Deflection 0.704 in Ratio = 349 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 MaximumForces & Stresses for Load Combinations Structural Engineering Services Engineer: David Thomas, S.E. Office: (658) 201-3072 Project ID: 18140 - ..... TII DAVID THOMAS ENGINEERING, APO Project Title: Chestnut Residence Cell: (858) 336-9902 Project Descr: Sheet 2) °t of AD daviddtengsd.com www.dtenqsd.com - Printed: 27 AUG 2018, 53PM Wood Beam . File = E:\Egny Sha DTETEA-l\0-PROJ-l\2018\18140--'l\ENGINE-1\Chestnut Residence.ec6 Software coytiht ENERcALc, INC. 19812018. Build: 10.18.8.16 Description: F84 Load Combination Max Strew Ratios Segment Length Span# M v C CFN C1 Cr Cm C CL Moment Values M lb - F'b V Shear Values Iv Fv 90 . 0.00 0.00 0.00 0.00 Length l3.50fl 1 0.494 0,438 0.90 0.969 1.00 1.00 1.00 1.00 0.99 32.76 1,316.14 2665.03 8.40 112.47 256.50 Length =20.501t 2 0.498 0.438 0.90 0,969 1.00 1.00 1.00 1.00 0.98 32.76 1,316.14 2641.82 8.40 112.47 256.50 +0+Ii+1, LL Comb Run (*1) 0.969 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 . 0.00 Length = 13.50 ft 1 0.683 0.658 1.00 0.969 1.00 1.00 1.00 1.00 0.98 50.21 2,017.50 2955.29 14.00 187.56 285.00 Length = 20.50 ft 2 0.690 0.658 1.00 0.969 1.00 1.00 1.00 1.00 0.97 50.21 2,017.50 2924.63 14.00 187.56 285.00 904.41, LL Comb Run (1) 0.969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.509 0,448 1,00 0.969 1.00 1.00 1.00 1.00 0.98 37.43 1,503.76 2955.29 9.53 127.60 285.00 Length =20.50ft 2 0,514 0,448 1,00 0.969 1.00 1.00 1.00 1.00 0.97 37,43 1,503.76 2924.63 8.63 127.60 285.00 404.41-I, LL Comb Run (IL) 0.969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 13.50 It 1 0.746 0.669 1.00 0.969 1.00 1.00 1.00 1.00 0.98 54.88 2,205.13 2955.29 14.23 190.61 285.00 Length = 20.50 ft 2 0.754 0.669 1.00 0.969 . 1.00 1.00 1.00 1.00 0.97 54.88 2,205.13 2924.63 14.23 190.61 285.00 .+04x+H,LL Comb Run (*L) 0.969 1.00 1.00 1.00 1.00 0.97 0,00 0.00 0.00 0.00 Length= 13.50 ft 1 0.436 0.394 1.25 0.969 1.00 1.00 1.00 1.00 0.98 39.91 1,603.36 3674.03 10.48 140.37 356.25 Length = 20.50 ft 2 0.443 0.394 1.25 0.969 1.00 1.00 1.00 1,00 0.96 39.91 1,603.36 3616.86 10.48 140.37 356.25 "0+ls4i,LL Comb Run (L) 0.969 1.00 1.00 1,00 1.00 0.96 0.00 0.00 0.00 0.00 Length: 13.50 ft 1 0.382 0.320 1.25 0.969 1.00 1.00 1.00 1.00 0.98 3493 1,403.38 3674.03 8.50 113.89 356.25 Length 20.50ft 2 0.388 0.320 1.25 0.969 1.00 1.00 1.00 1.00 0.96 34.93 1,403.38 3616.86 8.50 113.89 356.25 +0+Lr#l, Li Comb Run (LL) 0.969 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.460 0.398 1.25 0.969 1.00 1.00 1.00 1.00 0.98 42.08 1,690.61 3674.03 10.59 141.79 356.25 Length 20.50ft 2 0.467 0.398 1.25 0.969 1,00 1.00 1.00 1.00 0.96 42.08 1,690.61 3616.86 10.59 141.79 356.25 +D+S4H 0.969 1.00 1,00 1.00 1,00 0.96 0.00 0.00 0.00 0.00 Length= 13.50 ft 1 0.388 0.343 1.15 0.969 1.00 1.00 1.00 1.00 0.98 32.76 1,316.14 3387.80 8.40 112.47 327.75 Length =20.50ft 2 0.394 0.343 1.15 0.969 1.00 1.00 1.00 1.00 0.97 32.76 1,316.14 3342.76 8.40 112.47 327.75 4040.750Lr'+0.750L'+FI, ILL Comb Ri 0.969 1.00 1.00 1.00 1,00 0.97 0.00 0.00 0.00 0.00 Length= 13.50 ft 1 0.560 0.533 1.25 0.969 1.00 1,00 1.00 1.00 0.98 51.21 2,057.58 3674.03 14.17 189.71 356.25 Length :20.50ft 2 0,569 0.533 1.25 0.969 1.00 1.00 1.00 1.00 0.96 51.21 2,057.58 3616.86 14.17 189.71 356.25 -'040.750Lr'+0,750L41, Li Comb Ri 0.969 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length 13.50ft 1 0.414 0.368 1,25 0.969 1.00 1.00 1.00 1.00 0.98, 37.89 1,52229 3674.03 9.79 131.14 356.25 Length =20.50ft 2 0.421 0.368 1,25 0.969 1,00 1.00 1,00 1.00 0.96 37.89 1,522.29 3616.86 8.65 131.14 356.25 4040.7501-r40.7501-4H, U Comb Ri 0.969 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length: 13.50 It 1 0.616 0.542 1.25 0.969 1.00 1.00 1.00 1.00 0.98 56.34 2,263.73 3674.03 14.42 193.07 356.25 Length :20.50ft 2 0.626 0.542 1.25 0,969 1.00 1.00 1.00 1.00 0.96 56,34 2,263.73 3616.86 14.42 193.07 356.25 +D"0.750L'0,750S'eH,LL Comb Rt 0.969 1,00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length 13.50ft I . 0.544 0,515 1.15 0.969 1.00 1.00 1.00 1.00 0.98 45.85 1,842.16 3387.80 12.60 168.79 327.75 Length :20.50ft 2 0.551 0.515 1.15 0.969 1,00 1.00 1.00 1.00 0.97 45.85 1,842.16 3342.76 12,60 168.79 327.75 +040.750L40,750S4l, LL Comb RL 0.969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 13.50 ft 1 0.430 0.357 1.15 0.969 1.00 1,00 1.00 1.00 0.98 36.26 1,456.86 3387.80 8.74 117.09 327.75 Length = 20.50 ft 2 0.436 0.357 1.15 0.969 1.00 1.00 1.00 1,00 0.97 36.26 1,456.86 3342.76 8.57 117.09 327.75 +00.7501--0.750S+4, LL Comb Rt 0.969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.585 0.522 1.15 0.969 1.00 1.00 1.00 1.00 0.98 49.35 1,982.88 3387.80 12.77 171.08 327.75 Length = 20.50 ft 2 0.593 0.522 1.15 0.969 1.00 1.00 1.00 1.00 0.97 49.35 1,982.88 3342.76 12.77 171.08 327.75 +D40,60W4H 0.969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Lengths 13.50 ft 1 0.282 0.247 1.60 0.969 1.00 1.00 1.00 1.00 0.97 32.76 1,316.14 4660.14 8.40 112.47 456.00 Length = 20.50 ft 2 0.290 0.247 1.60 0.969 1.00 1.00 1.00 1.00 0.94 32.76 1,316.14 4538.50 8.40 112.47 456.00 4090.70E41 0.969 1.00 1.00 1.00 1.00 0.94 0,00 0.00 0.00 0.00 Length: 13.50 ft 1 0.282 0.247 1.60 0.969 1.00 1.00 1.00 1.00 0.97 32,76 1,316.14 4860,14 8.40 112.47 456.00 Length = 20.50 ft 2 0.290 0.247 1.60 0.969 1.00 1.00 1.00 1.00 0.94 32.76 1,316.14 4538.50 8.40 112.47 456.00 0-0.70E4+ 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length= 13.50 It 1 0.282 0.247 1.60 0.969 1.00 1.00 1.00 1.00 0.97 32.76 1,316.14 4660,14 8.40 112.47 456.00 Length = 20.50 ft 2 0.290 0,247 1.60 0.969 1.00 1.00 1.00 1.00 0.94 32.76 1,316.14 4538.50 8,40 112.47 456.00 +D40.750Lr40.750140.450W44-1, LL 0.969 1,00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0,00 Length =13.501t 1 0.442 0,416 1.60 0.969 1.00 1.00 1.00 1.00 0.97 51,21 2,057,58 4660,14 14,17 189.71 456.00 Length :20.50 ft 2 0.453 0.416 1,60 0.969 1.00 1.00 1.00 1.00 0.94 51.21 2,057.58 4538.50 14.17 189.71 456.00 4040.7501-r40.7501--.0.450W41, IL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.327 0,288 1.60 0.969 1.00 1,00 1.00 1.00 0.97 37.89 1,522.29 4660.14 9.79 131.14 456.00 Length =20.50ft 2 0.335 0.288 1.60 0,969 1.00 1.00 1.00 1.00 0.94 37.89 1,522,29 4538.50 8.65 131.14 456.00 +0-e0.750Lr-+0.750L40,450W44`l, Li 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length: 13.50 ft 1 0.486 0.423 1.60 0.969 1.00 1.00 1.00 1.00 0.97 56.34 2,263.73 4660.14 14.42 193.07 456.00 Length = 20.50 ft 2 0.499 0.423 1.60 0.969 1.00 1.00 1.00 1.00 0.94 56,34 2,263.73 4538.50 14,42 193.07 456.00 TE\ DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858)201-3072 Project ID: 18140 20 Project Descr: Sheet 42 of Cell: (858) 336-9902 david@dtengsd.com .....viN.dLenqsd.com Printed: 27 AUG 2018, 5:33PM Wood Beam . File = E:\Egnyte\Shaed\DTETEA-l\0-PROJ-l\2018\18140-l\ENGlNE-l\ChesnutRes'dence.ec6.' Softwarecopyright ENERCALC. INC. 1983.2018, Bufld:10.1&8.15 I Description: FB4 Load Combination Max Stress Ratios Segment Length Span # M V C C FN C i Cr Cm C t C L Moment Values M th Ft Vfv Shear Values F'v_ .040.750L+0.750S40.450W'+H, IL 0.969 1,00 1.00 1.00 1.00 0.94 0.00 - 0.00 0,00 0.00 Length = 13.50 ft 1 0.395 0.370 1.60 0.969 1.00 1.00 1.00 1.00 0.97 45.85 1,842.16 4660.14 12.60 168.79 456.00 Length = 20.50 ft 2 0.406 0.370 1.60 0.969 1.00 1.00 1.00 1.00 0,94 45.85 1842.16 4538.50 12.60 168.79 456.00 +lJ40.750L+0.750S'0.450W*l, LL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length 13.50tt 1 0.313 0.257 1.60 0.969 1.00 1.00 1.00 1.00 0.97 36.26 1456.66 4660,14 8.74 117.09 456.00 Length =20.50ft 2 0.321 0.257 1.60 0.969 1.00 1,00 1.00 1.00 0.94 36.26 1,456.66 4538.50 8.57 117.09 456.00 +040.750L40,750S40.450W4H, Ii 0.969 1.00 1.00 1.00 1.00 0.94. 0.00 0.00 0.00 0.00 Length =13.50ft 1 0.425 0.375 1.60 0.969 1.00 1.00 1.00 1,00 0,97 49.35 1,982.88 4660.14 12.77 171.08 456.00 Length =20.50f1 2 0.437 0.375 1.60 0,969 1.00 1.00 1.00 1.00 0.94 49.35 1,982,88 4538.50 12.77 171.08 456.00 4040.750L40.750S40,5250E4Fi, 11 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0,00 0.00 0,00 Length =13.50ft 1 0.395 0.370 1.60 0.969 1.00 1.00 1.00 1.00 0.97 45.85 1,842.16 4660.14 12.60 168.79 456.00 Length = 20.50 ft 2 0.406 0.370 1.60 0,969 1.00 1.00 1.00 1.00 0.94 45.85 1,842.16 4538.50 12.60 166.79 456.00 .+O*0.750L-+0.750S40,5250E+H, LL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length =13.50ft 1 0.313 0.257 1.60 0.969 1.00 1.00 1.00 1.00 0.97 36.26 1,456.86 4660.14 8.74 117.09 456.00 Length = 20.50 ft 2 0.321 0.257 1.60 0.969 1.00 1.00 1.00 1.00 0.94 36.26 1,456.86 4538.50 8.57 117.09 456.00 +O'0.750140,750S90.5250E41, LL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length= 13.50 It 1 0.425 0.375 1.60 0.969 1.00 1.00 1.00 1.00 0.97 49.35 1,982.88 4660.14 12.77 171.08 456.00 Length =20.50ft 2 0.437 0.375 1.60 0.969 1.00 1.00 1.00 1.00 0.94 49.35 1,982.88 4538,50 12.77 171.08 456.00 .O..0,7501'+0,750S-0.5250Ei.fl, LL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 13.50 It 1 0.395 0.370 1.60 0.969 1.00 1.00 1.00 1.00 0.97 45.85 1,842.16 4660.14 12.60 168.79 456.00 Length =20.50ft 2 0.406 0.370 1.60 0.969 1.00 1.00 1.00 1.00 0.94 45.85 1,842.16 4538,50 12.60 168.79 456.00 40*0.7501-40.750S-0.5250E41, LL 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length =13.50ft 1 0.313 0.257 1.60 0.969 1.00 1.00 1.00 1.00 0.97 36.26 1,456.86 4660.14 8.74 117.09 456.00 Length = 20.50 ft 2 0.321 0,257 1.60 0.969 1.00 1.00 1.00 1.00 0.94 36.26 1,456.86 4538.50 8.57 117.09 456.00 'O40.750L0.750S-0,5250E*i, IL 0.969 1,00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.425 0.375 1.60 0.969 1.00 1.00 1.00 1.00 0.97 49.35 1,982.88 4660.14 12.77 171.08 456.00 Length = 20.50 ft 2 0.437 0.375 1.60 0,969 1.00 1.00 1.00 1.00 0.94 49.35 1,982.88 4538.50 12.77 171.08 456.00 .0.60D+0.60W0.60H 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.169 0.148 1.60 0.969 1.00 1.00 1.00 1.00 0.97 19.65 789.68 4660.14 5.04 67.48 456.00 Length = 20.50 ft 2 0.174 0.148 1.60 0.969 1.00 1.00 1.00 1,00 0.94 19.65 789.68 4538,50 5.04 67.48 456.00 +0.600e0.70E40.60H 0.969 1.00 1.00 1.00 1,00 0.94 0.00 0.00 0.00 0.00 Length i13.50ft 1 0.169 0.148 1.60 0.969 1.00 1.00 1.00 1.00 0.97 19.65 789.68 4660.14 5.04 67.48 456.00 Length =20.50fl 2 0.174 0.148 1.60 0.969 1.00 1.00 1.00 1.00 0.94 19.65 789.68 4538.50 5.04 67.48 456.00 +0.60D-0.70E+0.60H 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length =13.50ft 1 0.169 0.148 1.60 0,969 1.00 1.00 1.00 1.00 0,97 19.65 789.68 4660.14 5.04 67.48 456.00 Length =20.50ft 2 0.174 0.148 1.60 0.969 1.00 1.00 1.00 1.00 0.94 19.65 789.68 4538.50 5.04 67.48 456.00 Overall Maximum Deflections Load Combination Span Max. -' Deft Location in Span Load Combination Max. "+' Deft Location in Span 'O-'0.750Lr0.750U'0.450W'41, IL C 1 0.0555 3.922 40.0,7501r+0,750L*0.450W41, LL C -0.1062 8.975 4040.750Lr'40,750L-'0.450W4i, LL C 2 0.7041 11.109 0.0000 8.975 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MA)(imum 5.869 31.232 11.588 Overall MINimum 1.817 11.384 4.935 2.497 18.203 6.426 4D4++1, LL Comb Run (L) 1.204 25.682 11.588 4D+ts1-i, IL Comb Run (1) 5.607 22.109 6.198 40+i+4-I,LL Comb Run (LL) 4.313 29.588 11.360 +OLr-*1, IL Comb Run (L) 1.967 20.816 7.801 #D'41j-*i, LL Comb Run (L) 3.884 21.578 6.320 40kr*i, LL Comb Run (LL) 3.354 24.190 7.695 2.497 18.203 6.426 -l'040.750Lr40,750L4H, LL Comb Run (* 1.130 25.772 11.329 i'040,750Lr90,7501+H, LL Comb Run (L 5.889 23.663 6.175 -iD'0.750Lr'+0.750L+H,LL Comb Run (L 4.502 31.232 11.078 4O0.750L40.750S4H, IL Comb Run (L 1.527 23.813 10.298 -'O0.750L+0.750S4i, IL Comb Run (L* 4.829 21.132 6.255 +D+0.750L+0.750S+H, LL Comb Run (LL 3.859 26.742 10.127 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 1) IE1 Cell: (858) 336-9902 daviddtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 A Iky Project Descr:Sheet 'j1 of Printed: 27 AUG 2015, 5:33PM Wood Beam INC. 1983-2018.Bufld:10,18.8.15. Description : FBA VeticàI Reactions Support notation: Far left is #1 Values in KIPS - Load Combination Support 1 Support 2 Support 3 40'+0,60W+H 2.497 18.203 6.426 0'.0.70E'+fi 2.497 18.203 6.426 +O-0.70E*H 2.497 18.203 6.426 4O'+0.750Lr40.750L'0.450W4H, LL Comb 1.130 25.772 11.329 00.750Lr40.750L40.450W4H, LL Comb 5.869 23.663 6.175 4040.750Lr'0.750140.450W41, LL Comb 4.502 31.232 11.078 +O"0,750L40.750540.450W4H LL Comb 1.527 23.813 10.298 O0.750L40.750S-+0.450WsH, LL Comb 4.829 21.132 6.255 +040,750L40,750S40,450W4j LL Comb 3.859 26.742 10.127 +0413,750140.750S+0,5250E41 LL Comb 1.527 23.813 10.298 4D0.750L40.750S40.5250E+F1, LL Comb 4,829 21.132 6.255 +040.750L40.750S40.5250E*fl, LL Comb 3.859 26.742 10.127 fD40.750L40.750S-0.5250E+H, LI Comb 1.527 23.813 10.298 4O0.750L40.750S-0,5250E#l, LL Comb 4.829 21.132 6.255 O40.750L40.750S-0,5250E4l, LL Comb 3.859 26.742 10.127 +0.60D.0.60W+0.60H 1.498 10.922 3.855 40,60040.70E+0.60H 1.498 10.922 3.855 40.60D-0.70E40.60H 1.498 10.922 3.855 DOnly 2.497 18.203 6.426 LrOnly, ILL Comb Run (1) -0.530 2.613 1.375 Lr Only, LL Comb Run (Li 1.387 3.374 -0.106 LrOnly, IL Comb Run (LL) 0.857 5.987 1.269 L Only, IL Comb Run (1) -1.293 7.479 5.162 I Only, LL Comb Run (1*) 3.110 3,905 -0.228 L Only, IL Comb Run (LL) 1.817 11.384 4.935 S Only W Only E Only E Only -1.O H Only . DAVID THOMAS ENGINEERING APC Project Title: Chestnut Residence A Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet 47, of daviddtengsd.com .www.dtengsd.com Printed: 27 AUG 2018, 5:56PM 1-wood B . . flte= E:\Egnyte\Shared\DTETEA-1t0-PROJ-1\2OB\1B140---1\ENG1NE-1\Chestnut Residence.ec6 Software coovriaht ENERCALC. INC. 1983-2018. B611d:10.18.8,15 Description: FB-5 wl SEISMIC CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3,100.0psi Ebend-xx 2,000.0lcs1 Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Beam Bracing : Completely Unbraced E(1.18) 144 Fc - Pill 3000.0 psi Eminbend - xx I ,036.83ksi Pc - Perp 750.0 psi Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf D(4.354) Lr(1,.561) L(2.38) 5.25x16 Span = 4.0 ft Applied Loads . . . .. .. .. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0160 ksf, Tributary Width = 9.0 ft Point Load: Er -15.180k @0.0 ft Load for Span Number 2 Uniform Load: D = 0.030 ksf, Extent = 0.0 ->> 13.0 ft. Tnbutary Width = 9.0 ft Point Load: E = 15.180 k @0.0 ft. (SW. OVERTURNING) Point Load: D = 4.354, Lr = 1.561, L = 2.380 k@ 13.0 ft 5.25x16 Span = 17.50 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY .... . . Maximum Bending Stress Ratio 0.4521 Maximum Shear Stress Ratio = 0.336: 1 Section used for this span 5.25x16 Section used for this span 5.25x16 th:Actual = 1,286.55psi fv:Actual 95.78 psi PB : Allowable = 2,848.91 psi Fv : Allowable 285.00 psi Load Combination +D+L4, LL Comb Run (*L) Load Combination +D+L+4-1, LL Comb Run (*L) Location of maximum on span 13.003ft Location of maximum on span = 16.229ft Span # where maximum occurs Span #2 Span # where maximum occurs Span #2 Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio = 3661 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.249 in Ratio = 843 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C i Cr Cm C t CL M lb F'b V fv F'v 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.312 0.282 0.90 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 2683.27 4.06 72,44 256.50 Length = 17.50 It 2 0.354 0.282 0.90 0.969 1.00 1.00 1.00 1.00 0.96 17.11 916.64 2587.02 4.06 72.44 256.50 '.0i4*I, LL Comb Run ('L) 0.969 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 1) F1 Cell: (858) 336-9902 daviddtengsd.com iw.dtenasd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 A.-2T I. Project Descr: Sheet ' of Printed: 27 AUG 2018, 5:56PM Wood Beam Description: FB-5 wl SEISMIC Load Combination Max Stress Ratios Segment Length Span # M V Length = 4,0 ft 1 0.354 0.315 Length = 17.50 ft 2 0.452 0.336 404.4H, LL Comb Run (L*) Length = 4.0 ft 1 0.281 Length = 17.50 ft 2 0.322 '041*4, LL Comb Run (Li) Length = 4.0 ft 1 0.354 Length = 17.50 ft 2 0.452 0s1r*H, U. Comb Run (L) Length = 4.0 ft 1 0.264 Length= 17.50 ft 2 0.335 '041rH, LL Comb Run (L) Length = 4.0 It 1 0.225 Length = 17.50 ft 2 0.265 D4r41, LL Comb Run (LL) Length = 4.0 ft 1 0.284 Length =17.50ft 2 0.335 404S41 Length = 4.0 ft 1 0.244 Length = 17.50 ft 2 0.284 '0'0.7501-r-47501-*I, LL Comb Ri Length = 4.0 ft 1 0.298 Length = 17.50 ft 2 0.398 .iO4,750Lr,0.750L41, LL Comb Ri Length = 4.0 ft 1 0.225 Length = 17.50 ft 2 0.265 'D40.750Lr+0.750L'H, LL Comb Ri Length = 4.0 ft 1 0.298 Length = 17.50 ft 2 0.398 '040.750L40.750Ss41, LL Comb R Length = 4.0 ft 1 0.292 Length = 17.50 ft 2 0.370 4040.750L40.750S#1, LL Comb RL Length = 4.0 ft 1 0.244 Length = 17.50 ft 2 0.284 '0'+0.750L'0.750S#4, LL Comb RL Length = 4.0 ft 1 0.292 Length = 17.50 ft 2 0.370 +0+0.60W'H Length r4,0ft 1 0.176 Length = 17.50 ft 2 0.221 '0'0.70E#1 Length =4.0f1 1 0.176 Length = 17.50 It 2 0.221 0-0.70E*1 Length = 4.0 ft 1 0.176 Length = 17.50 ft 2 0.221 40+0.750Lr4O.750L40.450W44, LL Length = 4.0 ft 1 0.234 Length = 17.50 ft 2 0.331 *D'0.750Lr'+0.7501+0.450W4H, LL Length =4.0ft 1 0.176 Length = 17.50 ft 2 0.221 "0'+0.750Lr+0.750L.0.450W#l, LL Length = 4.0 ft 1 0.234 Length = 17.50 ft 2 0.331 '040.750Ls0.750S0.450W*4, LL Length =4.ott 1 0.211 Length =17.50ft 2 0.287 0'0.750L40.750S0.450W*1, LL INC. 1983-2018, 8ulld:10.1118.15 Cd CFN C i Cr Cm C t CL Moment Values M lb Fb V Shear Values_- lv F'v 1.00 0.969 1.00 1.00 1.00 1.00 0.99 19.68 1054.06 2978.75 5.03 89.89 285.00 1.00 0.969 1.00 1.00 1.00 1.00 0.95 24.02 1,286.55 2848.91 5.36 95.78 285.00 0.969 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 1.00 0.969 1,00 1.00 1.00 1.00 0.99 15.61 836.00 2978.75 4.06 72.44 285.00 1.00 0.969 1.00 1.00 1.00 1.00 0.95 17.11 916.64 2848,91 4,05 72,44 285.00 0.969 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 1.00 0.969 1.00 1.00 1,00 1.00 0.99 19.68 1,054.06 2978.75 5.03 89.89 285.00 1.00 0,969 1.00 1.00 1.00 1.00 0.95 24.02 1,286.55 2848.91 5.36 95.78 285.00 0.969 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 1.25 0.969 1.00 1.00 1.00 1.00 0.99 18.28 979.02 3714.68 4.68 83.63 356,25 1.25 0,969 1.00 1,00 1.00 1.00 0.92 21.64 1,159.26 3458.82 4.84 86.35 356.25 0.969 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 1.25 0.969 1.00 1,00 1.00 1.00 0.99 15.61 836.00 3714.68 4.06 72.44 356.25 1.25 0.969 1.00 1.00 1.00 1.00 0.92 17.11 916.64 3458.82 4,06 72.44 356.25 0.969 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 1,25 0.969 1.00 1.00 1.00 1,00 0.99 18.28 979.02 3714.68 4.68 83.63 356.25 1.25 0.969 1.00 1.00 1.00 1.00 0.92 21.64 1,159.26 3458.82 4.84 86.35 356.25 0.969 1.00 1,00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 1.15 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 3420.80 4,06 72.44 327.75 1,15 0.969 1.00 1.00 1.00 1.00 0.93 17.11 916.64 3223.72 4,06 72.44 327.75 0.969 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 1.25 0.969 1.00 1.00 1.00 1.00 0.99 20,66 1,106.81 3714.68 5.28 94.28 356.25 1,25 0.969 1.00 1.00 1.00 1.00 0.92 25.69 1,376.04 3458.82 5.74 102.42 356.25 0.969 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0,00 1.25 0.969 1.00 1.00 1.00 1.00 0.99 . 15.61 836.00 3714.68 4.06 72.44 356.25 1.25 0.969 1.00 1,00 1.00 1.00 0.92 17.11 916.64 3458.82 4.06 72.44 356.25 0.969 1.00 1.00 1.00 1,00 0.92 0.00 0.00 0.00 0.00 1.25 0.969 1.00 1,00 1.00 1.00 0.99 20.66 1,106.81 3714.68 5,28 94.28 356.25 1.25 0.969 1.00 1.00 1.00 1.00 0.92 25.69 1,376.04 3458.82 5,74 102.42 356.25 0.969 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 1.15 0.969 1.00 1.00 1.00 1,00 0.99 18.66 999.55 3420.80 4.78 85.34 327.75 1,15 0.969 1.00 1.00 1.00 1.00 0.93 22.29 1,194.07 3223.72 4.98 88.93 327.75 0.969 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 1.15 0.969 1.00 1.00 1.00 1,00 0.99 15,61 836.00 3420.80 4,06 72.44 327.75 1.15 0.969 1.00 1.00 1.00 1.00 0.93 17.11 916.64 3223.72 4.06 72.44 327.75 0.969 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0,00 0.00 1.15 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 3420.80 4.78 85.34 327.75 1.15 0.969 1.00 1.00 1.00 1.00 0.93 22.29 1,194.07 3223.72 4.98 88.93 327,75 0.969 1.00 1,00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 1.60 0.969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72.44 456.00 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 1.60 0.969 1.00 1,00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72.44 456.00 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 1.60 0.969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4,06 72.44 456.00 0.969 1.00 1.00 1.00 1.00 0.87 0,00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 0.99 20.66 1,106.81 4737.70 5.28 94.28 456.00 1.60 0.969 1.00 1,00 1.00 1.00 0.87 25.69 1,376.04 4156.72 5.74 102.42 456.00 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 1.60 0,969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4,06 72.44 456.00 1.60 0.969 1.00 1.00 1.00 1.00 0.87 17,11 916.64 4156,72 4,06 72.44 456.00 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 0.99 20.66 1,106,81 4737.70 5.28 94.28 456.00 1.60 0.969 1.00 1.00 1.00 1.00 0.87 25.69 1,376.04 4156.72 5.74 102.42 456.00 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 1.60 0.969 1.00 1.00 1.00 1.00 0.87 22.29 1,194.07 4156,72 4.98 88.93 456.00 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 0.254 0.254 0.315 0.336 0.235 0.242 0.203 0.203 0.235 0.242 0.221 0.221 0.265 0.287 0.203 0.203 0.265 0.287 0.260 0.271 0.221 0.221 0.260 0.271 0.159 0.159 0.159 0.159 0.159 0.159 0.207 0.225 0.159 0.159 0.207 0.225 0.187 0.195 DAVID THOMAS ENGINEERING APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet 44 of 2O daviddtengsd.com . www.dtenasd.com Printed: 27 AUG 2018, 5:56PM W d B . . . . File= E:gny eSha DTETEA-1lO-PROJ-1\20181$14O'--1lENGlNE-1Chesthut Resldence.ec6 0.9 . earn. . .. . . . . . . Software copyright ENERCALC, INC. 1983-2016, Build:1018.8.15.: lLic 4TL'IIiIIIIIIj Description : FB-5 wl SEISMIC Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C1 Cr Cm C t CL M lb Fb V IV_- F'v Length =4.oft 1 0176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72,44 456.00 Length = 17.50 ft 2 0.221 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72.44 456.00 -+040.750L40.750S40.450W'*I, LL . 0.969 1.00 1.00 1.00 1.00 0,87 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 Length = 17.50 ft 2 0.287 0.195 1.60 0.969 1.00 1.00 1.00 1.00 0.87 22.29 1194.07 4156.72 4.98 88.93 456.00 4040.750L40.750S+0.5250E+H, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 Length = 17.50 It 2 0.287 0.195 1.60 0.969 1.00 1.00 1.00 1.00 0.87 22.29 1,194.07 4156,72 4.98 88.93 458.00 4040.750L40.750S+0.5250E+H, IL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 Length =17.50ft 2 0.221 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0,87 17.11 916.64 4156.72 4.06 72.44 456,00 40'+0,750140,750S.+0,5250E41, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18,66 999.55 4737.70 4.78 85.34 456.00 Length = 17.50 ft 2 0.287 0.195 1.60 0.969 1.00 1.00 1.00 1.00 0.87 22.29 1,194.07 4156.72 4.98 88.93 456.00 4040.750L40.75054),5250E'4+i, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 Length =17.50ft 2 0.287 0.195 1.60 0.969 1.00 1.00 1.00 1.00 0,87 22.29 1,194.07 4156.72 4.98 88.93 456.00 4040.750L40.750S-0.5250E#i, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 Length =17.50ft 2 0.221 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72.44 456.00 "040.750L+0.750S-0.5250E4H, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0,211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 Length= 17.50 It 2 0.287 0.195 1.60 0.969 1.00 1.00 1.00 1.00 0.87 22.29 1,194.07 4156.72 4.98 88.93 456.00 40.60D40.60W40.60H 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.106 0.095 1.60 0.969 1.00 1.00 1.00 1.00 0.99 9.36 501.60 4737.70 2.43 43.46 456.00 Length = 17.50 It 2 0.132 0.095 1.60 0.969 1.00 1.00 1.00 1.00 0.87 10,27 549.98 4156,72 2,43 43.46 456.00 .0.60D470E+0.60H 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.106 0.095 1.60 0:969 1.00 1.00 1.00 1.00 0.99 9,36 501.60 4737.70 2.43 43.46 456.00 Length = 17.50 It 2 0.132 0.095 1.60 0.969 1.00 1.00 1,00 1.00 0.87 10,27 549.98 4156,72 2.43 43.46 456.00 i0.600-0.70E-.0.60H 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.106 0.095 1.60 0.969 1.00 1.00 1.00 1.00 0.99 9.36 501.60 4737.70 2.43 43,46 456.00 Length =17.50ft 2 0.132 0.095 1.60 0.969 1.00 1.00 1.00 1.00 0.87 10.27 549.98 4156.72 2.43 43.46 456.00 Overall Maximum Deflections .. Load Combination Span Max. - Dell Location in Span Load Combination Max. +• Dell Location in Span 1 0.0000 0.000 'D40.750Lr40.750L40.450WH, LI. C -0.0100 2.324 'sD40.750Lr40.750I.40.450W-,41, LL C 2 0.2491 10.461 0.0000 2.324 Vertical Reactions : Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 15.180 19.295 5.766 Overall MINimum 15.180 -15.180 -0.000 -3.565 8.669 3,859 +D#I.+H, LL Comb Run (t) 4.582 10.531 5.395 404I.41, LL Comb Run (1*) -3.565 8.669 3.859 +O+L4+4, LL Comb Run (LL) 4.582 10,531 5,395 4041.141, LL Comb Run ('L) 4.232 9,890 4.867 404r41, LL Comb Run (L4) -3.565 8,669 3.859 +O+tr'+H, LL Comb Run (IL) 4.232 9.890 4.867 *0+841 -3.565 8.669 3.859 +00.750Lr0.750L*H, LL Comb Run ( 4.828 10.981 5.766 40+0.750Lr40.75014H, U. Comb Run (L -3.565 8.669 3.859 +0*0.750Lr*0,750L#l, LL Comb Run (1 -4.828 10.981 5.766 +0*0.750L40.750S41, LL Comb Run ('1 4.328 10.065 5.011 *0*0.7501*0.7505-H, LL Comb Run (L -3.565 8.669 3.859 *0*.750L*0.750S41, U. Comb Run (LL 4.328 10.065 5.011 -3.565 8.669 - 3.859 +0+070E*l -14.191 19.295 3.859 -i0-0,70E-.fl 7.061 -1.957 3.859 .00.750Lr40.750L*0.450W-,H, IL Comb 4.828 10.981 5.766 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 daviddtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet 4 of Printed: 27 AUG 208, 5:56PM w d :8 File= E:tEgnyte\SharethDTETEA-ft0-PROJ-1t2018\18140-.--1\ENGINE-1\ChesthutResldence.ec6 00 earn : Sotware cwYriaht1ENIERCALC,INC. 1983-2018, Buitd:10.18.8.15 Description: FB-5 wl Vertical. Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 4O40.750L750L40450W4f1, Li Comb -3.565 8.669 3.859 4OO.750Lr40.750L40.450W#I, IL Comb .4,828 10,981 5.766 -.O0,750L0.750S40.450W+H, LL Comb -4.328 10.065 5.011 4040.750L40.750540.450W#H, LL Comb -3.565 8.669 3.859 -l.040.750L40.7505'.0.450W-,4-1, LL Comb -4.328 10.065 5.011 -sO-+0.75OL'+0.750S40.5250E*, ILL Comb -12.297 18.035 5.011 +O"0.750L0.750S-0.5250E#1, LL Comb -11.534 16.638 3.859 -'O40.750L'0.750S40.5250E4+1, LL Comb .12.297 18.035 5.011 'O*0.750L'0.750S-0.5250Es4-1, LL Comb 3.642 2.096 5.011 -O-.0.750L'+0.750S-0.5250E"H, U. Comb 4.405 0.699 3.859 -fO-'0.750L40.750S.0.5250E*l, LL Comb 3.642 2.096 5.011 -'0.60D40.60W40,6011 -2.139 5.201 2.316 40.600+0.70E40,601-1 -12.765 15.827 2.316 40.60D-0.70E40.60H 8.487 -5.425 2.316 D Only -3.565 8.669 3.859 Lr Only, LL Comb Run (1) -0.667 1.221 1.007 Lr Only, IL Comb Run (Li) Lr Only, LL Comb Run (LL) .0.667 1.221 1.007 LOnly, LL Comb Run (1.) -1,018 1.862 1.535 L Only, LL Comb Run (1*) L Only, LL Comb Run (ILL) -1.018 1.862 1.535 SOnly • W Only EOnly -15.180 15.180 0.000 E OnIy-1.0 15.180 -15.180 -0.000 H Only ITL DAVID THOMAS ENGINEERING, APC Structural Engineeng Services Office: (858) 201-3072 EE Cell: (858) 336-9902 david@dtengsd.com www..dtenqsd.com File I Wood Beam . .. . . Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet _ 4LP of 30 __________ Printed: 27 AUG 2018, 5:58PM 1\0-PROJ-1\2018\18140---1\ENGINE-1\chesthut Residerrce.ec6 Software espyriht ENERCALC. INC. 1983-2018. Buiid:10,1118.15 Description : FB-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3,100.0 psi Ebend-xx 2,000.0ks1 Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Beam Bracing Completely Unbraced Fc - Pill 3,000.0 psi Fc - Perp 750.0 psi Fv 285.0 psi Ft 1,950.0 psi Eminbend - xx 1 ,036.83ksi Density 41.750pcf 0(4.354) Lr(1561) L(2.38) 5.25x16 5.25x16 Span = 4.0 ft Span 17.50 ft Applied Loads . . . . . . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D 0.0160 ksf, Tributary Width = 9.0 ft Load for Span Number 2 Uniform Load: D = 0.030 ksf, Extent = 0.0 ->> 13.0 ft, Tributary Width = 9.0 ft Point Load : 0=4.354, Lr= 1.561, L=2.380k@13.Oft DESIGN SUMMARY : . Maximum Bending Stress Ratio = 0.4521 Maximum Shear Stress Ratio 0.336 :1 Section used for this span 5.25x16 Section used for this span 5.25x16 fb : Actual 1,286.55psi fv: Actual = 95.78 psi FB : Allowable 2,848.91 psi Fv : Allowable = 285.00 psi Load Combination +0+141, LL Comb Run (*L) Load Combination +D+L+H, LL Comb Run (*L) Location of maximum on span = 13.003ft Location of maximum on span = 16.229 ft Span # where maximum occurs Span #2 Span # where maximum occurs = Span #2 Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio = 3661 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.249 in Ratio = 843 >=240 Max Upward Total Deflection 0.000 in Ratio; 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C C FN C Cr Cm C L Moment Values M fb Pb +0411 0.00 Length =4.oft 1 0.312 0.282 0.90 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 2683.27 Length =17.501t 2 0.354 0.282 0.90 0.969 1.00 1.00 1.00 1.00 0.96 17.11 916.64 2587.02 +O's{.4'f, LL Comb Run (L) 0.969 1.00 1.00 1.00 1.00 0.96 0,00 l..ength =4.Oft 1 0.354 0.315 1.00 0.969 1.00 1.00 1.00 1.00 0.99 19.68 1,054.06 2978.75 Length = 17.50 ft 2 0.452 0.336 1.00 0.969 1.00 1.00. 1.00 1.00 0.95 24.02 1286.55 2848.91 Shear Values V fv F'v 0.00 0.00 0.00 4.06 72.44 256.50 4.06 72.44 256.50 0.00 0.00 0.00 5.03 89.89 285.00 5.36 95.78 285.00 A E DAVID THOMAS ENGINEERING, APC 'Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com www.dtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet 'i I of Printed: 27 AUG 2018, 5:58PM w00 d' B earn - File E:lEgnyte\ShadDTETEA-tt0-PROJ-1\2O18\18140'--1lENGINE-1lCheathul Residenca.ec8 '• S Software copyright ENERCALC, INC. 1983-2018, Bulld:10.18.8.15'. Description: FB-5 Load Combinaflon Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CIN C i Cr Cm C CL M lb F'b V fv F'v +041*1, LL Comb Run (L*) 0.969 1.00 1.00 1.00 1,00 0.95 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.281 0.254 1.00 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 2978.75 4.06 72.44 285.00 Length= 17.50 ft 2 0.322 0.254 1.00 0.969 1.00 1.00 1.00 1.00 0.95 17.11 916.64 2848.91 4.06 72.44 285.00 40#L*I,LL Comb Run ILL) 0.969 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.354 0.315 1.00 0.969 1.00 1.00 1.00 1.00 0.99 19.68 1,054.06 2978.75 5.03 89.89 285.00 Length = 17.50 ft 2 0.452 0.336 1.00 0.969 1.00 1.00 1.00 1.00 0.95 24.02 1286.55 2848.91 5.36 95.78 285.00 +0+Lr4l, LL Comb Run (1) 0.969 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =4.oft 1 0.264 0.235 1.25 0.969 1.00 1.00 1.00 1.00 0.99 18.28 979.02 3714.68 4.68 83.63 356.25 Length 17.50 ft 2 0,335 0.242 1.25 0,969 1.00 1.00 1.00 1.00 0.92 21.64 1,159.26 3458.82 4.84 86.35 356.25 +0+Lr4, LL Comb Run (L) 0.969 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.225 0.203 1.25 0.969 1,00 1.00 1.00 1.00 0.99 15.61 836.00 3714.68 4.06 72.44 356,25 Length= 17.50 ft 2 0.265 0.203 1.25 0.969 1.00 1.00 1.00 1.00 0.92 17.11 916.64 3458.82 4.06 72.44 356,25 4041441, LL Comb Run (LL) 0.969 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.264 0.235 1.25 0.969 1.00 1.00 1.00 1.00 0.99 18.28 979.02 3714.68 4.68 83.63 356.25 Length = 17.50 ft 2 0.335 0.242 1.25 0.969 1.00 1.00 1.00 1.00 0.92 21.64 1159.26 3458.82 4.84 86.35 356.25 +0.S41 0.969 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length =4.oft 1 0.244 0.221 1.15 0,969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 3420.80 4.06 72.44 327.75 Length= 17.50 ft 2 0.284 0.221 1.15 0.969 1.00 1.00 1.00 1.00 0.93 17.11 916.64 3223,72 4.06 72.44 327.75 4040.750Lr4O.750L*I,LL Comb R' 0.969 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length =4.oft 1 0.298 0.265 1.25 0.969 1.00 1.00 1.00 1.00 0.99 20.66 1,106.81 3714.68 5.28 94.28 356.25 Length= 17.50 ft 2 0.398 0.287 1.25 0.969 1.00 1.00 1.00 1.00 0.92 25.69 1,376.04 3458.82 5.74 102.42 356.25 4D40.750Lr4O.750L41, LL Comb R; 0.969 1.00 1,00 1.00 1.00 0.92 0,00 0.00 0.00 0.00 Length =4.oft 1 0.225 0.203 1.25 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 3714.68 4.06 72,44 356.25 Length = 17.50 ft 2 0.265 0.203 1.25 0.969 1.00 1.00 1.00 1.00 0.92 17.11 916.64 3458.82 4.06 72.44 356.25 +090.750Lr40.750L*I,LL Comb R 0.969 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length =4,oft 1 0.298 0.265 1.25 0.969 1.00 1.00 1.00 1.00 0.99 20.66 1,106.81 3714.68 5.28 94.28 356.25 Length = 17.50 ft 2 0.398 0.287 1.25 0.969 1.00 1.00 1.00 1.00 0.92 25.69 1,376.04 3458.82 5.74 102.42 356.25 +090.750L40.750S"+4, LL Comb RL 0.969 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.292 0.260 1.15 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 3420.80 4.78 85.34 327.75 Length = 17.50 ft 2 0.370 0.271 1.15 0.969 1.00 1.00 1.00 1.00 0.93 22.29 1,194.07 3223.72 4.98 88.93 327.75 +040.750L+0.750841, Ii Comb Rt 0.969 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.244 0.221 1.15 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 3420.80 4.06 72.44 327.75 Length= 17.50 ft 2 0.284 0.221 , 1.15 0.969 1.00 1.00 1.00 1.00 0,93 17,11 916.64 3223.72 4.06 72.44 327.75 9040.750L90.750S'*I,LL Comb RL 0.969 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.292 0.260 1.15 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 3420.80 4.78 85.34 327.75 Length= 17.50 ft 2 0.370 0.271 1.15 0.969 1.00 1.00 1.00 1.00 0.93 22.29 1,194.07 3223.72 4.98 88.93 327.75 9040.60W4H 0.969 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 Length = 17.50 ft 2 0.221 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72.44 456.00 .040.70E+ff 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 Length= 17.50 ft 2 0.221 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72,44 456.00 +0-0.70E41 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 Length= 17.50 ft 2 0.221 0.159 1.60 0.989 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4,06 72.44 456.00 +00.750Lr90.750L40.450W4i, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.234 0.207 1.60 0.969 1.00 1.00 1.00 1.00 0.99 20.66 1,106.81 4737.70 5.28 94.28 456.00 Length = 17.50 ft 2 0.331 0.225 1.60 0.969 1.00 1.00 1.00 1.00 0.87 25.69 1,376.04 4156.72 5.74 102.42 456.00 4040.750Lr0.750L90.450W4l, Ii 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 Length = 17.50 ft 2 0.221 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72.44 456.00 +040.750Lr40.750L90.450W4j, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.234 0.207 1,60 0,969 1.00 1,00 1.00 1.00 0.99 20.66 1,106.81 4737.70 5,28 94.28 456.00 Length = 17.50 ft 2 0.331 0.225 1.60 0.969 1.00 1.00 1.00 1.00 0.87 25.69 1,376.04 4156.72 5.74 102.42 456.00 +040,750L40.750540.450W41,LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0,00 0.00 Length =4.oft 1 0.211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 Length 17.50ft 2 0.287 0.195 1.60 0.969 1.00 1.00 1.00 1.00 0.87 22.29 1,194.07 4156.72 4.98 88.93 456.00 4040.750L40.750S40.450W#1, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 Length = 17.50 ft 2 0.221 0.159 1,60 0.969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72.44 456.00 DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence L FLECell: Structural Engineering Services Engineer: David Thomas, S. E. Office: (858) 201-3072 Project ID: 18140 Project Descr: Sheet 4•c: of_________ david@dtengsd.com (858) 336-9902 -- Printed: 27 AUG 2018. 5:58PM Wood Beam : . . . File .= E:lEgnyte\Shed1Dt EA-110-PROJ--112018118140---1.\ENGINE-1\Chesthut Resideñce.ecS. Software copyright ENERCALC, iNC. 1983-2018, Buitd:10,18.8.15. Descripon: FB-5 Load Combination MaxStress Ratios Moment Values Shear Values Segment Length Span # M V C C FN c i Cr Cm C t C1 M lb Pb V Iv Fv -'O*0.750L+0.750S.0.450W41, 11 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 Length = 17.50 ft 2 0.287 0.195 1.60 0.969 1.00 1.00 1.00 1,00 0.87 22.29 1,194.07 4156.72 4.98 88.93 456.00 -+040.750L0.750S.0,5250EH, LL 0,969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 OMO 0.00 Length =4.ott 1 0.211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 Length ll.50ft 2 0.287 0.195 1.60 0.969 1.00 1.00 1.00 1.00 0.87 22.29 1,194.07 4156.72 4.98 88.93 456.00 40+0.750L40.750S40.5250E41, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 Length 17.50ft 2 0.221 0.159 1.60 0,969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72.44 456.00 +040.750L40.750S.0.5250E'*l, U. 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737,70 4.78 85.34 456.00 Length =17.501t 2 0.287 0.195 1.60 0.969 1.00 1,00 1.00 1.00 0.87 22.29 1,194.07 4156.72 4.98 88.93 456.00 +O+0.750L+0.750S-0.5250EH. LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.211 0.187 1.60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 Length = 17.50 ft 2 0.287 0.195 1.60 0.969 1.00 1.00 1.00 1.00 0.87 22.29 1,194.07 4156.72 4.98 88.93 456.00 #040.750L40.750S-0.5250E1+I, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.176 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.99 15.61 836.00 4737.70 4.06 72.44 456.00 Length =17.5Olt 2 0.221 0.159 1.60 0.969 1.00 1.00 1.00 1.00 0.87 17.11 916.64 4156.72 4.06 72.44 456.00 -+040.750L40,7505-0.5250E41, LL 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.211 0.187 1,60 0.969 1.00 1.00 1.00 1.00 0.99 18.66 999.55 4737.70 4.78 85.34 456.00 Length = 17.50 ft 2 0.287 0.195 1,60 0.969 1.00 1.00 1.00 1.00 0.87 22.29 1,194.07 4156.72 4.98 88.93 456.00 '0.60D'+0.60W-'0.60H 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.oft 1 0.106 0.095 1.60 0.969 1.00 1.00 1.00 1.00 0.99 9.36 501.60 4737.70 2.43 43.46 456.00 Length= 17.50 ft 2 0.132 0.095 1.60 0.969 1.00 1.00 1.00 1.00 0.87 10.27 549.98 4156.72 2.43 43.46 456.00 -'0.60D40,70E40.60H 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0 ft 1 0.106 0.095 1.60 0.969 tOO 1.00 1.00 1.00 0.99 9.36 501.60 4737.70 2.43 43.46 456.00 Length =1750ft 2 0.132 0.095 1.60 0.969 1.00 1.00 1.00 1.00 0.87 10.27 549.98 4156.72 2.43 43,46 456.00 +0.600-0.70E40.60H 0.969 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.106 0.095 1.60 0.969 1.00 1.00 1.00 1.00 0.99 9,36 501.60 4737,70 2.43 43.46 456.00 Length = 17.50 ft 2 0.132 0.095 1.60 0.969 1.00 1.00 1.00 1.00 0.87 10.27 549.98 4156.72 2.43 43.46 456.00 Overall Maximum Deflections . Load Combination Span Max. '- Defi Location in Span Load Combination Max. +' Deft Location in Span 1 0.0000 0.000 4040.750Lr40.750140.450W'+ft, LL C -0.0100 2.324 +C0.7500.75..-0.450W4t, LL C 2 0.2491 10.461 0.0000 2.324 Vertical Reactions . .. . . . Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -4.828 10.981 5.766 Overall MiNimum -3.565 1.862 1.535 +0*4-i -3.565 8.669 3.859 +O*L41, LL Comb Run (L) -4.582 10.531 5.395 +O+L*I, LL Comb Run (Li -3.565 8.669 3.859 .04.41, IL Comb Run (IL) . 4.582 10.531 5.395 .04i41, IL Comb Run (IL) . 4.232 9.890 4.867 40+4i#i, LI. Comb Run (1) -3.565 8.669 3.859 +04.r44, IL Comb Run (LL) 4.232 9.890 4.867 +0+S4I -3.565 8.669 3.859 +O0.750Lr40.750L41, IL Comb Run (* 4.828 10.981 5.766 +0+0.750Lr4O.7501*f, IL Comb Run (L -3.565 8.669 3.859 -s0.0.750Lr'+0.750141, IL Comb Run (L -4,828 10,981 5.766 40-+0.750L40.750S4H, IL Comb Run (*1 4.328 10.065 5.011 4040.750L+0.75054H, U. Comb Run (L -3.565 8.669 3.859 4040.750140,750S41, LL Comb Run (LL 4.328 10.065 5.011 .0.0.60W41 -3.565 8,669 3.859 -'0e0.70EH -3.565 8.669 3.859 40-0.70E#1 -3.565 8.669 3.859 10-+0.750Lr40.750L.+0.450W4H, LL Comb -4.828 10.981 5.766 '0.0.750Lr.0.7501-+0.450W-+H, LL Comb -3.565 8.669 3.859 -'040.750Lr0.750L-.0.450W*4, LL Comb 4.828 10.981 5.766 ZDTLE DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet 44 of (j) Printed: 27 AUG 2018, 5:58PM Wood Beam .. . . . Fil EEgnye\Shw thDTETEA-10PRO 1\018\18140-1\ENGJNE--1\Cbestnut Residence.ec6. Software coDyrlaht ENERCALC. INC. 1983-2018. Build:10.18.8.15 Description : FB-5 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1Support 2Support 3 +l)40.750[40.750540.450W+H, U. Comb -4.328 10.065 -5. Of -'O40.750L+0.750S40.450W*l, IL Comb -3.565 8.669 3.859 +O+0.750L40,750S+0.450W+H, LL Comb -4.328 10.065 5.011 +040.750L40.750S40,5250E*J, U. Comb -4.328 10.065 5.011 4040.750L+0.750S40.5250E#1, LL Comb -3.565 8.669 3.859 +6'+0.750L.0.750S+0.5250E*I, IL Comb -4,328 10.065 5.011 -4D+0.750L+0.7505-0,5250E+fl, IL Comb 4.328 10.065 5.011 +040.750L40.750S4.5250E4H, IL Comb -3.565 8.669 3.859 -I'040.750L-+0.7508-0.5250E+H, LL Comb 4.328 10.065 5.011 -.0.6013-0.60W-0.601-1 -2.139 5.201 2,316 "0.60D+0.70E40.60H -2.139 5.201 2.316 -s0.60D-0.70E0.60H -2.139 5.201 2.316 0 Only -3.565 8.669 3.859 Lr Only, LL Comb Run (1) -0.667 1.221 1.007 Lr Only LL Comb Run (L) Lr Only, LL Comb Run (II) -0.667 1.221 1.007 L Only, LL Comb Run (*L) -1.018 1.862 1.535 L Only, U. Comb Run (I) L Only, LL Comb Run (IL) -1.018 1.862 1.535 S Only W Only E Only EOnly' -l.O H Only E: Modulus of Elasticity Ebend- xx 2000 ksi Eminbend -xx 530120482 ksi Density 41 .75pcf Fb+ 3100 psi Fb- 3100 psi Fc - Pill 3000 psi Fc - Perp 750 psi Fv 285 psi Ft 1950 psi Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Boise Cascade Wood Grade : Versa Lam 2,0 3100 West Beam Bracing : Completely Unbraced .. . DAVID THOMAS ENGINEERING, APC I . Structural Engineering Services Office: (858) 201-3072 L Cell: (858) 336-9902 david@dlengsd.com Project Title: Chestnut Residence Engineer: David Thomas S.E. Project ID: 18140 q Project Descr: Sheet of_________________ _______ Printed: 27 AUG 2018, 6:14PM Wood Beañi . . ç:rgnyetr1weatui j-rr ,j.r I iu o jo iq'r- IItiNt Solbare copyright ENERCALC, INC. 1983-2018, Build: 10.18.8.15 Description: FB-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 7x16 Span = 21.0 It Applied-Loads . •. . : Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Li = 0.020 ksf, Tributary Width = 1.50 ft Uniform Load: D = 0.0160 ksf, Extent = 4.0 ->> 21.0 ft Tributary Width = 4.0 ft Uniform Load: D = 0.0160 ksf, Extent =4.0 ->> 21,01t, Tributary Width = 3.0 ft Point Load: 0 0.1627, Li 0.2917k @4.0 if, (FB-8) Point Load: D=8,060, Lr = 0.8023, L =6.387, E = 7.060 k 4.0 It, (FB-9) DESIGN SUMMARY ........ . .DIM =m Maximum Bending Stress Ratio = 0.721: 1 Maximum Shear Stress Ratio 0.619 : I Section used for this span 7x16 Section used for this span 7x16 fb : Actual = 2,105.93psi N : Actual = 176.41 psi FB : Allowable = 2,921 .87 psi Fv Allowable = 285.00 psi Load Combination +D-k+H Load Combination Location of maximum on span = 4.062f1 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 0.275 in Ratio= 915 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.801 in Ratio = 314>=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max StressRatios Moment Values Shear Values Segment Length Span # M V Cd C EN C i Cr Cm C t CL M lb Pb V fv F'v 4041 0.00 0.00 0.00 0.00 Length =21.Oft 1 0.484 0.418 0.90 0.969 1.00 1.00 1.00 1.00 0.98 31.81 1,278.00 2639.76 8.00 107.17 256,50 .04L#I 0.969 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length 21.Oft 1 0.721 0.619 1.00 0.969 1.00 1.00 1.00 1.00 0.97 52.41 2,105.93 2921.87 13.1:7 176.41 285.00 0.969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =21.Oft 1 0.405 0.344 1.25 0.969 1.00 1.00 1.00 1.00 0.96 36.37 1,461,28 3611.51 9.16 122.72 356.25 THOMAS ENGINEERING, APC Project Title: Chestnut Residence ? I Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 DT Project ID: Project Descr:Sheet 18140 1' I of ID B Cell: (858)336-9902 _______ daviddtengsd.com ..........www.dtengsd.com Printed: 27 AUG 2018, 6:14PM W d Beam . File . . . . . . . . . . Software copyiightENERCALC, INC: 1983-2018, Build:10.18.8.15 Lic. Descripon: FB-6 Load Combination Max Stress Ratios Moment Values Shear Values SegmentLength Span# M v Cd CFN C1 Cr Cm C CL M lb F'b V lv F'v 0.969 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length =21.Oft 1 0.383 0.327 1.15 0.969 1.00 1.00 1.00 1.00 0.97 31.81 1,278.00 3338.62 8.00 107.17 327.75 40I0.750Lr40.750L41 0.969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.564 0.479 1.25 0.969 1.00 1.00 1.00 1.00 0.96 50.68 2,036.41 3611.51 12.7.5 170.77 356.25 40-+0.750L40.7508+H 0.969 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length =21.oft 1 0.569 0.485 1.15 0.969 1.00 1,00 1.00 1.00 0.97 47.26 1898.95 3338.62 11.88 159.10 327.75 0'0.60W'+fI 0,969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =21.oft 1 0.282 0.235 1.60 0.969 1.00 1.00 1.00 1.00 0.94 31.81 1,278.00 4526.43 8.00 107.17 456.00 -'O40,70E+1 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length '21.0ft 1 0,424 0.353 1.60 0.969 1.00 1.00 1.00 1.00 0.94 47.75 1,918.62 4526,43 12.00 160.75 456.00 +D+0.750Lr+0,750L40.450W41 0.969 1.00 1.00 1,00 1.00 0.94 0.00 0.00 0.00 0.00 Length =21.Oft 1 0.450 0.374 1.60 0.969 1.00 1.00 1.00 1.00 0.94 50.68 2,036.41 4526.43 12.75 170.77 456.00 -'0+0.750L0.750S+0.450W.H 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length =21.oft 1 0.420 0.349 1.60 0.969 1.00 1,00 1.00 1.00 0.94 47.26 1,898.95 4526.43 11,88 159.10 456.00 4040.750L40.750S'+0,5250E41 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 21.0 It 1 0.526 0.437 1.60 0.969 1.00 1.00 1.00 1.00 0.94 59.22 2,379.41 4526.43 14.88 199.29 456.00 40.60D40.60W+0,60H 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.169 0.141 1.60 0.969 1.00 1.00 1.00 1.00 0.94 19.08 766.80 4526.43 4.80 64.30 456.00 +0.60D40.70E+0.60H 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0,00 0.00 Length = 21.0 ft 1 0.311 0.259 1.60 0.969 1.00 1.00 1.00 1.00 0,94 35.03 1,407.42 4526.43 8.80 117.88 456.00 Overall Maximum Deflections . . Load Combination Span Max. '- Deft Location in Span Load Combination Max. +' Defi Location in Span D0.750L40.750S+0.5250E*H 1 0.8010 9.427 0.0000 0.000 Vertical Reactions : . . .. Support notation: Far left is #1 Values in NIPS Load Combination Support 1 Support 2 Overall MAXimum 14.961 4.974 Overall MINimum 5.715 1,345 40*4 8.083 3.356 -+04.41 13.254 4.572 .04.r-++I 9.284 3.879 40+541 8.083 3.356 -+0+0.750Lr-+0.750L-*I 12.861 4.660 4040.750L40,750S4H . 11.961 .4.268 4040.60W'*I 8.083 3.356 9090,70E4I 12.084 4.297 -040.750Lr40.750L40.450W4i 12.861 4.660 40+0.750L40.7505-+0.450W41 11.961 4.268 4040.750L40.750S40.5250E4H 14.961 4.974 +0,60D+13,60W-+0,60H 4.850 2.013 40.60D40,70E40,60H 8.851 2.955 D Only 8.083 3.356 Lr Only 1.201 0.523 LOnly 5.170 1.217 S Only WOnly E Only 5.715 1.345 H Only LDTaE David Thomas Engineering Job Chestnut Residence 18140 Sheet No. __of Calculated by DT Date Beam Design DESIGN LEVEL: 7flp ROOt- _P.c1Mt-tC) LABEL: 17-I SPAN = _FT. W, = (D P)(?J?) W2 = P1 = P2 = RL = 4 c lbs. RR = 4 2 cs' lbs USE: '/4x_!I'1'__1/1'AI43RADE: 7, 1 00 C: - VMAX 1 1 34-90 lbs. E= 2O° ksi ALT; GRADE: C: MMAX = _______ ft-lbs. IREQ'D = Ifl4 LABEL: ¶i' - b SPAN = 'lB_0 _FT. Wi = W2 = p1 = ( 4r!21b P2 = 11 111 USE: _ C: - ALT: GRADE: - C: 'p "V I - , -oe RL = - lbs. RR =#c* lbs VMAX ______lbs. EZ000 ksi MMAX = ________ ft-lbs. IREQV = ______ in LABEL: :EIRO _- SPAN FT. r 4 'J7 ?Sr) (VT c-~)4 ipc-)() &ôP Lf no- P L L. k V44?;(4-7 r, ( PC- F)(4) • I2 Rt. )4,,44Y,_lbs. RR \, _ lbs USE:VPM GRADE: )O C: ____ V,w 1116q0 lbs. E '4000 ksi ALT: GRADE: __________ C: _____ M&qx =1 O4 cko ft-lbs. 'REaD = _____ Ifl4 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 [) F Cell: (858) 336-9902 david@dtengsd.com .......www.dtenqsd.com Wood Beam . . File= Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet of__________ Printed: 27 AUG 2018, 6:03PM INC:1983-2018. Build:10.18.8.15 Description; FB-7 CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb .'- 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3,100.0 psi Ebend-xx 2,000.0ks1 Fc- Pill 3,000.0 psi Eminbend - 1,036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1950.0 psi Density 41.75Opcf Beam Bracing : Completely Unbraced 5.2501.875 .. 5.25x11.875 Span = 2.50 ft , Span = 2.50 ft Applied Loads •• Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to toads Load for Span Number 1 Uniform Load: D = 0.030, Lr = 0.020 ksf, Tributary Width = 17.50 ft Load for Span Number 2 Uniform Load: D = 0.030, Lr = 0.020 ksf, Tributary Width = 17.50 it DESIGN SUMMARY ...:. .IrTiL.J, Maximum Bending Stress Ratio = 0.07111 Maximum Shear Stress Ratio 0.092 :1 Section used for this span 525x11.875 Section used for this span 5.25x11.875 fb:Actual = 271.42 psi fv:Actual 32.71 psi FB : Allowable = 3,857.64p5i Fv : Allowable = 356.25 psi Load Combination +D+Lr4l, LI. Comb Run Oft Load Combination +04.r4H, LL Comb Run (L*) Location of maximum on span = 2.500 Location of maximum on span 1,522ff Span # where maximum occurs = Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 12738 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.011 in Ratio = 5466 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces. & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C C FN C I Cr Cm C t C L Moment Values M fb Pb V Shear Values fv F'v 4044 0,00 000 0.00 0.00 Length = 2.50 ft 1 0.059 0.078 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 2781.20 0.8.3 19.89 256,50 Length =2.5oft 2 0.059 0.078 0.90 1.000 1.00 1.00 1.00 1.00 tOO 1.70 165.05 2781.20 0.83 19.89 256.50 40414H, IL Comb Run (1) 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 2.50 ft 1 0.053 0.070 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165,05 3089.07 0.83 19,89 285.00 Length =2.50ft 2 0.053 0.070 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3089.07 0.83 19.89 285.00 +04L4LLL Comb Run (Li 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 000 [) .........DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858)201-3072 E Cell: (858) 336-9902 david@dtengsd.com ..........www.dtenqsd.com Project Title: Chestnut Residence Engineer David Thomas, S.E. Project ID: 18140 Project Descr. Sheet 'i'i of__________ Printed: 27 AUG 2018, 6:03PM W d Be 00 am . . . . File= E:Egnyte\Sha d\DTETEA-l\G-PROJ-12018l814O---l\ENG!NE-1tChestnut Residence.ec6. . . . . . . . SoftwwecopynghtENERCALC INC. 1983-2018.Build:10.18.8.15. ---- Description : FB-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t C L M fb Fb V fv Fv Length 2.50ft 1 0.053 0.070 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3089.07 0.83 19,89 285.00 Length =2.50ft 2 0.053 0.070 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3089.07 0.83 19,89 285.00 40+L4H, LL Comb Run (LL) 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.053 0.070 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3089.07 0.83 19.89 285.00 Length = 2.50 ft 2 0.053 0.070 1.00 1.000 1.00 1.00 1,00 1.00 1.00 1.70 165,05 3089,07 0.83 19.89 285.00 .+O..lj.s.4.1LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.50ft 1 0.043 0.062 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3857.64 0.92 22.19 356.25 Length =2.50ft 2 0.043 0.062 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3857.64 0.92 22.19 356.25 40+Lr#1, LI. Comb Run (L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 It 1 0.070 0.092 1.25 1.000 1.00 1.00 1,00 1.00 1.00 2.79 271.42 3857.64 1.36 32.71 356.25 Length 2.50ft 2 0.070 0,092 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.79 271.42 3857.64 1.26 32.71 356.25 O+t.r*I, LI. Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.070 0.092 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.79 271.42 3857.64 1.36 32.71 356.25 Length =2.50ft 2 0.070 0.092 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.79 271.42 3857.64 1.36 32.71 356.25 40+5*1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.046 0.061 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3550.40 0.83 19.89 327.75 Length 2.50ft 2 0.046 0.061 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3550.40 0.83 19.89 327.75 0+0.750Lr40.750LI+1, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.50ft 1 0.043 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3857.64 0.90 21.61 356.25 Length = 2.50 ft 2 0.043 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3857.64 0.90 21.61 356,25 40+0.750Lr.0.750L'*l, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.063 0.083 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.52 244.83 3857.64 1.23 29.51 356.25 Length =2.50ft 2 0.063 0.083 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.52 244.83 3857.64 1.15 29.51 356.25 4040.7501140.7501-*I, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.50ft 1 0.063 0.083 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.52 244.83 3857.64 1.23 29.51 356.25 Length = 2.50 ft 2 0.063 0.083 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.52 244.83 3857.64 1.23 29.51 356.25 '0+0.750L+0.750S41, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 It 1 0.046 0.061 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3550.40 0.83 19.89 327.75 Length = 2.50 ft 2 0.046 0.061 1.15 1.000 1,00 1.00 1.00 1,00 1.00 1.70 165.05 3550.40 0.83 19.89 327.75 40+0.750L+0.750S"HLL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2.50ft 1 0.046 0.061 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3550.40 0.83 19.89 327.75 Length =2.50ft 2 0.046 0.061 1.15 1.000 1.00 1.00 1.00 1,00 1.00 1.70 165.05 3550.40 0.83 19.89 327.75 40'+0.750L40.750S+H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.046 0,061 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3550.40 0.83 19.89 327.75 Length =2.50ft 2 0.046 0.061 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.70 165.05 3550,40 0.83 19.89 327.75 4040.60W4fl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 Length = 2.50 ft 2 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1,00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 40-40.70E*H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0,00 0.00 0.00 Length =2.50fi 1 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 Length = 2.50 ft 2 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 +040.750Lr.0.750L40,450W+H, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =2.50ft 1 0.033 0.047 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.90 21.61 456.00 Length = 2.50 It 2 0.033 0.047 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.90 21.61 456.00 "00.750Lr-.0.750L'+0,450W*1, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 It 1 0.050 0.065 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.52 244.83 4930.91 1.23 29.51 456.00 Length = 2.50 ft 2 0.050 0.065 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.52 244.83 4930.91 1.15 29,51 456.00 '.0#0.750Lr40.750140.450W41, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0,00 Length 2.50ft 1 0.050 0.065 1.60 1.000 1.00 1.00 1.00 1,00 0.99 2.52 244.83 4930.91 1.23 29.51 456.00 Length = 2.50 ft 2 0.050 0.065 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.52 244.83 4930.91 1.23 29.51 456,00 +0'+0.750L'+0.750S"0.450W4, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =2.50ft 1 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0,99 1.70 165.05 4930.91 0.83 19.89 456.00 Length = 2.50 ft 2 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930,91 0.83 19.89 456.00 40'+0.750140.750S40,450W4H, LI. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =2.50ft 1 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1,70 165.05 4930.91 0.83 19.89 456.00 Length =2.50ft 2 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 "00.750L40.750S40.450W*I, LL 1.000 1.00 1.00 1,00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 Length =2.501t 2 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 9040.7501t0.750S+0.5250E'*l,LL 1,000 1.00 1.00 1,00 1.00 0.99 0.00 0.00 0.00 0.00 - ....................... DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence AI Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet of daviddtengsd.com ...............www.dtenqsd.com Printed: 27 AUG 2018, 6:03PM WoOd Beam . . File E:\Egnye\Shamd\DTETEAl\O-PROJ12018\l8140-VENGlNE1\Chestnut Rasidencaec6 Softare copyright ENERCALC. INC. 1983-2018. Build:10.18.8.15. Description: FS-7 Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V fv Pv Length 2.50ft 1 0.033 0.044 1.60 1.000 1,00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 Length =2.50ft 2 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 0+0.750L+0.750S+0,5250E*l, LI. 1.000 1,00 1,00 1.00 1,00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 Length = 2.50 ft 2 0.033 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 +0+0.750L*0,750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.033 0.044 1.60 1.000 1.00 1.00 1,00 1,00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 Length = 2.50 ft 2 0.033 0.044 1,60 1.000 1.00 1.00 1.00 1.00 0.99 1.70 165.05 4930.91 0.83 19.89 456.00 40.6015460W40,601-1 1.000 1.00 1,00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft I 0.020 0.026 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.02 99.03 4930.91 0.50 11.94 456.00 Length = 2.50 ft 2 0.020 0.026 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.02 99.03 4930.91 0.50 11.94 456.00 *0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.020 0.026 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.02 99.03 4930.91 0.50 11.94 456.00 Length 2.50ft 2 0.020 0.026 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.02 99.03 4930.91 0.50 11,94 456.00 Overall Maximum Deflections . . . . Load Combination Span Max. - Defi Location in Span Load Combination Max. i- Dell Location in Span +0+Lr41, LI. Comb Run (L) 1 0.0110 0.000 0.0000 0.000 - 2 0.0000 0.000 0+1..r41, LL Comb Run (L') -0.0010 0.992 Vertical Róáctions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.465 0.438 Overall MiNimum 1.750 -0.438 *041 2.715 0.000 *0+L*H, LL Comb Run (*L) 2.715 0.000 '.O*L*H, LL Comb Run (L) 2.715 0.000 40+144, LL Comb Run (LL) 2.715 0.000 -'1J4.r*H, LL Comb Run ('1) 3.153 0.438 *0i{.r41, LL Comb Run (L) 4.028 .0.438 +O*{.ri+4, U. Comb Run (LL) 4.465 0.000 +O+S*H 2.715 0.000 *0*0,750Lr40,750L41, LL Comb Run (• 3,044 0.328 *0*0.750Lr*0.750L+H, LL Comb Run (L 3.700 -0.328 -.0+0.750Lr+0.750L4H, LL Comb Run (L 4,028 0.000 -+O-+0.750L+0.750541, LL Comb Run (*L 2,715 0.000 +O.0,750L*0.750S41, LL Comb Run (L 2.715 0.000 *0+0.750L*0,750541, LL Comb Run (LL 2.715 0.000 i040.60W41 2.715 0.000 "0*0.70E+H 2.715 0.000 40*0.750Lr40.750L*0.450W*H, LL Comb 3.044 0.328 +D+0.750Lr*0.750L*0.450W44, LL Comb 3.700 -0.328 4040.750Lr+0.750L40.450W+H, LL Comb 4.028 0.000 0-+0.750L'+0.750S#0.450W#l, LL Comb 2.715 0.000 00.750L0.750S0.450W*H LL Comb 2.715 0.000 -i040.750L40.750540.450W's.H, LL Comb 2.715 0.000 +040.750L'0.7505+0.5250EsH, LI. Comb 2.715 0.000 '0*0.750L*0,T50S*0.5250E4l, LI. Comb 2.715 0.000 '0-+0.750L+0.750S-+0.5250E-'+4, LL Comb 2.715 0.000 +0,600+0,60W*0,60H 1.629 0.000 .0.60D*0.70E*0.60H 1.629 0.000 0 Only 2.715 0.000 Lr Only, LL Comb Run (1.) 0.438 0.438 LrOnly, LL Comb Run (L*) 1.313 -0.438 LrOnly, LL Comb Rim (LL) 1.750 0.000 L Only, U. Comb Run (*L) L Only, LL Comb Run (L') L Only, LL Comb Run (LL) S Only W Only TDLE DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858)201-3072 Cell: (858) 336-9902 david©dtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet of Printed: 27 AUG 2018, 6:03PM Wood Beam File = E:lEgnytelSha DTETEA-l\PROJ-112018't18140-1IENGJNE-llCtrestnut Residencaec6. Software copyiiqht ENERCALC, INC. 1983-2018, Bufld:10.18,8.I5 Description: FB-7 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 EOnry H Only DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 1) B Cell: (858) 336-9902 david©dtengsd.com Wood Beam Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 p IDn Project Descr: Sheet vi7 of ow Printed: 27 AUG 2018, 6:04PM = E:tEgnytetShacedDTETEA-It0PROJ--lt2Ol8\18l4O-1lENGlNE-ltChestnut Residence.es6. Software oopyright ENERCALC, INC. 1983-2018, Bu'ild:10.18.8.15 Description: FB-8 CODE REFERENCES - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 3,100.0 psi E: Modulus of Elasticfty Load Combination ASCE 7-10 Fb- 3,100.0 psi Ebend-xx 2,000.0ksi Fc - Ptll 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1950.0 psi Density 41.750pcf Beam Bracing Completely Unbraced 5.25x1 1.875 Span = 18.0 ft AppliedLoads : Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to toads Point Load: Li = 0.4375 k i 12.0 It, (FB-7) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.0631 Maximum Shear Stress Ratio = 0.029 : I Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 ft : Actual = 233.09 psi fv : Actual = 10.50 psi FB : Allowable = 3,685.35 psi Fv : Allowable = 356.25 psi Load Combination +D+Lr+H Load Combination +O+lj+H Location of maximum on span 11.9561t Location of maximum on span = 17.015 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.054 in Ratio = 3985>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.083 in Ratio = 2592>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces '& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C I CrCm C t CL M lb Pb V fv F'v 4041 0.00 0.00 0.00 0.00 Length =18.0ft 1 0.026 0.014 0.90 1.000 1.00 1.00 1,00 1.00 0.97 0.73 71.19 2709.45 0.14 3,49 256.50 404141 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.024 0.012 1.00 1.000 1.00 1.00 1.00 1.00 0.97 0.73 71.19 2994.99 0.14 3.49 285.00 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.063 0.029 1.25 1.000 1.00 1.00 1.00 1.00 0.95 2.40 233.09 3685.35 0.44 10.50 356.25 +0+S4I 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.021 0.011 1.15 1.000 1.00 1.00 1.00 1.00 0.96 0.73 71.19 3413.75 0.14 3.49 327.75 0#0.750LrO.750L-4I 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0,00 0.00 0.00 Length = 18.0 ft 1 0.052 0.025 1.25 1,000 1.00 1.00 1,00 1.00 0.95 1.96 190.69 3685.35 0.36 8.75 356.25 +00.750L0.750S4l 1.000 1.00 1.00 1.00 1.00 0.95 0,00 0.00 0.00 0.00 T/E ..DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 , Cell: (858) 336-9902 Project Descr: Sheet 1 of RI') david@dtengsd.com ......w.dtenqsd.com Printed: 27 AUG 2018, 6:04PM Wood Beam . . File = E:tEgnytetSharecflDTETEA-110.PROJ-1\2018\l814O-1\ENGiNE-llChestiut Residence.ec6. Software copyright ENERCALC, INC. 1983-2ö18,Bulld:1O.18.6.15. I Lic; # KW-060099.68: Licen~ee:4 DAVID THOMAS. ENGINEERINGi A.P.C. Description: FBI Load Combinaton Max Stress Ratios- Moment Values Shear Values Segment Length Span # M V Cd C FN C Cr Cm C t CL M lb Pb V fv F'v Length = 18.0 ft 1 0.021 0.011 1.15 1.000 1.00 1.00 1.00 1.00 0.96 0.73 71.19 3413.75 0.14. 3.49 327.75 40*0.60W-*1 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.016 0.008 1.60 1,000 1.00 1,00 1.00 1.00 0.92 0.73 71.19 4572.04 0,14 3.49 456.00 4040.70E4H 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0,00 0.00 Length =18.oft 1 0.016 0.008 1.60 1.000 1.00 1.00 1.00 1.00 0.92 0.73 71.19 4572.04 0.1.4 3,49 456.00 40.Q.750Lr4O.750L0.450W+H 1,000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.042 0.019 1.60 1.000 1.00 1.00 1.00 1.00 0,92 1.96 190.69 4572.04 0,36 8.75 456.00 400,750L'4,750S+0,450W4H 1.000 1.00 1.00 1.00 1.00 .0.92 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.016 0.008 1.60 1.000 1.00 1.00 1.00 1.00 0.92 0.73 71.19 4572.04 0.14 3.49 456.00 4040.750L40.750S+0.5250E+H 1.000 1.00 1.00 1,00 1.00 0,92 0,00 0.00 0.00 0.00 Length =18.oft 1 0,016 0.008 1.60 1.000 1.00 1.00 1.00 1.00 0.92 0.73 71.19 4572.04 0.14 3.49 456.00 40,60D40.60W90.60H 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.009 0.005 1.60 1.000 1.00 1.00 1,00 1.00 0.92 0.44 42.72 4572.04 0.09 2.09 456.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length 18.0 ft 1 0.009 0.005 1.60 1,000 1.00 1.00 1.00 1.00 0.92 0.44 42.72 4572.04 0.09 2.09 456.00 Overall Maximum Deflections Load Combination Span Max. '-' Defi Location in Span Load Combination Max. +' Deft Location in Span 4O4Lr*l 1 0.0833 9.526 0.0000 0.000 Vertical Reactions . . . . . Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.309 0.454 Overall MiNimum 0.146 0,292 +0*1 0.163 0.163 '.0+141 0.163 0.163 +04.r41 0.309 0.454 +0'.S4l 0.163 0.163 .040,750Lr+0.750L*l 0.272 0.381 '.0'.0.750L'.0.7505'i+1 0.163 0.163 '0'.0.60W#I 0.163 0.163 '.0*0.70E41 0.163 0.163 '.0'.0.750Lr'.0.750L'0.450W#1 0.272 0.381 .0'.0.750L'.0.7505'.0.450W41 0.163 0.163 +0'0.750L40.750540.5250E*I 0,163 0.163 .0.60D'.0.60W'.0.I1 0.098 0.098 '.0.60D'.0.70E40.60H 0.098 0.098 D Only 0.163 0,163 LrOnly 0,146 0.292 L Only S Only WOnly E Only II Only .DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 JrLE 0 Cell: (858) 336-9902 of Project Descr: Sheet davidcdtengsd.ccm .......www.dtengsd.com Printed: 28 AUG 2018, 10:20AM Wood Beam . Re= E:tEgnyte\SharedlDTETEA-lto-PRW-1'i2018\18140-1IENGINE-'.ltCliesthut Residence.ec8. Software coyiiqhtENERCAt.C, INC. 1983.2018, Bui!d:10.18.8.15 Description: FB-9 w/ SEISMIC CODE REFERENCES Calculations per NDS 2015, IBC 2015, CRC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3,100.0 psi Ebend-xx 2,000.0ks1 Fc - Pill 3,000.0 psi Eminbend - xx 1036.83 ksi Wood Species : Boise Cascade Fc- Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1950.0 psi Density 41.750 pcI Beam Bracing : Completely Unbraced .04) Lr(0.04) D(0.1-28) O8 OrLl1221 L(1.862) E(1 5.18) 7x24 Span = 21.50 ft Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.030, L = 0.060 ksf, Extent = 0.0 ->> 11.50 ft, Tributary Width = 8.750 ft Uniform Load: D = 0.0070 ksf, Tributary Width = 3.0 ft Uniform Load: D = 0.030, L = 0.040 ksf, Extent = 11.50->> 21.50 It, Tributary Width = 8.50 ft Uniform Load: D = 0.020, Is = 0.020 ksf, Extent = 0.0 -'> 7.0 ft, Tributary Width = 2.0 ft Uniform Load: D = 0.030, L = 0.060 ksf, Extent = 7.0 ->> 11.50 ft, Tributary Width = 2.0 ft Point Load: D = 0.1280k @7.0 ft Point Load : D=8.669, Lr=1.221, L= 1.862, E 15.180k@11.50 ft, (FB-'5) DESIGN SUMMARY . Maximum Bending Stress Ratio = 0.68a I Maximum Shear Stress Ratio = 0.397 :1 Section used for this span 7x24 Section used for this span 7x24 fb:Actual 1,869.26psi fv:Actual 113.28 psi FB : Allowable = 2,718.67 psi Fv Allowable 285.00 psi Load Combination +D+L+H Load Combination +04+H Location of maximum on span = 11.456ft Location of maximum on span 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.336 in Ratio= 767 >=360 Max Upward Transient Deflection -0.336 in Ratio = 767 >=360 Max Downward Total Deflection 0.617 in Ratio = 417 >=240 Max Upward Total Deflection -0.055 in Ratio= 4727>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr Cm C CL M lb F'b V fv Pv 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.486 0.269 0.90 0.926 1.00 1.00 1.00 1.00 0.96 67.15 1,199.08 2469.72 7.72 68.90 256.50 +O+L4H 0.926 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. TL Office: (858) 201-3072 Project ID: 18140 (o Cell: (858) 336-9902 Project Descr: Sheet of daviddtengsd.com www.dtenqsd.com Printed: 28 AUG 2018 10:20AM [Wood Beam FleE:\Egnyte\Shared\DTETEA-l\0.PROJ-1\2018\18140-I\ENGINE-1\ChestnutResidence.ec6. S Soflwase copyright ENERCALC, INC. 1983-2018, Build:10.18.8.15 -'-_Licen~ee..: -DAVID THOMAS ERP!,NEERING, A.P.C. Description: FS-9 WI SEISMIC Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN ClCr Cm C CL M lb Pb V fvF'v Length =21.50ft 1 0.688 0.397 1.00 0.926 1.00 1.00 1.00 1.00 0.95 104.68 1,869.26 2718.67 12.69 113.28 285.00 +0+LrI-1 0.926 1.00 1.00 1.00 1,00 0.95 0.00 0.00 0.00 0.00 Length =21.50ft 1 0.402 0.211 1.25 0.926 1.00 1.00 1.00 1.00 0.92 74,11 1,323.43 3295.97 8.42 75.14 356.25 0.926 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length 21.50ft 1 0.390 0.210 1.15 0.926 1.00 1.00 1.00 1.00 0.93 67.15 1,199.08 3073.97 7,72 68.90 327.75 +0+0.750Lr-'0.750L#I 0.926 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length =21.50ft 1 0.545 0.298 1,25 0.926 1.00 1.00 1.00 1.00 0.92 100.52 1,794.98 3295.97 11.89 106.17 356.25 +0'0.750L+0.750S+H 0.926 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length 21.50ft 1 0.554 0.309 1.15 0,926 1.00 1.00 1.00 1.00 0.93 95.30 1,701.71 3073.97 11.35 101.32 327,75 +0+0.60W+H 0.926 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length 21.50ft 1 0.304 0.151 1.60 0.926 1.00 1.00 1.00 1.00 0.86 67.15 1,199.08 3947.97 7.72 68.90 456.00 +0+0.70EH 0,926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.560 0.262 1.60 0.926 1.00 1,00 1.00 1.00 0.86 123.77 2,210.15 3947.97 13.40 119.65 456.00 +0-0.70E41 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =21.50ft 1 0.058 0.047 1.60 0.926 1.00 1.00 1.00 1.00 0.86 12.90 230.29 3947.97 2.39 21.32 456.00 +D+0.750Ls'+0.750L+0.450W41 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.455 0.233 1.60 0.926 1.00 1.00 1.00 1.00 0.86 100.52 1,794.98 3947.97 11.89 106.17 456.00 +0*0.750L+0,750S+0.450W+H 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =21.50ft I 0.431 0.222 1.60 0.926 1.00 1.00 1.00 1.00 0.86 95.30 1,701.71 3947.97 11.35 101.32 456.00 +Q+0.750L+0,750S+0,5250E+H 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.623 0.305 1.60 0.926 1.00 1.00 1.00 1.00 0.86 137.76 2,460.02 3947.97 15.57 139.01 456.00 s00.750L0.750S-0.5250E+H 0.926 1,00 1.00 1.00 1.00 0.86 0.00 0.00 0,00 0.00 Length = 21.50 ft 1 0.239 0.150 1.60 0.926 1.00 1.00 1.00 1.00 0.86 52.87 944.03 3947.97 7.64 68.23 456.00 -+0.600+0.60W40,60H 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =21.50ft 1 0.182 0.091 1.60 0.926 1.00 1.00 1.00 1.00 0.86 40.29 719.45 3947.97 4.63 41.34 456.00 +0.600+0.70E+0.60H 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.438 0.202 1.60 0.926 1.00 1.00 1.00 .1.00 0.86 96,92 1,730.64 3947,97 10.31 92.09 456.00 40.60D-0,70E40.60H 0.926 1.00 1.00 1.00 1.00 0,86 0,00 0.00 0.00 0.00 Length =21.50ft 1 0.074 0.055 1.60 0.926 1.00 1.00 1.00 1.00 0.86 16.36 292.20 3947,97 2.79 24.95 456.00 Overall Maximum Deflections Load Combination Span Max. - Defi Location In Span Load Combination Max. + Dell Location in Span 4040.750L40,750S40.5250E+H 1 0.6173 10.907 0.0000 0.000 Vertical Reactions • . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 16.558 16.706 Overall MINimum -7.060 -8.120 8.060 8.354 404,41 14.448 13.806 *04.r4l 8.863 9.053 40+541 . 8.060 8.354 +0+0,750Lr+0,750L41 13.453 12.967 's'0+0,750L+0,750S44 12.851 12,443 .0+0,60W41 8.060 8.354 .+0'+0,70E4H 13.003 14.038 0-0.70E#4 3.118 2,670 .0+0.750Lr+0.7501+0.450W41 13.453 12.967 0+0.750L+0.750S+0.450W+H 12,851 12.443 0+0.750L+0.75OS+0.5250E4l 16.558 16.706 '0+0.750L0.7505-0.5250E41 9.144 8.180 +0,60D+0,60W+0.60H 4.836 5.012 0.60D+0.70E0.60H 9.779 10.696 +0,600-0.70E+0.60H -0.106 -0.671 D Only 8.060 8.354 Lr Only 0.802 0.699 L Only 6.387 5.452 S Only W Only E Only 7,060 8,120 T.DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence E Structural Engineeng Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet of daviddtengsd.com .........www.dtengsd.com Printed: 26 AUG 2018, 10:20AM .Wood-Beam . File = E:lEgnyte\Sha TEtEA-1t0-PROJ-t201818l40-1lENGlNE-1\Chestnut Residence.ec6 Software cooyiiahtENERCALC. INC. 1983-2018, Buitd:10,18.8.15 . I Description: FB-9 wl SEISMIC Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 - - E Only -1.0 -7.060 -8.120 H Only w DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet (P of Printed: 27 AUG 2018, 6:11 PM Wood Beam File = EtEgny e\Shaced\DTETEA-1W-PROJ-1\2018\1814O--1ENGlNE-1\Chesthut Residence.ec6. Software cooyrieht ENERCALC. INC. 1983-2018. Bulld:10.18.8.15 Description: FS-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Beam Bracing : Completely Unbraced Fb + 3,100.0 psi E: Modulus of Elasticity Fb- 3,100.0psi Ebend-xx 2,000.0ksi Fc - PriI 3,000.0 psi Eminbend - xx 1,036.83ksi Fc - Perp 750.0 psi Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf 21) L(1.862) I D(O.255) L(O.34) 7x24 Span = 21.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.030, L = 0.060 ksf, Extent = 0.0 ->> 11.50 ft, Tributary Width = 8.750 ft Uniform Load: D = 0.0070 ksf, Tributary Width = 3.0 ft Uniform Load: D = 0.030, L = 0.040 ksf, Extent = 11.50 ->> 21.50 ft, Tributary Width = 8.50 ft Uniform Load: 0 = 0.020, Li = 0.020 ksf, Extent 0.0 ->> 7.0 ft, Tributary Width = 2.0 ft Uniform Load: D = 0.030, L = 0.060 ksf, Extent = 7.0 ->> 11.50 ft, Tributary Width = 2.0 ft Point Load: 0 = 0.1280k @7.0 ft PointLoad: D=8.669, Lr=1.221, L= 1.862k@ 11.50ft,(FB-5) DESIGN SUMMARY : Maximum Bending Stress Ratio = 0.60 1 Maximum Shear Stress Ratio = 0.397 :1 Section used for this span 7x24 Section used for this span 7x24 fb:Actual = 1,869.26psi fv:Actual = 113.28 psi FB : Allowable = 2,718.67psi Fv : Allowable = 285.00 psi Load Combination '4D4.+H Load Combination +D+L+H Location of maximum on span = 11.456ft 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 0.186 in Ratio = 1390>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.487 in Ratio = 529 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load -Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C Cr Cm C t 0L M lb Pb V fv F'v .D+H 0.00 0.00 0.00 0.00 Length =21.50ft 1 0.486 0.269 0.90 0.926 1.00 1.00 1.00 1.00 0.96 67.15 1,199.08 2469.72 7.72 88.90 256.50 +04.41 0.926 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 T DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, SE. Office: (858) 201-3072 Project ID: 18140 , el- DE Project Descr: Sheet (,9 Cell: (858) 336-9902 of ) daviddtengsd.com ........www.dtenqsd.com Printed: 27 AUG 2018, 6:11PM Wood Beam . . .. . File E:\Egnyle\Sha DTETEA-l\0-PROJ-112018\18140--1\ENGINE-1\Chest,nut Residence.e6. Software copyright ENERCALC, INC. 1983-2018, Build: 10.18-8.15 I! Description: FB-9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C I Cr Cm C t CL M lb F'b v fv Fv Length =21.50ft 1 0.688 0.397 1.00 0.926 1.00 1.00 1.00 1.00 0.95 104.68 1,869.26 2718,67 12.6.9 113.28 285.00 0.926 1,00 1,00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =21.50ft 1 0.402 0.211 1.25 0.926 1.00 1.00 1.00 1.00 0.92 74.11 1,323.43 3295.97 8.42 75.14 356.25 4D4S4H 0.926 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length = 21.50 It 1 0.390 0.210 1.15 0.926 1.00 1.00 1.00 1.00 0,93 67.15 1,199.08 3073.97 7.72 68.90 327.75 +040.750Lr40.750L+H 0.926 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.545 0.298 1.25 0.926 1.00 1.00 1.00 1.00 0.92 100.52 1,794.98 3295.97 11.89 106.17 356.25 +D'0.750L+0,750S+H 0.926 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.554 0.309 1.15 0.926 1.00 1.00 1.00 1.00 0.93 95.30 1,701.71 3073.97 11.35 101.32 327.75 +040.60W41 0.926 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0,304 0.151 1.60 0.926 1.00 1.00 1.00 1.00 0.86 67.15 1,199.08 3947.97 7.72 68.90 456.00 4D40.70E4H 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =21.50ft 1 0.304 0.151 1,60 0.926 1.00 1.00 1.00 1.00 0.86 67.15 1,199.08 3947.97 7.72 68.90 456.00 'O-0.70E41 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length 21.5Oft 1 0.304 0.151 1.60 0.926 1.00 1.00 1.00 1.00 0.86 67.15 1,199.08 3947.97 7,72 68.90 456.00 +040,750Lr40,750L40,450W+H 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0,00 Length 21.50ft 1 0.455 0.233 1.60 0.926 1.00 1.00 1.00 1.00 0.86 100.52 1,794.98 3947,97 11.89 106.17 456.00 9040.750L40.750S*0,450W4H 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length 21.50ft 1 0.431 0.222 1.60 0.926 1.00 1.00 1.00 1.00 0.86 95.30 1,701.71 3947.97 11.35 101.32 456.00 "040.750L'+0,750Ss0,5250E41 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.431 0.222 1.80 0.926 1.00 1.00 1.00 1.00 0.86 95.30 1,701.71 3947.97 11.35 101.32 456.00 *D+0,750L40.7505-0,5250E41 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.431 0.222 1.60 0.926 1.00 1.00 1.00 1.00 0.86 95.30 1,701.71 3947.97 11.35 101.32 456.00 .0.60D40.60W40.60H 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.182 0.091 1.60 0.926 1.00 1.00 1.00 1.00 0.86 40.29 719.45 3947.97 4.63 41.34 456.00 40,60D0.70E40.60H 0.926 1.00 1,00 1,00 1.00 0.86 0.00 0.00 0.00 0.00 Length =21.50ft 1 0.182 0.091 1.60 0.926 1.00 1.00 1.00 1.00 0.86 40,29 719.45 3947.97 4.63 41.34 456.00 +0,60D-0.70E0.60H 0.926 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =21.50ft 1 0.182 0.091 1.60 0.926 1.00 1.00 1.00 1.00 0.86 40.29 719.45 3947.97 4.63 41.34 456.00 .QverallMàximumDeflectiohs Load Combination Span Max. '- Defi Location in Span Load Combination Max. Defi Location In Span *O4+H 1 0.4871 10.828 0.0000 0.000 Vertical. ReactiOns . I Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 14.448 13.806 Overall MiNimum 6.387 5.452 8.060 8.354 14.448 13.806 8.863 9.053 8.060 8.354 4040.750Lr40.750L+H 13.453 12.967 040.750L.0,750S41 12.851 12.443 40+0.60W'+H 8.060 8.354 ..040,70E.*I 8.060 8.354 40-0.70E+H 8.060 8.354 '0'+0.750Lr40.750L40.450W'H 13.453 12.967 40+0.750L+0.750540.450W4H 12.851 12.443 'G'0.750L+0.750&+0.5250E*l 12.851 12.443 4O+0.750L+0.750S.0.5250El'H 12.851 12.443 0,60W,60W+0.60H 4.836 5.012 0.60D+0.70E0.60H 4.836 5.012 .0.60D-0.70E90.60H 4.836 5.012 D Only 8.060 8.354 Lr0nly 0.802 0:699 L Only 6.387 5.452 S Only W Only EOnty T DAVID THOMAS ENGINEERING APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet (94_ of 'BC) david@dtengsd.com ....www.dtenqsd.com - Printed: 27 AUG 2018, 6:11 PM Wood Beam . . File E:tEgnytelShare0tETEA-1t0-PROJ-lt2018\18t40--1l€NGl4E--1tChestnut Residence.e06 Software copyright ENERCALC. INC.1983-2018, Build:10.18.8.15 I Description: FB-9 Vertical Reactions . Support notation : Far left is #1 Values in KIPS Load Combination Support1Support 2 E Only -1.O H Only Boise Cascade Single 11-7/8" BCI® 90-2.0 DF JoistDJ-1 BC CALC® Design Report Build 6536 Job Name: Chestnut Residence Address: 1161 Chesnut Avenue City, State, Zip: Carlsbad, CA 92008 Customer: Code reports: ESR-1336 Dry 11 span J No cantilevers 1 0/12 slope 16 OCS I Repetitive I Glued & nailed construction File Name: Chesnut Residence Description: Designs\DJ-1 Specifier: David Thomas, S.E. Designer: David Thomas, S.E. Company: David Thoms Er Misc: Sheet (95 of August 30, 2018 12:25:40 ring, A.P.C. 17-00.00 BO 131 Total Horizontal Product Length = 17-00-00 Reaction Summary (Down I Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 68010 340/0 B1,2-1/2" 680/0 340/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% I Standard Load Unf. Area (lb/fv12) L 00-00-00 17-00-00 60 30 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 4,188 ft-lbs 43.8% 100% 1 08-06-00 End Reaction 1,020 lbs 63.3% 100% 1 00-00-00 End Shear 995 lbs 46.3% 100% 1 00-02-08 Total Load Defi. L/591 (0.339") 81.2% n/a 1 08-06-00 Live Load Defi. L/887 (0.226") 67.7% n/a 2 08-06-00 Max Defi. 0.339" 33.9% n/a 1 08-06-00 Vibration 16'7'0 81.3% n/a 00-00-00 Span I Depth 16.9 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (Lx W) Value Support Member Material BO Wall/Plate 2-1/2" x 3-1/2" 1,020 lbs n/a 63.3% Unspecified Bi Wall/Plate 2-1/2" x 3-1/2" 1,020 lbs n/a 63.3% Unspecified Vibration Summary Subfloor: 23/32" OSB, Glue + Nail Gypsum Ceiling: None Strapping: None Bracing: None Notes Design meets User specified (L/480) Total load deflection criteria. Design meets User specified (U600) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis is based on IBC 2009. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® AJS, ALLJOIST® , BC RIM BOARD, BCI®, BOISE GLULAMTM, SIMPLE FRAMING SYSTEM®, VERSA-LAMS, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUDS are trademarks of Boise Cascade Wood Products L.L.C. Page 1 of 1 aoIsecascade Single 16" BCI® 60-2.0 DF JoistFJ-1 BC CALC® Design Report Build 6536 Job Name: Chestnut Residence Address: 1161 Chesnut Avenue City, State, Zip: Carlsbad, CA 92008 Customer: Code reports: ESR-1 336 Dry Ji span J No cantilevers 0/12 slope 16 OCS Repetitive I Glued & nailed construction File Name: Chesnut Residence Description: Designs\FJ-1 Specifier: David Thomas, S.E. Designer: David Thomas, S.E. Company: David Ir ?as Enyii Misc: Sheet_:f •••• August 30, 2018 12:25:40 ARC. 21-06-CO BO BI Total Horizontal Product Length = 21-06-00 Reaction Summary (Down I Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live 50, 2-1/2" 573/0 430/0 B1, 2-1/2" 573/0 430/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% I Standard Load Unf. Area (lb/ft"2) L 00-00-00 21-06-00 40 30 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 5,248 ft-lbs 61.6% 100% 1 10-09-00 End Reaction 1,003 lbs 73.6% 100% 1 00-00-00 End Shear 984 lbs 45.2% 100% 1 00-02-08 Total Load Defi. 11539 (0.472") 89.1% n/a 1 10-09-00 Live Load Defi. 11943 (0.27") 63.6% n/a 2 10-09-00 Max Deft 0.472" 47.2% n/a 1 10-09-00 Vibration 21' 1" 93.4% n/a 00-00-00 Span / Depth 15.9 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (Lx W) Value Support Member Material BO Wall/Plate 2-1/2" x 2-5/16" 1,003 lbs n/a 73.6% Unspecified BI Wall/Plate 2-1/2' x 2-5/16" 1,003 lbs n/a 73.6% Unspecified Vibration Summary Subfloor: 23/32" OSB, Glue + Nail Gypsum Ceiling: None Strapping: None Bracing: None Notes Design meets User specified (11480) Total load deflection criteria. Design meets User specified (11800) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis is based on IBC 2009. Composite El value based on 23/32" thick OSS sheathing glued and nailed to member. Design based on Dry Service Condition. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® ,AJSN, ALLJOIST®, BC RIM BOARD, BCI® BOISE GLULAM, SIMPLE FRAMING SYSTEM®, VERSA-LAMB, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUDS are trademarks of Boise Cascade Wood Products L.L.C. Page 1 of 1 Boise Cascade Single 11-718" BCI® 6000-1.8 DF RafterRJ-1 BC CALC® Design Report Build 6536 Job Name: Chestnut Residence Address: 1161 ChesnutAvenue City, State, Zip: Carlsbad, CA 92008 Customer: Code reports: ESR-1336 Dry I I span I No cantilevers 1 0/12 slope 16 OCS I Repetitive File Name: Chesnut Residence Description: Designs\RJ-I Specifier: David Thomas, S.E. Designer: David Thomas, S.E. Company: David Tomas En Misc: Sheet tfil of August 30, 2018 12:25:41 A.P.C. BO Bi Total Horizontal Product Length = 21-00-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 280/0 420/0 B1, 2-1/2" 280/0 420/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (lb/ftA2) L 00-00-00 21-00-00 20 30 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 3,574 ft-lbs 70.4% 125% 4 10-06-00 End Reaction 700 lbs 43.1% 125% 4 00-00-00 End Shear 686 lbs 32.8% 125% 4 00-02-08 Total Load Defi. U271 (0.916") 88.5% n/a 4 10-06-00 Live Load Defi. U452 (0.55") 79.6% nIa 5 10-06-00 Max Defi. 0.916" 91.6% n/a 4 10-06-00 Span / Depth 20.9 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (Lx W) Value Support Member Material BO Wall/Plate 2-1/2" x 2-5/16" 700 lbs n/a 43.1% Unspecified Bi Wall/Plate 2-1/2" x 2-5/16" 700 lbs n/a 43.1% Unspecified Cautions For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow surcharge load. Notes Design meets User specified (LJ240) Total load deflection criteria. Design meets User specified (U360) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis is based on IBC 2009. Design based on Dry Service Condition. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMERS , AJS, ALLJOIST®, BC RIM BOARD", BCI®, BOISE GLULAM, SIMPLE FRAMING SYSTEM®, VERSA-LAMS, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRANDS, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Page 1 of 1 ®Bol8e CaBcade Single 11-7(8" BCI® 6000-1.8 DF RafteñRJ-2 _______ Dry JI span I No cantilevers 1 0/12 slope August 30, 2018 12:25:41 BC CALC® Design Report 24 OCS I Repetitive Build 6536 File Name: Chesnut Residence Job Name: Chestnut Residence Description: Designs\RJ-2 Address: 1161 Chesnut Avenue Specifier: David Thomas, S.E. City, State, Zip: Carlsbad, CA 92008 Designer: David Thomas, S.E. Customer: Company: David Torpas Epneering, A.P.C. Code reports: ESR-1336 Misc: Sheet (.9 of 12 1 (-OO-UU BO Bi Total Horizontal Product Length = 17-00-00 Reaction Summary (Down! Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live 80, 2-1/2" 340/0 340/0 B1, 2-1/2" 340/0 340/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% I Standard Load Unf. Area (lblftA2) L 00-00-00 17-00-00 20 20 24 Controls Summary Value % Allowable Duration Case Location Pos. Moment 2,792 ft-lbs 55% 125% 4 08-06-00 End Reaction 680 lbs 41.8% 125% 4 00-00-00 End Shear 663 lbs 31.7% 125% 4 00-02-08 Total Load Defi. L/417 (0.481') 57.5% n/a 4 08-06-00 Live Load Defi. L/835 (0.24") 43.1% n/a 5 08-06-00 Max Defi. 0.481" 48.1% n/a 4 08-06-00 Span / Depth 16.9 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim. (L x W) Value Support Member Material BO Wall/Plate 2-1/7 x 2-5/16" 680 lbs n/a 41.8% Unspecified BI Wall/Plate 2-1/2" x 2-5/16" 680 lbs n/a 41.8% Unspecified Cautions For roof members with slope (1/4)/12 or less final design must ensure that poriding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow surcharge load. Notes Design meets User specified (L/240) Total load deflection criteria. Design meets User specified (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis is based on IBC 2009. Design based on Dry Service Condition. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® ,AJS, ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAM, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Page 1 of 1 David Thomas Engineering Job Chestnut Residence 18140 - Sheet No. Calculated by DT Date of LATERAL DESIGN (Sheet 1) Wind Design Method Used = Main Wind-Force Resisting System (MWFRS) - Method 2 Maximum Building Height (z) = 30 feet Design Wind Speed = 110 mph (110 mph for California) Exposure Category =J C (per ASCE-7, 6.5.6.3) Importance Factor (I) =[ 1.00 (per ASCE-7, Table 1.5-2) = 1.00 (per ASCE-7, 26.8.2) A = 1.40 (per ASCE-7, Figure 28.6-1) Ps30 = 17.70 psf (per ASCE-7, Figure 28.6-1) 0.6 x Ps = 14.871psf Ps = Ax KIM X x P 30 (per ASCE-7, 6.4.2.1, Equation 6-1) (reduced for ASD load combos) Adjust Factor it Table Mean Roof Exposure Height (ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Seismic Design Method used _= Equivalent Lateral Force Procedure Occupancy Category = 2 (per ASCE-7, Table 1-1) (Residential = 2.0) R = 6.5 (per ASCE-7, Table 12.2-1) (Wood Shearwalls = 6.5) = 1.00 (per ASCE-7, Table 11.5-1) (Residential = 1.0) Site Class = D (per ASCE-7, 11.4.2) (Assume SiteClass ="D" w/o Soils Report) S5 = 1.136 g (0.2 sec) Fa = 1.045 SDS = 0.791 g Si = 0.436 g (1 sec) F = 1.564 S01 = 0.455 g Seismic Design Category (SDS) = D (Use the worst case seismic design category) Seismic Design Category (SD1) = D Ta = 0.256 sec Cthx (per ASCE-7, Equation 12.8-7) C5 = 0.122 S0s/(R/1) (per ASCE-7, Equation 12.8-2) C5 a., = 0.273 SDl/Ta(R/I (per ASCE-7, Equation 12.8-3) Csmin =0.010 Csmin > 0.01 or 0.5S1/(R/1) (per ASCE-7, Eq. 12.8-5 / 12.8-6) Csa 0.122 ] Assumed Factor of Safety p=_1.3 I V = 0.113 W. (C c*p)*Wx/1.4 (ASD) X 1.20 = 10.136IW 20 psf 30 psf 30 psf 7psf 16 psf = NYorN Roof Project. Height ROOF Plate [-[eight 2nd _Floor Plate Height * Alternate Ext. Wall = ift = 9ft = lOft = I Ipsf Deck= sq.ft. Alt =_ft. E-W=f fL ______ TOTAL = 76410 LBS. Floor= 1890 sq.ft. Deck =1_4211sq. ft. Alt. =I E-W=I_51ft. TOTAL= 140120 LBS. Roof 2556 sq.ft. 220 ft. 300 ft. N-S=_45 ft. Roof= 520 sq.ft. 220 ft. 500 ft. N-S=_45ft. DE ___ David Thomas Eni Job Chestnut Residence 18140 Sheet No. 10 of_____________ Calculated by DT Date LATERAL DESIGN (Sheet 2) BUILDING WEIGHTS Total Installed Roof Weight Total Installed Floor Weight Total Installed Deck Weight Total Installed Interior Wall Weight Total Installed Exterior Wall Weight Commercial Partition Loads? ROOF LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Minimum Diaphragm Dimension 2ND FLOOR LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Minimum Diaphragm Dimension TOTAL BUILDING DEAD LOAD, WT. 216,530.00 LBS. Cs(adjusted) = 0.136 See Lateral Design Loads Spreadsheet BASE SHEAR, V 29,376.81 LBS. ERALLOADDISTRIBU Diaphragm Level ROOF 2nd Story Weight (wy) 76.41 kips 140.12 kips Story Height (hy) 20 ft. 10 ft Story Weight x Height (wx x h,J 1528.2 kip-ft. 1401.2 kip-ft. (wxh)/(w1 xh) 0.52168 0.47832 Story Force (Fp,e) 15325.2 lbs. 14051.6 lbs. Story Area (A) 2556 sq.ft. 2831 sq.ft. Story Unit Shear (v,J 6.00 psf 4.96 psf WIND VS. SEISMIC COMPARISON Wind Pressure (P) = 14.87 psf See Lateral Design Loads Spreadsheet Story Linear Forces ROOF NORTH-SOUTH Wind = 14.87 psf x 5.5 ft. 82 plf SEISMIC GOVERNS NORTH-SOUTH Seismic = 6.00 psf x 45 ft. : 270 plf EAST-WEST Wind = 14.87 psf x 55 ft : 82 plf SEISMIC GOVERNS EAST-WEST Seismic = 6.00 psf x 51 ft. 306 plf Story Linear Forces = 2nd NORTH-SOUTH Wind = 14.87 psf x 10.5 ft. : 156 plf SEISMICGOVERNS NORTH-SOUTH Seismic = 4.96 psf x 45 ft 223 plf EAST-WEST Wind = 14.87 psf x 10.5 ft : 156 plf SEISMIC GOVERNS EAST-WEST Seismic = 4.96 psf x 56 ft. 278 plf =T David Thomas Engineering Shearwall Job Chestnut Residence 18140 Sheet No. 1I of_____________ Calculated by DI Date Design '24t P Story Shearwalts 1\l -'s. Direction Unit Lateral Load, v .00 psf Gridline ((9 Tributary Area (This Level): (ci) 14 4 (:21 I?-') (4z') sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): — Lbs Ttal Load (All Levels), F 6, 70) Lbs Total Shearwall(s) Length, L = 1. ( )M')) Q ft Unit Wall Shear, v = FdL = t5 j pif Shearwall Type: Overturning: Panel Design Width = ________ ft. OR ______ Okay by Inspection Uplift= (/70I) ['i) ( ii") Lbs Holdown Anchor Type: '-fbii 4 Gridline Tributary Area (This Level): I2) ç4i)-j- ((2)() 1 02.1 sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx (o1 I Sck Lbs Total Shearwall(s) Length, L 5 ± lb tl; = 14-15 ft. Unit Wall Shear, v = F,dL = 427 2_ pif Shearwall Type: 0 Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift= (4ii) L) 10 Lbs Holdown Anchor Type: Gridline Tributary Area (This Level): ('l'Z'/?_) ( it) + ('z-) (io) - 19 sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), F= 4tco Lbs Total Shearwall(s) Length, L 4' 24 9,15 IO 0 ft. Unit Wall Shear, v= F/L = 4D. Of Shearwall Type: ~4 Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = 0 (q) I), ' Lbs Holdown Anchor Type: 11 b I 'cTC42 TE David Thomas Engineering Shearwall Job Chestnut Residence 18140 Sheet No. of SO Calculated by DT Date Design ? Story Shearwalls E -w Direction Unit Lateral Load, v = (o 00 psf Gridline /A ( P Tributary Area (This Level): (21I .) (t•) + i) (') 1 (2.t 17-) ()_i)(c) ( 4 g' sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx 97. V Lbs Total Shearwall(s) Length, L = 4 41 '??, 0 ft. Unit Wall Shear, v = F)dL = III pif Shearwall Type: (ii) Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: D Gridline E /F -. Tributary Area (This Level): (21 Jz)(ci) + (ri *z.i) . (r 1) () ('I I k( () sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): ___________________________________________________________________ Lbs Total Load (All Levels), Fx= Lbs Total Shearwall(s) Length, L = 1' * \ 2'.o ft. Unit Wall Shear, v = FXIL = plf Shearwall Type: (E) Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift= ('LV2)(1T Lbs Holdown Anchor Type: EJ pqsTc4o' 0)2- [] tM21C4,4 of Gridline Tributary Area (This Level): (ii-7-) (ic) + (19)2-) ( vc') 4 (.) () 7D 4 sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F= 4 '-L4 Lbs Total Shearwall(s) Length, L = * 1 -I- t2- 0 ft. Unit Wall Shear, v = FXIL = 1t' plf Shearwall Type: q) Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift= Lbs Holdown Anchor Type: Gridline (f Tributary Area (This Level): Lateral Load (This Level): - Lateral Load (Level Above): Total Shearwall(s) Length, Unit Wall Shear, v = FIL = (j2-U p11 sq. ft. Lbs Lbs Lbs Job - Chestnut Residence 18140 LD Sheet No. I ? f 17 David Thomas Engineering Calculated by DT Date Shearwall Design I& Story Shearwalls t"I C.Direction Unit Lateral Load, v = 41 psf Shearwall Type: 9 Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift= (, (I o) - (i c) Lbs Holdown Anchor Type: EEI '4O 4 Gridline Tributary Area (This Level): (i7J2Xi)-4.(t IQ( 14") _V7 sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), F= 'I_11_' Lbs Total Shearwall(s) Length, L = 7' ft. Unit Wall Shear, v = F/L = p11 Shearwall Type: C) Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: Gridline Tributary Area (This Level): (2 ).?) (p-) sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): — Lbs Total Load (All Levels), Fx Lbs Total Shearwall(s) Length, L = 14.0 — ft. Unit Wall Shear, v = FIL = 1112 ' p11 Shearwall Type: (j Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift= Lbs Holdown Anchor Type: Gridline I'-f/lt.P Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Total Shearwall(s) Length, sq. ft. Lbs Lbs Lbs T E David Thomas Engineering Job Chestnut Residence 18140 Sheet No. 74 of SO ______________ Calculated by DT Date Shearwall Design 1 Story Shearwalls Direction Unit Lateral Load, v = 4. CI(pst Gridline It> Tributary Area (This Level): _W7,)(14) 4 (GI-a)(32)4 () (:') - (4)( Lfc) 194 sq. ft. Lateral Load (This Level): 2), N:~: Lbs Lateral Load (Level Above): C, Lbs Total Load (All Levels), F = = ft. = e7)7c1 pif Lbs Total Shearwall(s) Length, L Unit Wall Shear, v = FJL Shearwall Type: Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift= Ci(tt ?,T1O Lbs Holdown Anchor Type: a'I.-I-D144 Unit Wall Shear, v = FX/L = 714 pif Shearwall Type: ~9 Overturning: Panel Design Width = ________ ft OR Okay by Inspection Uplift= (11'24')(1b Lbs Holdown Anchor Type: [4] {4C) L 4-' Gridline ( [i)_sq. ft. Tributary Area (This Level): Lbs Lateral Load (This Level): - Lbs Lateral Load (Level Above): Total Load (All Levels), F= Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v=FJL = PlfLp4v 2,185 Shearwall Type: - \ X10 ?1I \ \-'t"4 1X. - ,, ON ¶j. Overturning: Panel Design Width = ________ ft. OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: El ki VF - T E Sheet No. of______________ Job - Chestnut Residence 18140 David Thomas Engineering Calculated by DT Date________ Shearwall Design Story Shearwa!Is Direction Unit Lateral Load, v = 4'9 U, psf Gridline P'c Tributary Area (This Level): (jç>_)(((a") _7 0 sq. ft. Lateral Load (This Level): (9 9 Lbs Lateral Load (Level Above): 27,_x 1z 19 Lbs I Load (All Levels), F = -110 _1_1 Lbs Total Shearwall(s) Length, L = (4' _1 _)+(-)Yi _It 7-(-' - (P_ ft. Unit Wail Shear, v = FIL = 1 9 (9 plf (a Shearwall Type: (j Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = (i i1ci") (10) (41. 1, 29 Lbs Holdown Anchor Type: ID I RD\41, Gridline Tributary Area (This Level): (z4z) (j9t) +_(i 4-h-)_()_+((4-') (4) 4(7Iz-)(2) of g- sq. ft. Lateral Load (This Level): a. Y g C Lbs Lateral Load (Level Above): 1. 7- Lbs Total Load (All Levels), F = '-~.-,'2_ Lbs Total Shearwall(s) Length, L = 2o ft. Unit Wall Shear, v = FJL = 490 pif Shearwall Type: Overturning: Panel Design Width = ft. OR Okay by Inspection .Uplift = (46') U 4 DD Lbs Holdown Anchor Type: 1jj ftl) 1Ac' Gridline H Tributary Area (This Level): U41')()4(t4)'z')(4)_7O sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), F 1 ç '2- Lbs Total Shearwall(s) Length, L = ME [IJ Unit Wall Shear, v = FX/L 04 plf Shearwall Type: (j Overturning: Panel Design Width = ft. OR /Okay by Inspection Uplift = Holdown Anchor Type: Lbs Job - Chestnut Residence 18140 T E Sheet No. of___________ David Thomas Engineering Calculated by DT Date Shearwall Design Story Shearwalls —V'-1 Direction Unit Lateral Load, v = 4 ' () psf Gridline j_f-. Tributary Area (This Level): sq. ft. Lateral Load (This Level): - Lbs Lateral Load (Level Above): Lbs Lbs Total Shearwafl(s) Length, L Unit Wall Shear, v = FXIL = ________ pif Shearwall Type: (4 Overturning: Panel Design Width -ft. OR -Okay by Inspection Uplift = / Lbs Holdown Anchor Type: t- _H-c'iA 2- Gridline . P (()7)(i ___sq. ft. Tributary Area (This Level): Lateral Load (This Level): Lbs - Lateral Load (Level Above): Lbs Total Load (All Levels), F= G9(j Lbs Total Shearwall(s) Length, L = E-- Lk1 CbL.. ft. Unit Wall Shear, v = FJL = pif " -) (j4') Sheárwall Type: C) Overturning: Panel Design Width = ft. OR Okay by inspection Uplift = Holdown Anchor Type: L Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Total Shearwall(s) Length, L = Lbs sq. ft. Lbs Lbs Total Load (All Levels), F = Lbs ft. Unit Wall Shear, v = F/L = plf Shearwall Type: KIII Overturning: Panel Design Width = ft. OR Uplift = Holdown Anchor Type: U Okay by Inspection Lbs DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 Cell: (858) 336-9902 Project Descr: Sheet 76.1 of 80 david@dtengsd.com w.dtengsd.com Printed: 30 AUG 2018, 5:17PM [Steel Column ee 0 Ufllfl File E:\Egnyte\Shar\DTETEA-1\0-PROJ-1'2018\18140---1\ENGINE-1\Chesftat Residence.ec6 Software copyright ENERCALc, INC. 1983-2018, Build: 10.18.8.25 Lic. #: KW-06009968 Licensee: DAVID THOMAS ENGINEERING, A.P.C. Description: LAT. STL. COL. Code References Calculations perAlSC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name: Pipe6xS Overall Column Height 10.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 35.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 10.0 ft, Kr 2.1 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 10.0 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 286.0 lbs * Dead Load Factor BENDING LOADS... Lat. Point Load at 10.0 ft creating Mx-x, E = 1.805 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiak-Bending Stress Ratio = 0.4655 : 1 Maximum Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are. . . Top along Y-Y 0.0 k Pa : Axial 0.2860 k Bottom along Y-Y 1.805 k Pn I Omega : Allowable 83.843 k Ma-x: Applied Maximum Load Deflections... -12.635 k-ft Mn-x /Omega: Allowable 27.246 k-ft Along Y-Y 0.9313 in at 10.0111 above base for load combination :E Only Ma-y: Applied 0.0 k-ft Mn-y IOmega: Allowable 27.246 k-ft Along X-X 0.0 in at 0.0ff above base for load combination PASS Maximum Shear Stress Ratio = 0.02567 : 1 Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are. Va: Applied 1.264 k Vnl Omega: Allowable 49.231 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.003 PASS 0.07 ft 0.000 PASS 0.00 ft +D+Lr+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D.750Lr+0.750L+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.465 PASS 0.00 ft 0.026 PASS 0.00 ft +D+0.750Lr+0.750L.450W+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L-i..7505+0.450W+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.350 PASS 0.00 ft 0.019 PASS 0.00 ft 60D.60W+0.60H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft 60D.70E+0.60H 0.465 PASS 0.00 ft 0.026 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ lop @ Base @ Top +D+H 0.286 Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments @ Base @ Base @ Top © Base © Top © Base © lop © Base © lop 0.286 0.286 0.286 0.286 0.286 0.286 0.286 0.286 0.286 0.286 0.172 0.172 0.286 1.264 0.948 1.264 1.805 -12.635 -9.476 -12.635 -18.050 LE DAVID THOMAS ENGINEERING, APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. Office: (858) 201-3072 Project ID: 18140 - Cell: (858) 336-9902 Project Descr: Sheet 76.2 of 80 david@dtengsd.com ___________________ w.dtenqsd.com Printed: 30 AUG 2018, 5:17PM Steel Column File= E:\Egnyte\Shared\DTETEA-1\0-PROJ-1\2018\18140---1\ENGINE--1\Chestnut Residence.ec6 Software conyriqht ENERCALC, INC. 1983-2018, Build:10.18.8.25 I Description: LAT. STL. COL. Maximum Reactions Load Combination +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H -i-D+0.60W-i-H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 40+0.750L+0.750S+0.450W+N *O-s.0.750L+0.750S+0.5250E+H +0.60D0.60W+0.60H -0.60D+0.70E+O.60H 0 Only LrOnly LOnly S Only W Only EOnly H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value © Base © Base © lop © Base © lop @ Base @ lop @ Base @ lop Axial © Base Maximum 0.286 Minimum Reaction, X-X Axis Base Maximum 0.286 Minimum 0.286 Reaction, Y-Y Axis Base Maximum 1.805 -18.050 Minimum 0.286 Reaction, X-X Axis Top Maximum 0.286 Minimum 0.286 Reaction, Y-Y Axis Top Maximum 0.286 Minimum 0.286 Moment, X-X Axis Base Maximum 0.286 Minimum -18.050 1.805 -18.050 Moment, Y-Y Axis Base Maximum 0.286 Minimum 0.286 Moment, X-X Axis Top Maximum 0.286 Minimum 0.286 Moment, V-V Axis Top Maximum 0.286 Minimum 0.286 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance 0.0000 in 0.000 It 0.000 in 0.000 ft 0.0000 in 0.000 It 0.000 in 0.000 It 0.0000 in 0.000 It 0.000 in 0.000 It +D+S-s-l-1 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.75QLr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W41 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.70E-44-1 0.0000 in 0.000 It 0.652 in 10.000 It +D+0.750Lr-+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L-+0.750S-s-0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 It +1J-f0.750L+0.750S*0.5250E+H 0.0000 in 0.000 It 0.489 in 10.000 It +0.60D-+0.60W#0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.600-+0.70E40.60H 0.0000 in 0.000 It 0.652 in 10.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It Structural Engineering Services Office: (858) 201-3072 A DAVIDTHOMASENGINEERING,APC Cell: (858) 336-9902 david@dtengsd.com www.dtengsd.com Steel Column Filer Project Title: Chestnut Residence Engineer: David Thomas, S.F. Project ID: 18140 - . Project Descr: Sheet / V.J of 80 Printed: 30 AUG 2018, 5:17PM Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 Description : LAT. STL. COL. Maximum Defleclions for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.931 in 10.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : Pipe6xS Depth 6.630 in lxx 38.30 in J = 76.600 in Sxx 11.60 in3 Diameter = 6.630 in R xx 2.200 in Wall Thick = 0.433 in Zx = 15.600 inA3 Area = 7.830 in2 I yy = 38.300 jA4 Weight 28.600 plf S yy = 11.600 inA3 Ryy 2.200 in Ycg = 0.000 in - Sketches - - +Y +x Job Chestnut Residence 18140 LDD~TE Sheet No. 11 of_________ Calculated by DT Date David Thomas Engineering CONTINUOUS FOOTING DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = cD D psf (Per Design Criteria) Continuous Footing (CF-1) Cont. Footing Width = ) IS ft. Cont. Footing Depth = ft. Allowable Line Load = ASBP x Footing Width t of Maximum Line Load (Gridline = - pif Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth V71 -lbs. USE: "WIDE X lb "DEEP CONT. FOOTING WI (_) - BARS (TOP & BOTTOM) Continuous Footing (CF-2) Cont. Footing Width = ft. Cont. Footing Depth = ft. Allowable Line Load = ASBP x Footing Width = plf Maximum Line Load (Gridline ________ pif Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = lbs. USE: "WIDE X "DEEP CONT. FOOTING wit #_____ BARS (TOP & BOTTOM) SPREAD FOOTING DESIGN P-I Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = (-PI ODO lbs. USE: 24" SQUARE X I ' "DEEP CONT. FOOTING w/ (2) - _____ BARS (EA. WAY @ BOTTOM) P-2 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = lbs. USE: 30" SQUARE X I' "DEEP CONT. FOOTING wl (3) - #-r- BARS (EA. WAY @ BOTTOM) P.3 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width =fl?,.O0 lbs. USE: 36" SQUARE X "DEEP CONT. FOOTING wl (4) - # ç BARS (EA. WAY @ BOTTOM) P.4 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = I lbs. USE: 42".SQUARE X "DEEP CONT. FOOTING wi (5) - # c BARS (EA. WAY @ BOTTOM) P-5 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 9-41 0170 lbs. USE: 48" SQUARE X ______"DEEP CONT. FOOTING wI (6) - _____ BARS (EA. WAY @ BOTTOM) T DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 daviddtengsd.com w.dtenqsd.com Pole Footing Embedded in Soil Description : LAT. STL. COL. Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Pole Footing Shape Rectangular Pole Footing Width 36.0 in Calculate Mm. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive ..................250.0 pcI Max Passive ...................1,500.0 psf Project Title: Chestnut Residence Engineer: David Thomas, S.E. Project ID: 18140 Project Descr: Sheet 77.1 of 80 Printed: 30 AUG 2018, 5:17PM File = E:\Egnyte\Shared\OTETEA-1\0-PROJ-1'2018\18140--1\ENGINE-1\Chestnut Residence.ec6 Software copyright ENERCALC, INC. 1983-2018, 8uild:10.18.8.25 Point Load Controlling Values Governing Load Combination: +D+0.70E+H Lateral Load 1.264k Moment 12.635 k-ft Restraint @ Ground Surface Pressure at Depth Actual 902.74 psf Allowable 937.50 psf Surface Retraint Force 8,423.33 lbs Minimum Required Depth 3.750 ft Footing Base Area 9.0 ftA2 Maximum Soil Pressure 0.0 ksf oil Surface Surface Lateral Restraipt Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (kIt) Applied Moment (kIt) Vertical Load (k) Dead Load 0.0 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k Lr: Roof Live 0.0 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k L: Live 0.0 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k 5: Snow 0.0 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k W: Wind 0.0 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k Earthquake 1.805 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k H: Lateral Earth 0.0 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k Load distance above TOP of Load above ground surface ground surface 10.0 ft 0.0 0.0 0.0 ft BOTTOM of Load above ground surface 0.0 0.0 0.0 ft Load Combination Results Forces Surface Required Pressure at bih Sit Increase Load Combination Loads - (k) Moments - (ft-k) Depth - (It) Actual - (psf) Allow - (psf) Factor +D+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+L+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+Lr+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+5+H 0.000 0.000 0.13 0.0 31.3 1.000 +D-s-0.750Lr-i-0.750L-i-H 0.000 0.000 0.13 0.0 31.3 1.000 +D*0.750L-i0.7505+H 0.000 0.000 0.13 0.0 31.3 1.000 +D-i-0.60W+H 0.000 0.000 0.13 0.0 31.3 1.000 +D-i-0.70E-i-H 1.264 12.635 3.75 902.7 937.5 1.000 +D-i0.750Lr+0.750L-i-0.450W4f 0.000 0.000 0.13 0.0 31.3 1.000 DAVID THOMAS ENGINEERING APC Project Title: Chestnut Residence Structural Engineering Services Engineer: David Thomas, S.E. -/D' Office: (858) 201-3072 Project ID: 18140 77.2 80 T__J E Cell: (858) 336-9902 Project Descr: Sheet of daviddtengsd.com I _______________ www.dtenqsd.com Printed: 30 AUG 2018, 5:17PM Pole Footing Embedded in Soil File = E:\Egnyte\Sha DTETEA-1\O-PROJ-1\2018\18140---l\ENGINE-1\Chestnut Residence.ec6 Software copyright ENERCALc, INC. 1983-2018, Build:10.18.8.25 Lic. Licensee: DAVID THOMAS ENGINEERING, A.P-4 Description : LAT. STL. COL. +D+750L-'0.7505+0.450W+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+0.750L+0.750S+0.5250E+H 0.948 9.476 3.38 835.9 843.8 1.000 0.60D+0.60W+0.60H 0.000 0.000 0.13 0.0 31.3 1.000 +0.60D40.70E+.60H 1.264 12.635 3.75 902.7 937.5 1.000 SHEARVSIALLSGHEULE (20I 6 GSG) K VALUE MATERIAL NAIL S.N. 4 SILL PLATE ATTACK SOT. PLATE ATTACK TOP PLATE ADDITIONAL (PLF) SIZE E.N. "0 SPACING 5/50 .B NAILS 4 SCREk'S CLIPS NOTES rc 260 3/5" WX ad 6" 12" 45" O.C.I6d @ 4" O.C.A35 @ 6" OC. - 340 15/32" WX I0d 6" 12" 32" O.C. I6d @ 4" O.C. ASS @ 12" O.C. - 350 3/5" C17X ad 4" 12" 32" 0G. I6d @ 4" O.C. ASS @ 12" O.G. - () 550 3/5" STRUG I ad 3" 12" 24" 0.0. ASS @ 5" O.G. E4NTrS 130 315" STRUG I ad 2" IT IS" O.C. LTP4 @ S O.C. SEE NOTES I3144 15 STo 15/32" STRUC. I lOd 2" IT IS" O.G. 1/4"0 X all 115D511 LTP4 @ S O.G. SEE NOTES 144I5 211 5/32" STRUC I 10d " 2 12" 3" 0 C x B" LAG L 4 " 0 C 6 SEE NOTES (APPLY BOTH SIDES) SCR.E @ 5" O.C. 13, 14, 5, 46 NOTES: I. PROVIDE 14-PLr 5+4EATHIN6 @ 3/6' THICKNESS 4 '5-PLY' @ 15,2' SHEATHIN&. MOOD STRUCThAL PANELS SHALL COMPLY MITH DOC PSI OR 000 P52. ONLY COMMON HAILS ARE TO SE USED FOR ALL SHEATHIN& ATTACHMENT. NAIL GUNS USIS 'CLIPPED HEAD' OR 'SINKER' NAILS ARE NOT ACCEPTABLE. ALL SHEARMALLS TO PENETRATE THROUGH GEILIN& JOIST AND ATTIC. TO TIE INTO UPPER HORIZONTAL DIAPHRAGM UNLESS ENGINEERED DRAG MEMBER IS PRESENT. MINIMUM EDGE DISTANCE FOR NAILS IN THE RECEIVING MEMBERS SHALL SE 3/8" FOR 2' NOMINAL RECEIVING MEMBERS AND 1/2' FOR 3" NOMINAL RECEIVING MEMBERS. S. SHEAR PANELS SHALL BE APPLIED DIRECTLY TO STUD FRAMING AT 16" ON CENTER MAXIM AND ALL PANEL EDGES SHALL BE BLOCKED MITH M1N1141JM 2x BLOCKING, U.ND. b. NO PANEL MIDTH LEE'S THAN 12' SHALL BE USED. SfEARMALLS V(ITh MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE HORIZONTAL STAGGERED SPLICED JOINTS. 1. STUCCO AND/OR EXTERIOR VENEER OVER A MOOD SHEATHING SHEARMALL SHALL BE IMATERFROOFED MITH A MINIMUM OF (2) LAYERS OF 15 LB. FELT PAPER. S. USE DOUGLAS FIR NO. 2 PRESSURE TREATED SILL PLATES THAT COMPLY NTH THE P405. ENGINEER TO BE NOTIFIED IF OTHER SPECIES ARE USED OR PART OF EXISTING BUILDING. . 3" x 3" x 0.221' fHINIMJM) PLATE MASHERS SHALL BE USED AT ALL SHEARMALL ANCHOR BOLTS. MASHER SHALL EXTEND TO MITHIN /2' OF EDGE OF THE BOTTOM PLATE ON THE SHEATHED SIDE. (SIMPSON 'BPS-S' o 2 x 4 STUD FRAMING 4 "BPS-b' a 2 x b AND LARGER STUD FRAMING ACGEPTABW . ANCHOR BOLTS MUST BE EMBEDDED 1" MINIMUM INTO HEM CONCRETE. MII'III"tJM EDGE DISTANCE AND CONCRETE PROTECTION SHALL COMPLY MITH 050 AND ACI CODE PROVISIONS. II. SILL PLATES TO BE ATTACHED USING A MINIMUM OF (2) ANCHOR BOLTS PER PIECE V4ITH ANCHOR BOLTS LOCATED 4-3/8' MINIMUM 4 12" MAXIMUM FROM EACH END. 12. P4OLDOVIN ANCHOR IS IN ADDITION TO THE SILL ANCHOR BOLTS. 3. 3x SILL PLATES (BOTTOM PLATES TO REMAIN 2x), 3x BLOCKING 4 3x STUDS @ ALL PANEL EDGES REQUIRED. 14. 4x BLOCKING OR SEAM REQUIRED BELOM BOTTOM PLATE SC.REM ATTACHMENT. SCRENE' TO SE STAGGERED. IS. PERIODIC SPECIAL INSPECTION REQUIRED PER 0% CHAPTER Ii. ONE 6 TMO FAMILY DMELLIN&S LESS THAN rAO STORIES IN HEIGHT ABOVE GRADE v'Jo IRREGULARITIES ARE EXEMPT. lb. SHEATHING APPLIED TO EACH FACE OF 9x STUDS a 16" O.C. STAGGER HORIZONTAL 4 VERTICAL PANEL JOINTS EACH SIDE OF MALL. Il. ALL NAILS SHALL HAVE A MINIMUM PENETRATION INTO FRAMING MEMBERS OF 1-1/2 INCHES. Sd COMMON = 0.I3I'0 x 2-1/2, lOd COMMON t 0.I48' x 3'. Job CH1&t SI,tJ (40 Sheet No. -71 of SV ______________ Calculated by DT Date 6 44 I2 David Thomas Engineering HQLOY'N SHEULE MARK HOLD-Ok1N DEVICE VALUE 4x POST IN/ "M5TC40" FLR-TO-FLR HD. 3,080 LBS. FB 4x POST v/ "M5T652" FLR-TO-FLR H.p, 4,20 LBS. 4x POST v/ "MSTCb" FLR-TO-FLR H.D. 5,SbO LBS. FO 4x POST v'/ "M5TC4565" FLR-TO-FLR H.D. 3,15 LBS. FE 4x POST W "M5Tc.63" FLR-TO-FLR H.D. 4,505 LBS. 4x POST vu "NUT HOLD-OV4N 3,0!5 LBS. ON SSTBl A.B. (5/50 AD.) 4x POST vu! "HU4" HOLD-OVN 4,55 LBS. ON 55TB20 A.B. (5/SO AB.) 4x POST vu! "F1PUS" HOLD-OV4N 5,45 LBS. ON 55TB24 A.B. (5/50 AB.) fl x POST vu! "HPUS' HOLD-POVN 1,510 LBS. ON 55TD25 A.B. (1/6"0 AD.) x POST vu! "HUII" HOLD-OVN V35 LBS. ON SB Ix3O A.B. (10 A.B.) x POST vu! "HUI4" HOLD-'OV'N 4,445 LBS. ON SB Ix3O A.B. (10 A.B.) Li L1 -------------------- -- NOTES: I. HOLD DOVN ANC.HORS fr1JST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DEEPEN FOOTINGS TO PROVIDE 3 MIN. CONCRETE COVER )MHER! HOLD-DO4 ANCHORS ARE LONGER THAN THE FOOTING DEPTH. USE (RJ) OPTION ON STHD HOLD-DONNS FOR RAISED NOOD SUB-FLOOR CONDITION. MSTC. HOLD-DOY4NS MAY USE Id SINKERS OR lOd COMMON NAILS. MSTC. HOLD-DOS TO BE CENTERED BETNEEN UPPER 4 LONER FLOORS. MAXIMUM CLEAR SPAN = IS. NAILS NOT REOUIRED IN CLEAR SPAN (RIM BOARD) AREA. J0bC4ITt'J14T Utk 14j Sheet No. Sp of 32 ______________ Calculated by D1 Date David Thomas Engineering SPREAD FOOTI NG SCHEDULE SYMBOL SPREAD FOOTIN6 DIMEN51ONS 4 REINF. 21500 PSI MIN. 4 fy SO KS) 24"50. x J'DEEP SPREAD F0QTIN / (2)-* EARS (EACH kA1A.() <9> 50" SO. x JB" DEEP SPREAD FOOTING N1 (5)-* 5 BARS (EAC H VA'r') &SS" SO. x J"DEEP SPREAD FOOTING v./ (4)-#5 EARS (EACH VA'r') <9> 42" SO. x J" DEEP SPREAD FOOTING v/ (5)-* 5 EARS (EACH NAY) &45" SO. x J" DEEP SPREAD FOOTING N1 (5)4 9 BARS (EA.H NAY) Geodechnical Exploratton',"Inc, SOIL AND FOUNDATION ENGINEERING o GROUNDWATER t ENGINEERING GEOLOGY 10 December 2018 Mr. Irwin Goldman Job No. 17-11714 810 E. Dryer Road Santa Ana, CA 92705 )! D C 7 L"O Dear Mr. Goldman. /?- 018 Per the request of the project architect, Mr. Sar r)4/jrc1 as required by the City o Carlsbad reviewer, we have reviewed the architectura' ?p cets AU and CS) and th structural plans (Sheets S-i, S-2, S3, SD-1, and SD-9 thr/Ø1b,SD-11) for the propose 0 project. The reviewed architectural plans were prepared by Wright Design and are dated August 31, 2018. The structural plans were prepared by David Thomas Engineering, and ar dated June 27, 2018. The plans were reviewed from a geotechnical engineering viewpoint. After our suggested corrections were made, we found the plans to be in accordance with the recommendations presented in our report of "Preliminary Geotechnical Investigation" dated February 8, 2018. A copy of our report and this letter should be provided to all pertinent contractors involved with soil preparation and foundation construction. Any grading should be as required by the City of Carlsbad and per our soils report. 5 If you have any questions regarding this letter, please contact our office. Reference to our Job No. 17-11714-will help expedite a response to your inquiry. Respectfully submitted, Subject: Building Plan Review Goldman Residence * 1161 Chestnut Avenue Carlsbad, California GE NICAL EXP TION, INC. Jaime A. Cerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer cc: David Thomas Engi Mr. Thomas Scott A A. Richard A. Cerros, E.I.T. Staff Engineer GE 002007 * XP 7420 TRADE STREETe SAN 7222 0 FAX: (858) 549-1604 0 EMAIL: geotech@gei-sd.com - "RAO%% Z3 4r4E Geotechnical Exploration, Inc. SOIL AND FOUNDATION ENGINEERING 0 GROUNDWATER o ENGINEERING GEOLOGY 25 November 2019 Mr. Irwin Goldman Job No. 17-11714 do Mr. Tom Scott 3320 Highland Drive Carlsbad, CA 92008 RECEIVED Subject: Report of Additional Observations and Soil Testing NOV 2 52019 Goldman Residence 1161 Chestnut Residence CITY OF CARLSBAD Carlsbad, BUILDING DIVISION Dear Mr. Scott: As requested, Geotechnical Exploration, Inc. hereby presents this report of additional observations and soil testing performed at the subject site. Our observations and testing took place between October 21 and November 11, 2019. We previously performed a geotechnical investigation of the property, the results of which were presented in our "Report of Preliminary Geotechnical Investigation" dated February 8, 2018. We have also issued the following documents: 11 -- Building Plan Review letter dated December 10, 2018; -- Completion of Building Pad Rough Grading letter dated July 23, 2019; and -- Site Retaining Wall Backfill and Drainage letter dated August 29 and September 5, 2019. SOIL TESTING Representative soil samples were collected during rough grading to determine laboratory maximum dry density of the soils per ASTM D1557-12e1. Field density tests were performed at the approximate locations shown on Figure No. II, Plot Plan, in accordance with ASTM D6938-17a. The complete list of field density tests results is shown on Table A of Figure No. lila, and laboratory compaction soil test results are shown on Table B of Figure No. Tub. 7420 TRADE STREETS SAN DIEGO, CA. 92121 0 (858) 549-7222 0 FAX: (858) 519-1604 0 EMAIL: geotech@gei-sd.com Goldman Residence Job No. 17-11714 Carlsbad, California Page 2 FIELD OBSERVATIONS We previously reported the rough grading observations and soil testing for the building pad in our report dated July 23, 2019. Foundation excavation observations for the southwest retaining wall foundation and keyway, as well as the main residence and garage foundation excavation bearing soils, were observed between July 25 and October 22, 2019. The southwest retaining wall was to be backfilled with crushed rock gravel due to the limited space constraint, and wrapped in filter fabric with a 4-inch P.V.C. perforated pipe located at the bottom. The footing excavations were observed to be founded in firm/dense properly recompacted fill soils. The observed excavations were clean of loose debris at the time of their observation. A field memo was issued for all observed and approved footing excavations. Utility trench backfill was observed between November 5 and 8, 2019, for a 3- foot-long and 6-foot-long section located within the foundation footprint. The trenches were approximately 2 feet in depth. Backfill placement for the garage retaining wall took place between November 8 and 11, 2019. Prior to backfill placement, geocomposite drainage boards and drain were observed at the bottom of the wall. Grading equipment used for compaction consisted of vibratory plates and pneumatic hand tampers. A water hose was used, when needed, to increase the soil moisture. Field density test results yielded a relative compaction of at least 90 percent of maximum dry density at tested locations. Density tests were performed with a nuclear gauge testing apparatus in accordance with ASTM D6938-17a. The maximum dry density of the soils was determined per ASTM D1557-12e1. On-site soils were used during the observed grading and field density testing. The on-site soils in general consisted of dark brown silty sand and are visually classified as low expansive. Proper finish drainage for the site is to be implemented by the general contractor prior to completing construction. Any future grading and earthwork should be observed by our field representative prior to form and steel reinforcing placement, and just prior to concrete placement. Any future utility or drainage trench backfill, or retaining wall backfill, should also be performed under the observation and testing of our firm. Any subgrade testing for exterior flatwork or driveways should be observed and tested by our firm. A report will be provided if additional soil-related work is performed under our observation and testing Goldman Residence Job No. 17-11714 Carlsbad, California Page 3 SITE SUITABILITY AND COMPLIANCE The observed and tested areas of the project site are, in our professional opinion, suitable for their intended use. The dense formational soils are, in our professional opinion, suitable to support the recompacted fill, structure foundations, and new exterior improvements. We certify that the observed soil engineering and engineering geologic aspects of the grading operation are in compliance per our geotechnical report. All observed grading was performed according to the site plan that was provided by Wright Design, dated August 31, 2018. LIMITATIONS The findings and opinions presented herein have been made in accordance with currently accepted principles and practice in the field of geotechnical engineering in the City of Carlsbad. No warranty, either expressed or implied, is made. It is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor to verify proper wall sealing, geofabric installation, protection board installation (if needed), drain depth below interior floor or yard surfaces; pipe percent slope to the outlet, etc. This opportunity to be of service is sincerely appreciated. If you have any questions regarding this letter, please contact our office. Reference to our Job No. 17-11714 will help expedite a response to your inquiry. Respectfully submitted, GceTHNICAL-EX-PIORTATION, INC. m -ACéiros, P.E. / Richard A. Cerros, E.I.T. R.C.E. 34422/G.E. 2017 Staff Engineer Senior Geotechnical Ehgineer OT ESSIo,j l GE 002007 l Exp OF W5O/z,iJ* 4r,1E VICINITY MAP J NA OR u L9—f' \ )''• \S z RX-A r CARLSWic y' \ \ / ARTSCENTE Carlsbad Hs B4D V AV A'(1S T$)(( \ \ ~ASSW(gD \/ 7 \.iokday\ I .cr "s' "\ e 'S& if ' k7 c' ant(, '. -' c j \\$ •. r . Pin cP ' 1000 lid ( At <." Fiel valley Ix Jhs W NO AV SIT 2.' •. \ V, - — S21 / '- Jeff pc)\ .k_•i • TV., . )• -_ sO VA 101 % " Thomas Bros Guide San Diego County pg 1 106-F5 Goldman Residential Lot 1161 Chestnut Avenue Carlsbad, CA. Figure No. I Job No. 17-11714 qj II! IH. :. STSUTURALLE&END : .16 _. 19. rench ii5t2I zZZZ Li81 '10 _ /raAaae ii Fr -hL L. 0 T-=QL-U Scale: 1 10' -p (approximate) 41, \ MT S3 rwr PLOT PLAN olk Goldman Residential Lot REFERENCE: This PLOT PLAN was prepared from an existing . 1161 Chestnut Avenue FOUNDATION PLAN provided by WRIGHT DESIGN dated Carlsbad, CA. 83 t.t9 and from on-site (laid reconnaissance performed by GEl. . LEGEND Figure No. Jib NOTE This Plot Plan is not to be used for legal 15 Approximate Location Job No. 17-11714 purposes. Locations and dimensions are approximate. -. .40 of Field Density Test Actual property dimensions and locations 01 utilities F©.L) NI Q. TI C)NJ PLAN E, maybe obtained from the Approved Building Plans .1 Exploration, Inc. or the "As-Built' Grading Plans. (November 2019) 17.1 1714-p2.ei TABLE A- SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM Dl 557 and/or ASTM D6938) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 1 7/8/19 Structural Pad FSG -2 9.9 120.1 93 1 2 7/8/19 Structural Pad FSG 8.7 121.7 95 1 Lower garage elevation 3 7/9/19 Structural Pad FSG -2 9.5 119.4 93 1 4 7/9/19 Structural Pad FSG -2 8.0 118.7 92 1 5 7/11/19 Structural Pad FSG 7.7 121.2 94 1 6 7/11/19 Structural Pad FSG 9.7 120.5 94 1 7 7/11/19 Structural Pad FSG 10.1 119.1 93 1 8 7/11/19 Structural Pad FSG 8.9 119.9 93 1 9 11/8/19 Fundation Utility Trench FSG 7.7 120.7 94 1 Plotted on Foundation 10 11/8/19 Fundation Utility Trench FSG-2 8.1 120.9 94 1 11 11/8/19 Garage Foundation Wall Backfill FSG -2 10.2 118.7 92 1 12 11/11/19 Garage Foundation Wall Backfill FSG 11.9 118.1 92 1 13 11/11/19 Garage Foundation Wall Backfill FSG 10.1 119.7 93 1 14 11/11/19 Garage Foundation Wall Backfill FSG 9.7 120.0 93 1 15 11/11/19 Garage Foundation Wall Backfill FSG 10.5 119.1 93 1 Figure No. lila Job No. 17-11714 Notes: 1) Curve number refers to Table B FSG denotes finish subgrade elevation FBG denotes finish' base grade elevation FPG denotes finish pavement grade I w.JImi1i] LABORATORY COMPACTION TEST RESULTS (ASTM D1557-12e1) Compaction Maximum Optimum Test Source of Dry Density Water Content Curve No. Description of Material Material (pef) % 1 SILTY SAND (SM), Dark Brown On-site 128.6 8.7 Job No. 17-11714 Figure No. 11th Geo'technical Exploration, Inc. SOIL AND FOUNDATION ENGINEERING 0 GROUNDWATER o ENGINEERING GEOLOGY 08 February 2018 Mr. Tom Scott Job No. 17-11714 3320 Highland Drive Carlsbad, CA 92008 Subject: Preliminary Geotech n ica I Investigation Scott Residential Lot 1161 Chestnut Avenue Carlsbad, California Dear Mr. Scott: In accordance with your request, a representative of Geotechnical Exploration, Inc. has visited the subject site and performed an evaluation of the soil conditions in the area of the proposed new residence. It is our understanding that the lot is being developed to receive a new two-story, single-family residence and associated improvements which will utilize continuous footings and slab on grade. As part of our investigation, we observed and evaluated the shallow soil conditions at three locations within the proposed new building area. In addition, we reviewed an architectural site plan and the as-built grading plan by RCE, Inc., dated November 15, 2005. We should review the final plans to confirm they have been prepared in accordance with the recommendations included in this report. I CBR20I8-2283 1161 CHESTNUT AVE GOLDMAN: 3508 SF 2-STORY RESIDENCE /232 SF DECK I /572 SF GARAGE 2052109600 8/31/2018 L CBR20I8-2283 7420 TRADE STREET SAN DIEGO, CA. 92121 © (858) 549-7222 @ FAX: (858) 549-1604 0 EMAIL: geotech©gei-sd.com Scott Residential Lot Job No. 17-11714 Carlsbad, California Page 2 The field work, conducted on November 21, 2017, consisted of logging three hand- excavated test pits/hand auger borings in the location of the proposed new residence. The excavations revealed that the building site is underlain by approximately 3 to 6 feet of medium dense, silty sand fill soil over medium dense to dense, silty sand formational materials. The on-site soils are considered to have a very low expansion potential with an Expansion Index of less than 20. Based upon our observation, probing of the on-site soils, it is our opinion that the new foundations for the residence can be founded in the existing medium dense fill soil. Any loose fill soils in the proposed building pad area should be removed and properly compacted as part of site preparation for the new foundation and slab areas. All fill should be compacted to at least 90 percent of Maximum Dry Density. The Maximum Dry Density of the soil has been determined per ASTM D1557-12. It is our opinion that the medium dense fill soil will provide adequate bearing strength for the proposed new foundations. New footings placed in the existing medium dense fill or dense formational soils can be designed for an allowable soil bearing capacity of 1,500 pounds per square foot (psf). We do recommend that the proposed footings and slabs contain at least a nominal amount of reinforcing steel to reduce the separation of cracks should they occur. The allowable soil bearing capacity may be increased one-third for structural design including seismic or wind loads. The proposed footings should have a minimum depth of 18 inches and a width of at least 15 inches, founded in the medium dense fill soil. A minimum of steel for Continuous footings should include at least four No. 5 bars continuous, with two bars 3 inches from the bottom of the footing. Scott Residential Lot Job No. 17-11714 Carlsbad, California Page 3 Site-specific seismic design criteria to calculate the base shear needed for the design of the residential addition are presented in the following table. The design criteria was obtained from the California Building Code (CBC) 2016 edition, and is based on the distance to the closest active fault and soil profile classification. The proposed structure should be designed in accordance with Section 1613 of the 2016 CBC, which incorporates by reference the ASCE 7-10 for seismic design and the following parameters should be utilized. We have determined the mapped spectral acceleration values for the site based on a latitude of 33.1583 degrees and longitude of 117.3364 degrees, utilizing a program titled "Design Maps and Tools," provided by the USGS, which provides a solution for ASCE 7-10 (Section 1613 of the 2016 CBC) utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Classification of D. The response parameters for design are presented in the following table. The design spectrum acceleration vs. Period I is attached. TABLE I Mapped Spectral Acceleration Values and Design Parameters S5 IS, I Fa I Fv Sms I Smi Sds Sd1 1.136g 10.4369 11.045 1 1.564 d 1.188g I 0.682g 0.7929 0.455g The liquefaction of saturated sands during earthquakes can be a major cause of damage to buildings. Liquefaction is the process by which soils are transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs primarily in loose, saturated sands and silts when they are sufficiently shaken by an earthquake. 41 Scott Residential Lot Job No. 17-11714 Carlsbad, California Page 4 On this site, the risk of liquefaction of foundation materials due to seismic shaking is considered to be remote due to the relatively shallow, medium dense to dense nature of the natural-ground material and the lack of a shallow static groundwater surface under the site. No soil liquefaction or soil strength loss is anticipated to occur due to a seismic event. New concrete slabs on-grade (on existing fill soils) should be a minimum of 5 inches actual thickness and be reinforced with at least No. 4 steel bars on 18-inch centers, in both directions, placed at mid-height in the slab. The interior slab should be underlain by a 15-mil vapor barrier (15-mu StegoWrap) placed directly on properly compacted subgrade. The sand base may be waived. We recommend that isolation joints and säwcuts be incorporated to at least one-fourth the thickness of the slab in any slab designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. In no case, however, should control joints be spaced farther than 20 feet apart, or the width of the slab. Control joints should be placed within 12 hours after concrete placement as soon as concrete sets and no raveling of aggregate occurs. If any retaining walls are planned, the active earth pressure (to be utilized in the design of cantilever, non-restrained walls) should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only) if on-site soils are used. Additional loads applied within the potential failure block should be added to the active soil earth pressure by multiplying the vertical surcharge load by a 0.31 lateral earth pressure coefficient. Scott Residential Lot Job No. 17-11714 Carlsbad, California Page 5 For restrained wall conditions, we recommend an equivalent fluid weight of 56 pcf. Surcharge loads may be converted to lateral pressures by multiplying by a factor of 0.47. Should seismic soil increment be required, the unrestrained walls with level backfill should be designed for an additional pressure of 14 pcf, in addition to the regular static loading, with zero pressure at the top and the maximum pressure at the bottom of the wall. The passive earth pressure of the encountered fill soil to be used for design of shallow foundations and footings to resist the lateral forces, should be based on an Equivalent Fluid Weight of 200 pcf. This passive earth pressure is valid for design only if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation and is properly compacted or dense natural soil. An allowable Coefficient of Friction of 0.35 times the dead load may be used between the bearing soils and concrete foundations, walls or floor slabs. Adequate measures should be taken to properly finish-grade the site after the new structure and other improvements are in place. Drainage waters from this site and adjacent properties should be directed away from perimeter foundations, floor slabs, footings and slope tops, and onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings, and floor slabs. Failure to observe this recommendation could result in undermining, differential settlement of the building foundation or other improvements on the site, or moisture-related problems. Scott Residential Lot Job No. 17-11714 Carlsbad, California Page 6 It is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall 'drain construction. It is,the responsibility of the contractor and/or their retained construction inspection service provider to provide proper surface and subsurface drainage. Due to the possible build-up of groundwater (derived primarily from rainfall and irrigation), excess moisture is a common problem in below-grade structures or behind retaining walls that may be planned. These problems are generally in the form of water seepage through walls, mineral staining, mildew growth and high humidity. In order to minimize the potential for moisture-related problems to develop, proper cross ventilation and water- proofing must be provided for below-ground areas, in crawl spaces, and the backfill side of all structure retaining walls must be adequately waterproofed and drained. Proper subdrains and free-draining backwall material (such as gravel or geocomposite drains such as Miradrain 6000 or equivalent) should be installed behind all retaining walls on the subject project in addition to wall waterproofing. Geotechnical Exploration, Inc. will assume no liability for damage to structures that is attributable to poor drainage. Planter areas and planter boxes should be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes should be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. The finish grade around the Scott Residential Lot Job No. 17-11714 Carlsbad, California Page 7 addition should drain away from the perimeter walls to help reduce or prevent water accumulation. Exterior slabs or rigid improvements should also be built on properly compacted soils and be provided with concrete shrinkage reinforcement and adequately spaced joints. Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed in footing excavations prior to form and steel reinforcement placement. In addition, any new fills or loose soils should be properly compacted under the observations and testing of our firm. Should you have any questions regarding this matter, please contact our office. Reference to our Job No 17-11714 will help to expedite a response to your inquiries. Respectfully submitted, IECHNICAL EXPLORATION, INC. ay--K. ,-ieiser Jaime A. ce rro s, P. E. enior Project Geologist R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer ZIJSGS Design Maps Summary Report User—Specified Input Report Title 1161 Chestnut Avenue, Carlsbad, CA Thu February 8, 2018 18:09:57 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.15830N, 117.3364°W Site Soil Classification Site Class D "Stiff Soil" Risk Category 1/11/111 II - WL Oceanside e.j. ., 4, n Marcos j iscon chçlo' C,- ,a - USGS—Provided Output S5 = 1.136 g SMS = 1.188 g S05 = 0.792 g S1 = 0.436 g SMS = 0.682 g S01 = 0.455 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. u Spact'urri OT Rcspoiisc S-pn For PG.AM, T1, CRS, and C, values, please view the detailed rep. Although this Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. NorNCh N/A N/A N/A N/A >50 >2,000 psf 15 to 50 1,000 to 2,000 psf <15 <1,000 psf MUSGS Design Maps Detailed Report ASCE 7-10 Standard (33.1583°N, .117.3364°W) Site Class D - "Stiff Soil", Risk Category I/Il/Ill Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S) and 1.3 (to obtain S1). Maps in the 2010 ASCF-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 M Ss = 1.136 g From Figure 22-2 £21 S1 = 0.436 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 203-1 Site Classification Site Class VS Hard Rock >5,000 ft/s Rock 2,500 to 5,000 ft/s Very dense soil and soft rock 1,200 to 2,500 ft/s Stiff Soil 600 to 1,200 ft/s Soft clay soil <600 ft/s F. Soils requiring site response analysis in accordance with Section 21.1 Any profile with more than 10 ft of soil having the characteristics: Plasticity index P1 > 20, Moisture content w ~: 40%, and Undrained shear strength s < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake Spectral Response Acceleration Parameters Table 11,4-1: Site Coefficient F. Site Class Mapped MCE Spectral Response Acceleration Parameter at Short Period S5 :5 0.25 S5 = 0.50 S5 = 0.75 S = 1.00 S ~: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 E, - = =0 F See Section 11.4.7 of ASCE 7 Note; Use straight-line interpolation for intermediate values of S For Site Class = D and S = 1.136 g, F3 1.045 Table 11.4-2: Site Coefficient F Site Class Maooed MCE Soectral Resoonse Acceleration Parameter at 1-s Period S1 .5 0,10 S1 = 0.20 S = 0.30 S1 = 0.40 S1 ~! 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S For Site Class = D and S1 = 0.436 g, F = 1.564 Equation (11,4-1): S FaSs = 1.045 x 1.136 = 1,188 g Equation (114-2): SM1 = FS, = 1.564 x 0.436 = 0.682 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (1L4-3): Sos = % S = % x 1.188 = 0.792g Equation (11.4-4): SDI = % S = 2/3 x 0.682 = 0.455 g Section 11.4.5 - Design Response Spectrum From figure 22-12 E31 TL. = 8 seconds Figure 11.4-1: Design Response Spectrum T<T0 :SS(OA +0.6Th 0) q. I I I,. Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCE Response Spectrum is determined by multiplying the design response spectrum above by 1.5. (1 U U :....,. r (sec) Section 11.8.3 Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Fire 227 [41 PGA = 0.448 Equation (11-1) PGA,1 = FPGAPGA = 1.052 x 0.448 = 0.471 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA :5 PGA = PGA = PGA = PGA ~ 0.10 0.20 0.30 0.40 0.50 A 0.8 0,8 0.8 0.8 0.8 B 1.0 1,0 1.0 1.0 1.0 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.448 g, FPGA = 1.052 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 CRS = 0.947 lFrom jjgure2218[6] CR1 = 0.999 Section 11.6 - Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF 5DS RISK CATEGORY lorfl XII I IV SOS < 0.167g A A A 0.167g S05 < 0.33g B B C 0.33g <0.50g C C D 0.509:5SDS D D D For Risk Category = I and S0 = 0.792 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF S01 RISK CATEGORY lorli III IV S01 < 0.067g A A A 0.067g S01 < 0.133g B B C 0.133g :5 SDI < 0.209 C C D 0.20gSS01 D D D For Risk Category = I and SDI = 0.455 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References Figure 22-1: https ://earthquake. usgs. gov/hazards/designmaps/downloads/pdfs/20 1O.ASCE-7j9gure_22- 1. pdf Figure 22-2: https ://earthquake usgs .gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2 .pdf Figure 22-12: https://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/20 1O_ASCE-7_Figure_22-1 2. pdf Figure 22-7: https ://earthquake. usgs.gov/hazards/desig n maps/downloads/pdfs/20 1O_ASCE-7_Figure_22-7. pdf Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf Figure 22-18: https;//earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf 111111111111111111111111 101 111111111111 ENERGY I BUILDING ENERGY ANALYSIS REPORT I PROJECT: Chestnut Avenue Residence 1161 Chestnut Avenue Carlsbad, CA 92008 Project Designer: Wright Design 2911 State Street Carlsbad, CA 92008 760-720-7631 Report Prepared by: Michael Dell 0 c C' — C) DELL CO. 0) (D CO 1629 York Drive c, Vista, CA 92084 (I) C (N I CO 760 (\J uJ 0 0 z 0 W III CM 0 Q) z Job Number: U)co wo R8-3018 IQ Date: 8/30/2018 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2016 Building Energy Efficiency Standards. This program developed by EnergySoft Software - www.energysoft.com. 00 N N Co 0 N 4 I TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF-1 R-PRF-01-E Certificate of Compliance 3 Form RMS-1 Residential Measures Summary 12 Form MF-IR Mandatory Measures Summary 13 HVAC System Heating and Cooling Loads Summary 17 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: Chestnut Street Calculation Date/Time: 14:33, Thu, Aug 30, 2018 Page 1 of 9 Calculation Description: Title 24 Analysis Input File Name: Chestnut.ribdl6x GENERAL INFORMATION 01 Project Name Chestnut Street 02 Calculation Description Title 24 Analysis 03 Project Location 1161 Chestnut Avenue 04 City Carlsbad 05 Standards Version Compliance 2017 06 Zip Code 92008 07 Compliance Manager Version BEMCmpMgr 2016.3.1 (1149) 08 Climate Zone CZ7 09 Software Version EnergyPro 7.2 10 - -- Building Type Single Family 11 Front Orientation (deglCardinal) 240 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 3508 15 Number of Zones 2 16 Slab Area (ft2) 1868 17 Number of Stories 2 18 Addition Cond. Floor Area(ft2) n/a 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) n/a 21 Glazing Percentage (%) 30.2% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building Incorporates one or more Special Featüres'sho'wn below ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 3.69 5.40 -1.71 -46.3% Space Cooling 2.52 1.24 1.28 50.8% lAO Ventilation 1.00 1.00 0.00 0.0% Water Heating 5.43 4.73 S 0.70 12.9% Photovoltaic Offset - 0.00 0.00 - Compliance Energy Total 12.64 12.37 0.27 2.1% Registration Number: 218-P010246673A-000-000-0000000-0000 Registration Date/Time: 2018-08-30 15:36:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-06282018-1149 Report Generated at: 2018-08-30 14:34:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: Chestnut Street Calculation Date/Time: 14:33, Thu, Aug 30, 2018 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: Chestnut. ribdl6x ENERGY DESIGN RATING Energy Design Rating (EDR) is an alternate way to express the energy performance of a building using a scoring system where 100 represents the energy performance of the Residential Energy Services (RESNET) reference home characterization of the 2006 International Energy Conservation Code (IECC) with California modeling assumptions. A score of zero represents the energy performance of a building that combines high levels of energy efficiency with renewable generation to"zero out" its TDV energy. Because EDR includes consideration of components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics), it is not used to show compliance with Part 6 but may instead be used by local jurisdictions pursuing local ordinances under Title 24, Part 11 (CALGreen). As a Standard Design building under the 2016 Building Energy Efficiency Standards is significantly more efficient than the baseline EDR building, the EDR of the Standard Design building Is provided for Information. Similarly, the EDR score of the Proposed Design is provided separately from the EDR value of Installed PV so that the effects of efficiency and renewable energy can both be seen EDR of Standard Efficiency EDR of Proposed Efficiency EDR Value of Proposed PV + Battery Final Proposed EDR 46.8 46.4 0.0 46.4 o Design meets Tier I requirement of 15% or greater code compliance margin (CALGreen A4.203.1.2.1) and Qll verification prerequisite. O Design meets Tier 2 requirement of 30% or greater code compliance margin (CALGreen A4.203.1.2.2) and Qll verification prerequisite. E] Design meets Zero Net Energy (ZNE) Design Designation requirement for Single Family in climate zone CZ7 (San Diego) (CALGreen A4.203.1.2.3) including on-site photovoltaic (PV) renewable energy generation sufficient to achieve a Final Energy Design Rating (EDR) of zero or less. The PV System must be verified. Notes: Excess PV Generation EDR Credit: Bypassing PV size limit may violate Net Energy Metering (NEM) rules REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Window overhangs and/or fins Non-standard duct location (any location other than attic) HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building-level Verifications: IAQ mechanical ventilation Cooling System Verifications: Minimum Airflow Fan Efficacy Watts/CFM HVAC Distribution System Verifications: Duct Sealing Ducts located entirely in conditioned space confirmed by duct leakage testing Domestic Hot Water System Verifications: —None-- BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Chestnut Street 3508 1 4 2 0 1 Registration Number: 218PO10246673A000L00000000000000 Registration Date/Time: 2018-08-30 15:36:53 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-06282018-1149 Report Generated at: 2018-08-30 14:34:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: Chestnut Street Calculation Date/Time: 14:33, Thu, Aug 30, 2018 Page 3 of 9 Calculation Description: Title 24 Analysis Input File Name: Chestnut.ribdl6x ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System I Water Heating System 2 Main Floor Conditioned HVAC Systemi 1868 10 DHW Sys 1 n/a Upper Floor Conditioned HVAC System2 1640 9 DHW Sys I n/a OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Main Floor R-19 Wall 240 Front 264 60 90 Left Wall Main Floor R-1 9 Wall 330 Left 425 12 90 Rear Wall Main Floor R-19 Wall 60 Back 480 276 90 Right Wall Main Floor R-1 9 Wall 150 Right 555 112 90 Garage common Main Floor>>_Garage_ R-19 Gar Wall n/a n/a 346 0 n/a Interior Surface Main Floor>>Main Floor demising ceiling n/a n/a 1405 n/a n/a Front Wall 2 Upper Floor R-19 Wall 240 Front 480 258.5 90 Left Wall 2 Upper Floor R-19 Wall 330 Left 470 87 90 Rear Wall 2 Upper Floor R-19 Wall 60 Back 480 166 90 Right Wall 2 Upper Floor R-19 Wall 150 Right 470 63.5 90 Raised Floor Upper Floor R-19 Floor No Crawlspace n/a n/a 235 n/a n/a Garage Wall _Garage_ R-0 Wall 240 Front 100 0 90 Garage Wall 2 _Garage_ R-0 Wall 150 Right 96 0 90 Garage Wall 3 _Garage_ R-0 Wall 240 Front 116 0 90 Garage Wall 4 _Garage_ R-0 Wall 330 Left 136 0 90 Garage Wall 5 _Garage_ R-0 Wall 330 Left 100 0 90 OPAQUE SURFACES - Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 Name Zone Type Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Roof Main Floor R-38 Roof No Attic -specify - 245 0 1 0.1 0.85 No Roof 2 Upper Floor R-38 Roof No Attic -specify - 1640 24 1 0.1 0.85 No Garage Roof _Garage R-0 Roof No Attic - specify - 337 0 1 0.1 0.85 No Registration Number: 218-P010246673A-000-000-0000000-0000 Registration Date/Time: 2018-08-30 15:36:53 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-06282018-1149 Report Generated at: 2018-08-30 14:34:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Name: Chestnut Street Calculation Date/Time: 14:33, Thu, Aug 30, 2018 Page 4 of 9 Calculation Description: Title 24 Analysis Input File Name: Chestnut.ribdl6x FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width (ft) Height (ft) Multiplier Area (ft2) U-factor SHGC Exterior Shading Sliding door #2 Window Front Wall (Front-240) -- - 1 60.0 0.39 0.22 Insect Screen (default) Window F Window Left Wall (Left-330) - 1 12.0 0.39 0.22 Insect Screen (default) Window E Window Rear Wall (Back-60) - - 1 56.0 0.39 0.22 Insect Screen (default) Sliding door #3 Window Rear Wall (Back-60) - - 1 220.0 0.39 0.22 Insect Screen (default) Window Window Right Wall (Right-150) - 1 17.5 0.39 0.22 Insect Screen (default) 2 Window B Window Right Wall (Right-150) -- - 1 42.0 0.39 0.22 Insect Screen (default) Window C Window Right Wall (Right-150) --- -- 1 17.5 0.39 0.22 Insect Screen (default) Window D Window Right Wall (Right-1 50) - 1 35.0 0.39 0.22 Insect Screen (default) Window G Window Front Wall 2 (Front-240) 5.0 8.5 1 42.5 0.39 0.22 Insect Screen (default) Sliding door #6 Window Front Wall 2 (Front-240) 12.0 9.0 1 108.0 0.39 0.22 Insect Screen (default) Sliding door #7 Window Front Wall 2 (Front-240) 12.0 9.0 1 108.0 0.39 0.22 Insect Screen (default) Window P Window Left Wall 2 (Left-330) ---- -- 1 24.0 0.39 0.22 Insect Screen (default) Window Q Window Left Wall 2 (Left-330) -- 1 33.0 0.39 0.22 Insect Screen (default) Window R Window Left Wall2 (Left'330) -- 1 30.0 0.39 0.22 Insect Screen (default) Window K Window Rear Wall 2 (Back-60) - 1 48.0 0.39 0.22 Insect Screen (default) Window L Window Rear Wall 2 (Back-60) - 1 22.0 0.39 0.22 Insect Screen (default) Window M Window Rear Wall 2 (Back-60) 1 48.0 0.39 0.22 Insect Screen (default) Window N Window Rear Wall 2 (Back-60) - ---- 1 48.0 0.39 0.22 Insect Screen (default) Window H Window Right Wall 2(Right-150) - - 1 51.0 0.39 0.22 Insect Screen (default) Window J Window Right Wall 2 (Right-150) - - 1 12.5 0.39 0.22 Insect Screen (default) 3 Skylight 22x22 Skylight Roof 2 (- specify -348) 1 10.0 0.39 0.29 2 Skylight 22x46 Skylight Roof 2 (- specify -348) 1 14.0 1 0.39 0.29 Registration Number: 218-P010246673A-000-000-0000000-0000 Registration Date/Time: 2018-08-30 15:36:53 HERS Provider: - CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-06282018-1149 Report Generated at: 2018-08-30 14:34:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: Chestnut Street Calculation Date/Time: 14:33, Thu, Aug 30, 2018 Page 5 of 9 Calculation Description: Title 24 Analysis Input File Name: Chestnut.ribdl6x OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 J 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up Dist L Bot Up Depth Top Up Dist R Bot Up Window 4 0.1 4 4 0 0 0 0 0 0 0 0 0 Sliding door #6 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Sliding door #7 8 0.1 8 8 0 0 0 0 0 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R-value U-factor Assembly Layers Inside Finish: Gypsum Board Cavity / Frame: no insul. 12x4 R-0 Wall Exterior Walls Wood Framed Wall 2x4 © 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Inside Finish: Gypsum Board Cavity/ Frame: no insul./2x4 Roof Deck: Wood Siding/sheathing/decking R-0 Roof No Attic Cathedral Ceilings Wood Framed Ceiling . 2x4 @ 16 in. O.C. none 0.484 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board R 19 in 5-1/2-in. Cavity/Frame: R-19 in 5-1/2 in. (R-18) 12x6 R-19 Wall Exterior Walls Wood Framed Wall 2x6 © 16 in. O.C. cavity (R-18) 0.074 Exterior Finish: 3 Coat Stucco Ceiling Below Finish: Gypsum Board Cavity/Frame: no insu!. /2x4 Floor Deck: Wood Siding/sheathing/decking demising ceiling Interior Ceilings Wood Framed Ceiling 2x4 @16 in. O.C. none 0.202 Floor Surface: Carpeted Inside Finish: Gypsum Board R19 in 5-1/2 in. Cavity/Frame: R-19 in 5-1/2 in. (R-18)/2x6 R-19 Gar Wall Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. cavity (R-18) 0.069 Other Side Finish: Gypsum Board Inside Finish: Gypsum Board Cavity/Frame: R-38/2x12 Roof Deck: Wood Siding/sheathing/decking R-38 Roof No Attic Cathedral Ceilings Wood Framed Ceiling 2x12 @ 16 in. O.C. R38 0.030 Roofing: Light Roof (Asphalt Shingle) Floor Surface: Carpeted R 19 in 5-1/2 in. Floor Deck: Wood Siding/sheathing/decking 1.Cavity/Frame: R-19 Floor No Crawlspace Exterior Floors Wood Framed Floor 2x6 © 16 in. O.C. cavity (R-18) 0.052 R-19 in 5-1/2 in. (R-18)/2x6 Registration Number: 218-P010246673A-000-000-0000000-0000 Registration Date/Time: 2018-08-30 15:36:53 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CFI R-06282018-1149 Report Generated at: 2018-08-30 14:34:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: Chestnut Street Calculation Date/Time: 14:33, Thu, Aug 30, 2018 Page 6of9 Calculation Description: Title 24 Analysis Input File Name: Chestnut. ribdl6x SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge tnsul. R-value & Depth Carpeted Fraction Heated Slab Main Floor 1868 180 None 0.8 No Slab-on-Grade _Garage 572 53 None 0 No WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 12 Input Rating! Tank Standby Heater Tank Uniform Energy Pilot! Insulation Loss! First Hour NEEA Heat Pump Tank Location Element Number Vâlume Factor/ Energy Thermal R-value Recovery Rating! Brand! Model I or Ambient Name Type Tank Type of Units (gal) Factor! Efficiency Efficiency (Int!Ext) Eff Flow Rate Other Condition DHW Heater 1 Gas Small Instantaneous 1 0 0.94 EF < 200 kBtu/hr R-0/R-0 0 n/a n/a n!a HVAC - HEATING UNIT TYPES 01 I 02 I 03 I 04 Name I System Type I Number of Units I Efficiency Heating Component 1 CntrlFumace 1 92 AFUE Heating Component 2 CntrlFumace 1 92 AFUE Registration Number: 218-pO10246673A-000-000-00000000000 Registration Date/Time: 2018-08-30 15:36:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-06282018-1149 Report Generated at: 2018-08-30 14:34:16 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 DHW Standard DHW Heater 1(1) 1 .0% SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC Systeml Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC System2 Other Heating and Cooling System Heating Component 2 Cooling Component 2 HVAC Fan 2 Air Distribution System 2 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: Chestnut Street Calculation Date/Time: 14:33, Thu, Aug 30, 2018 Page 7 of 9 Calculation Description: Title 24 Analysis Input File Name: Chestnut.ribd 16x HVAC -COOLING UNIT TYPES 01 02 03 04 05 06 07 08 Name System Type Number of Units Efficiency EER SEER Zonally Controlled Compressor Type HERS Verification Cooling Component 1 SplitAirCond 1 11.7 I 14 Not Zonal Single Speed Cooling Component 1-hers-cool Cooling Component 2 SplitAirCond 1 11.7 14 Not Zonal Single Speed Cooling Component 2-hers-cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1-hers-cool Required 350 Not Required Not Required Not Required Cooling Component 2-hers-cool Required 350 Not Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R-value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctslnA!l Sealed and tested 4.2 Conditioned zone None Air Distribution System 1-hers-dist Air Distribution System 2 DuctslnAll Sealed and tested 4.2 -1 Conditioned zone None 1 Air Distribution System 2-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low-leakage Air Handler Air Distribution System 1-hers-dist Required 5.0 Required Not Required Not Required Not Required n/a Air Distribution System 2-hers-dist Required 5.0 Required Not Required Not Required Not Required n/a HVAC-FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan I Single Speed PSC Furnace Fan 0.58 HVAC Fan 1-hers-fan HVAC Fan 2 Single Speed PSC Furnace Fan 0.58 HVAC Fan 2-hers-fan Registration Number: 218-P010246673A-000-000-0000000-0000 Registration Date/Time: 2018-08-30 15:36:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-06282018-1149 Report Generated at: 2018-08-30 14:34:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: Chestnut Street Calculation Date/Time: 14:33, Thu, Aug 30, 2018 Page 8 of 9 Calculation Description: Title 24 Analysis Input File Name: Chestnut.ribdl6x HVAC FAN SYSTEMS - HERS VERIFICATION 01 1 02 03 Name I Verified Fan Watt Draw Required Fan Efficiency (WaftsICFM) HVAC Fan 1-hers-fan I Required 0.58 HVAC Fan 2-hers-fan I Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam lAQVentRpt 73 0.25 Default 0 Required Registration Number: 218-P010246673A-000-000-00000000000 Registration Date/Time:. 2018-08-30 15:36:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-06282018-1149 Report Generated at: 2018-08-30 14:34:16 0 2016 Low-Rise Residential Mandatory Measures Summary NOTE: Low-use residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. *Exceptions may apply. (Revised 04/2017) Building Envelope Measures: • 110 6'a'1 Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage 100.3 cfrn/ft2 or less when tested per NFRC400 orASTM E283 0rAAMA1WDMNCSA 101/l.S.21A440-2011.' § 110.6(a)5: Labeling. Fenestration products must have a label meeting the requirements of § 10.111(a). 110.6(b): Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from TABLES 110.6-A and 110.6-B for compliance and must be caulked and/or weatherstripped. 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, gasketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation specified or installed must meet Standards for Insulating Material. § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of § 110.8(i) when the installation of a cool roof is specified on the GEl R. § 110.80): Radiant Barrier. A radiant barrier must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood-frame ceiling; or the weighted average U-factor must not exceed 0.043. Minimum R-1 9 or weighted average U-factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling.' § 150.0(b): Loose-fill Insulation. Loose fill insulation must meet the manufacturers required density for the labeled R-value. Above Grade Wall Insulation. Minimum R-1 3 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less (R-19 in 2x6 or U- § 150.0(c): factor of 0.074 or less). Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102, equivalent to an installed value of R-13 in a wood framed assembly.' § 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor.' § 150.0(f): Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have a water vapor permeance no greater than 2.0 perm/inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). Vapor Retarder. In Climate Zones 1-16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This § 150.0(9)1. requirement also applies to controlled ventilation crawl space for buildings complying with the exception to § 150.0(d). Vapor Retarder. In Climate Zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all § 150.0(g)2: insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation. 150.0(q): q,. Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U-factor of 0.58; or the weighted average U-factor of all fenestration must not exceed 0.58.' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 150.0(e)1A: Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. 150 0' '1 B' e1 Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device.' § 150.0(e)1 C: Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control.' 150.0(e)2: Pilot Light. Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating, and Plumbing System Measures: 110 O 110.3: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the Energy Commission.' § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in TABLE 110.2-A through TABLE 110.2-K.' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters 110.2(b): 1 must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.' 110.2(c): s Thermostats. All unitary heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat.' Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)5: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. 110.3(c)7: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2 kW) must have isolation valves with hose bibbs or other fittings on both cold water and hot water lines of water heating systems to allow for water tank flushing when the valves are closed. 110.5: Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances (appli- ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt); and pool and spa heaters. Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with ASHRAE Handbook, Equipment § 150.0(h)1: Volume, Applications Volume, and Fundamentals Volume; SMACNA Residential Comfort System Installation Standards Manual; orACCA Manual J using design conditions specified in § 150.0(h)2. I ew 2016 Low-Rise Residential Mandatory Measures Summary § 150.0(h)3A: Clearances. Installed air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryer vent. 150.0(h)3B:''Liquid Line Drier. Installed air conditioner and heat pump systems must be equipped with liquid line filter driers if required, as specified by manufacturer's instructions. 150.00)1: Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, must have R-12 external insulation or R-1 6 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. Water piping and cooling system line insulation. For domestic hot water system piping, whether buried or unburied, all of the following must be insulated according to the requirements of TABLE 120.3-A: the first feet of hot and cold water pipes from the storage tank; all piping with a § 150.00)2A: nominal diameter of 3/4 inch or larger; all piping associated with a domestic hot water recirculation system regardless of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried below grade; and all hot water pipes from the heating source to kitchen fixtures.' 150.00)2B:" Water piping and cooling system line insulation. All domestic hot water pipes that are buried below grade must be installed in a water proof and non-crushable casing or sleeve.' 150 O"2C' UI Water piping and cooling system line insulation. Pipe for cooling system lines must be insulated as specified in § 150.0)2A. Distribution piping for steam and hydronic heating systems or hot water systems must meet the requirements in TABLE 120.3-A.' § 150.00)3: Insulation Protection. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation Protection, Insulation exposed to weather must be installed with a cover suitable for outdoor service. For example, protected by § 150.00)3A: aluminum, sheet metal, painted canvas, or plastic cover. The cover must be water retardant and provide shielding from solar radiation that can cause degradation of the material. 150.00)3B:" Insulation Protection. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must have a Class I or Class II vapor retarder. Gas or Propane Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: a n1 . 1500' '1 120V electrical receptacle within 3 feet of the water heater, a Category Ill or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. 150.0(n)3: Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: 110.8(d)3: Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air-distribution system ducts and plenums must be installed, sealed, and insulated to meet the requirements of CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to a minimum installed level of R-6.0 (or higher if required by CMC § 605.0) or a minimum installed level of R4.2 when entirely in conditioned space as confirmed through field verification and diagnostic testing 150 0'm'l' (R.A3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ¼ inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area of the ducts.' Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. m1 . 150.0(m)3: Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction. 150.0(m)7:'Backdraft Dampers. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. m1 . 1500' '8' Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and 150.0(M)9: wind. Insulation exposed to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex duát must have a non-porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0(m)11 and Reference Residential Appendix RA3. Air Filtration. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, must be provided with air filter devices that meet the design, installation, efficiency, pressure drop, and labeling requirements of § 150.0(m)12. 2016 Low-Rise Residential Mandatory Measures Summary Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the 150.0(m)13: • supply plenum. The space conditioning system must also demonstrate airflow ~ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air-handling unit fan efficacy :5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.3. This applies to both single zone central forced air systems and every zone for zonally controlled central forced air systems.' Ventilation for Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2. Neither window operation nor §150.0(o): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole-building ventilation. 150 0'o'lA / Field Verification and Diagnostic Testing. Whole-building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.7. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency 110.4(a):''that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating.' 110 4'b'l Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. 110.4(b)3:'Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. 1500' Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves.' Lighting Measures: 1109 Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of110.9.' 110.9(e): JAB High Efficacy Light Sources. To qualify as a JAB high efficacy light source for compliance with § 150.0(k), a residential light source must be certified to the Energy Commission according to Reference Joint Appendix JAB. § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or § 150.0(k)1 B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) § 150.0(k)1 C: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1 C. A JA8-2016-E light source rated for elevated temperature must be installed by final inspection in all recessed downlight luminaires in ceilings. 150 Wk ID Electronic Ballasts. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output frequency no less than 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)1 E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. 150 O'k'lF Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k).' Screw based luminaires. Screw based luminaires must not be recessed downlight luminaires in ceilings and must contain lamps that comply § 150.0(k)1G: with Reference Joint Appendix JAB. Installed lamps must be marked with "JA8-2016" or "JA8-2016-E° as specified in Reference Joint Appendix JAB.* § 150.0(k)1 H: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JAB compliant and must be marked with "JA8-2016-E.° § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0 (k)2B: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems. 150 o'k'2c Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. 150.0(k)2E:Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it: § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5(0; and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: it functions as a vacancy sensor according to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5(f); and all other requirements in § 150.0(k)2. 150.0(k)21:'Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. 2016 Low-Rise Residential Mandatory Measures Summary 150.0(k)2J: ' Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must be controlled by a vacancy sensor. 150.0(k)2K:'• Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JA8, except luminaires in closets less than 70 square feet and luminaires in hallways.' § 150.0(k)2L: Interior Switches and Controls. Undercabinet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other 150.0(k)3A:' buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or EMCS). Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)3B: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either § 150.0(k)3A or with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. 150.0(k)3C:' Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150,0(k)3B or § 150.0(k)3D must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. 150.0(k)3D:' Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. 150.0(k)4:' Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of power as determined according to § 130,0(c), 150.0(k)5:' Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must: § 150.0(k)6B: Comply with the applicable requirements in §§ 110.9, 130.0, 130.1, 140.6 and 141.0; and Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.10(b) through § 110.10(e). § 110.10(a)2: Low-rise Multi-family Buildings. Low-rise multi-family buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas § 110.10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For tow-rise multi-family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: Orientation. All sections of the solar zone located on steep-sloped roofs must be oriented between 110 degrees and 270 degrees of true north. 110.10(b)3A:'' Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment. Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane.' 110 10lbA r'. Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c): routing of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); and a pathway for routing of plumbing from the solar zone to the water-heating system. 110.10(d):" Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or main circuit location; and permanently marked as 'For Future Solar Electric'. HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Chestnut Avenue Residence Date 8/30/2018 System Name HVAC System Floor Area 1,868 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 664 Return Vented Lighting Return Air Ducts Return Fan Ventilation T 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 40,000 14,236 1,159 328 16,571 Total Output (Btuh) 40,000 0 Output (Btuh/sgft) 21.4 142 186 Cooling System 0 0 Output per System 30,000 0 01 0 0 Total Output (Btuh) 30,000 0 142 1 14,521 1,1591 0 Total Output (Tons) 2.5 186 Total Output (Btuhlsgft) 16.1 Total Output (sgft/Ton) 747.2 16,942 Air System CFM per System 1,250 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,250 Rheem R92-05/030 23,146 6,008 40,000 Airflow (cfm/sqft) 0.67 Airflow (cfm/Ton) 500.0 Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 23,146 6,008 40,000 F Jan 1 AM Outside Air (cfmlsqft) 0.00 Note: values above given at ARI conditions Aug 3 PM] HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F 68°F Outside Air - - 0 cfm Supply Fan 68°F I 1,250 cfm 68°F 115°F 1p iJ...1 Hil : Heating Coil 115 OF ROOM 68°F I COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 83/67°F 75/62°F 75/61°F 55/54°F lIpil 11H I I Outside Air - _ : 4, 0 cfm Supply Fan Cooling Coil '54 OF 1,250 cfm 46.4% ROOM 75/62°F 75/62°F 4 4 IiI [I I HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Chestnut Avenue Residence Date 8/30/2018 System Name HVAC System Floor Area 1,640 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 806 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 40,000 17,267 1,017 306 15,481 Total Output (Btuh) 40,000 0 Output (Btuh/sgft) 24.4 173 173 Cooling System 0 0 Output per System 30,000 0 o 0 0 Total Output (Btuh) 30,000 0 1,0171 0 Total Output (Tons) 2.5 173 173 Total Output (Btuh/sqft) 18.3 Total Output (sgftllon) 656.0 17,613{ 15,827 Air System CFM per System 1,250 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,250 Rheem R92-05/030 23,209 5,930 40,000 Airflow (cfmlsqft) 0.76 Airflow (cfm/Ton) 500.0 40,000 I Jan 1 AM OutsideAir (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 23,209 5,930 Outside Air(cfm/sqft) 0.00 Note: values above given at ARI conditions Aug 3 PM] HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34°F 68°F Outside Air - V- 0 cfm Supply Fan 1,250 cfm 68°F 68°F 115°F Heating Coil 4 HI H I1 115 OF ROOM flu 68°F COOLINGSYSTEMPSYCHROMETRICS(AirstreamTemperaturesat Timeof CoolingPeak) 83 / 67 OF 75 / 62 OF 75 / 61 OF 55/54 OF MO Outside Air 'i1I H O cfm Supply Fan Cooling Coil 1,250 cfm 75/62°F HI I I H I1 55 / 54 OF 46.3% ROOM 75/61°F Lcity of Carlsbad CERTIFICATIONi.i-i:.i:101.] u This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project No. & Name Plan Check No.: CBR2018-2283 Project Address: 1161 CHESTNUT AVE Assessor's Parcel No.: 2052109600 Project Applicant: TRUST GOLDMAN IRWIN AND KIMBERLY p (Owner Name) Residential Square Feet: ..D' New/Additions: 3,508 Q '.JIp/v Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 08/31/2018 Certification of Applicant/Owners. The person executing this declaration ("Owner') certifies under penalty of pequry that (1) the information provided above is correct and true to the best of the Owners knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if, Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Elilill Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 + Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) ft San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES. THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation' determined by the School District. The City may issue building permits for this project. Signs Title: Name of School District: Building Division CARLSBAD UNIFIED SCHOOL DISTRICT Phone: 6225 El CAMINO REAL CARLSBAD, CA 92009 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 huilding@carlsbadca.gov (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 identity 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 (wlo panel upgrade) + Pool A If an item in the checklist is deemed to be not applicable to a projector is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. 4 Details on CAP ordinance requirements are available on the city's website. 4 A CAP Building Plan template (form B-55) shall be addedto the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpaQe and download the latest form. Application Informàilan Project Name/Building Permit No.: / A( pnoxe-y- Property AddresslAPN: t7?-4 v Applicant Name/Co.: k"vJ"V.0 Ms BP No.: 0202o-4 4j eA. Applicant Address: Contact Phone: ?43 C/,ulLlecs;T9 4/ Contact Email: )d2r-il: IgLLff.f/QI.S,, (7,( Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Date: B-50 Page 1 of 6 Revised 06/18 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. - For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $_ Coritruction Type Notes A high-rise residential building is 4 or more stories, including a EJ Residential Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 0 New construction 2A, 3A, 1B, 2B, 4A 3B 4A D Additions and t ons: IQ BPV < $60,000 N/A N/A All residential additions and alterations BPV $60,000 - IA 4A - 4A 1-2 family dwellings and townhouses with attached garages O Electrical service panel upgrade only ' only 'Multi-family dwellings only where interior finishes are removed BPV a $200,000 IA, 4A' 1 B, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed LJ Nonresidential D New construction 1B, 2B, 3B, 4B and 5 Alterations: BPV 2! $200,000 or additions 2! 1,000 1 lB 5 square feet BPV ~!$1,000,000 18,2B,5 a 2,000 sq. ft. new roof addition 28, 5 Building alterations of 75% existing gross floor area I also applies if BPV a $200,000 he1Isteirs ChEck tile iriae l etq,tfri all ot pp! 'wdeceittt,rt iwns iit$piavIe uPmnij uliir, rs 1. Energy trnciency Please referto Carlsbad Munidpal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. A 0 Residential addition or alteration? $60,000 building permit valuation. ON/A See CMC section 18.30.190. O Exception: Home energy score k 7 /attach certification Year Built Single-family Requirements Multi-family Requirements Before 1978 Select one: O Duct searing 0 Attic insulation 0 Cool roof 0 Attic insulation O 1978 and later Select one: Lighting package 0 Water healing Package Between 1978 and 1991 one: 0 Duct sealing 0 Attic insulation 0 Cool roof O 1992 and later Select one: ci Lighting package 0 Water healing package B. D Nonresidential' new construction or alterations? $200,000 building permit valuation, or additions? 1,000 square feet. 19 N/A Updated 8/1 5/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, 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______________________ 0.4 Daylight design PAR 0.5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: 0.95 Energy budget 0.90 Energy budget 0 N/A____________________________ A5.211.1" DOn-site renewable energy 0 N/A____________________ A5.211.3" Green power (d offered by local utility provider, 50% minimum renewable sources) 0 N/A_____________________ A5.212.1 O Elevators and escalators 0 N/A___________________ A5213.1 0 Steel framing 0 N/A___________________ * Includes hotelsnotels and highdse residential buildings "For alterations a $1,000,000 BPV and affecting >75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead, tPhpthvOltaicy4cms - fl Residential new construction (for iowiise residential building permit applications submitted after 111120). 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 (2B below) Instead. 2) If project includes Installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(B) (low.rlse residential), increase system size by .3kWdc if PV offset option Is selected. Floor Plan ID (use additional sheets if necessary) CFA Ku. Calculated klNdc* Exception Total System Size: kWc 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. El Nonresidential new construction or alterations ?$1,00,00 BPV and affecting a756/9 existing floor area, or addition that increases roof area by k2,000 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: Min. System Size: kWdc if < 10,000s.f. Enter 5 kWdc O If ~: 10,000s.f. calculate: 15 kWdc x (GFN10,000) '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 Annual TDV Energy use:* __ x.80= Mm. system size: kWt **'Attach calculation documentation using modeling software approved by the California Energy Commission. 3 Water Heating A F j Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. [:]For systems serving individual dwelling units choose one: O Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) EJ 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: O For systems serving multiple dwelling units, install a central water-heating system with all of the following: 0 Gas or propane water heating system E] Recirculation system per CMC 18.30.150(B) (high-rise residential, hotel/motel) or CMC 18.30.170(B) (low- rise residential) 0 Solar water heating system that is either: 0.20 solar savings fraction .15 solar savings fraction, plus drain water heat recovery []Exception: B. El Nonresidential new construction - Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. E] 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 flWater heating system is (choose one): o Heat pump water heater 0 Electric resistance water heater(s) ElSolar water heating system with .40 solar savings fraction 0 Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 1& Electric VehicleChigiñg.> I A D Residential New construction and major alterations* Please refer to Carlsbad Ordinance CIVIC section 18.21.140 when completing this section. DOne and two-family residential dwelling or townhouse with attached garage: []One EVSE Ready parking space required 0 Exception: fl Multi4amily residential: 0 Exception:_______________________________ Total Parking Spaces Proposed 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 uCapable,D Ready" or 1ns1a1led.") *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building pemilt valuation k $60000 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, electrical, and/or plumbing systems are proposed. B. [1 Nonresidential new construction (includes hotelslmotels) Total Parking Spaces fl Exception: EVSE SD Ca 10 1 2 Calculation: Refer to the table below: 5 Total 8 Total Number of Parking Spaces provided Number of required EVSpaces Number of required EVSE Installed Spaces - 0-9 V, 1 1 [J 10-25 2 1 26-50 4 2 - p 51-75 6 3 o 76-100 9 5 [] 101-150 12 6 11 151-200 17 9 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist S. 0 Transportation Demand,Management (1DM): Nonresidential ONLY 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 MM plan. if TOM 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 rj Office (811)2 20 13 Restaurant 11 11 Retail3 8 4.5 Industrial 4 3.5 Manufacturing 4 3 Warehousing 4 1 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, lOthEdition 2 For all office uses, use SANDAG rate of 20 ADT/I,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 = 8 ADT 9,334sf- 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 may be subject to the City of Cedsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: 7JT4 iE4_.4.t Date:______________ Peson otherthan Applicant to be contacted for TOM compliance (if applicable): Name (Printed): Phone Number Email Address: Updated 8/15/2019 6 STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP CiRcdI1 - aaF"2 _______ BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMP S Control BMPs Management BMPs Pollution Control BMPs 0 - I. CD E 0) ° Co j CL 0 (I) Cl) 0 CL Cl) 0 0 0 Best Management Practice* Co . (BMP)Description - o 0 - a ' o 0 0 -'-i o > - .- r.i 0 0 1.. 2 -.- - __ .b 0 0 .._ 0 -._. 0 -- o 0 . 0 C 0 Q) - 0 o --- 0 ..- = 0 0 0 0 0 0 0 0 W Cl) Cl) Cl) C) 1i C) V) :> Cl) Cl) 0 Cl) E Cl) O 0 0 0.. > C) M Cl) M Cl) C/) C) (/) M = M C) M. CASQA Designation -> r- 00 o' - r - Lo co r- co 2 - C'4 F) r- 00 N) ' Lt) co 90 JLLL1JLJJJ j.j)Cs!, Construction Activity LiJ W W LU C/) Cl) Cl) Cl) C/) C/) (I) Cl) ' Grading/Soil Disturbance - - - - ft - - .X )< - - - - - - -. - -. - - - - - - - - .~ Trenching/Excavation - - - - . - - - - - - - - - - - - - - - - - - - - - - X Stockpiling - - - -' - - - x >< - - - - x - - - - - - - - - - - - - - - Drilling/Boring - Concrete/Asphalt Sawcutting - - - - - - - - - - - - - - - - - - - - - - - - - X Concrete Flatwork - - - -. - - - - - - - -- - - g - - ..-- - - Paving - - -. - - - - - - --- - - - - - - )(Conduit/Pipelnstallation - ---- Stucco/Mortar Work - - - - - x - - - - - - - - - - - - x - )( Waste Disposal - - - - - - - - - - - - _X - - - - - - - - - - X - - - - Staging/Lay Down Area - - - -. - - - - - - - - - - - - - - - - - - - - - - - - - — Equipment Maintenance and Fueling - - - -. - - - - - - - - - - - - - - - - - - - - - - Hazardous Substance Use/Storage - Dewatering - - - - - - - - - - - - - - - - - - - - - - - - - - - - Site Access Across Dirt - Other (list): - - - -. - - - - - - - - - - - - - - - - - - - - - - - STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY.THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALl. BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUC110N AC11V111ES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY NTH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION AC11V111E5 UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. IYt,')ifl t'--1 OWN~ S 7ER E (PRINT) :i~7 /Lf.1 OWNER(/OWT*ER'S AGENT NAME (SIGNATURE) kDAT PROJECT INFORMATION Site Address: I I ( 0crtt'..11AT Pç\IE Assessor's Parcel Number: - ZA 0 - If 6 00 Emergency Cori Name: ( 'jAN.i 1?.I 24 Hour Phone:( yot ~,q-L 4C69 ..-.-- / Construction Threat to Storm Water Quality (Check Box) El MEDIUM El LOW E-29 Page 1 of 1 REV 11/17